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HomeMy WebLinkAboutXC2023-0210 - CalcsDCSUPTOWN ASSOCIATES, INC. 4311 JAN STRUCTURAL MOURS 1744 West Katella Ave. Suite 107 Orange, CA 92967 PH: 714 997 1145 www.dalechristian.com `< r F A pr\ SWIMM 2019-2021 Plan SECOND Structural Comment No. Response$ mm •i1 t OEM 3RT U NJ wvJob No:rZe 06 �C 01 sz�° A`SP Designed By. pdr Date: 4/14/2022 Sheet No: 10bii SEE REVISED DETAIL 9/S4.2 FOR 12" MINIMUM DIMENSIONFROM BUILDING WALL TO SPA. 10c SPA DOES NOT SURCHARGE THE BUILDING SINCE BOTH STRUCTURES ARE BELOW GRADE. SEE ATTACHED CALC FOR CHECK OF WALL WHEN SPA IS EXCAVATED, BUILDING DNISION M w 1 r 702 BY: Y.T. DOSE ASSOCIATES INC. STRUMIRALINGNEEERS 1744 West Karelia Ave. Suite 107 Orange, CA 92967 PH, 714 997 1145 www.dalechristian.com 5�� s- pooL. UPTOWN NEWPORT POOL & SPA CORRECTIONS q2f�5 N)51if-e' FE Fov^r.ir�G p fL W t, Lt. e21 ljLc svrn 5TpV4Tv2C''5 A'a sal -ow 62.&Oc _ Qu k- +,. 8' _ cv►'1i�Z35�Gv)(274� �,�j�`itG l�- Job No: 20-067 Designed By. gdr Date: 4/14/2022 Sheet No: 58,°13 u.,e oc f4 .l � , I FI 3 I - Fp F M B��Ox 6 m t AI m mft IS FMMI eomW a'�� s pia DALE CHRISTIAN/ STRUOURfLL ENGINEER, INC CONSULTING & DESIGN 17" WM Ka[ W Aenue Suite 107 o 9e. CA 92867 714 W71145 714 997 3 7FAX DALE A. CbRISTIAN SE 2705 Dale Christian Structural Engineer 1744 W. Katella Ave. Suite 107 Orange, CA 92867 Project Title: Uptown Newport Engineer: VB Project ID: 20058 Project Descr: Cantilevered Retaining Wall Project File: retaining wall.EC6 DESCRIPTION: Uptown Newport S132 4'-0" Retaining Wall 50:1 slope- Update 1/25/22 Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 3.25 ft Equivalent Fluid Pressure Method Active Heel Pressure - 60.0 psf/ft Slope Behind Wall = 50.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Lateral Load Applied to Stem Lateral Load ...Height to Top ... Height to Bottom Load Type = 25.0 #/ft 7.25 ft 4.00 ft Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) C I S`71 -2020 Adjacent Footing Load Adjacent Footing Load = 6,500.0 Ibs Footing Width = 4.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 4.92 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = -3.3 It Poisson's Ratio = 0.300 DALE CHRI$T~ Dale Christian Structural Engineer Project Title: Uptown Newport smucruaAL ENGINEER, INc 1744 W. Katella Ave. Engineer: VB CONSULTING & DESIGN Suite 107 Project ID: 20058 1744%Vmr lAwrn,e Orange, CA 92867 ProectDescr. I / OW . CA 92867 7149971145 71499 57FAX DALE A. CFRISTIAN SE 2705 Cantilevered Retaining Wall Project File: retaining wall.EC6 LID# : KW-06015539, Build:20.22.1.30 DALE CHRISTIAN, S.E. INC. (c ENERCALC INC 1983-2022 DESCRIPTION: Uptown Newport SB2 4'-0" Retaining Wall 50:1 slope- Update 1/25/22 Design Summary Wall Stability Ratios Overturning Sliding Global Stability Total Bearing Load ...resultant ecc. 1.96 OK 1.61 OK = 1.75 2,603 Ibs = 8.50 in Soil Pressure @ Toe = 1,206 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,689 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.5 psi OK Footing Shear @ Heel = 6.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,225.2 Ibs less 100% Passive Force - 1,062.2 Ibs less 100% Friction Force a 910.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Stem Construction Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Reber Spacing Rebar Placed at Design Data fb1FB + fa/Fa Total Force @ Section Service Level Strength Level Moment.... Actual Service Level Strength Level Moment..... Allowable Shear..... Actual Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fe Fy 2nd Bottom Stem ON ft= 4.00 0.00 = Fence Masonry ASD 8.00 _ # 6 = 16.00 = Edge 0,436 Ibs = 565.9 Ibs = 1,557.8 ft-# _ ft-# _ ft-# _ psi = psi = in2= in = 1,103.5 2,533.1 2,526.5 6.2 21.0 45.6 91.50 5.25 psi= 1,500 psi = 20,000 = Yes = 21.48 psf = 78.0 = 1.000 = 7.60 = ASD psi = psi = Dale Christian Structural Engineer . DALE CHRISTVW/ SfRUC7URfLL ENGINEER, we 1744 W. Katella Ave. CONSULTING&DESIGN Suite 107 17H Wes[ Ka[ella A,m s. Im Orange, CA 92867 Ormge, U 92867 7149971145 7149973 7FM DALE A. CHRISTIAN SE 2705 Cantilevered Retaining Wall Project Title: Uptown Newport Engineer: VB Project ID: 20058 Project Descr: DESCRIPTION: Uptown Newport SB2 4'-0" Retaining Wall 50:1 slope- Update 1/25/22 Footing Data Footing Design Results Toe Width = 1.50 ft Tog j eol Heel Width = 2.50 Factored Pressure = 1,689 0 psf Total Footing Width = 4.00 Mu' : Upward = 1,655 363 ft-# Footing Thickness = 18.00 in Mu': Downward = 773 2,369 fH# Mu: Design = 882 2,007 ft-# Key Width = 12.00 in 2.00 phiMin = 29,589 31,681 ft-# Key Depth = in Actual 1-Way Shear = 6.52 6.75 psi Key Distance from Toe = 1.50 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 5 @ 8.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 8.00 in Min. As % = 0.0018 Key Reinforcing = # 5 @ 14.35 in Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Project File: retaining waII.EC6 Min footing T&S reinf Area 1.56 in2 Min footing T&S reinf Area per foot 0.39 in2 A If one layer of horizontalbars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 919.6 1.85 1,697.2 Soil Over HE (ab. water tbl) 80&7 3.08 2,487.2 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.08 2,487.2 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = 3.7 3.39 12.5 Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = 224.3 3.89 873.2 Axial Dead Load on Stem = Added Lateral Load = 81.3 7.13 578.9 ' Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 165.0 0.75 123.8 = Surcharge Over Toe = 150.0 0.75 112.5 Stem Weight(s) = 312.0 1.83 572.0 Earth @ Stem Transitions= Total = 1,225.2 O.T.M. = 3,149.4 Footing Weight = 900.0 2.00 1,800.0 Key Weight = 2.00 Resisting/Overturning Ratio = 1.96 Vert. Component = 265.3 4.00 1,061.1 Vertical Loads used for Soil Pressure = 2,602.6 Ibs Total = 2,602.6 Ibs R.M.= 6,169.1 ` Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral sail pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 42_3q V ptw'► N2�'+ tX vjP:v zo ZZ - I q 2- ' ICC EVALUATION SERVICE REPORT AND CALCULATIONS /l �37457( r� CNIL �p c �rF �F CA��FC�a e ,� ► g_3012a23 DeF Saab I Sit` 2oz. f Re,,jZ-1429 PARKHOUSE RESIDENCE REVISED METAL STAIR SHOP DRAWINGS BUILDING DIVISION BY. E.S. KPRS CONSTRUCTION SERVICES, INC. SUBMITTAL REVIEW ® REVIEWED 0 RESUBMIT e nionun Ter um. 0 5 — rJ 10 0 — 3 . 1 !WED FOR GENERAL COMPLIANCE WITH REFERENCE TO PLANS F IFICATION ONLY. THIS REVIEW DOES NOT RELIEVE ONTRACTOR OF THE RESPONSIBILITY FOR MAKING THE W( OHM TO THE REQUIREMENTS OF THE CONTRACT. ' ONTRACTOR IS RESPONSIBLE FOR ALL FIELD CONDITIC JSIONS, CURRENT FABRICATION, COORDINATION AND ACCURATE WORK OF OTHER TRADES. • 5:;'e `yj' DATE 06/27/2023 REVIEWED REJECTED ❑ REVISE AND RESUBMIT [-]FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and speclficadons, This check Is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, DALE CHRISTIAN/ STRUCTURAL ENGINEER, INC. GCSE DATE 07/11/2023 BY R.O. PE License of Stairs Engineer still current as obtained on CA PE Registration Board. ❑ REJECTED ❑ REVVIIEWED BV ONLY ❑ REVISE & RESUBMIT ❑ FOR RECORD ONLY ❑ FURNISH AS NOTED ® NO VIEWED TAKEN Corrections or comments made on the shop drawings during this review do not relieve contractors from compliance with requirements of the drawings and specifications. WHA is reviewing for conformance with general design intent only pursuant to the indus"andard protocol. The contractor is responsible for: •Confirming and cenecang al dualities, dimensions and calculations • Selecting (deaden process and techniques of construction •Coordinating their work win that of al other eases This nw ew does not take into account meansmethods, sequences and techniques Date 6/30/23 By P. Gabrieh, WHA Field verify all dimensions prior to fabrication ICC EVALUATION SE SERVICE' I Compliance with International Codes • Compliance to State/Regional Codes Www•t— carp I (800) 423-6587 (562) 699.0543 A Subsidiary of the International Code Council® IMES Evaluation Report ESR-2713 Reissued September2022 This report is subject to renewal September 2023. DIVISION: 03 00 00—CONCRETE Section: 0316 00--Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: TITEN HDa SCREW ANCHOR, TITEN HDa ROD HANGER AND TITEN HDe ROD COUPLER FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2021, 2018, 2015 and 2012 International Building Code® (IBC) ■ 2021, 2018, 2015 and 2012 International Residential Code® (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADES), see ESR-2713 LABC and LARC Su lement. Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® Titen HD® Screw Anchor is used as anchorage to resist static, wind and seismic (Seismic Design Categories A through F) tension and shear loads when installed into cracked and uncracked normalweight concrete and lightweight concrete members having a specified compressive strength, fa, from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and when installed into the soffit of cracked and uncracked sand -lightweight or normalweight concrete over profile steel deck having a minimum specified compressive strength, f,, of 3,000 psi (20.7 MPa). The Titen HD® Screw Anchor is used to fasten miscellaneous building materials to the concrete. The /<-, 3/a- and t/2-inch-diameter (6.4, 9.5 and 12,7 mm) screw anchors may be installed in the topside of cracked and uncracked normalweight or sand -lightweight concrete - filled steel deck having a minimum member thickness, hmin,deck, as noted in Table 4 of this report, and a specified compressive strength, f of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The Simpson Strong -Tie Titen HD® Rod Hanger is used as anchorage to resist static, wind and seismic (Seismic Design categories A through F) tension loads when installed into cracked and uncracked normalweight concrete and lightweight concrete members having a specified compressive strength, f�, from 2,500 psi to 8,500 psi (17.2 Mpa to 58.6 Mpa); and when installed into the soffit of cracked and uncracked sand -lightweight or normalweight concrete over profile steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). The Titen HDe Rod Hanger is used to attach threaded rod to concrete for the purpose of hanging pipes, HVAC equipment and other similar building components. The Simpson Strong -Tie Titan HD® Rod Coupler is used as anchorage to resist static, wind and seismic (Seismic Design categories A through F) tension loads when installed into cracked and uncracked normalweight and lightweight concrete members having a specified compressive strength, fc, from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The Titan HD® Rod Coupler is used in conjunction with a rod tiedown system for wood framed structures. The Simpson Strong -Tie® Titen HD® Screw Anchors, Rod Hangers and Rod Couplers (collectively referred to as Titen HD® products) are alternatives to anchors described in Section 1901.3 of 2021, 2018 and 2015 IBC and Sections 1908 and 1909 of the 2012 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section E3011.3 of the IRC. 3.0 DESCRIPTION 3.1 Titan HD® Screw Anchor: The Titen HD® Screw Anchor is a carbon steel threaded anchor with a hex -washer head, a countersunk head or a flat -washer head. The screw anchor is manufactured from heat -treated steel complying with SAE J403 Grade 1OB21, and either has an electrodeposited coating of zinc, minimum thickness 0.0002 inch (5 Pm ) in accordance with ASTM B633, SC1, Type III or is mechanically galvanized in -.,,ICC-ESmEvaluation Reports are naf to be consfined as, epresenting oestlretirs or on/, other athibutes nor specifically addressed, nar are !be/ to be cansfrved as an en thug ol.1'. " subject oJthe report or a rerommendation for its use. 7hei a is no war , I- am.frnding or other neatrer' in this report, or as fn o".1 roduct eo,, Fp� ronh�b+ICC Evaluation Service. LLC, express or implied. as j; P er'ed by (he report. Copyright 620231CC Evaluation Service, LLC. All rights reserved. a;, mom- Pao. 1 ,.r 4e 2 Most accordance with ASTM B695, Class 65, Type I. Titan HD® Screw Anchors with electrodeposited zinc coating m0 are available with nominally /4-, /z-, /a-, (6.4, 9.5, 12.7, 15.9 and 19.1 mm) shank diameters with a AP hex -washer head, with 114- and 3/3-inch (6.4 and 9.5 mm) shank diameters with a countersunk head and with 1/2- and ( i 5/e- inch (12.7 and 15.9 mm) shank lTiters with Screw o washer head. Mechanically galvanized Anchors are available with nominally 3/8-, %-, %-, and S 3/4-inch (9.5, 12.7, 15.9 and 19.1 mm) shank diameters with a hex -washer head. Figure 1A illustrates a typical Titan HD® w Screw Anchor. Titen HD® Screw Anchors are available in various lengths for each diameter. Refer to Table 6 for 1 catalog number information. r 3.2 Titan HDe Rod Hanger: The Titen HD® Rod Hanger is a carbon steel threaded i anchor with an oversized hex -washer head that is internally I threaded. The rod hanger is manufactured from heat -treated steel complying with SAE J4403zGrade 1OBinc r21, and um as as electrodeposited coating of 0.0002 inch (5 pm), in accordance with ASTM 13633, SC1, Type Ill. The Titen HD® Rod Ha geediaiserwithbl le with a nominally 14-inch (6.4 mm)and 3/,inch diameter (6.4 mm or9.5 shank )internal ter threads, inch ith 3 with a 18-inch (9.5 mm) (9.5 mm), 10 mm diameter or 1/2-inch-diameter (12.7 mm) internal threads. Figure 1B illustrates the Titan HDe Rod Hanger. Refer to Table 6 for catalog number information. 3.3 Titen HD® Rod Coupler: The Titen HD® Rod Coupler is a carbon steel threaded anchor with an extended shank and an oversized hex -washer head that is internally threaded. The rod coupler is manufactured from heat -treated steel complying th SAE J403 Grade 10B21, and has an electrodeposited coating of zinc, minimum thickness 0.0002 inch TSten HD' accordance with ASTM B633, SC1, Type Rod Couplers are available with a nominally 3/8-inch (9.5 mm) shank diameter with 3/a-inch diameter (9.5 mm) internal threads, and with a 1/2-inch (12.7 mm) shank diameter with 1/2-inch-diameter (12.7 mm) internal threads. Figure 1 C illustrates the Titan HD® Rod Coupler. Refer to Table 6 for catalog number information. 3.4 Concrete: with Normalweight and lightweight concrete must comply Sections 1903 and 1905 of the IBC. 3.5 Profile Steel Deck: applicable The profile steel deck must comply with the app' configuration in Figures 3, 4, and 5 of this report and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel deck in Figure 3 must comply with ASTM A�53M SS Grade 33, and have a minimum yield strength of 33 ksi (228 MPa). Steel deck in Figures 4 and 5 must comply with ASTM A6531A653M SS Grade 50, and have a minimum yield strength of 50 ksi (345 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of the Titan HD®products complying with the 2021 IBC as well as Section R301.1.3 of the 2021 IRC, must be determined in accordance with ACI 318-19 Section 17 and this report. with the Design strength of Titan HD® products complying 2018 and 2015 IBC as well as Section R301.1.3 of the 2018 and 2015 IRC, must be determined in accordance with ACI 318-14 Section 17 and this report. Design strength of Titan HD® products complying with the 12 IBC, as well as Section R301.1.3 of the 2012 IRC,, 3 1 Most Widely Accepted and level loads in accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in uncracked concrete, Np,encr, applies. Where values for Np,� or Np,,,,,c, are not provided in Tables 2A or 2B, the pullout strength does not need to be considered in design. The nominal pullout strength in cracked concrete for Titan HD® products installed in the lower flute or upper flute of the soffit of sand -lightweight or normalweight concrete filled profile steel deck floor and roof assemblies as shown in Figures 3 and 4, Np,deck,cr, is given in Table 5. Np,de�k,e,must be used in lieu of Np,e,. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318-19 17.6.3.3, ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in uncracked concrete Np,deek,.mrapplies in lieu of Np,e m,. The value of Kp equals 1.0 for all design cases. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, K., of a single Titen HD® Screw Anchor in accordance with ACI 318-19 17.7.1.2, ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from ACI 318-19 Eq. 17.7.1.2b, ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 applicable. corresponding to ale steel element m ntmustube used foction rallScrew Anchors, as described in Table 3. The nominal shear strength, Vse,d.k, of a single Screw Anchor installed in the lower flute or upper flute of the soffit of sand -lightweight or normalweight concrete filled profile steel deck floor and roof assemblies, as shown in Figures 3 and 4, is given in Table 5. Steel shear strengths for Titan HD® Rod Hangers and Rod Couplers have not been evaluated and are outside the scope of this report. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear of a single Titan HD® Screw Anchor or group of Screw Anchors, Vpn or V«g, respectively, must be calculated in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear of a single Screw Anchor in cracked concrete, Va, must be calculated in accordance with ACI 318-19 17.7.2.2.1, ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of /e and de as given in Table 3 of this report. The modification factors in ACI 318-19 17.7.2.1.21 17.7.2.3.1, 17.7.2.4.1 and 17.7.2.5.1, ACI 318-14 17.5.2.4, 17.5.2.5, 17.5.2.6 and 17.5.2.7 ACI 318-11 D.6.2.4, D.6.2.5, D.6.2.6 and D.6.2.7 must be applied to the basic breakout strength in shear, Vn, as applicable. For Titan HD® Screw Anchors installed in the topside of concrete -filled steel deck assemblies, as shown in Figure 5, the nominal concrete breakout strength of a single Screw Anchor or group of Screw Anchors in shear, Van or Kdg, respectively, must be calculated in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, using the actual member thickness, hmi,,,de-k, in the determination of Avg. Minimum topping thickness for Screw Anchors in the topside of concrete -filled steel deck assemblies is given in Table 4 of this report. Calculation of the concrete breakout strength in accordance with ACI 318-19 17.7.2, ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, is not required for Screw 3 of Anchors installed in the lower flute or upper flute of the soffit of sand -lightweight or normalweight concrete filled profile steel deck floor and roof assemblies, as shown in Figures 3 and 4. Concrete breakout strength in shear for Titan HD® Rod Hangers and Rod Couplers has not been evaluated and is outside the scope of this report. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength for a single Titen HD® Screw Anchor or group of Screw Anchors, Vep or Vcpg, respectively, must be calculated in accordance with ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the coefficient for pryout strength, kip, provided in Table 3 of this report and the value of nominal breakout strength in tension of a single Screw Anchor or group Screw Anchors, Ncb or Ncbg, as calculated in Section 4.1.3 of this report. For Screw Anchors installed in the lower flute or upper flute of the soffit of sand -lightweight or normal weight concrete filled profile steel deck floor and roof assemblies, as shown in Figures 3 and 4, calculation of the concrete pryout strength in accordance with ACI 318-19 17.7.3, ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, is not required. Concrete pryout strength in shear for Titan HD® Rod Hangers and Rod Couplers has not been evaluated and is outside the scope of this report. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: When the Titen HD® product design includes seismic loads, the design must be performed in accordance with ACI 318-19 17.10, ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-19 17.10 or ACI 318-14 17.2.3 must be applied under Section 1905.1.8 of the 2021, 2018 and 2015 IBC, as applicable. For the 2012 IBC, Section 1905.1.9 must be omitted. Except for use in Seismic Design Category A or B of the IBC, design strengths must be determined presuming the concrete is cracked unless it can be demonstrated that the concrete remains uncracked. The nominal steel strength and nominal concrete breakout strength of Titen HD® products in tension, and the nominal concrete breakout strength and pryout strength of Screw Anchors in shear, must be calculated according to ACI 318-19 17.6 and 17.7, ACI 318-14 17.4 and 17.5, ACI 318-11 D.5 and D.6, as applicable, respectively, taking into account the corresponding values in Tables 1 through 5 of this report. The Titan HD® products comply with ACI 318 (-19 and -14) 2.3 or ACI 318-11 D.1, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-19 17.10.5 or 17.10.6, ACI 318-14 17.2.3.4 or 17.2.3.4, ACI 318-11 D.3.3.4 or D.3.3.5,as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and concrete breakout strength in tension must be determined in accordance with ACI 318-19 17.6.1 and 17.6.2, ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-19 17.6.3.2.1, ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate value for nominal pullout strength in tension for seismic loads, Np,eg or Np,deck.,a described in Tables 2B and 5 of this report, must be used in lieu of Np. 4 of t6 SR-2713 I Most WideryHccepm1� le Stress Design 4.1.8.3 Seismic Shear: The nominal concrete breakout 44.21Allowabal: Where design vaAueDs)for use with allowable and concrete pryout strength in shear must be determined stress design General' stress design) load combinations in in. accordance with ACI 318-19 17.7.2 and 17.7.3, accordance with Section 1605.1 of the 2021 IBC or Section ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and 16c5.3 of the 2016, 2015 and 2012 IS are required, these D.6.3, as applicable, as described in Sections 4.1.6 and are calculated using Eq-2 and Eq-3IS follows: 4.1.7 of this report. In accordance with ACI 318-19 1licable, ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as app Tauowabe,ASD'dap (Eq 2) the appropriate value for nominal steel strength in shear for seismic loads, Vaa,eq, or Vaa,deckeq described in Tables 3 and and 5 of this report, must be used in lieu of Vaa. 4.1.9 interaction of Tensile and Shear Forces: Titan Vallowable,ASD—_Eq-3) a" HD® Screw Anchors or groups of Screw Anchors that are subjected to combined axial (tensile) and shear loadings where: must be designed in accordance with ACI 318-19 17.8, Taawable,ASO = Allowable tension load, (Ibf, N ) ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. Vallpwable,ASD =Allowable shear load, (Ibf, N 4.1.10 Requirements for Minimum Member Thickness, " = Lowest design strength of an anchor or anchor Minimum Then HD® Product Spacing and Minimum group ACI 318 (-19 and -14) Chapter 17 or ACI in tension as determined in accordance Edge Distance: For Titan HD® products, in lieu of ACI g applicable, and 2021, 318-19 1with 7.9.2, ACI 318-1417.7.1 and 17.7.3 or ACI 318-11 318-11 Appendix D, as app D.8.1 and D.8.3, as applicable, values of cmla and smm 2018 and 2015 IBC Section 1905.1.8, as provided in Tables I and LB of this report must be used. applicable, and Section 4_1 of this report, as applicable (Ibf or N). For the 2012 IBC, Section In lieu of ACI 318-19 17.9.4, ACI 318-14 17.7.5 or ACI amply pp 11 D.8.5, minimum member thickness, hn i,, must comply 1905.1.9 must be omitted. with Tables 1 A and LB of this report, as applicable. For Titan HD® Screw Anchors installed in the to of QVa = Lowest design strength anchor anchor groupin shear as determined edd in accordance with normalweight or sand -lightweight concrete over profile steel ACI 318 (-19 and -14) Chapter 17 or ACI 318-11 deck floor and roof assemblies, installation parameters are Appendix D, as applicable, and 2021, 2018 and 5 of this report. 2015 IBC Section 1905.1.8, as applicable, and provided in Table 4 and Figure For Screw Anchors and Rod Hangers installed in the lower Section 4 1 of this report, as as (Ibf or N). ction 1905.1.9 must be flute or upper flute of the soffit of sand -lightweight or For the 2012 IBC, Se normalweight concrete filled profile steel deck floor and roof omitted. assemblies, details in Figures 3 and 4 must be observed. a = A conversion factor calculated as a weighted The minimum Screw Anchor or Rod Hanger spacing along average of the load factors for the controlling load the flute must be the greater of 3heror 1.5 times the flute combination. In addition, a must include width. all applicable factors to account for nonductile 4.1.11 Requirements for Critical Edge Distance: In failure modes and required over -strength. applications where c < cac and supplemental reinforcement The requirements for member thickness, edge distance applications to control splitting of the concrete is not present, the and spacing, described in Tables 1 A,1 B and 4 of this report, concrete breakout strength in tension for uncracked must apply. The concrete, calculated according to ACI 318-19 17must ACI 318-14 17.4.2 or AtCI 318-11 D.5.2, as applicable, e 4.2.2 Interaction of Tensile and Shear Forces: be further multiplied b the factor cp,N g y Eq with ACI 318-19 17.8, ACI 318-14 17.6 or ACI 318-11interaction of tension and shear loads must besD.7Y c (Eq-1) as applicable, as follows: W=p,N De If Tapplled 5 0.2Tallowable,ASD, then the full allowable strength used. 1.5her in shear, Ve11nwable,A5D, is to be whereby the factor lticp,N need not be taken less than cac If Vapplied 5 0.21/allowable,ASO, then the full allowable strength For all other cases, gJcp,N = 1.0. In lieu of using ACI 318-19 in tension, TellOwdbla,ASD, is to beused. 17.9.5, ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as For all other cases: applicable, values of cae provided in Tables 1 A, 1 B and 4 of Tapplied + Vapplied <1 2 (Eq4) this report must be used. ® Tallowable,ASD Vallowable,ASD 4.1.12 Lightweight Concrete: For the use of Ti en HD products in lightweight concrete, the modification factor X. 4.3 installation: les 1A, 1B and equal to 0.8A is applied to all values of fir affecting Np Installation and Ficlurresparameters 2A t2B, 2C,p31 4dand ed l5_. Titan HD product and V". locations must comply with this report, and the plans and , and 2015 specifications approved by the code official. The Titan HD® For ACI 318-19 (2021 IBC)ACI 318-14 (2018 be e with IBC) and ACI 318-11 (2012 IBC), A must be determined in manufacturers anu adu er sodurts tpublished instructions ons and th this report. the accordance with the corresponding version of ACI 318. products installed in the soffit of Anchors must be installed ld drilling a pilot hole into the For Titan HD® p concrete using a handheld electro-pneumatic rotary sand -lightweight concrete -filled steel deck and floor and roof hammer drill with a carbide -tipped drill bit conforming to assemblies, further reduction of the pullout values provided ANSI B292_15-1994. The pilot hole must have the same in this report is not required. 3 1 Most Widely Accepted and nominal diameter as the nominal diameter of the anchor. For the'/4-inch (6.4 mm) Titan HD® Screw Anchors and'/4-inch (6.4mm) shank diameter Rod Hangers, the hole is drilled to the specified nominal embedment depth plus V8 inch (3.2 mm). For the 3/8-inch (9.5 mm) Titan HD® Screw Anchors, 3/6-inch (9.5 mm) shank diameter Rod Hangers and 3/8-inch (9.5 mm) shank diameter Rod Couplers, the hole is drilled to the specified nominal embedment depth plus'/flinch (6.4 mm). For the'/2-inch (12.7 mm) Titan HD® Screw Anchors and'/2-inch (12.7 mm) shank diameter Rod Couplers, the hole is drilled to the specified nominal embedment depth plus '/2 inch (12.7 mm). For s/e- and 3/4-inch (15.9 and 19.1 mm) Titan HD® Screw Anchors, the hole is drilled to the specified nominal embedment depth Plus '/2 inch (12.7 mm). Dust and debris in the hole must be removed by using oil -free compressed air. The Titan HD® products must be installed into the hole to the specified embedment depth using a socket wrench or powered impact wrench. The maximum installation torque and maximum impact wrench torque rating requirements for the Titan HD® products are m detailed in Tables to and 1B. Titan HD®products may be loosened by a maximum one turn and reinstalled with a socket wrench or powered impact wrench to facilitate fixture attachment or realignment. The underside of the heads of hex -washer head and flat -washer head Titan HD® Screw Anchors must bear directly on the attached fixture. The top of the countersunk head Titan HD® Screw Anchors must be flush with the surface of the attached fixture. The underside of the head of Titan HD® Rod Hangers must be in direct contact with the concrete surface. Titan HD® Rod Couplers must be installed through wood members. The underside of the head of Rod Couplers must bear directly on the wood surface. For Titan HD® Screw Anchors installed in the topside of normalweight or sand -lightweight concrete over profile steel deck floor and roof assemblies, installation parameters are Provided in Table 4 and Figure 5 of this report. For Titan HD® Screw Anchors and Rod Hangers installed in the lower flute or upper flute of the soffit of sand -lightweight or normalweight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than Va inch (3.2 mm). 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2021, 2018, 2015 or 2012 IBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, hole cleaning procedure, embedment depth, concrete type, concrete compressive strength, concrete member thickness, hole dimensions, anchor spacing, edge distance, installation torque, maximum impact wrench torque rating, and adherence to the manufacturer's published installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Section 1705, 1706 or 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Simpson Strong -Tie® Titan HD® products described in this report are suitable alternatives to what is specified in 5 of 16 those codes listed in Section 1_0 of this report, subject to the following conditions: 5.1 The Titen HD® products must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Titan HD® product sizes, dimensions and minimum embedment depths are set forth in the tables of this report. 5.3 The Titen HD® Screw Anchors and Rod Hangers must be installed in accordance with Section 4_3 of this report in cracked or uncracked normalweight and lightweight concrete having a compressive strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); or into the soffit of cracked or uncracked sand - lightweight or normalweight concrete over profile steel deck having a minimum specified compressive strength, f., of 3,000 psi (20.7 MPa). 5.4 The'/4-inch-diameter (6.4 mm) and 3/e-inch-diameter (9.5 mm) Titan HD® Screw Anchors may be installed in the topside of cracked and uncracked normalweight or sand -lightweight concrete -filled steel deck having a minimum specified compressive strength, F , of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.5 The Titan HD® Rod Couplers must be installed in accordance with Section 4.3 of this report in cracked or uncracked normalweight and lightweight concrete having a compressive strength, fl., of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.6 The value of fc used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.7 The concrete must have attained its minimum design strength prior to the installation of the anchors. 5.8 Strength design values must be established in accordance with Section 4_1 of this report. 5.9 Allowable stress design values must be established in accordance with Section 4_2 of this report. 5.10 Titan HD®product spacing(s) and edge distance(s), as well as minimum concrete thickness, must comply with Tables 1, 4 and 5, and Figures 3, 4 and 5 Of this report. 5.11 Reported values for the Titan HD® Rod Hangers and Rod Couplers do not consider the strength of the internally threaded element, which must be verified by the design professional. 5.12 The 1/4-, 3/e- and '/2-inch-diameter (6.4, 9.5 and 12.7 mm) Titan HD® Screw Anchors must be installed in the topside of cracked or uncracked normalweight or sand -lightweight concrete -filled steel deck in accordance with the requirements of Table 4 and as shown in Figure 5. The '/4-, %-, and 1/2-inch-diameter (6.4, 9.5 and 12.7 mm) Titan HD® Screw Anchors, and the 1/4- and 3/8-inch (6.4 and 9.5 mm) shank diameter Titan HD® Rod Hangers must be installed through the lower flute of concrete -filled steel deck in accordance with Table 5 and as shown in Figure 3 for the 3/8- and 'h-inch-diameter (9.5 and 12.7 mm) Titan HD® Screw Anchors and the 3/8-inch-diameter (9.5 mm) Titen HD® Rod Hanger, and in Figure 4 for the 1/4-inch-diameter (6.4 mm) Titen HD® Screw Anchors and Rod Hangers. The 1/4-, 3/g-, and '/2-inch-diameter (6.4, 9.5 and 12.7 mm) Titen HD® Screw Anchors and 1/4-inch and 6of16 (6.4 mm) shank diameter Titan HD® Rod Hanger must be installed through the upper flute of concrete -filled steel deck in accordance with Table 5 and as shown in Figure 4 for the 1/4-inch-diameter (6.4 mm) Then HD® Screw Anchor and Rod Hanger; and in Figure 3 for the 3/a- and 1/2-inch-diameter (9.5 and 12.7 mm) Titan HD® Screw Anchors. 5.13 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared, signed and sealed by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.14 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of the Then HD® products under such conditions is beyond the scope of this report. 5.15 Titan HD® products may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > f,), subject to the conditions of this report. 5.16 Titan HD® products may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F under the IBC, subject to the conditions of this report. 517 fire-orateds aConstruction. re not itteWhere supportnot otherwise prohibited by the code, Titen HD® products are permitted for installation in fire -resistance -rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support gravity load -bearing structural elements are within a fire -resistance -rated envelope or a fire -resistance -rated membrane, are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.18 Titan HD® products have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress -induced hydrogen embrittlement. 5.19 Use of Titan HD® products with electrodeposited zinc coating in accordance with ASTM B633 as described in Sections 3.1, 3.2 and 3.3 is limited to dry, interior locations. 5.20 Titan HD® products with mechanically galvanized coating in accordance with ASTM B695 as described in Section 3.1 are permitted for exterior exposure or damp environments, and for interior locations where anchors are in contact with preservative -treated and fire -retardant -treated wood. 5.21 Special inspection must be provided in accordance with Section 4_4. 5.22 The Titer, HD® products are manufactured by Simpson Strong -Tie® Company, Inc., under an approved quality -control program with inspections by ICC-ES or by a properly accredited inspection agency that has a contractual relationship with ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017. editorially revised December 2020, including an optional suitability test for seismic tension and shear; profile steel deck soffit tests; mechanical properties tests; calculations; and quality -control documentation. 7.0 IDENTIFICATION electronic labeling, or 71 t e evaluation arreport nk of umber ormity'(ICC-ES ESR-2713) along with the name, registered trademark, or registered logo of the report holder must be included in the product label. 7.2 Product labeling shall include, the name of the report holder or listee, and the ICC-ES mark of conformity. The listing or evaluation report number (ICC-ES ESR-2713) may be used in lieu of the mark of conformity. The Titan HD® product packaging is marked with the Simpson Strong -Tie® Company name; product name (Titen HD"); type (Screw Anchor, Rod Hanger or Rod Coupler); Screw Anchor diameter and length, or Rod Hanger or Rod Coupler shank diameter and internal thread diameter, as applicable; catalog number corresponding to Table 6 of this report; and the evaluation report number (ESR-2713). In addition, the 0 symbol and the anchor length (in inches) are stamped on the head of each Screw Anchor. 7.3 The report holder's contact information is as follows: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)925-5099 www.strongtie.com 9 FIGURE 1A—TITEN HD® SCREW ANCHOR CaH-L713 I Most Widely Accepted and Trusted TABLE 1A—TITEN HD® SCREW ANCHOR INSTALLATION Page 7 of 16 INFORMATION AND ANCHOR DATA+ Characteristic Titan HD Screw Anchor Symbol Units Nominal Anchor Diameter (inch) Installation Information Nominal Diameter 5/8 3/4 d, is 1/4 3/ Drill Bit Diameter ° 1121/ dbi! In. 1/ 3 B Minimum ° /° '/ 3/ ° ° Baseplate Clearance d` in. 3/4 Hole Diameter2 3/8 i/x s/o Maximum Installation 3/0 1/8 Torque3 T 1l - ft-Ibf 24 50 65 100 Maximum Impact WrenchTorque 150 Rating Tmna�cma= ft-Ibf 125 150 340 Minimum Hole Depth 340hn°ie 385 in. 1%° 25/° 23/ z Nominal Embedment Depth h„°m ° 3 /z 3 /4 4'/z 4'/2 e 6 In 1 /8 2 /z 2'/ 4'/2 Effective Embedment Depth 3'/4 3'/4 q 6 63/° her 4 a 12 4 in. 1.19 1.94 1.77 Critical Edge Distance 2.40 2.35 2.99 2 97 512 eV4 cap in. 3 4 24 2 94 2"/is 3s/ Minimum Edge Distance ° 33/16 4'/2 4.22 4.86 q / cmm in. 1'/z 1 / ' 2 2 6`3/° 6 Minimum Spacing 13/° 63/8 75/ +s smm in. 1'/2 1'/x Minimum Concrete 3 13/4 Thickness hmm in. 3+/, 3y2 4 23/4 3 5 5 6 /4 6 8112 6 83/4 10 Yield Strength Anchor Data fx° psi 100,000 Tensile Strength f 97,000 f. Minimum Tensile & psl 125,000 110,000 Shear Stress Area As ° inz 0.042 0.099 Axial Stiffness in 0.183 0.276 0.414 Service Load Range - X", Win. 202,000 Uncracked Concrete Axial Stiffness in 672,000 Service Load Range - racke(i�, Ib/in. 173,000 Cd Concrete 345,000 For SI: 1 inch = 25.4 mm, 1 ft-lb. = 1.356 N- x 'The a. , information presented in this table is to be used in onjunction tithe Appendix D, as applicable. with designlcnten of ACIN/mm.4 xThe clearance must comply with applicable code requirements for ` Chapter 17, ACI 318-1q Chapter 17 or ACI 316_7 7 'T-, — applies to installations the connected element. using a calibrated torque wrench. °A,es = A_, = A=e LWOOO° FIGURE 2A—TITEN HD® SCREW ANCHOR INSTALLATION 8of16 13 1 Most Wloery nwcr.�� . - -. D ANCHOR DATA' TABLE 1B—TITEN HD® ROD HANGER AND ROD COUPLER INSTALLATION INFORMT ie0 HDNRod Hanger Model No. Tr en 14D Rod coupler Model No. HDB25158RH THD37212RH THD502 Characteristic Symbol Units THD37634RC THD50934RC HDB37158RH THD10212RH Installation Information 3, 31 Nominal Diameter de n. Drill Bit Diameter dou n. Internal Thread Diameter dm Maximum Installation Tnaoma. ft-Ibf Torque2 Maximum Impact Ti.pon ax ft-Ibf WrenchTorque Rating Minimum Hole Depth hema in. Nominal Embedment Depth hnom I n. Effective Embedment Depth he in. Critical Edge Distance Cac in. Minimum Edge Distance cmm in. Minimum Spacing smm in. Minimum Concrete hmm in. Thickness %inch or 3/s 11z 31s-inch 50 65 24 150 340 125 3112 41/2 13/4 4 1sle 3114 2.99 1.19 2.40 3s1� 4% 3 1112 13/ 1 3 11/z 5 Anchor Data 97,001 31/4 31e B 313-inch or -inch 10mm 50 50 150 150 2314 3 2112 2% 1.77 1.717 2t1116 211/9 3 100,000 97,000 125 000 110,000 Yield Strengtn fmn psi 110,000 0.042 0.099 0.099 Tensile Strength 0 099 0.183 Minimum Tensile Stress Area nz Asa 202,000 672,000 Axial Stiffness in Pun" Iblin. 672,000 Service Load Range - Uncracked Concrete 173,000 345,000 Axial Stiffness in P°' lb/in. 345,000 Service Load Range - Cracked Concrete N-m, 1 psi = 1 in 1 i 0f N mm. 6he Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 For SI'. 1 inch = 25.4 mm, 1 ft-Ibf = 1. in conjunction oo unc criteria A with the design criteria of ACI 318-19 t deli 'The Information presented in this table e i is to be used ppendix D, as applicable. Append using a calibrated torque wrench. Coupling rod — z applTities to installations 3Aee.N = Ase en HDRod Stud I Fad Coupler Shank Nominal Sill Plate Height FIGURE 28—TITEN HD® ROD HANGER INSTALLATION Model Length Embedment Thickness in. __16 A. 1 3114 THD37634RC 6l4 THD50934RC 9314 4 Ei�d FIGURE 2C—TITEN HD® ROD COUPLER INSTALLATION 11 Most Widely Accepted and 9 of TABLE 2A—TITEN HD® SCREW ANCHOR CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' Titan HD Screw Anchor Characteristic Symbol Units Nominal Anchor Diameter (inch) 1 /4 Anchor Category 1, 2 or 3 1 Nominal Embedment Depth h„^m in. 1s/1 21/z 2'/2 3'/4 1 3'/4 4 q 1 5+/z 1 4 1 Steel Strength in Tension ( ACI 318-19 17.6.1, ACI 318.14 17.4.1 or ACI 318.11 Section D.5.1) Tension Resistance of Steel I Ni. I Ibf 5,195 10,890 20,130 30,360 Strength Reduction Factor - 45,540 Steel Failure' dla - 0.65 Concrete Breakout Strength in Tension (ACI 318-19 17.6.2, ACI 318-14 17.4.2 or ACI 318 Section D.5.2) Effective Embedment Depth her in. 1.19 1,94 1.77 2.40 2.35 2.99 2.97 4,24 2.94 4.22 4.86 Critical Edge Distance cee in. 3 6 211/16 36/6 39/16 4'/2 41/2 6'/e 6 63/6 76/1s Effectiveness Factor - Uncracked Concrete 30 24 27 24 Effectiveness Factor - Cracked Concrete ke, - 17 Modification factor We,a - 1.0 Strength Reduction Factor - Concrete Breakout Failure' tab - 0.65 Pullout Strength in Tension (ACI 318-19 17.6.3, ACI 318-14 17.4.3 or ACI 318.11 Section D.5.3) Pullout Resistance Uncracked Concrete I Na,,,^e, bf N/A' N/A' 2,700° N/A3 N/A' N/A' N/A' 9,810° N/A' N/A3 N/A3 (Y� 2,500 psi) Pullout Resistance Cracked Concrete Nn,e, Ibf N/A' 1,9054 1,235° 2,700' N/A' N/A' 3,040° 5,570° N/A' 6,070° 7,195° (Y�= 2,500 psi) Strength Reduction Factor - Pullout Failure' �a - 0.65 Tension Strength for Seismic Applications (ACI 318-19 17.10.3, ACI 318-1417.2.3.3 or ACI 318.11 Section D.3.3.3) Nominal Pullout Strength for Seismic Loads N,,eq lb f N/A' 1,905° 1,235° 2,700° N/A' (Y� 2,500 psi) N/A' 3,0404 5,5704 3,840° 6,0704 7,1954 Strength Reduction Factor for Pullout Failure - 0.65 For SI: 1 inch = 25.4 him, 1 ft-Ibf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria ofACI 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0, as applicable. 'The strength reduction factor applies when the load combinations from the I6C or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 0.4.3. as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 0.4.4.. 'As described in this report, N/A denotes that pullout resistance does not govern and does not need to be considered. The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by (fd2.500)0.5 ESR-2713 I Most and 10 of LER CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' TABLE 2B—TITEN HD® ROD HANGER AND ROD COUP Titen HD Rod Hanger Model No. Titan HD Rod Coupler Model No. Symbol Units THDB25158RH THD37212RH THD50234RH Characteristic Y THD37634RC THD50934RC THD837158RH THD10212RH 1 Anchor Category 1, 2 or 3 - 2V, 4 1s/s Nominal Embedment Depth h„pm in. 31/4 Steel Strength in Tension (ACI 318-19 17.6.1, ACI 318-14 17.4.1 or AC53'110--11 Section O S9) 10,690 Tension Resistance of Steel N:a Ibf 10,890 20,130 Strength Reduction Factor - _ 0.65 Steel Failure' 318.19 17.6.2, ACI 318-14 17.4121o�r ACI 318 Secti 7 D.5.2) Concrete Breakout Strength in Tension (ACI 1 77 Effective Embedment Depth her in. 2.40 2.99 c., in. 351s 41I2 3 2"/ts Critical Edge Distance Effectiveness Factor - koner 24 30 24 Uncracked Concrete Effectiveness Factor- 17 k�r Cracked Concrete 1.0 Modification factor 4'�rr Strength Reduction Factor - _ 0.65 Concrete Breakout Failure' �5 Pullout Strength in Tension (ACI 318.1917.6.3, ACI 318.1417.4.3 or ACI 318-11 Section D.5.3) Pullout Resistance N/q3 N/A3 21025' 2,0254 ,,,, Uncracked Concrete Np,cr Ibf N/A' (f'�= 2,500 psi) Pullout Resistance N/A3 N/As 1,2354 1,2354 Cracked Concrete Np,rr Ibf 2,700° (f'�= 2,500 psi) Strength Reduction Factor - _ 0.65 Pullout Failure' I 318-19 17.10.3, ACI 318-14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Tension Strength for Seismic Applications (AC Nominal Pullout Strength Nlgs N/A3 1,2354 1,2354 for Seismic Loads Np.ea Ibf 2,7004 (f',= 2,500 psi) Strength Reduction Factor for _ 0.65 Pullout Failure' �p mm. For SI: 1 inch = 25.4 m, 1 ft-Ibf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in' the esig 1 Iblin = 0.175 Nlmin,'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19 Chapter 17, ACI 318-14 Chapter 17 or ACI 318-11 Appendix 2T a applicable. CI D. a strength reduction factor applies when the load combinations From the IBC or ACI 318 are used and the requirements of A or ACI 318-11 D.4.3, as applicable, are mre318A9 17.5.3. ACI 318-14 17.3.duction factor must be determined et. If the load combinations of ACI 318-11 Appendix Care used, the appropriate strength in accordance with ACI 318-11 D.A.A. 'As described in this report, NIA denotes that pullout resistance does not govern and does not need to be considered. 'The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by (Pd2.500)o.s 13 11 of 16 TABLE 3—TITEN HD® SCREW ANCHOR CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' Characteristic Symbol Units Nominal Anchor Diameter (inch) 1 /4 Anchor Category 1, 2 or 3 - 1 Nominal Embedment Depth heem in. 15/a 21/2 21/2 31/4 3% 4 4 5t/2 Steel Strength in Shear (ACI 318.19 17.7.1, ACI 316-14 17.5.1 or ACI 318-11 Section D.6.1 Shear Resistance of Steel V,, Lbf 2,0 : I 7,455 4,460 10,000 Strength Reduction Factor - Steel Failure 0- Concrete Breakout Strength in Shear Nominal Diameter #d�,,nLoad Bearing Lengthof Anchor in Shear Strength Reduction Factor - Concrete Breakout Failure2 Concrete Pryout Strength in Shear (A Coefficient for 4 1 5% 1 6'/4 14.950T 16,840 0.60 318-19 17.7.2 ACI 318-14 17.5.2 or ACI 318-11 Section D.6.2) 0.25 0.375 0.500 0.625 0.750 1.19 1.94 11.77I 2.40 12.35I 2,991 2.97 14.241 2.94 4.22 4.86 0.70 318-19 17.7.3, ACI 318.14 17.5.3 or ACI 318.11 Section Pryout Strength k`p - 1.0 2 0 Strength Reduction Factor - Concrete Pryout Failure2 0°p - 0.70 Shear Strength for Seismic Applications (ACI 318-19 17.10.3, ACI 318.14 17.2.3.3 or ACI 318-11 Section D.3.3.3) Shear Resistance of Single Anchor for Seismic Loads V e,eq Lbf 1,695 2,855 4,790 8000 (P� 2,500 psi) ,9,350 Strength Reduction Factor - Steel Failure �4p - 0.60 For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19 Chapter 17, ACI 318-14 Chapter 17 orACI 318-11 Appendix D. as applicable. ' The strength reduction factor applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, the appropriate strength reduction factor must be determined in accordance with ACI 318-11 DAA TABLE 4—TITEN HD& SCREW ANCHOR INSTALLATION INFORMATION IN THE TOPSIDE OF CONCRETE -FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1.2,3,4 Nominal Anchor Diameter (inch) Design Information Symbol Units '/4 3/8 /2 Nominal Embedment Depth Effective Embedment Depth Minimum Concrete Thickness Figure 5 h„e,,, in. 15/s her in. 1.19 h_deek in. 21/2 Critical Edge Distance cac,deckMp in. 3s/4 Minimum Edge Distance e<. e , d krp in. /2 3 Minimum Spacing smp,deek.rop in. 3'/2 For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N. 'Installation must comply with Sections 3 5, 4. 1_10, 43, 5_4, and 5. 12, and Fii ure 5 of this rep. 'Design capacity must be based on calculations according to values in Tables 2A and 3 0! this report. 'Minimum Flute depth (distance from top of Flute to bottom of Flute) is 1'/,-inch, see Figure 5. 'Steel deck thickness must be minimum 20 gauge. Minimum concrete thickness (hm,� e.,.) refers to concrete thickness above upper flute, see F cj re 5. 5 Figure 542.994'/292'/23 W Page 12 of 16 ESR-2713 I Most Widely Accepted and Trusted SION N TABLE 5—TITEN HD® SC F CONCRETE -FILLED ROD HANGER CHARACTERISTIC 3TE RII DECK ASSEMBLES SHEAR 5 a d 6 SOFFIT ODESIGN VALUES FOR THE nger Model No. Titen HD Screw Anchor Nominal Anchor Diameter (inch) / Then HD Rod He Upper Flute Lower Flute Figure 3 Figure 4 Figure 3 Characteristic Symbol Units Figure 4 THDB25158RH a THDB25158RH s i THD37212RH THD50234RH 1/4 THDB37158RH /9 l2 t/° THDB25158RH le /2 THD10212RH Minimum Hole 13/4 ' 3 21/2 4 2314 3 13/4 2s/s 13/4 2'/B 2'/2 hnme in. 1314 2s/e 2 /e 2 l4 Depth Nominal s > > 2 3% 21/2 2% 15/1 2% 15/s tr/s 2 Embedment h„om in. 15/s 2% 1 /e 1 /s 2 /2 Depth 29 Effective Embedment her in. 1.19 1.94 1.19 1.23 1.77 1.29 2.56 1.77 1.77 1.19 1.94 1.19 1.23 1. Depth Pullout g70 655 1195 655 500 1700 Resistance, Np,m x,�' lb f 420 535 420 375 870 905 2040 870 Cracked Concrete" Pullout 1430 1555 2850 1555 1095 2430 Resistance, Np ae�x��=. Ibf 995 1275 995 825 1905 1295 2910 1430 Uncracked Concrete" Steel Strength N/A 2010 2420 N/A 4180 714E in Sheaf Vsace`x Ibf 1335 1745 N/A 2240 2395 2435 4430 NIA Steel Strength Ibf 870 1135 NIA 1434 1533 1565 2846 N/A N/A 1305 1575 N/A 2676 459' in Shear, Vsede�kl Seismic' For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N. 'Installation must comply with Sections 3,5. 4. 1_'10, 4_3, 5 4, and 5_12, and Figures 3 and 4 of this report.2The values listed must be used in accordance with Section 4.1 4 and 4.1_8.2 of this report. 'The values listed must be used in accordance with Section 4.1 A of this report. °The values listed must be used in accordance with Section 4.1 5 and 4.1_8.3 of this report. fihe values for qp (reduction factor for pullout strength) can be found in Table 2A and 2B and the value for q� (reduction factor for steel strength in shear) can be found in Table 3. 'sThe The inimute anc Pull -Out resistance for greater concretethe itute must be the s compressive ve6strengthis must be incre swidth ed by multtiplyingance the abulSection ar value by f this report. stic (fd 3,000 pair' and 13 of 16 TABLE 6—TITEN HD- SCREW ANCHOR AND ROD HANGER IDENTIFICATION INFORMATION Anchor Size Head Type Catalog Number ,/°" Hex -Washer THDB25xxxH Countersunk THD1325xxxCS Hex -Washer THD37xx H a/a Hex-Washer—Mechanically Galvanized THD37xxxHMG Countersunk THD37xxxCS Hex -Washer THD50xxxH Hex-Washer— Mechanically Galvanized THD50xxxHMG Flat -Washer THD50xxxWH Hex -Washer THDB62x 1x 1 Hex -Washer — Mechanicall Galvanized Y TH862xxxHMG Flat -Washer THDB62xxxWH a/q, Hex -Washer THD75xxxH Hex -Washer— Mechanically Galvanized THD75xmHMG '14" shank diameter /'/4" Rod Hanger Rod Hanger THDB25158RH '/4" shank diameter /'/a" Rod Hanger Rod Hanger THDB37158RH shank diameter /'/a" Rod Hanger Rod Hanger THD37212RH shank diameter/ 1/2" Rod Hanger Rod Hanger '/e" shank diameter / 10 mm Rod Hanger THD50234RH Rod Hanger 9 THD10212RH '/s" shank diameter / 3/4" Rod Coupler Rod Coupler '/2" shank diameter/ '/2" Rod Coupler THD37634RC Rod Coupler THD50934RC MIN.1 W FOR INSTALLATION IN LOWER FLUTE. N. 31/4' FOR INSTALLATION IN UPPER FLUTE. MIN, 3,000 PSI NORMAL OR MIN, 3/a' TYP. SAND -LIGHTWEIGHT CONCRETE o • o" °. o ° • " MIN. 3/a" TYP. UPPER MIN. MAX. 3" FLUTE 20 GAUGE MIN. MIN.4%z' STEEL MAX. 1°OFFSET, TYP, MIN.12° TYP. --+I LOWER CK MAX. 1" OFFSET, TYP. FIGURE 3—INSTALLATION OF %-INCH AND %-INCH SHANK DIAMETER SCREW ANCHORS AND ROD HANGERS INTO THE SOFFIT OF CONCRETE -FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 in = 25.4 mm) SR-2713 I Most Widely Accepted and Trusted Page 14 of 16 SAND -LIGHT WEIGHT CONCRETE OR NORMAL -WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 3,000 PSI) MIN, '/a"TYP. MIN. 3'/4" ° . O o '°• O O o. O 0 0e o0 po _ O• v U°° O p o °0 0° o O � 0 ce ° '0 0 oY° opa. °° 0 0 o Off0 0 °v o oho - MIN. O UPPER O 20 GAUGE ° FLUTE STEEL MIN.13/V DECK MIN.116' MAX. /4" (+/-) OFFSET I MIN. FROM CENTER OF I " TYP LOWER MIN. 2'kMIN. 6" LOWER FLUTE ----►►►III FLUTE FIGURE 4—INSTALLATION OF 114-INCH SHANK DIAMETER SCREW ANCHORS AND ROD HANGERS INTO THE SOFFIT OF CONCRETE -FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 in = 25.4 mm) SAND -LIGHTWEIGHT CONCRETE OR NORMAL -WEIGHT CONCRETE OVER STEEL DECK (MINIMUM 2.500 PSI) hmm.Alk = SEE TABLE 4 o O v O• o ' O �- ° •O^e o° O � a oo O b o op.. O ° '° O O e o o O� �o °�° 0 0 0 ob ° a O p MIN. 0 UPPER ° ° '� 20 GAUGE o FLUTE STEEL DECK MIN. P/z" MIN.13/a" �L MIN. 31/z" LOWER MIN.2W MIN.6"TYP FLUTE FIGURE 5—INSTALLATION OF'/4•INCH, 3/,.INCH AND %-INCH SHANK DIAMETER SCREW ANCHORS IN THE TOPSIDE OF CONCRETE -FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 in = 25.4 mm) IMES Evaluation Report ESR-2713 LABC and LARC Supplement Reissued September 2022 Revised March 2023 This report is subject to renewal September 2023. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—post-Installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: TITEN HD® SCREW ANCHOR, TITEN HD® ROD HANGER AND TITEN HD® ROD COUPLER FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the TITEN HD® Screw Anchor, TITEN HD® Rod Hanger and TITEN HD® Rod Coupler for cracked and uncracked concrete, described in ICC-ES evaluation report ESR-2713, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: ■ 2023 City of Los Angeles Building Code (LABC) ■ 2023 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The TITEN HD® Screw Anchor, TITEN HD® Rod Hanger and TITEN HD® Rod Coupler for cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the evaluation report ESR-2713, comply with the LABC Chapter 19, and the LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The TITEN HD® Screw Anchor, TITEN HD® Rod Hanger and TITEN HD® Rod Coupler for cracked and uncracked concrete described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-2713. • The design, installation, conditions of use and identification of the anchors are in accordance with the 2021 International Building Code® (IBC) provisions noted in the evaluation report ESR-2713. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17 as applicable. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The allowable strength and design strength values listed in the evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). • For use in wall anchorage assemblies to flexible diaphragm applications, anchors shall be designed per the requirements of City of Los Angeles Information Bulletin P/BC 2020-071. This supplement expires concurrently with the evaluation report, reissued September 2022 and revised March 2023. ICC-ES Eyahratiml Reports are na/ to be consn'ued as rep-eseuti'g aesthetics or anv other attributes not specifically addressed, nor are they to be constrteed 10 1r a aging or t he, m subject offher re report m' a r'econvnendation tor' its use. There is no x�an'anty by ICC Evaluation Service, LLC, erpress or implied as IMI p` -, to anv (tiding or other matter in this report. ar as !a anv rogue( cov p ered by the repwl. AM Ran - Copyright © 2023 [CC Evaluabon Service, LLC. All rights reserved. '°"-` - ._ Page 15 of 16 ICC-ES Evaluation Report ESR-2713 FBC Supplement Reissued September 2022 This report is subject to renewal September 2023. www.icc es.org I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: TITEN HD® SCREW ANCHOR, TITEN HD® ROD HANGER AND TITEN HD® ROD COUPLER FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: pson Strong -Tie The purpose of this evaluation report supplement is to indicate that the SimTitan HD® Screw Anchor, Titan Rod Hanger and Titen HDO Rod Coupler oncracked an e also been evaluated for compliance ESRHIDII oduncracked cc es noted belowrete, described in ICC-ES evaluation report Applicable code editions: ■ 2020 Florida Building Code —Building ■ 2020 Florida Building Code —Residential 2.0 CONCLUSIONS The Simpson Strong -Ties Titen HD® Screw Anchor, Titan HD® Rod Hanger and Titan SR Rod Coupler for cracked and uncracked concrete, described in Sections 2.0 through 7.0 of ICC-ES evaluation report n require comply with the ine in Building Code —Building or the Florida Building Code —Residential, provided the design requiremelncablets eThe determined stal anon accordance with the Florida Building Code —Building or the Florida Building Code —Residential, as applicable. requirements noted in ICC-ES evaluation report ESR-2713 for the 2018 International Building Codes meet the requirements of the Florida Building Code —Building or the Florida Building Code —Residential, as applicable. Use of the Simpson Strong -Tie® Titan HD® Screw Anchor, Titan HD® Rod Hanger and Titan HD® Rod Coupler for cracked and uncracked concrete, have also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the Florida Building Code —Residential with the following condition: a) For anchorage to wood members, the connection subject to uplift must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61 G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted bY the is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval Commission). This supplement expires concurrently with the evaluation report, reissued September 2022. ICC-ES Evaluation Reports areratto be construed as representing aesthetiar oranv other alartal ynotspeci abataddressed, ,a, are they to be construed nri'ns as an endorsement of the subject of the report r e ,ecoil mendati.o far its use. There is rra n�arranry by /CC Evaluation Service, LLG express or implied, as :.- — to anv finding or other mallet in this report, or as to all" product am eyed by the report . ^n Page —16 of 16 Copyright® 20231CC Evaluation Service, LLC. All rights reserved. ®EVALUATION SE SERVICE'' %yq gg p� y O Oti h i 11 i v Compliance with International Codes ❑w • Compliance to State/Regional Codes wwwaicc-es org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councile IMES Evaluation Report ESR-2236 Reissued January 2023 This report is subject to renewal January 2024. DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -DRIVE SDS SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2021, 2018, 2015, 2012 and 2009 International Building Code® (IBC) ■ 2021, 2018. 2015, 2012 and 2009 International Residential Code® (IRC) For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-2236 LABC and LARC SuJ2131ement. Properties evaluated: ■ Structural ■ Corrosion Resistance 2.0 USES The Simpson Strong -Drive SDS screws described in this report are used for steel -to -wood and wood -to -wood connections that are designed in accordance with the IBC. The screws may be used under the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. Screws having the proprietary Double Barrier Coating may be used where fasteners are required to exhibit corrosion resistance when exposed to adverse environmental conditions and/or in chemically treated wood (subject to the limitations of Sections 4_2, 5_2 and Table 6), and are alternates to hot -dip zinc galvanized fasteners with a coating weight in compliance with ASTM A153, Class D. Screws having the proprietary Double Barrier Coating have been evaluated for use with wood chemically treated with waterborne alkaline copper quaternary, Type D (ACQ-D). 3.0 DESCRIPTION 3.1 General: The SDS screws are manufactured using a standard cold -farming process, and consist of either heat -treated carbon steel or type 316L stainless steel. The screws have rolled threads, spaced 10 threads per inch (0.393 thread per millimeter), a plain (unslotted) hex washer head, a reamer knurl between the threads and the smooth shank, and either a Type 17 drill (fluted) point or a proprietary four -cut (square -shank) point. The tip length, E. is 0.334 inch (8.5 mm) for the Type 17 drill point and the proprietary four -cut point. The length of threads is approximately equal to two-thirds of the nominal screw length. The screws' major and minor diameters are 0.250 inch and 0.185 inch (6.4 mm and 4.7 mm). respectively, and the unthreaded shank diameter is 0.242 inch (6.1 mm). Table 1 provides a description of evaluated screws. See Figure 1 for a diagram of the SDS screw. 3.2 Materials: 3.2.1 SDS Screws: The SDS screws are manufactured from SAE J403 low -carbon steel wire, grade 1022; SAE J403 low -carbon -alloy steel wire, grade 10B21, or from type 316L stainless steel wire complying with ASTM A493. The carbon steel screws have either a yellow zinc finish or a Proprietary coating that is identified as a Double Barrier Coating. The screws can be supplied with a hot -dipped galvanized (HDG) coating having a minimum average zinc coating thickness of 0.0021 inch (0.053 mm) and a minimum individual zinc coating thickness of 0.0017 inch (0.043 mm) in accordance with ASTM All 53, Class D. 3.2.2 Wood Members: Wood members must be either sawn lumber or engineered wood (e.g. LVL, PSL, LSL) having a minimum E value of 0.8E for lateral loading and 1.55E for withdrawal loading, The engineered wood must be addressed in an ICC-ES evaluation report. Applicable assigned specific gravity for sawn lumber and applicable equivalent specific gravity for engineered wood are addressed in Section 4.1.4, Section 4.1.6 and in the footnotes to the tables in this report. For the purposes of connection design, assigned specific gravity for sawn lumber and for wood structural panels subject to lateral loads must be determined in accordance with Tables 12.3.3A and 12.3.38, respectively, of the 2018 and 2015 ANSI/AWC National Design Specification (NDS) ICC-ES Eralva+ion Reportr are not to be conseved as represenri'9 oeuhe+ics or any other attributes rmt specjcorly addressed, nor are +hu to he rrn+.gnuxl QQ as an endorsement affhe snbJect ofdre report or a recommendation for its use Them u no warrantyby /CC Eva/vaooa Service, LLC erprees nr implied ar ■q A& to anyftnding or other matter in this report, or m to any product covered by lha mpon. •_11 Copydghl©20231CC Evaluation Service, LLC. All riqhts reserved. - -®- Trusted 2of9 for Wood Construction (Tables 11.3.3A and 11.3.3B of NDS-12 for the 2012 IBC; Tables 11.3.2A and 11.3.2E of NDS-05 for the 2009 IBC). Sawn lumber members must have a moisture content of less than 19 percent both at time of screw installation, and in service. For the purposes of connection design, structural glued laminated timber (GL) must have a Specific Gravity for Fastener Design (addressed in Tables 5A through 5D of the NDS Supplement), as indicated in Section 4.1.4. Section 4.1.5 and the tables in this report, as applicable. Unless otherwise noted, GL must have a moisture content of less than 16 percent. When designing connections with screws installed into the face of cross -laminated timber (CLT) panels fabricated with sawn lumber laminations, all of the laminations must have a minimum assigned specific gravity in accordance with the NDS as indicated in Section 4.1.4, Section 4.1.5 and the tables in this report, as applicable. Moisture content must be less than 16 percent. For engineered wood, the moisture content at the time of screw installation and in service must be in accordance with the applicable ICC-ES evaluation report on the engineered wood product. The thickness of the wood main member, tm, must be equal to or greater than the screw length less the thickness of the side member. For tabulated lateral design values, the tabulated wood side member thickness is an absolute value (not a minimum or maximum value). 3.2.3 Steel Members: For tabulated lateral design values, steel side members must have a minimum tensile strength, F,,, equal to 45 ksi (310.1 MPa) when the steel member design thickness (base -metal thickness exclusive of any coatings) is from 0.0584 inch to 0.1795 inch (1.5 to 4.5 mm), i.e., Nos. 16 gage to 7 gage, and a minimum F equal to 52 ksi (358.3 MPa) when the steel member design thickness is 0.2405 inch (6.1 mm), i.e., No. 3 gage. The hole in the steel side member for the SDS screw must be predrilled or prepunched, and must have a standard round hole diameter no greater than 0.273 inch (6.9 mm) in diameter when the steel member thickness is from 0.0584 to 0.1795 inch (1,48 to 4.56 mm), and no greater than 0.305 inch (7.6 mm) in diameter when the steel member thickness is 0.2405 inch (6.1 mm). Hole sizes may deviate from these limitations when the screws are specified in a current evaluation report for use with a specific steel member with larger holes. 4.0 DESIGN AND INSTALLATION 4.1 Design: The design values in this report are intended to aid the designer in meeting the requirements of IBC Section 1604.2. For connections not completely described in this report, determination of the suitability of the SDS screws for the specific application is the responsibility of the designer and is outside the scope of this report. The designer is responsible for determining the available strengths for the connection, considering all applicable limit states, and for considering serviceability issues. 4.1.1 Screw Strength: Allowable screw shear and tension strengths (ASD) and design screw shear and tens ion strengths (LRFD) and minimum specified bending y'ion strength for the screws are shown in Table 1. 4.1.2 Reference Withdrawal Design Values: Reference withdrawal (M design values for SDS screws must be derived according to provisions for wood screws in the NDS. For purposes of determining NDS tabulated withdrawal design values, the SDS screws are classified as a No. 14 wood screw. The thread lengths for the SIDS screws are Drovided in Table 1 of this report. The reference withdrawal design value in pounds per inch of thread penetration into the face of the main member is shown in Table 5 of this, report, for screws installed perpendicular to the face of the member. 4.1.3 Pull -through Design Values: Pull -through design values for wood side members must be determined in accordance with Section 12.2.5 of the 2018 NDS. Pull -over design values for steel side members must be determined in accordance with Section J4.4.2 of AISI 5100 (Section E4.4.2 of AISI S100 for the 2015, 2012 and 2009 IBC). 4.1.4 Lateral Steel -to -wood Connections in Accordance with the NDS: The reference lateral design strength for connections of a steel side member and a wood main member using the SIDS screws may be designed in accordance with the NDS, subject to the following conditions: 1. The specified bending yield strength from Table 1 must be used for design. 2. The minor thread (root) diameter, Dr, must be used where 'D' is referenced in Tables 12.3.1A, 12.3.18 and 12.3.3 of the NDS (Tables '11.3.1A,11.3.1B, and 11.3.3 of NDS-12 for the 2012 IBC; Tables 11.3.1A, 11.3.1 B and 11.3.2 of NDS-05 for the 2009 IBC). 3. Assigned specific gravity of sawn lumber must be 0.55 or less, in accordance with Table 12.3.3A of the NDS (Table 11.3.3A of NDS-12 for the 2012 IBC, Table 11.3.2A of NDS-05 for the 2009 IBC). Equivalent specific gravity for engineered wood described in Section 3.2.2 must be 0.50 or less. 4. The steel side member must have a design (base -metal) thickness of 0.0584 inch to 0.1795 inch (1.5 to 4.5 mm) [Nos. 16 gage to 7 gage] with a minimum tensile strength, Fv, equal to 45 ksi (310 MPa), or a design (base -metal) thickness of 0.2405 inch (6.1 mm) [No. 3 gage] with a minimum F equal to 52 ksi (358 MPa). Hole diameters must comply with Section 3.2.3. 5. The screw penetration into the main wood member must be a minimum of 1.76 inches (45 mm). 6. The dowel bearing length in the main member is the length of screw penetration, less half the tip length (E12), where E is provided in Section 3.1. 7. The dowel bearing strength Fe of the steel member shall be taken as 1.375 times the specified ultimate tensile strength, Fu, of the steel member (2.2`F 11.6). 8. Spacing, edge and end distance in the wood main member must be in accordance with Table 4B, and as needed to prevent splitting of the wood. 9. Edge distance for the steel side member must be a minimum of 0.375 inches (9.5 mm). 4.1.5 Lateral Wood -to -wood Connections in Accordance with the NDS: The reference lateral design strength for connections of two or more wood members using the SDS screws may be designed in accordance with the NDS, subject to the following conditions: 1. The specified bending yield strength from Table 1 must be used for design. 2. The specified minor thread (root) diameter, Dn must be used where 'D' is referenced in Tables 12.3.1A, 12.3.1E and 12.3.3 of the NDS (Tables 11.3.1A, 11.3.1B, and 11.3.3 of NDS-12 for the 2012 IBC; Tables 11.3.1A, 11.3.1 B and 11.3.2 of NDS-05 for the 2009 IBC). 3. Assigned specific gravity of sawn lumber must be 0.55 or less, in accordance with Table 12.3.3A of the NDS (Table 11.3.3A of NDS-12 for the 2012 IBC, Table 11.3.2A of NDS-05 for the 2009 IBC). Equivalent specific gravity for engineered wood described in Section 3.2.2 must be 0.50 or less. 4. The side member thickness must be a minimum of 1.5 inches (38 mm). 5. The screw penetration into the main member must be a minimum of 1.5 inches (38 mm). 6. The dowel bearing length in the main member is the length of screw penetration, less half the tip length (E/2), where E is provided in Section 3A. 7. Spacing, edge and end distance must be in accordance with Table 4B, and as needed to prevent splitting of the wood. 4.1.6 Two -member Steel -to -wood and Wood -to -wood Connections Based on Testing: For select connection configurations, testing has been conducted to determine reference lateral (Z) design values for SDS screws for single shear steel -to -wood and wood -to -wood connections which exceed those determined in accordance with the NDS. These are shown in Table 2 and Table 3, respectively. Minimum connection geometries for the configurations addressed in Table 2 and 3 must be in accordance with Table 4A, or as needed to prevent splitting of wood. 4.1.7 Adjustments to Reference Design Values: Reference design values in this report must be adjusted in accordance with the requirements for dowel -type fasteners in Section 11.3 of the NDS (Section 10.3 of the NDS for the 2012 and 2009 IBC) to determine allowable loads for use with ASO and/or design loads for use with LRFD. The reference design values must also be adjusted in accordance with Section 12.5 of the NDS (Section 11.5 of the NDS for the 2012 and 2009 IBC), as applicable. When the capacity of a connection is controlled by the fastener strength, the allowable connection strength must not be increased by the adjustment factors specified in the NDS. 4.1.8 Capacity Requirements for Wood Members: When designing a connection, the structural members must be checked for load -carrying capacity in accordance with Section 11.1.2 of the NDS (Section 10.1.2 of NDS-12 and NDS-05 for the 20112 andand 2009 IBC), and local stresses within multiple -fastener connections must be checked against Appendix E of the NDS to ensure the capacity of the connection and fastener group. 4.1.9 Connections with Multiple Screws: Connections made with multiple screws must be designed in accordance With Sections 11.2.2 and 12.6 of the NDS (Sections 10.2.2 and 11.6 of NDS-12 and NDS-05 for the 2012 and 2009 IBC). 4.1.10 Combined Loading: Where the screws are subjected to combined lateral and withdrawal loads, connections must be designed in accordance with Section 12.4.1 of the NDS (Section 11.4.1 of NDS-12 and NDS-05 for the 2012 and 2009 IBC), 4.1.11 Design of Metal Parts: Design of connections having steel side members must comply with Section 11.2.3 of the NDS (Section 10.2.3 of NDS-12 and NDS-05 for the 2012 and 2009 IBC).. 4.2 Corrosion Resistance: The SDS screws with a proprietary Double Barrier Coating may be used in wood treated with waterborne alkaline copper quatemary, Type D (ACQ-D), to a maximum retention level of 0.40 pcf (6.4 kg/m3), or in other treated wood products that have been demonstrated to have lower levels of corrosivity, as alternatives to hot -dip galvanized fasteners prescribed in IBC Section 2304.10.6 (2018 and 2015 IBC Section 2304.10.5; 2012 and 2009 IBC Section 2304.9.5), when subject to the Exposure Conditions shown in Table 6. The stainless steel SOS screws may be used in the applications described in IBC Section 2304.10.6 (2018 and 2015 IBC Section 2304.10.5. 2012 and 2009 IBC Section 2304 9.51 and IRC Section R317.3 where stainless steel fasteners are prescribed. 4.3 Installation: Installation of the SDS screws must be in accordance with the approved plans, the manufacturers published installation instructions and this report. The manufacturer's Published installation instructions must be available at the jobsite at all times during installation. SDS screws are installed with a 3/e-inch (9.5 mm) hex head driver and a low -speed drill. Installation may be performed without predrilling wood members. Edge distances, end distances and spacing of the screws must be as required by Table 4A for lateral design values shown in Tables 2 and 3, or as required for Table 4B for lateral design values determined in accordance with the NDS. When use is in engineered wood products, the minimum fastener end and edge distances and spacing must be in accordance with Table 4A or Table 4B of this report, as applicable, or in accordance with the recommendations of the engineered wood product manufacturer, whichever is more restrictive. The bottom of the screw head must be installed flush to the surface of the member being connected. The screws must not be overdriven. 5.0 CONDITIONS OF USE The Simpson Strong -Drive SDS screws described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The screws must be installed in accordance with the approved plans, the manufacturer's published installation instructions and this report. In the event of a conflict between this report and the manufacturer's published installation instructions, the more restrictive requirements govern. 5.2 Calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 When the capacity of a connection is controlled by fastener or side plate metal strength, rather than wood strength, the allowable strength of the connection is not permitted to be multiplied by the adjustment factors specified in the NDS. 5.4 Use of carbon steel SDS screws in locations exposed to saltwater or saltwater spray is outside the scope of this evaluation report. 5.5 Use of carbon steel, yellow zinc coated SDS screws exposed to treated lumber is outside the scope of this report. 5.6 The screws are manufactured under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Dowel -type Threaded Fasteners Used in Wood (AC233), dated February 2022. 6.2 Data in accordance with the ICC-ES Acceptance Criteria for Corrosion -resistant Fasteners and Evaluation of Corrosion Effects of Wood Treatments Trusted 4of9 ESR-2236 I Most (AC257), dated October 2009 (editorially revised January 2021). 7.0 IDENTIFICATION 7.1 The ]CC -ES mark of conformity, electronic labeling, or the evaluation report number (ICC-ES ESR-2236) along with the name, registered trademark, or registered logo of the report holder [and/or listee] must be included in the product label. 7.2 In addition, the packaging for the SDS screws is labeled with the designation "Simpson Strong -Drive SDS," the Simpson Strong -Tie Co. name and address, the fastener size, point type (four -cut or type 17), coating type (yellow zinc or Double Barrier) and the ICC-ES evaluation report number (ESR-2236). Each screw head is marked with the not -equal -to symbol (#), and the letter S followed by a number designating the screw length, as shown in Table 1. 7.3 The report holder's contact information is the following: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)999-5099 www.strongtie.com TABLE 1—SDS SCREW SPECIFICATIONS AND STEEL STRENGTHS ALLOWABLE DESIGN SCREW FASTENER SCREW SPECIFICATIONS (Inches) SPECIFIED SCREW STEEL STEEL STRENGTH DESIGNATION BENDING STRENGTH (ASD)4 (LRFD) HEAD Thread Minor Unthreaded Thread YIELD STRENGTH a (Ibt) Ib ( q MARKING screw, Carbon Stainless Length, Length', Shank Length, (root) Dianneter2, , Frs Tension Shear Tension Shear Steel Steel L1 T L1—T (Psi) SDS25112 SDS25112SS S1.5 1112 1 112 SDS25134 — S1.75 talc 11/4 1/2 SDS25200 SDS2520OSS S2 2 1'/4 3 /4 Carbon Steel: SDS25212 SDS25212SS S2.5 2112 11/2 1 172,000 SDS25300 SDS2530OSS S3 3 2 1 0185 1,430 800 2,145 1,200 SD825312 SDS25312SS S3.5 31 /s 2'/4 1'/4 Stainless Steel: SDS25412 — S4.5 41/2 2a14 1a/< 164,000 SDS25500 — 55 5 23/4 21/4 SDS25600 — 56 6 31/4 2a/4 SDS25800 — 58 8 31/4 43/a For SI: 1 Inch = 25.4 mm, 1 psi = 6.89 Kva, 1 Ibf = 4.45 N. 1 Length of thread includes tip. See Figure 1. 2 diameter shown in the table is the nominal diameter with manufacturing tolerances from a minimum of 0,183 Inch to a maximum of 0.193 inch. D,. Miner thread 3 Bending yield strength determined in accordance with ASTM F1575 using the minor Thread (root) Refer to Section 4.1.4 diameter, and Table 2 for reference lateral (Z) design values for steel -to -wood 4 Available screw strengths are based on steel properties of the screw. Table 3 for reference lateral (Z) design values for wood -to -wood connections. connections. Refer to section 4.1.5 and 0.242 0.374 * y 0.367 II S#.# i 0.250 0.240 0.172 0.433 0.409 0.527 0.250 - 0.480 0.050 L1- 0.020 U.S. Patent 6,109,850; 5,897,280; 7,101,133 11 TYPE 17 POINT OR FOUR CUT TIP WITH SERRATED THREADS 1 /4-10 -7 '\�j I- 0.250 -0. L 0.185 FIGURE 1--SDS SCREW and 5of9 TABLE 2—REFERENCE LATERAL DESIGN VALUES (Z) FOR SINGLE SHEAR STEEL -TO -WOOD CONNECTIONS WITH SDS SCREWSI-25-6,7,1 SCREW LENGTH (inches) 0.0584 0.0721 ---- 0.1026 �"'•"' - r 0.1342 3 pncnes1 0.1795 (No. 16 gage) (No. 14 gage) (No. 12 gage) 9 9) (I 10 gage) 0.2405 (No. 7 gage) (No. 3 gal 1 /x Lateral Design Value (Z) (lot) 1 x/4 250 250 250 250 250 250 250 2 250 250 290 250 290 2250 211x 250 390 390 420 420 290 0 290 3 250 420 420 420 31/2 250 420 420 420 420 420 41/2 250 420 420 420 420 420 5 250 420 420 420 420 420 6 250 420 420 420 420 420 8 250 420 420 420 420 420 420 420 420 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 1 ksl = 6.89 MPa. 'The side member must be steel having a minimum tensile strength (F„) equal to 45 ksl when the steel member design thickness Is from 0.0584 Inch to 0.1795 inch, and a minimum F. equal to 52 ksi when the steel member design thickness is 0.2405 Inch. 'The main member must be wood having a minimum assigned specific gravity of 0.50, such as Douglas fir —larch, and must be sufficiently sized toaccommodale the screw length less the thickness of the side member. Values are also applicable for fasteners installed into the face of engineered wood tlescribetl in Section 3.2.2 and having a minimum equivalent specific gravity of 0.50. _ 'The uncoated minimum steel thickness of the cold -formed protluct delivered to the jobsite must not be less then 95 percent of the tabulated tleslgn thickness, f,. °Holes in the steel $ ide member must be predritied or prepunchad. Hole diameter must comply with Section 3.23 of this report. 'Tabulated lateral design values sign must be multiplied by all applicable adjustment factors included In the NDS for dowel -type fasteners to determine allowable loads for use with ASD andlor tleslgn loads for use with LRFD. 'Tabulated values are applicable to screws installed perpendicular to the faces of the wood member with the screw axis perpendicular to wood fibers. Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. See Table 4A for wnnecticn geometry requirements. TABLE 3—REFERENCE SHEAR WOOD LATERAL DESIGN VALUES (Z) FOR SINGLE -TO -WOOD CONNECTIONS WITH SDS SCREWS13�°�s,e SIDEMERACTALI(C)KESSI, (Inc 2ixf, 0_0- jASIDEME 03400340 340340 8 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 340 'The actual thickness of the wood side member, t., must be either 1%or 1'!° inches, as specified in the table. The wood side member thickness Is an absolute value, and is not a minimum or maximum value, 'The tabulated lateral design values (Z) are based on wood members having a minimum assigned specific gravity of 0.50, such as Douglas fir -larch. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2 and having a minimum equivalent specific gravity of 0.50. The thickness of the wood main member must be equal to or greater than the screw length less the thickness of the wood side member. Tabulated lateral design values (Z) must be multiplied by all applicable adjustment factors included in the NDS for dowel -type fasteners to determine allowable loads for use with ASD and/or design loads for use with LRFD. s5crews must be installed Into the side grain of the wood members with the screw axis perpendicular to wood fibers. 'See Table 4A for connection geometry requirements. ESR-2236 I Most Widely Accepted and Trusted Page 6 of 9 r.nr c 1A—r`0NNFr:TlnN GEOMETRY FOR LATERAL CONNECTIONS BASED ON TESTING', 2^3.4 .. CONDITION DIRECTION OF LOAD TO GRAIN to' MINIMUM DISTANCE OR SPACING (in.) Edge distance Perpendicular 0 11/2 Parallel 1 End distance Perpendicular 0 4 Parallel 0 3 Spacing Between Fasteners In a Row Perpendicular Per P 3 Parallel ® 3 Spacing Between Rows of Fasteners Perpendicular 3 Parallel © 3 Spacing Between Staggered Rows perpendicular or Parallel Q 1+I2 For SI: 1 inch = 25.4 mm. 'Tablulated connection geometry values must be used for the reference lateral design values (Z) based on testing, shown in Table 2 and Table 3. 2Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the wood, or as required by this table, whichever is the more restrictive. Values for spacing between staggered rows apply where screws in adjacent rows are offset by half of the spacing between screws in a row. °For screws which are axially loaded, edge distance, measured in the direction perpendicular to grain, must be a minimum of 1 Inch; end distance, measured In the direction of grain, must be a minimum of 21/2Inches; the minimum perpendicular to grain spacing between screws must be 1 Inch, and the minimum parallel to grain spacing between screws must be 131, inches. sSee Figure 2 for ID references. NNECTION GEOMETRY FOR LATERAL CONNECTIONS DESIGNED IN ACCORDANCE WITH THE NDS1,2,3.4 TABLE 4B—CO MINIMUM DISTANCE OR SPACING (5 CONDITION DIRECTION OF LOAD TO GRAIN IDa G < 0.50 5 G 2 0.0 Perpendicular t O 1+1z 112 Edge distance Parallel 1Q 1 1 Perpendicular 2 Q 2112 31/e End distance Parallel Q2 3 3 Between Perpendicular s O 111,+ 1314 Spacing 3 3 Fasteners In a Row Parallel ® 21/2 Spacing Between Perpendicular 2'12 1V. 131e Rows of Fasteners Parallel Spacing Between Perpendicular or Parallel 2 51e a/' Staggered Rows For SI: 1 inch = 25.4 mm. 'Tablulated connection geometry values are applicable to connections designed in accordance with the NDS. 2Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the wood, or as required by this table, whichever is the more restrictive. crews in a row. 2Values for spacing between staggered rows apply where screws In adjacent rows are offset by half of the spa cing between s °For screws which are axially loaded, edge distance, measured In the direction perpendicular to grain, must be a minimum of 1 inch; end distance, measured in the direction of grain, must be a minimum of 2112 inches; the minimum perpendicular to grain spacing between screws must be 1 inch, and the minimum parallel to grain spacing between screws must be 1314 inches. 'See Figure 2 for ID references. Min. spacing lloloadmg Min. end distance U parallel to gram Q4 Min. spacing for loading perpendicular to grain U Min, edge distance 1Q Load Parallel to Grain Load Perpendicular Min. to Grain stagger Qr Min. stagger Q7 Min. spacing for loading Direction of Grain parallelingran© / aun. spacing for loading " perpendicularto gral. 3 ESR-2236 and Trusted 7of9 (Circled numbers refer to information in Tables 4A and 413) TABLE 5—REFERENCE WITHDRAWAL DESIGN VALUE FOR SDS SCREWS INSTALLED PERPENDICULAR TO THE FACE OF A WOOD MAIN MEMBER" SDS SCREW DIMENSIONS (in.) Screw Length, L1 Thread Length, T MINIMUM EMBEDDED REFERENCE WITHDRAWAL THREAD LENGTH' (Inches) DESIGN VALUE, W 11/z 1 trorrmcnl 13/4 1'/4 2 1'/4 2'/2 11/ 3 2 3 /z 21/4 1 172 41/1 23/4 5 23/4 6 3'/4 6 3'/4 For SI: 1 inch = 25.4 mm. 1 Ibflnch = 175 N/m, 1 Ibf = 4.45N. 'The tabulated reference withdrawal design value must be multiplied by all applicable adjustment factors included in the NDS for dowel -type fasteners to determine allowable loads for use with ASD and/or design loads for use with LRFD. 'Embedded thread length is that portion held in the main member including the screw tip. 'The tabulated withdrawal design value (M is based on wood members having a minimum assigned specific gravity of 0.50, such as Douglas fir -larch. Values are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.2 which have a minimum equivalent specific gravity of 0.50. TABLE 6— EVALUATED EXPOSURE CONDITIONS FOR SIMPSON STRONG -TIE SDS FASTENERS WITH DOUBLE BARRIER COATING DITION TYPICAL APPLICATIONS USE LIMITATIONS 1 Limited to use where equilibrium moisture content of the chemically Treated Wood In dry use applications treated wood meets the dry services condition as described in the NDS 3 General construction Limited to freshwater and chemically treated wood exposure, e.g., no salhuatc. o..,..­_ IMES Evaluation Report ESR-2236 LABC and LAR `s, ippuame ry z3 Revised February 2023 This report is subject to renewal January 2024. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -DRIVE SDS SCREWS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong -Drive SDS screws, described in [CC -ES evaluation report ESR-2236, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: ■ 2023 City of Los Angeles Building Code (LABC) ■ 2023 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Drive SDS screws, described in Sections 2.0 through 7.0 of the evaluation report ESR-2236, comply with LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong -Drive SDS screws described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-2236. • The design, installation, conditions of use and identification of the Simpson Strong -Drive SDS screws are in accordance with the 2021 International Building Code® (2021 IBC) provisions noted in the evaluation report ESR-2236. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16, 17 and 23, as applicable. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. This supplement expires concurrently with the evaluation report, reissued January 2023. ,CC -ES Evaluation RepouIs are nor to be consaued ar represenfing aeslhefies or anv 01Ler mtribures not specifimlly addressed, nor are they to be construed as an endms¢mem of the subject of the report or a recommendation for itsrue. There is no wortonty by ICC Evabratian Service. LLC. express or implied. as i t = to any finding or ofber molter in this report, or as to any product covered by the report. - - Pace 9 of 9 .,.....i..r.r n vroa inc r=valuation Service, LLC. All rights reserved. Evaluation Report ESR-2236 FBC Supplement Reissued January 2023 This report is subject to renewal January 2024. MMMdgf -e�orcl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -DRIVE SDS SCREWS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong -Drive SDS Screws, described in ICC-ES evaluation report ESR-2236, has also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2020 Florida Building Code —Building ■ 2020 Florida Building Code —Residential 2.0 CONCLUSIONS The Simpson Strong -Drive SDS Screws, described in Sections 2.0 through 7.0 of ICC-ES evaluation report ESR-2236, comply With the Florida Building Code —Building and Florida Building Code —Residential, provided the design requirements are determined in accordance with the Florida Building Code —Building or the Florida Building Code —Residential, as applicable. The installation requirements noted in ]CC -ES evaluation report ESR-2236 for the 2018 International requirements of the Florida BBuilding Code®meet the uilding Cod Build; or the Florida Building Code —Residential, as applicable. Use of the Simpson Strong -Drive SDS Screws has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the Florida Building Code—Residential with the following condition: a) For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61 G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued January 2023. luatia, )Zpor as all Evaetwpa fill--torenarto rconsinaed as represertfiug aesthetics oraovother anribulesnm Pecifkaliv add, erred, norare thlyto be conrlrued as an endorsement ofrhe subject of the report or' o recommendation for its are. There a no warranty by 1CCEvahmaoa Service. LLC, espress or im lied lu aay fading or other matter in this report, or as to mn' product covered by the report P os ip Copyright ® 2023 [CC Evaluation Service, LLC. All rights reserved. . . ( 1 t 4 �1 �............................................Date.........:....Pa ,..�►•7 e a No......'... Protect... t ....r;.......................... ...................... ................................. ..........................,.. .................... Cl ,a ,c`3�t�-`�1 k ter, tilil �Yt rA-o Yhone u4-J-10-OVI I Project........................................................................... . Date...............Page No........... 8 PICS AT 3,Uj" C/C DIAGONALLY TYP PLCS AT 416 ° C/C VERTICALLY TYP J&, I• I 0 Phone 714-336-5011 L !� If MIM MMI �L w t° 0 ua'i umi Z Z z Z z Z Z Z Q ZJH aH HH NH aH �nn..aH aH�HH aH cv z z z zy zv zy v z 18H LHH LNH LNH LNH LHH LNH LNH LNH lJ Y Y `m LL z z z z x z z x x m Q H� E I � GNH La LNH LNH LNH LNH LNH LNH LNH a a a " "' S S z Y z S x x S +a L6 U O N m Q ni m m 06 z z z zz z z -tz a a N a a a r L a it -rt! bra o �dyyy Vy z z z \y zy Zy Z cu LaH LaH LNH 4aH LNH taH taH LaH LaH12. E. zi ew \ \ � Z i zt _>,t�Ala @eeem; � \ \ \ \ � / / co § ( § § 2 ® y y - ` aw % \\ �> . § { E , e z z z i z z z z Y U) a M L m C .m M C Q N N N N 7 O .0 Y m` a W W W W S SW_iW W O �y 9" 9W SW 9W 9W 9W 9" lW Mi 0 s o � ti rn ac 0 Z Z Z Z a z Z Z 2 .- Y �U Er 06 M O 6ZWL2W9ZW9ZW4ZWEZWZZW ZW IN m x U N m t U_ .0 n E m o z rn z z m z z n z z m z z m z z\ z N z z N Y CO CO O) C C f6 a N N N (D � `N ILz J ,Q. F D) 9 0 cu m o 0 N cc 0 8i Zi R Fi M = i 9 r J- nS W O U O U) n N O N EON E N N If Z Z Z Z ZZ Z Z Z a m = m O N N N N N N o rn N Z Z m Z Z Z Z\ Z Z Z U = x m / v X- m 0 U E M1 70 L m c C Q N 0 o m N Z Z Z Z Z Z Z_2 �Z 0 O z z z z 'o a Y -` z z z z z � co J c m Of c 0 Q U M m O cc 0 40 �1 M U O 0 U) Q z z z z zz z z z K 06 a a m m m = O Z z z z z z \� Z z z m x U N m U 0 Company :Michael Broad &Associates Designer :mb Job Number: Checked By Model Name: Node Coordinates I oKnl X rftl Y fftl Z fftl Detach From Diaphraqm 1 N1v 0 0 0 2 N2 4.417 2.75 0 3 N3 4.583 2.83 0 4 N4 8.604 5.25 0 5 N5 8.604 5.25 -0.67 6 N6 0 0.333 -0.67 7 N7 0 1 0.333 0 8 N8 4.417 3.09 0 9 N9 4.583 3.19 0 10 N10 8.604 5.58 0 11 N11 8.604 5.62 -0.67 12 N12 0 3.5 0 13 N13 4.417 6.166 0 14 N14 4.583 6.27 0 15 N15 8.604 8.9167 0 16 N16 8.604 8.9167 -0.67 17 N17 0 18 N18 0 0 19 N 19 0 0.728875 0 20 N20 0 1.12475 0 21 N21 0 1.520625 0 22 N22 0 1.9. 5 0 23 N23 0 2.312375 0 24 N24 0 2.70825 0 25 N25 0 3.104125 0 26 N26 0 0.728875 -0.67 27 N27 0 1.12475 28 N28 N29 N30 N31 N32 N33 0 0 0 0 0 4.417 1.520625 1.9165 2.312375 2.70825 3.104125 3.4745 -0.67 -0.67 -0.67 -0.67 -0.67 0 29 30 31 32 33 34 N34 N35 N36 N37 N38 N39 4.417 4.417 4.417 4.417 4.417 4.417 3.859 4.2435 4.628 5.0125 5.397 5.7815 0 0 0 0 0 0 - 35 36 37 38 39 RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 1 Company :Michael Broad &Associates Designer :mb Job Number: Model Name: Checked By Label X rsrl v W1 7 .r., 40 N40 4.583 3.575 p uetacn From Diaphragm 41 N41 4.583 3.96 0 -- 42 N42 4.583 4.345 0 43 N43 4.583 4.73 p 44 N44 4.583 5.115 p 45 N45 4.583 46 N46 4.583 5.885 0 47 N47 8.604 5.997088 0 48 N48 8.604 6.414175 0 49 N49 8.604 6.831263 p 50 N50 8.604 7.24835 p 51 N51 8.604 7.665438 p 52 N52 8.604 8.082525 0 53 N53 8.604 8.499613 0 54 N54 8.604 6.032088 -0.67 55 N55 8.604 6.444175 -0.67 56 N56 8.604 6.856263 -0.67 57 N57 8.604 7.26835 -0.67 58 N58 8.604 7.680438 -0.67 59 N59 8.604 tW92525 -0.67 60 N60 8.604 8.504613 -0.67 61 N61 0 1.619594 -0.67 Node Label X rk-hnl v rw;.., 1 2 N18 N1 rN5_ Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction aa n ReactionRot Reaction Reaction Reaction Reaction Reaction Y Reactionad Reaction Reaction Reaction Reaction Reaction Z [k-fUra d Reaction Reaction Reaction Reaction Reaction Reaction RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 2 Company :Michael Broad & Associates Designer :mb Checked By: Job Number: y, Model Name: !! Node Loads and Enforced Displacements (BLC 3 • Post load at Corner) Node Label L D M Direction Ma nitude k, k-ft , 0.2 rad , k*s21ft, k*s2*ft 9 N12 L Z Member Point Loads Wall Panel Point Loads Diaphrac im Point Loads Member Distributed Loads (BLC 1 : Hand Rail load 50 . ...- - . , i ,...s;.... riff 0/.MFnd I nratinn I(ft. M Wall Panel Distributed Loads Diaphragm Distributed Loads I n�rl rnmhinations RISA-31D Version 21 I Parkhouse 2 span railing.r3d ] Page 3 Company :Michael Broad & Associates Designer :mb Job Number: Checked By: Model Name: Hot Rolled Steel Properties LahPI F rkcilr: M-cil Ali. The r,--ss 1 A992 9000111 - --- --• 0.3 •••--•••......•. .., . 0.65 vclian IVIL 0.49 TICIU I(51 1'( rU K51 Kt 2 A36 Gr.36 90001115 0.3 0.65 0.49 50 36 1.1 1.5 65 58 1.1 1.2 3 A572 Gr.50 90001115 0.3 0.65 0.49 50 1.1 65 1.1 4 500 Gr.B RN D 90001115 0.3 0.65 0.527 42 1.4 58 1.3 5 500 Gr.B Re c 90001115 0.3 0.65 0.527 46 1.4 58 1:3 6 A53 Gr.B 90001115 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 90O 1115 0.3 0.65 0.49 50 1.25 65 1.15 181 A913 Gr.65 1290001111bi 0.3 1 0.65 1 0.49 1 65 1 1.1 1 80 1.1 Hot Rolled Steel Section Sets Label Shane Tvna rlceinn I ic+ RA,4-A-I n..._ . __ 1 HR1 HSS1.5x1.OxO.12Column Tube I A992 .+..�. .. .�u.cs•u Typical ca ur 0.542 I III' 0.079 ILG Ins 0.155 J In' 0.157 2 HR2 HSS1.5x1.Ox0.12 Beam Tube I A992 I Typical 1 0.542 0.079 0.155 0.157 131HR313/8x11/4Flatl3arI Beam I RECT I A992 I Typical 1 0.469 0.005 0.061 .018 Cold Formed Steel Section Sets Label Shape Type Design List Material Design RuleArea [inz]lyy [in411zz fin°1 J fin 1�1 Wood Section Sets Label Shape Type Design List Material Design RuleArea finzllyy fin4ll7z fin41 J fin41 Concrete Section Sets Label Shape Type Desiqn List Material Design RulPArea rinzilTnr rin41177 rin41 I rin41 Aluminum Section Sets Label Shape Type Design List Material Design RuleArea [in2]lyy fin4l lzz fin41 J fin41 RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 4 Company :Michael Broad &Associates Designer :mb Job Number: Model Name: Checked By: Stainless Steel Section Sets .-...,_.n___ r:..,zii.,., fi.,all» final .I final General Section Sets _ .._.__:..I Arno finzl ivv final Izz final J ina Member Prima Data Tvna Desian List Material Design Rule T 2 U:l Page 5 RISA-3D Version 21 [ Parkhouse 2 span railing.r3d Company :Michael Broad &Associates Designer :mb Job Number: Checked By: Model Name: Member Primary Data (Continued) '4 Label I Node .I Nnrie Rnfntafrlan) Rcn#inniczk . T— fl 1 :_i nn- 28 M28 N25 - N12 -- -- — — -- HR1 Column vvai i i uaL Tube IVIOLUi iai A992 v1751 I I Mule Typical 29 M N2 N2 HR1 Column Tube A992 Typical 30 M30 30 N27 N28 HR1 Column Tube A992 Typical 31 M31 N28 N29 HR1 Column Tube A992 Typical 32 M32 N29 N30 HR1 Column Tube A992 Typical 33 M33 N30 N31 HR1 Column Tube A992 Typical 34 M34 N31 N32 HR1 Column Tube A992 35 M35 N32 N17 HR1 Column Tube A992 —Typical T ical 36 M36 N33 N34 HR1 601umn Tube A992 Typical 37 M37 N34 N35 HR1 Column Tube A992 Typical 38 M38 N35 N36 HR1 Column Tube A992 Typical 39 M39 N36 N37 HR1 Column Tube A992 Typical 40 M40 N37 N38 HR1 C01umn Tube A992 41 M41 N38 N39 HR1 Column Tube A992 —Typical Typical 42 M42 N39 N13 HR1 Column Tube A992 Typical 43 M43 N40 N41 HR1 Column Tube A992 T ical 44 M44 N41 N42 HR1 Column Tube A992 Typical 45 M45 N42 N43 HR1 Column Tube A992 Typical 46 M46 N43 N44 HR1 Column Tube A992 Tvoical 47 M47 N44 N45 HR1 Column Tube A992 Typical 48 M48 N45 N46 HR1 Column Tube A992 Typical 49 M49 N46 N14 HR1 Column Tube A992 Typical 50 M50 N47 N48 HR1 Column Tube A992 Typical 51 M51 N48 N49 HR1 Column Tube A992 T ical 52 M52 N49 N50 HR1 601umn Tube A992 —Typical 53 M53 N50 N51 HR1 Column Tube A992 Tvoical 54 M54 N51 N52 HR1 Column Tube A992 Typical 55 M55 N52 N53 HR1 Column Tube A992 TvDical 56 M56 103 N15 HR1 Column Tube A992 Typical 57 M57 N54 N55 HR1 Column Tube A992 Typical 58 M58 N55 N56 HR1 Column Tube A992 T ical 59 M59 N56 N57 HR1 Column Tube A992 Typical 60 M60 N57 N58 HR1 Column Tube A992 Typical 61 M61 N58 N59 HR1 Column Tube A992 Typical 62 M62 N59 N60 HR1 Column Tube A992 Typical 63 M63 N60 N16 HR1 Column Tube A992 Typical 64 M64 N32 N25 90 HR3 Beam RECT A992 Typical 65 M65 N25 N39 90 HR3 Beam RECT A992 Tyl ical 66 M66 N31 N24 90 HR3._ Beam RECT A992 Typical RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 6 Company :Michael Broad & Associates Designer :mb Checked By: Job Number: Model Name: 5 Member Prima Data Continued S t' /Sha e T e Desi n List Material Design Rule 67 68 69 Label M67 M68 M69 M70 M71 M72 M73 M74 M75 M76 M77 M78 M79 M80 M81 M82 M83 M84 M85 M86 M87 M88 M89 M90 M91 M98 I Node N24 N30 N23 N29 N22 N61 N21 N27 N20 N26 N19 N46 N53 N45 N52 N44 N51 N43 N50 N42 N49 N41 N48 N40 N47 N34 N33 N8 N35 N36 N37 N38 N39 J Node N38 N23 N37 N22 N36 N21 N35 N20 N34 N19 N33 N53 N60 N52 N59 N51 N58 N50 N57 N49 N56 N48 N55 N47 N54 N41 N40 N9 N42 N43 N44 N45 N46 Rotate degj 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 90 ec ion HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 HR3 Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT RECT A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 A992 I A992 T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T nical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical T ical Tvninnl T ical T ical I TYPical 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 M99 M100 95 M95 96 97 M96 M97 98 M101 99 M102 Fre uencies and Participation RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 7 Company :Michael Broad &Associates Designer :mb Job Number: Model Name: Checked By: tU, _Envelope Node Reactions Node Label x rk1 I c v r4i 1 r 7 ri, I ftAV ri. u, , - 1 N18 max 0.049 3 -0.258 2 0.017 2 IV11% n-IL -0.015 2 iw r K-IL 0.008 Ll. 1 IV IL K-1r 0.048 LG 1 2 min -0.039 1 -0.814 1 -0.09 3 -0.07 3 -0.005 3 -0.034 3 3 N1 max 0.004 2 0.844 1 -0.019 2 -0.015 2 0.004 2 0.011 1 4 min -0.02 3 0.3 2 -0.091 3 -0.07 3 -0.009 3 0.004 2 5 N2 max -0.011 3 -0.022 3 -0.018 3 -0.017 3 -0.011 3 0.009 1 6 min -0.021 1 -0.087 1 -0.07 1 -0.17 1 -0.068 1 0.004 3 7 N3 max -0.008 3 0.151 1 -0.004 3 -0.012 3 -0.009 3 0.01 1 8 min -0.023 1 0.099 3 -0.091 1 -0.175 1 -0.068 1 0.004 3 9 N4 max -0.012 3 0.793 1 0.002 3 0.001 3 -0.001 3 0.022 1 10 min -0.063 1 0.04 3 -0.142 1 -0.09 1 -0.027 1 0.005 3 11 N5 max 0.152 1 0.011 3 0.001 3 0.0 11 3 -0.001 3 -0.001 3 12 min 0.002 3 -0.681 1 -0.058 1 -0.069 1 -0.02 1 -0.124 1 13 Totals: max 0 1 0.207 3 -0.2 2 1141 min 0 3 10.2071 2 -0.5081 1 Envelope Node Disiolacements Node I nhal X rn,l i r v r;-i i 1 N1 ma --- 0 -- 3 - ... 0 ----- "' -% RX"L LIU11 rau LV i notanon IraaILCL Kotation [rad LC 2 2 0 3 0 3 0 3 0 2 min 0 2 0 1 0 2 0 2 0 2 0 1 3 N2 ma 0 1 0 1 0 1 0 1 -0 -1 0 3 4 min 0 3 0 3 0 3 0 3 0 3 0 1 5 N3 ma 0 1 0 3 0 1 0 1 0 1 0 3 6 min 0 3 0 1 0 3 0 3 0 3 0 1 7 N4 ma 0 1 0 3 0 1 0 1 0 1 0 3 8 min 0 3 0 1 0 3 0 3 0 3 0 1 9 N5 ma 0 3 0 1 0 1 0 1 0 1 0 1 10 min 0 1 0 3 0 3 0 3 0 3 0 3 11 N6 ma 0.001 1 0 1 .00 3 1.441e-3 3 1.46e-4 3 3.456e 4 3 12 min-0.001 3 0 2 .001 2 3.21e-4 2 -2.272e 4 1 -5.632e-4 1 13 N7 ma 0 1 0 2 .002 3 1.436e-3 3 2.38le-4 3 -5.845e-5 2 14 min 0 2 0 1 .0012 3.182e-4 2 -9.743e-5 2 -1.278e-4 1 15 N8 ma 0 1 0 1 .00 1 4.238e-3 1 1.907e-3 1 -3.01le-5 3 16 min 0 3 0 3 .001 3 3.697e 4 3 3.144e-4 3 -6.914e-5 1 17 N9 ma 0 1 0 3 0.01 1 4.484e-3 1 2.031e-3 1 -4.395e-5 3 RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 8 Company :Michael Broad &Associates Designer :mb Job Number: Model Name'. Checked by Envelope Node Displace 77ents Continued Node Label X in LC Y in LCZ in LCX Rotation rad LCY Rotation rad LCZ Rotation rad LC 0 3 0 1 0.001 3 3.231e4 3 2.569e4 3 -8.717e-5 1 18 min 0 1 0 3 1 1.71e-3 1 7.331e-4 1 -3.675e-5I 19 N10 a 0 3 0 .00 1 0 3 -1.253e-5 3 1.93e-5 3 -1.523e-4 20 min O^A 3 0 21 N11 ma ^ 12 00 a 1'69 AP 5 3 2.318e 5 3 9.354e-6 3 0 0 C 1 7 ma 0.066 1 u.uuz .i • I I o I. I��G - --- _ -7.181e-3 1 - 11 0 1 U 0.001 L 1 .U-I a 0.003 2 G.YJG-V 5.684e-4 v 2 _. _ _ -4.138e-4 1 -1.909e-4 1 2 1 0 2 3 3.284e-3 3 1.025e-3 3 -9.461e-5 2 2 -0.001 1 .02 .00 2 8.068e-4 2 -1.014e-3 1 3 -1.861e4 1 2 1 0 0.001 2 1 .0 3 3.247e-3 8.474e-4 3 2 1.416e-3 -1.895e-3 1 -8.005e-5 -1.54le-4 1 2 1 0 2 .0112 3 3.168e-3 3 1.709e-3 3 -5.75e-5 2 2 0.001 1 .U5 .01 2 8.952e-4 2 -2.871 e 3 1 -1.044e-4 1 a-5 2 1 0.001 2 .07 3 3.515e-3 3 2 1.966e-3 4 03e-� 13 -3.801 2 0.002 1 0.01 2 1.054e-3 a _6,02 5 1 11: .921 e4 3 -1.3e-3 1 1.137e-3 3 `. o nn�e_4 1 Page 9 RISA-3D Version 21 � Parkhouse 2 span railing.r3d ] Company :Michael Broad &Associates Designer :mb Job Number: Model Name: Checked By Node Label X in LC Y in LCZ ' LCX 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 N29 N30 N31 N32 N33 N34 N35 N36 N37 N38 N39 N40 N41 N42 N43 N44 N45 N46 N47 N48 ma min ma min ma min-0.014 ma min-0.015 ma min ma min ma min ma min ma min ma min ma min ma min ma min ma min ma min ma min ma in max min ma min ma 0.027 -0.011 0.037 -0.013 0.047 0.057 0.001 0 0.001 0.001 0.002 0.001 0.002 0.001 0.003 0.001 0.003 0.001 0.003 0.002 0.001 0 0.002 0.001 0.002 0.001 0.002 0.001 0.003 0.001 0.003 0.002 0.003 0.002 0.001 0 0.002 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 2 1 2 1 2 1 2 1 3 1 3 1 3 1 2 1 2 1 2 1 2 1 3 1 0.001 0 0.002 0 0.002 0.001 0.002 0.001 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.001 0 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 1 2 2 1 2 1 2 1 2 1 2 1 1 2 1 2 3 1 3 .05 m 0.01 .07 0.01 .09 0.02 .10 0.02 .03 .00 .08 .00 .14 0.011 .21 .01 0.296 0.02 0.38 .02a .46 .02 .041 .00 .08 .00 .14 0.01 .221 .014 0.3 .01 .38 .02 .46 .027 .01 0 .03 3 2 3 2 3 2 3 2 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 Rotation rad 3.738e-3 1.026e-3 3.462e-3 1.022e-3 3.198e-3 1.013e-3 2.747e-3 9.115e-4 8.313e-3 6.543e-4 1.165e-2 8.367e-4 1.435e-2 9.315e-4 1.637e-2 9.805e-4 1.772e-2 9.774e-4 1.843e-2 9.429e-4 1.843e-2 8.971e-4 8.486e-3 5.866e-4 1.181 a-2 7.592e-4 1.439e-2 8.785e-4 1.635e-2 9.283e-4 1.764e-2 9.344e-4 1.822e-2 9.16e-4 1.807e-2 8.859e-4 2.934e-3 -1.579e-5 3.63e 3 LCY 3 2 3 2 3 2 1 2 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 kotation rad]LCZ 1.482e-3 -3.08e-3 1.753e-3 -4.193e-3 1.96e-3 -5.323e-3 2.113e-3 -6.371e-3 3.853e-3 6.326e-4 5.447e-3 9.302e-4 6.518e-3 1.216e-3 7.305e-3 1.428e-3 7.848e-3 1.591e-3 8.221e-3 1.682e-3 8.606e-3 1.694e-3 4.029e-3 5.426e-4 5.8e-3 7.925e-4 7.503e-3 9.537e-4 8.883e-3 1.103e-3 9.914e-3 1.234e-3 1.053e-2 1.344e-3 1.059e-2 1.441e-3 2.05e-3 5.892e-5 3.65e-3 3 Rotation lrad 4.393e-4 LC 13 1 3 -1.911 a-3 1 3.388e-4 3 1 3 1 3 1 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 3 1 -2.056e-3 2.395e 4 -2.094e-3 1 3 1 1.586e-4 3 -1.989e-3 -6.307e-5 -1.339e-4 -6.179e-5 1 3 1 2 -1.252e-4 4.399e-5 -8.3e-5 1 2 1 -3.33e 5 -5.655e-5 -2.424e-5 -3.329e-5 -1.559e-5 -1.707e-5 -6.359e-6 -1.238e-5 -7.573e-5 -1.471e-4 -7.377e-5 -1.374e-4 -5.232e-5 -9.001e-5 -4.097e-5 -6.17e-5 -3.222e-5 -3.924e-5 -2.314e-5 2.548e-5 -1.125e-5 -1.861e-5 -5.912e-5 -1.587e-4 5.118e-5 2 1 2 1 1 3 1 2 3 1 2 1 2 1 2 1 2 1 1 2 1 2 3 1 2 RISA-31) Version 21 [ Parkhouse 2 span railing.r3d ] Page 10 Company :Michael Broad & Associates Designer :mb Checked By Job Number: Model Name: i Envelope Node Dis lacements Continued Node Label X [in LC Y [in] LCZ [in]LCX Rot�tFaP[5 d]�IY Ro096e 4tation ad 3 Z R1t196e 4 tion d 9 97 1 -1.601 -1 �arT.LT1�Allte � i1t �i� 1 1 3 span railing.r3d RISA-3D Version 21 [ Parkhouse 2 ] "' Z Z 2 Z Z Z c Z Z O) C C co O Cl) N co 3 O a> a 0 C N W ® N 'O C V1 /1 C <J. O U N N M >m W_ O •% •% •!_ • _ Z C� G •U n tOn Z Z Z Z ZZ Z Z Z y p� O a 'o c6 Z Z Z Z Z Z Z Z Z [Q x 0 76 N y L U L Mi E Company :Michael Broad &Associates Designer :mb Checked By Job Number: Model Name: cl- Envelope Member Section Forces (Continued) MemberSec TO k LC Shear k LCz Shear k LCTor ue k-ft LC - Moment k-ft LCz-z Moment k-tt LC 78 min 0.043 1 -0.036 1 -0.134 1 0.001 3 -0.026 1 -0.037_ 1 79 5 ma 0.002 3 -0.001 3 -0.002 3 0.03 1 0 3 -0.001 3 80 min 0.043 1 -0.036 1 -0.133 1 0.001 3 -0.05 1 -0.031 1 81 M9 1 ma 0.07 2 0.045 1 -0.124 2 0.002 3 0.129 1 0.055 1 82 min 0.2061 0.004 3 -0.331 1 -0.026 1 0.05 2 0 3 83 2 Irnaxk0.07q2 0.045 1 -0.124 2 0.002. 3 0.074 - .. 1 0.047 1 84 min 0.206 1 0.004 3 -0.331 1 -0.026 1 0.029 2 -0.001 s 85 3 ma 0.07 2 0.045 1 -0.124 2 0.002 3 0.018 1 0.04 1 86 lmin 0.206 1 0.004 3 -0.331 1 -0.026 1 0 3 -0.002 3 87 4 a 0.079 2 0.045 1 -0.123 2 0.002 3 -0.012 2 0.032 1 88 min 0.206 1 0.004 3 -0.33 1 -0.026 1 -0.037 1 -0.003 3 89 5 ma 0.079 2 0.045 1 -0.123 2 0.002 3 -0.033 2 0.025 1 90 min 0.206 1 0.004 3 0.33 1 -0.026 1 - 92 1 -0.003 3 91 M 10 1 a 0.022 3 0.021 1 -0.018 3 -0.011 3 0.1 x 1 0.009 1 92 min 0.08 1 0.011 3 -0.069 1 -0.068 1 0.017 3 0.004 3 93 2 a 0.02 3 0.021 1 -0.018 3 -0.011 3 0.164 1 0.007 1 94 min 0.087 1 0.011 3 -0.069 1 -0.068 1 0.015 _ _ 3 0.003 3 95 3 a 0.022 3 0.021 1 -0.018 3 -0.011 3 0.158 1 0.005 1 96 min 0.08 1 0.011 3 -0.069 1 4068 1 0.014 3 0.002 3 97 4 a 0.02 3 0.021 1 -0.018 3 -0.011 3 0.153 1 0.003 1 98 min-0.08 1 0.011 13 -0.069 1 -0.068 1 0.012 3 0.001 3 99 5 ma 0.02 3 0.021 11 -0.018 3 -0.011 3 0.147 1 0.001 1 100 min 0.087 1 0.011 3 -0.069 1 -0.068 1 0.011 3 0 2_ 101 Mil 1 ma 0.006 2 0.03 1 -0.013 3 -0.01 3 0.15 1 0.01 1 102 min 0.02-1 1 0.018 3 -0.078 1 0.061 1 0.012 3 0.006 3 103 2 a 0.006 2 0.03 1 -0.013 3 -0.01 3 0.142 1 0.007 1 104 min 0.021 1 0.018 3 -0.078 1 -0.061 1 0.011 3 0_004 3 105 3 a 0.006 2 0.03 1 -0.013 13 -0.01 3 0.135 1 0.004 1 106 min 0.021 1 0.018 3 -0.078 11 -0.061 1 0.009 3 0.002 2 107 4 a 0.005 2 0.03 1 -0.013 13 -0.01 3 0.127 1 0.001 1 108 min 0.021 1 0.018 3 -0.078 11 -0.061 1 0.008 3 0 2 109 5 ma 0.005 2 0.03 1 -0.013 3 -0.01 3 0.12 1 -0.001 3 110 min 0.022 1 0.018 3 -0.078 1 -0.061 1 0.007 3 -0.002 1 111 M12 1 a 0.151 1 0.023 1 -0.004 3 -0.009 3 0.175 1 0.01 1 112 min 0.099 3 0.008 3 -0.092 1 -0.068 1 0.012 3 0.004 3 113 2 a 0.151 1 0.023 1 -0.004 3 -0.009 3 0.167 1 0.008 1 114 min 0.099 3 0.008 3 -0.092 1 -0.068 1 0.012 3 0.004 3 11151 13 ma 0.151 1 0.023 1 -0.004 3 -0.009 3 0.158 1 0.006 1 116 min 0.099 3 0.008 3 -0.092 1 -0.068 1 0.011 131 0.003 3 RISA-3D Version 21 [ Parkhouse 2 span railing.r3d ] Page 3 Company :Michael Broad & Associates Designer :mb Job Number: Model Name: RISA-3D Version 21 Checked By: �. C I Mc�.e-. MY/ T� � V- ILYF- %B'0 r -,, r W• xo- Z.- �iZ C ``' '-O' o [ Parkhouse 2 span rid ] 1 Consulting & A55ociates Michael Broad V2 3 �� i tA(3� .... Date.. ...;.. Page No .............. .1/ 4.............Q ``�.�J .................. ............... 4......... r O u Ka------------- ti Fessr� C 0 QR�F'LG' w C 37457 m EXP.6-30-'.� � t� t7 Michael Broad & Associates Consulting Engineers Project... `. r ................... Date.................., Page No.... ....... gyp... GI�x6(,•C, S Jaan,rt 41 e� . c.rtrC3vM�``l4'� t� T7 S 3.5y�6ry 3, /1 !a? / .-' 1%,s t-A I GC..:, . uesetx'n rescoss•tssxra et�aros9•tsss�aa aso-veszsosavosod z�csvo'orvwr �s'is ur+�s',x sss nnain ac i arois � wnm zz-so•eo nnoeaaveoa a e � sr i O ZZ•40•ED ZZ-l0'EO Trnodaav eoa Nn9tleavxoa 8 NOIIVOIbBVJ IV13W A3lld1 'tlJ'H�b381tlOdhl3N rouvJol zz a zD �rnonaar aoa y � t s W mro hDI1dNJ534 :13tl 11011iJOdM3NNMO1dN zrrrxea O m❑ < 22 c W Wig O m viper S inSO ✓�OOma (h64ma ¢00¢O o o_000 w wwww a aaaa v 00000 m mmmc� -LnoAM1 1 ulv.Le ,man C?Lrosvueo Wd KHO'lBSZ6 m-2'O'd zescs vo "wn°rws'is mwbs'm ceo NOI-LVOINeVj 1H13W A3lldl 2 M ►- M VO'HOb OJV0dk3N �MLL of 1101l8OjM3N NMoldn arn+eor 1_ 'sE 1V I zasswts'n is K-9Lss Xdd czlz'M9ls6"'d OSBo-LBSds sSBx^s'O'd Lss�AYJ'W�r u's'is N'�s'M 6ss NOI1VOIa9V:l 1V131N A31IV1 XY I I W. mac ZZ'6D•EO NAOHMVtlDi Q Q N SN01103S V alviS ZZ,� ivnouaaruoa 3 e !$ O auxoc �•l0•EO ianoaanuoa 9 as O var+ordstaodM3u yancm ZZ-Ll•ZO �vnona wj V x pp pY W L101godmBNOO1d0 3+a+�' :gym x+oudiuys3a {d!d 0`5 Y 4 ,x r !I 9 l' A Michael Broad & Associates Phone 1-714-336,5011 Steel Beam DESCRIPTION: Stairs & Landing Stringers to Star #1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam Is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Project Title: Engineer: Project ID: Project Descr: Mc12x1o.6 span - 11.750 ft 19 MAR 2022, 8:11AM Fy : Steel Yield: 36.0 ksi E: Modulus: 29,000.0 ksi 17 Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D = 0.050, L = 0.160 klft, Tributary Width =1.0 ft. (Dead +Live uniform) �... = Section used for this span 0.183: 1 Maximum Shear Stress Ratio = ' 0.044 : Me: Applied MC12x10.6 Section used for this span MC12x10.6 Mn / Omega: Allowable 3.807k-ft 20.838 k-ft Va:Applied VnlOmega : Allowable 1.490 k Load Combination Location of maximum on span P 40+L+H Load Combination 29.490 k D4L Span #where maximum occurs 5.875ft Span # 1 Location of maximum on span Span #where maximum occurs 0.000 ft Maximum Deflection Span # 1 Max Downward Transient Deflection 0.0431n Ratio = 3,280>=300. Max Upward Transient Deflection 0.000 in Ratio = 0 <300.0 Max Downward Total Deflection Max Upward Total Deflection 0.059 in Ratio - 2379 >=180 0.000 in Ratio = 0 <180 Load Combination Span Max. -' Dell Location In Span Load Combination Max. •+• Dan Location In Span 0.0593 5.909 0.0000 0.000 : Far left Is #1 Support OverallMINimum 0214 0.214 +D+H 0.356 0.356 +D+L+H 1.296 1.296 4D+Lrdi 0.356 0.356 +D+S4H 0.356 0.356 +D+0.750Lr+0.750L4H 1.061 1.061 +D40.750L40.7505+H 1.061 1,061 +D+0.60W+H 0.356 0.356 +D40.750Lr40.750L+0A50W+H 1.061 1.061 +D+0.750L+0.750S+0.450W+H 1.061 1.061 +0.60D40.60W40.60H 0.214 0.214 +0+0.70E+0.60H 0.356 0.356 +D40.750L+0,750640.5250E+H 1.061 1.061 +0.60040.70E+1-1 0.214 0,214 D Only 0.356 0.356 L Only 0.940 0.940 H Only in KIPS 0 Michael Broad & Associates Phone 1-714-3365011 Project Title: Engineer: Project ID: Project Descr: 7 Pdnted: 19 MAR 2022. 8:11AM Steel Beam ��n „y,,,". , ._...._W.. •_ - IMMUNE DESCRIPTION: Stairs & Landing Stringers to Stair #1 Steel Section Pro erties : MC12x10.6 J = 0.06D in"4 Depth 12.000 In I 55.30 in"4 9.22 In"3 Cw = 11.70In"6 Web Thick 0.190 in S xx _ 4.220 in Ro = 4.270 In Flange Width 1.500 in Rxx = Zx 11.6g0 in"3 H = 0.983In Flange Thick 0.3091n 0.378 IRA Area 3.100 in"2 I yy Syy = 0.307 in^3 SWo 6.000 In"2 Weight = 1o.600 pit 0,349 in , 0.951104 Kdesi n 9 0.750 in R yy 0.635 in^3 C1 2370 in"3 Zy _ - Qw _ 5.7901n"3 ds OA78 in Wn2 = 2.220 Yo9 6.ODOIn Sw2 0.822 X09 = 0.2691n SW3 = OA10 Xp = 0.129 In rn 0284 in --_"— 114 232 3.45 41D1 avi f— - wane (ft) ©+O+N 1+D+L+N O+D+L+N O 0+D+S+H 17+D+D.iSOh+6.IS6L+N tQ+0.156L+Q.1S6S+N i+D+6.60W+N O+D+D.iSDb+6.1561+0.4SDW+N 1+D+6.IS61+6756S+Q.-0S6W+H 1+0.6DD+6.6QW+6.60H 0+D+6,10E+D,6QH 1+D+D.iS61+6756S+6.S2SD + Michael Broad & Associates Project Title: Engineer: Project ID: Phone 1-714-336.5011 Project Descr: Steel Beam — & Landing Stringers to 45 es. 8:11AM ,,o, ow JA2 6,19 937 10,S4 1112 wao[I(RJ 3+D+N D+D+I+N i+D+14+N 7 +0,66D+0,70E+H O+D+S+N i+0+660W+N D+D+D.JSOU+0.1S01+6.4S6W+H 1+D+6,7SOMADS+DAS9W+H 1+0.600+6,66W+0.6DH 0+DAIDE+06DH01+N I+D+O,JS01+VS0S+D,SZS0E+i '°' D.cr 6A[ 736 9110 1014 1L98 Nam (ft) D+D+H is+D+6.60W+N 1}D+L+N I+D+0.7S01,+D7S01+D,4S6W+H 0+D}h}H D+D}S+H I+D+0,JS01+VS0S+0.4SDW+H I+0.60D+D,60W+D,6DH D+D+6.70E+060H01+N D+D+6.JS61+D.TS6S+N [1+6,um,70E+H IDOily 0UDe M loely I+D}6,7S01+6,JSDS+6,SZS6J+H 0EODII aHoedy JRely DWosip Michael Broad & Associates Project r: Engineer: Project ID: Project Descr: c Phone 1-714-336.5011 Printed: 19 MAR 2022. 8:17AM File:Talley ptown ewport .e Steel Beam Soflwam copyright ENERCALC, INC. 1983.2020, eulld:1220.6.1T DESCRIPTION: Stairs & Landing Stringers to Stair #1 Stringer with Point Loads CODE REFERENCES Calculations per AISC 360-16. IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Proertles Fy : Steel Yield: 36.0 ksi Analysis Method: Allowable Strength Design E: Modulus: 29,000.0 its!Beam Bracing : Beam Is Fully Braced against lateral4orslonal buckling Bending Axis : Major Axis Bending M012x10.6 Span - 7.760 ft F Service loads entered. Load Factors will be applied for calculations. A lied Loads Beam self weight calculated and added to loading 0A60 kfft, Tributary Width =1.0 ft, (Dead +Live unKonn) Uniform Load : D - 0.050, L = Point Load : D = 0.360, L = 0.940 k @ 0.50 ft, (PI -From Stingers) Point Load : D = 0.360, L = 0.940 k @ 3.50 ft, (Slinger) DESIGN SUMMARY 0 2q g ; 1 Maximum Shear Stress Ratio = 0.094 :1 Maximum Bending Stress Ratio MCf 2x70.6 Section used for this span MC12x10.3 2.784 k section used for this span Me: Applied 4.491 k-ft Va: Applied VnlOmega : Allowable 29.490 k Mn /Omega :Allowable 20.838 k-ft Load Combination �'L'P Load Combination +D+LH.I 3.499ft Location of maximum on span O # I ft Span # 1 Location of maximum on span San # q P Span #where maximum occurs Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0,020 in Ratio - 4,699>=360. 0 <360.0 Max Upward Transient Deflection 0.000 in Ratio = 0.027 in Ratio = 3402 >=180 Max Downward Total Deflection 0.000 in Ratio = 0 <180 Max Upward Total Deflection Overall Maximum Deflections Location in Span Load Combination Max, "+" Deb Location in Span Load Combination Span Max.""Defl 0.0000 0.000 +D+i+H 1 0.0273 3.764 _ -y, Values In KIPS Overall MINIMUM UAW o.<ac +p+H 0.769 0,421 +D+L+H 2.784 1,526 +D+Lr+H 0.769 0.421 .p,S+H 0769 0.421 +0+0.750Lr+0.750L+H 2.280 1.250 +0+0,750L+0.750S+H 2,280 1.250 +D+0.60W+H 0.769 0.421 +D+0.750Lr+0.750L+0.450W+H 2.280 1.260 +D+0.750L+0.7505+0.450W+H 2,2800 10 +o.60D+0.60W+0.60H OA60761 .0.25252 +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H 2.280 1.250 Mfchael Broad & Associates Project Title: Engineer: Project ID: P110ne 1-714.3365011 Project Descr: Steel Beam ''"''•' — Printetl:79 MAR 2022, 8: F e: Ta le U town DESCRIPTION: Stabs & Landing Stringers to Stair #1 e 6o5ware mpydght ENERCALC, INC.�98&2020, Bulb 220 Stringer with Point Loads Vertical Reactions LcadCombinabon ;6.60D.0.70E++1 Supponi Support2 Supportnotation: For left is#1 ValueslnKlPS D Only 0.461 0.252 L Only 0.769 0.421 H Only 2.015 1.105 Steel Sctlon Properties : MC12x10.6De h = Web Thick 1200D In I ra _ Flange Widlh _ 0.190 In 1.500In S - 55.30 In"4 9.22103 J = 0.0601n^4 Flange Thick Area 0.309 in R 4.220 in Cw 11.701nA6 ' Weight 3.100 inA2 I7x _ 11.600 IoA3 H 4.2701n _- Kdesign 10.600 p0 S yy = 0.378 NA4 0.9831n = 0.750 1n 0.307 hA3 rts Z7y y _ 0.349 In Wno 6.000InA2 yC 0.478 in - 0,635 InA3 OI _ Xcg 6.000 in 2.370InA4 - Xp 0.269 in Wn2 6.7901n"3 5.7901nA3 0.129 in _ 2.220 - 0.822 Sw3 0.410 Eo = 0.284 in A ,M, 54b 613 6,91 1,6B 0+D+H �ISfdHEe(R) !i+D+D,6DW+H g+D+I+H O+D+D+H g+D+6.ISDI+O,TSQl+D.4SQlY+N ®+D+O.JSQt+Q,IS6S+6.dSOW+N l+0.6QD+6.6047+6,66H l +D+6.7S611+0.7501+H t]+0.666+0.70E+H f +D+D,7DE+D,60H +D+0.IS61+D,750S+N 1 +D+O,IS61+Q,150S+6.S1SOE+f t® Michael Broad & Associates Project Title: Engineer: Project ID: Project Descr: Phone 1-714 336.5011 Steel Beam nr r.RIPTION: StalrS to Stair #1 Stringer with 19 MAR D'sta�ue�ft� Q+D+S+H 0+D+6.IS6U+6JSDL+fl ®}p+07S61+0JSOS+0.5156E# 1+D+l+H Q+D+L�+N 0+D+6.10E+0.6DN e vn.n At NWaN a�D+0.)SOL+6.lSD5+D.dS6W+H I+D.66D+D.60W+6.66H Distar�e�ft} G+P+S+N 11+D+OJSDp+0]SOltll ®+U+C,1S61+0,1505+6.Si56E+t .)O+P+L+N Q+O+h+N O003DE+0,6QWo"IY 0H li+D+H p+D+0SW O,1S6l+0,40+N I+D+0.)S61+07505+0,450VI+N 1106Ip +6.6041+0.66H SDnly +D+D.6DWO 0+D+b QL'D°y p0,60MAE+11 ODolly f Eofiy Michael Broad & Assoclates Phone 1-7143365011 Project Title: Engineer: Project ID: Project Descr: Ptlntetl: 1e MAR 2022, 9:23AM General Section Pro e•�, caiculator Flle; alley 9 MA 2022, s p ' `' Software copyright ENERCALC, INC. 1983-2020, eulld.1220.5.17 r.rrr•.. MICHAEL BROAD & ASSOCIATES DESCRIPTION: Handrail Posts 1 112 Dia oioe Final Section PrODertieS trz Total Area 2.286102 Ixx 0.3729 W4 Sxx : - Y 0.49721nA3 Calculated final C.G. distance from Datum: lyy 0.3733104 Sxx : +Y 0.4972 inA3 X og Dist. 0.0 in Zxx 0.7909 inA3 Syy : - X 0.4977 103 Y cg Dist. 0.0 in Zyy 0,7916 inA3 Syy : +X 0.4977 inA3 Edge Distances from CG.: r xx 0.4039 in +X 0.7501 In +Y 0.750In ryy 0.4041 in •X-0.7501 in -Y In Rotation of All Components @ Angle: 0.00 deg CCW _ Circular Shape :1 Radius = 0.750 in Thickness 0.000 In Area = 1,767 in^2 Xcg = 0.000 In Yog= 0.000 in Michael Broad & Associates Phone 1-714-33"011 General Section Property Calculator DESCRIPTION: Handrail Posts 1 112 Dia pipe Circular Shape:2 Radius= Area = Project Title: Engineer: Project ID: Project Descr: sof wn 0.750 in Thickness 0.120 in 1.767 i02 Xcg= 0.000 in Ycg = 0.000 in Printed: 19 MAR 2022. 9:23AM 1- Michael 3road & Aeeociatee Consulting Engineers �% P►1 g„2 C�ru7 -,t C:. l ( ..... Page No .............. ...... protect.... ............................ Date..........,.., i �..° ...:✓ �.. .. ......... e e ez f t Y r . 1 Ip �_6i. � ...i::_— � �F--:! �� ``�- �. i✓ tat DCSE ,ASSOCIATES, INC. STRUC TURAI FNU N[FRS STRUCTURAL CALCULATIONS for Uptown Newport Lot 1 (ELEVATOR CALCULATIONS) Newport Beach, CA May 01, 2023 Prepared By: DCSE ASSOCIATES, INC. STRUCTURAL ENGINEERS 1744 West Katella Avenue Suite 107 Orange, CA 92867 BUILDING DIVISION BY: D.R.H. JOB NO.: 20058 I - -HRL' TP i -T-ORAL Ei 1HEEF, IMC Uptown Newport — Lot 1 BY: RO COIJSULTIHG ' DEIGH 1744 west R.ateoa Avenue Newport Beach, CA DATE: 5/1/2023 1 ;ulte 107 Orange, CA 92867 714-997-1145 FAX714-997-3857 SH.: BDC1-1 Responses to Buildine Department Structural Corrections List (Delta 5) Agency: City of Newport Beach Project Address: 4239 Uptown Newport Dr. Plan Check No: REV2023-0541 Plan Check Engineer: Dustin Homey, PE Per the request of Mr. Homey, please find enclosed previous plan check calculations submitted to Mrs. Yoko Tanaka, SE, City Building official for City of Newport Beach. These calculations were submitted and approved as part of our submittal package and are being requested as part of the elevator submittal as this was a deferred item. The calculations enclosed comply with the latest elevator shop drawings as the loads are smaller than originally designed. STRUCTURALITEMS: Elevator bracket supports are not coordinated between elevator shop drawings and structural drawings. Typical elevator rail support detail 11/S3 from the building plans states steel columns are designed for loads applied at 1 V-2" height (within the floor assembly). Elevator shop drawings show guide rail bracket loading locations at various heights, including at mid -height between levels. FOR to provide: a. Structural calculations justifying the guide rail bracket locations shown in the elevator shop drawings. Note that per elevator structural calculations, the rail loads identified on the shop drawings are at ASD level. Note that per elevator shop drawings, the maximum deflection of the bracket support should not exceed 0.0625" for non -seismic locations or 0.125" for seismic locations. Show compliance with these requirements in structural calculations. DALE CHRISTIAN/ JOB NO ,C STRUCTURAL ENGINEER, INC. BY VPb CONSULTING & DESIGN hP fUV'im 1711 weSi Kalena Avenue DATE 11 2 Swre 107 fJ w Po T r5le�fl-ct-I , cfk oranq_e CA 92867 SH' 714997-1195 FAX 719 997-3851 61A k(Z ppr\l, St,,vpuV2T Col-V&M NS r,Lrcvl,tIU4 Yk,5F€� Tv 61�Vlr�Ul� SPECIFIChjIUNS h ,qy cn _ GNJT_ � (1Y1`) \ 51Y� 2Sz'�� Eia�`=Nub �oADS� 1 i21 Vx 10 to coe,---_- � Y 4}'^ V-LOV\e Col,\kMI'j '\J'"0e--; ("P. Dr.T 2tv /5-3> = - v.� _OUT 1 WaU ptav ) /�! l p 1 a r�E i 52-� �C-rJCizeR�,C, AW'\LySlS Fo1e Co�-VMkl PE:5160 Amin - 0,\,23 1A 1/Q,// o.11u�bL per e\eu, vvloMkP, (0k) tnax r2aG+irJh —> i 1S,-10 lb DALE CHRISTIAN/ ' STRUCTURAL ENGINEER, INC. CONSULTING h DESIGN 1 794 West Katelia !\venue �- Suite 107 V Orange CA 92867 114-997-1195 FAX 719 997-3857 (ICF, PET 2Cv/5-3) '707 CWIX.L60J CoWVEc.Tlu,%4 (FJ) 1;/7!?,Ir � x b" t-&-b T60LTS ;21 III (c,A) : -740 (1,01 CZ r�lFS) = 592016 JOB NO. BY Vr4 DATE SH. ay!t -a.L.(cct) - HLIru ( 1) ( @ vo1 ) _ �)5-20 lb % �34o1, (hki 1250-1'r n COLIXMN C-oWtJCC.'TIUiJ --;_I'= 4(Cet) 42o(t)(12Srw,twS) t7oyU > 134oI1,,(ok) LARD -K^e jsrzev To plflPH hla� gy � w' l/y� x', '% ';PS. GCjECwS Cots Couoc r-rJ11Rfr WLL LCO6�!i all tTl 12"k� (p)n \ )(4?c�lb�(1,0) _ 72433 Ib Dtufv CA, M61-j = -i2o ll�f, ( �,, .0-7 f,�') = �1-74# '-� 13%10 117 (a) JOB NO. 20 o $ DALE CHRISTIAN/ STRUCTURAL ENGINEER, INC. �k? 0ovj�J kJEvJ PG1e7 By vie CONSULTING & DESIGN ,2� t 749 West Katella Avenue � 'por`k' Vca c1,) v GAF DATE tikJ15 /,2a Suite 107 � c Orange CA 92867 SH. 714-997.1145 FAX 714-991-3851 3rd'Floor _ll-, 2 1-tour cot V% REF DE7 / � 255'3� �YLUJv,1wl � wait r\art, 11us3� (Pu,rutlal k� ,,.a11 �1Pr..d> 7 / 5-�;E E1jepi-c. -c f'ua751S Pc-s1 ca2kmu D£S\t+-1 i1 y✓ou = p. 013 ih G �f /7 CO 0"0\r- �F_r Q /, ✓rork , (OL J vo,x. gecc-{%.n 1 --*v Kr,Ny = 24cl-7 tb -Top cr,�INEC tIDrJ SV2o-Y r�o.rott $t 'tD v —A Qluvlk) \lZi ��4N�' k �ju 75D4\'/ ScI�rJS �ca) = 420 ��) ill Screw S) = SDyo ll UB tb (o k) UOAV-TgANSfEV -ro DIAPhvt At bM �u �� \� � y� x'r 2 SDS 1I4t\I 12t u 1b IJ�Tea^ °�INGC Tiv� 5�'Q pre✓ �u5 cheek �br cmpuci�-7 DALE crlwsTbW / STRUCTURAL ENGINEER. INC CONSULTING a DESIGN 1744Wes[xere'Ia Avenue S W 107 Orange. CA 9 y 714W71145 714W73857FAx DALE A. CHRISTKN SE 2705 Steel Column Dale Christian Structural Engineer 1744 W. Katella Ave. Suite 107 Orange, CA 92867 DESCRIPTION: Elevator Guide Rail Column -Mid height load application Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name : HSS5x5x1/2 Analysis Method: Load Resistance Factor Steel Stress Grade Fy : Steel Yield 45.0 ksi E: Elastic Bending Modulus 29,000.0 ksi Project Title: Uptown Newport - Lot 1 Engineer: VB Project ID: 20058 Project Descr: software Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K =1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT XA Axis = 10.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 284.30 Ibs ` Dead Load Factor BENDING LOADS... CWT Load (R1+VX): Lat. Point Load at 4.750 ft creating Mx-x, L = 2,553 k CWT Load (R2+VY): Lat. Point Load a14.750 ft creating My-y, L =1.108 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3302 :1 Maximum Load Reactions.. Load Combination Location of max.above base +1.20D+1.60L Top along X-X 0.5263 k At maximum location values are 4.765 ft Bottom along X-X 9 0.5817 k ... Pu 0.3412 k Top along Y-Y Bottom along Y-Y 1.213 k 1.340 k 0.9' Pn 239.740 k Mu-x 10.157 k-ft Maximum Load Deflections... 0.9' Mn-x: 44.213 k-ft Along Y-Y 0.1227 in at 4.966ft above base Mu-y 4.408 k-ft for load combination :+D+L 0.9' Mn-y: 44.213 k-fl Along X-X 0.05327 in at 4.966ft above base PASS Maximum Shear Stress Ratio = 0.03159 :1 for load combination :+D+L Load Combination +1.20D+1.60L Location of maxabove base 0.0 ft At maximum location values are ... Vu : Applied 2.145 k VnPhi: Allowable 67.891 k ctror,.r.e� +y +X 1,;.;1 DALE CHRISTLA" STRUCTURAL ENGINEER, INC CONSULTING & DESIGN 17" Wen xarelp Aye SWW 107 Orange. CA 92867 714 997 1145 714 997 3857 FAx DALE A. CHRISTIM SE 2705 Steel Column Dale Christian Structural Engineer 1744 W. Katella Ave. Suite 107 Orange, CA 92867 Project Title: Uptown Newport - Lot 1 Engineer: VB Project ID: 20058 Project Descr: DESCRIPTION: Elevator Guide Rail Column - Load application at 1ft above base Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x1/2 Analysis Method: Load Resistance Factor Steel Stress Grade Fy : Steel Yield 45.0 ksl E : Elastic Bending Modulus 29,000.0 ksi Overall Column Height 11.420 It Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis=11.420 It, K =1.0 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis=11.420 ft, K =1.0 Column self weight included : 324.671 Ibs' Dead Load Factor BENDING LOADS ... CWT Load (R1+VX): Lat. Point Load at 11.170 ft creating Mx-x, L = 2.553 k CWT Load (R2+VY): Lat. Point Load at 11.170 ft creating My-y, L =1.108 k DESIGN SUMMARY _ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.03312 :1 Load Combination +1.20D+1.60L Location of max.above base 11.113 ft At maximum location values are ... Pu 0.3896 k 0.9' Ph 219.761 k Mu-x 0.9938 k-ft 0.9'Mn-x: 44.213 k-ft Mu-y 0,4313 k-ft 0.9'Mn-y: 44.213 k-ft PASS Maximum Shear Stress Ratio = 0.05885 :1 Load Combination +1.20D+1.60L Location of mmabove base 11.190 it Al maximum location values are ... Vu : Applied 3.995 k Vn' Phi: Allowable 67.891 k Sketches 0c 0 ui +Y +X Service loads entered. Load Factors will be aoolied for calculations. Maximum Load Reactions — Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections... Along Y-Y 0.01234 in at for load combination :+D+L Along X-X 0.005353 in at for load combina9on :+D+L 1.084 k 0.02426 k 2.497 k 0.05589 k 6.66811 above base 6.668ft above base Mk e DALE CHRIST~ STRUCNRAL ENGINEER, INC - CONSULTING & DESIGN 1744 wen raldl n�em:e v Wim Orange. CA 93e67 7149 1145 714 W73a57 FAX DALE A CHRISTIAN SE 2705 Steel Beam Dale Christian Structural Engineer Project Title: Uptown Newport - Lot 1 1744 W. Katella Ave. Engineer: VB Suite 107 Project ID: 20058 Orange, CA 92867 Project Descr: DESCRIPTION: Elevator Hoist Beam (11 ft max span) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending )plied Loads Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : L = 7.50 k @ 5.50 ft, (Hoist Beam Load) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied MnPhi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection File = Z MOSM. STRUCTURAL CALCULATIONSI3C. Structural Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Wax28 Span = 11.0 ft Service loads entered. Load Factors will be applied for calculations. 0.329: 1 Maximum Shear Stress Ratio = 0.090 :1 W8x28 Section used for this span W8x28 33.508 k-ft Vu : Applied 6.185 k 102.000 k-ft Vn' Phi: Allowable 68.913 k +1.20D+1.60L Load Combination +1.20D+1.60L 5.500ft Location of maximum on span 0,000 ft Span # 1 Span # where maximum occurs Span It 1 0.127 in Ratio= 1,039>=360 0.000 in Ratio = 0 <360 0.130 in Ratio = 1013 >=180 0.000 in Ratio = 0 <180 Umd Proiecf Uo Town New Port CA A(Subiecf T O C BUILDING DIVISION II 'DrF S"P'- 'Atuma APR Y� 2024 BY: D.R.H. Sheet No A7 !n) Job No. 0216 -2022 Bv: PSM Dale Mar 6th 2022 STRUCTURAL CALCULATIONS A Newport Condo New Port Beach , CA 92660 PROJECT NO: 0216 - 2022 3rd Submittal - Glass Railing System Dated: March 28th 2024 Prepared by: PAVAN MANEPALLI RE 04/02/2024 154E Cliff Rd E. Burnsville, MN 55337 Ph 651-400-1460 0 - Cover newport Rl.mcdx Proiect: Up Town New Port CA Sheet No Al I Atumi Subject: T O C Job No 0216 Ma Bv� PSM Dateto Mar 6th 202 Structural Calculations Table of Contents Description Pa e Design Criteria Elevation Glass Analysis Shoe Anchor at bottom 1548 Cliff Rd E, Burnsville, NM 55337 Ph 651-400-1460 0 - Cover newport Rl.mcdx ■ Proiecr Newport Condo Sheet No Al !nl A �' ■ �' So—D— By No. 021 ate M Y Wind Load ASCE 7-10 By PSM Date Mar 15 2022 One new port - Newport beach CA Components & Cladding Wall Loads for Building Heights DESIGN WIND LOADS Greater Than 60 ft, Method 2 Per ASCE 7-10, Chapter 30 (pp. ) as per CBC 2019 Ri:=2 11 Building risk category V:=110 mph Basic Wind Speed h:=65 fi Mean Roof Height (greater than 60 feet) F-xP'=C Exposure Category K,=1.16 Velocity Pressure Exposure Coefficient K,:=1.0 Topographic Factor Kd:=0.85 Directionality Factor Calculate Velocitv Pressure q::= 0.00256 • K� • K_, • Kd • Vz - psf= 30.4 psf Internal Pressure Coefficients See Fig. 6-5, 8.47 Cpipos'=0.18 GCpr.neg :=-018 Internal Wind Pressure Pi.po,'= 9_ • GCpcp , = 5 PS1 Pi.neg := 4z' GCPi.neg= —5 Psi External Pressure Coefficients See Figure 6-17, p.65 Zone 4 & 5, Positive 0.9 0.75 GCp= 0.69 0.6 0.6 Pep =9,•GCP Zone 4, Negative —0.9 —0.8 GCp4 = —0.76 —0.7 —0.7 Pen4 = 9z' GCP4 Zone 5, Negative —1.8 —1.4 GCp5- —1.23 —I —1 Pens = 9i' GCp5 Fig. 6-1, p.32-36 Sect. 6.5.6.3, p.25 Table 6-3, p.79 Sect. 6.5.7, p.26 Table 6-4, p.76 Equation 6-15, p.27 --i—t— a o i C Wall Elevation 3480 Upper 149th St W, Suite 101 Rosemount, MN 55068 Ph 651.400-1460 {f} / WMA Design Wind Pressures Effective Wind Area 20 60 A„,= 100 ftZ 200 500 Corner Zone Width Protect Newport Condo Sheet No Al ln1 Subject" Job No 0215-2022 Wind Load ASCE 7-19 By- PSM Date Mar 15 2022 Positive Wind, Negative Wind, Negative Wind, All Zones Typical Zone Corner Zone WPP- PeP—PL.ng WPon=Pen4—PLPns 32.9 —32.9 —60.3 28.3 —29.8 —48.1 WPP� = 26.3 psf WP 7,= —28.5 psf WPeO1.= —42.8 psf 23.7 —26.8 —35.9 23.7 —26.8 —35.9 Corner Zone is Greater of 10% of 55 • ft • 0.1= 5.5 ft Comer zone on either side Least Horizontal Dimension or 3 feet One window is on the comer zone Calculating Specific Design Wind Pressure, Given Effective Wind Area. Effective Wind Area A 1=24. ftz Typical Zone Corner Suction W,:= 20 • psf Positive Wind, All Zones WPpw _ Pep—pb" WPP.I = 32.4 psf WP P=-32.6 psf Negative Wind, Typical Zone WPNP � Pen4 —pLp. WPnP=-32.6 psf Negative Wind, Corner Zone WP., = Pens — Pip. WP,o,=-59 psf W,,,P:=0.6•WP P--19.5 psf For ASD Calc WP,O1.=-59 psf W o,.:=0.6• WP,,,=-35.4 psf For ASD Calc We := 36 • psf ASD 36+20 =28 Corner zone mullion check 2 with half in the corner zone Use 36 psf wind load for Railing check the corner zone loading . 3480 Upper 149tb St W, Suite 10IRosernount, MN 55068 Ph 651-400-1460 {) Project Newport Condo Sheet No Al fnl A L ■ r M't S b'ec : Job No. 0216-2022 M V' ■f' Wind Load A CE 7 10 By; PSM Date Mar 15 2022 110 mph Exposure C 3480 Upper 149th St W, Suite 101Rosemount, MN 55068 Ph 651-400-1460 {f} AUMA Proiect: Newport Condo CA Subiect: A- Design Criteria Sheet No. A1.1n) Job No, 0216-2022 By PSM Date Mar 151h 2022 Newport Condo, New Port CA Design Criteria These calculations are based on shop drawings by Alumil NA 1.11eferences A. The Aluminum Association (AA), Aluminum Design Manual Specifications & Guidelines for Aluminum Structures Allowable Stress Desion, Eighth Edition, January 2010. B. American Institute of Steel Construction, Inc. (AISC), Steel Construction Manual, Thirteenth Edition, 2005. C. American Architectural Manufacturers Association (AAMA), TIR-Al1-96, Maximum Allowable Deflection of Framing Systems for Building Cladding Components at Design Wind Loads, 1996. D. American Architectural Manufacturers Association (AAMA), TIR-A9-1991, Metal Curtain Wall Fasteners, 1991. E. American Welding Society (AWS), AWS D1.1, Structural Welding Code Steel, 2010 F. American Society of Civil Engineers (ASCE), ASCE 7-10, Minimum Design Loads for Buildings and Other Structures, 2010. G. California Building Code 2019. 2. Design Loads Unless noted otherwise, design loads are based on the California Building Code 2016 specified in Section I above A. Wind Load 1. Exterior wall system: Wind load to be a. Design Wind Loads - i. Typical zone : 20 psf positive and 20 psf negative Corner Zone : 20 psf positive and 36 psf negatvie C. Corner wind loads i. Both surfaces shall experience both inward and outward loading simultaneously. ii. It can also be one surface with positive loading and other surface negative loading. B. Seismic Load 1. Seismic load to be according to governing codes CBC 2019. 1548 Cliff Rd E, Bumsville, MN 55337 Ph 651-400-1460 (f) Project Newport Condo CA Sheet No. Al.fnl 22 A t U M � � Spy A- Desian Criteria By, b PSM2 Date OMar 15th 2022 Design Criteria - Newport Condo New Port CA 2. Performance Criteria and Specification Requirements A. Deflection Criteria for framing members i. At design wind loads, deflections of building cladding framing members shall be limited to L/175 for _ spans upto 13ft-6in. ii. For spans in excess of 13ft-6in design wind loads, deflections of building cladding framing members shall be limited to U240 plus 0.25in. iii. For cantilevers At design wind loads, deflections of building cladding framing members for cantilevers shall be limited to 2 L/175 of the cantilever length or 3/4" which ever is less . iv. For Horizontal mullions at design dead loads, deflections shall be limited to 1 /8". V. For Corner Vertical Mullions at design wind loads, deflections of corner building cladding framing members in the plane of the wall shall be limited to 0.25in between reaction points. B. Deflection Criteria for glass i. At design wind loads, lateral deflection of the glass is U60 or 1" whichever is less. 3. Building Movement and Tolerances A. Construction Tolerances : - The curtain wall system shall be designed to accommodate + or - 1/2"in of tolerance up do- down left/right and in/out. 4. Material Requirements A. Aluminum 1.Aluminum framing extrusions shall be 6063-T6 alloy and temper or equivalent (min Fy = 25 ksi, min Fu = 30 ksi). 2.Aluminum anchor extrusions shall be 6061-T6 alloy and temper or equivalent (min Fy = 35 ksi, min Fu = 38 ksi). 3.Aluminum panel and formed shape material shall be 3003-1-114 alloy and temper or equivalent (min Fy = 17 ksi, min Fu = 20 ksi). B. Carbon Steel 1. Carbon steel structural members, anchor clips and other components shall be ASTM A36 or equivalent unless noted otherwise (min Fy = 36 ksi, min Fu = 58 ksi). C. Concrete 1. Minimum concrete strength at post installed anchors shall be 4000 psi. D. Fasteners 1. Carbon steel fasteners shall be ASTM A325 or SAE Grade 5 (min Fy = 92 ksi, min Fu =120 ksi). 2. Self -drilling fasteners shall be Dril-Flex as manufactured by Elco Industries, Inc or equivalent. 3. Stainless steel fasteners shall be A300 series stainless steel, cold worked (min Fy = 65 ksi, min Fu = 110 ksi). E. Welds 1. Carbon steel weld metal shall be E70XX. F. Concrete Post installed Anchors 1. Post Installed anchors to be Hilti KIWK Bolt TZ wedge bolt, Tap -cons and De-walt anchors. 0141M.4 1548 Cliff Rd E, Burnsville, MN 55337 Ph 651-400-1460 Project Newport Condo CA Sheet No A1.1n1 A � � M' Sub'ec : Job No 021 A - Design Criteria By PSM Dateike Mar 15th 2022 Design Assumptions 1. This calculation package represents the system as described in the shop drawings prepared by Alumil, Unless noted otherwise, the following items were not reviewed: a. Sealant and sealant joint design for perimeter to substrate connection. b. Thermal forces and the stresses from the movement of the chamber. 3. The structural conditions noted in this report are based upon a "'worst case' type analysis whenever possible. Other structural conditions that are similar to or less severe than the worst case condition expressed herein are OK by comparison. 4. Setting blocks shall be set at 6in away from the face of the mullion. Length of setting block shall be 4in for a unit width less than 4ft and 6in for unit width greater than 5ft. Setting block in center of lite not acceptable. 1548 Cliff Rd E, Bumsville, MN 55337 Ph 651-400-1460 MPK STRUCTUAL ENGINEERING pm Lc, Sujct Uptown Ra'I' i bect:c.lalon Sheet_ W. Guard R 'i - -- r a Job Now Sv UM QateApr291, 2021 Glass Rail and Door Post Check and Anchora e: Facade Structural Engineer manepav@gmail.com MPK Proiect Uptown Railing calculation She t.0 B1Lnj 20 STRUCTUAL SOb Job Nao No. ENGINEERING — Guard Rail calculation Pool area BT PSM Dale Agr 22 d 20 1 Door post +36psf Facade Structural bngmeer t \ i manepav@gmail.com i ', cue.m.vr.r,.aou.ma. .6� 1 rm I� C IYII0LL�IhMAAM Nl11 >^ut 1.4 MPK STRUCTUAL ENGINEERING Project Uotown Railing calluI t' on Subject: Guard Rail calculation pool area Facade Structural Engineer manepav@gmail.com Sheet No B1 fnl 9 Job No. 0422-2021 PSM DateADr 9 021 OTE: SPECVLLI;A R Fl$CHER EC 1T04.3.NE TEST TO CPACffY. AND$PECNON PE. :AIL DETAIL Proiect Uptown new DOFt Sheet No C1.fn1 A r U M o guy Job No. Date s ■■\ Guard Rail calculation By- PSM Date eD 19ih 2023 Guard Rail Glass Check and Anchorage: 4OTE: SPECM INSPECTION REOUNMED FOR NSeWRE ANSION ANCHOR PER cac 1704A ONE TEST TO CONFEW "UWT cPPA .MOGDN Om INSPECTIONPEe CSC IM ALL RAIL DETAIL Facade Structural Engineer manepav@gmail.com Pmiect Uptown new Port Sheet No C1.lnl Su Guard Rail calculation By- PSM 2 2-2022 A t U M / � Date seo 19th 2023 Edge distance of Prying distance for the wedge anchor Thickness of the glass Height of the handrail Width of the handrail Tolerance Tvrvical wind loading on the iob Point load on the railing Distributed load on the railing Glass Handrail Desien pr1:=3.5•in=3.5 in pr:=1.75 in =1.75 in th := 0.5 • in ht := 42 • in wd:=5•ft tol:= 1.0 - in WL1Pg:= 36Psr P, := 200 • lbf Pdj, := 50 -plr Glass : 1/2" in thick glass tempered laminate. Dead load of the glass Glass Weit=ht GL„„.:= 156. Ibf ft3 Wtbrass := GL „, • tsr = 6.1 psf Pa„ := 5 • ft • 4.5 • ft • Wtsras, =137 Ibf Facade Structural Engineer manepav@gmail.com 9/16" thick laminated pvb 060 glass internal pressure not applicable on the hand rail tsr := 0.47 • in weight of one lite 0...24 T Proiect Uptown new oort Sheet No. C1.lnl Su 'ecGuard Rail calculation By, PSM 2 2-2023 A � � M � Date seo 19th 2023 2001bf Concentrated Lateral load Section modulus ht=3.5 ft tgta„ := 0.47 • in wd•t Z 6 P,•ht Bending stress in the glass fbs:= S = 3803 psi s Load applied in the lateral direction Shear on the bolt vt:= 5' =40 Ibf Tension on the bolt 50plf Distributed load Section modulus Bending stress in the glass Shear on the bolt Tension on the bolt Facade structural Engineer — ,.•(lvt� Tt :_ P— 960 lbf 5•pr wd•t z Ss= gt�, =2.2 in' 6 wd=5 ft P,.=200 Ibf pr=1.8 in Pa„=137.5 /bf F,.:=18000 -psi < Fsatt:= 9700 • psi OK FT Glass Four bolts on shear Five anchor bolts effective at Tension Pd,,,•10•in•Alt _4753 psi < jbg'= 10 • in • tgms,2 6 Pe;, • wd VZ:= =62.5 /bj 4 P .eis•wd•(ht) Po„ Tz:= --=977Ibf 6•pr 6 manepav@gmail.com F,.:=18000 -psi Fga,,:= 9700 -psi OK �P:cr 4 �CFCPUF� amzrzoza {t} AWMA Wind load Shear and tension on 1/2"in dia lag screw Proiecl Uptown new port Subject: Gard Rail calculation wL„e$=46 psf ht=3.5 ft wd1:= 10•in Pg3:= wL eg • wd1= 3 Ibf in Pg3 • ht2 8 =0.32 ksi rg3 = sg Pg, • 10 in = 32 Ib V3:= % 1 Pg3•(ht)• ht 2 T3;=668Ibf 2•pr Facade Structural Engineer manepav@gmail.corn Sheet No. C1.(n) Job No 0922-2023 By PSM Date Sep 19th 2023 pr=1.75 in Pa„=137.5Ibf Fgo,t:= 9700 • psi Fully tempered glass is OK Proiect Uptown new Port Sheet No C1.fnl S� GJob No. 2 2-2023 Guard Rail calculation By PSM A � � M � Date sep 19th 2023 Anchor on fully grouted CMU with min of 2500psi concrete at the pool area In case of grouted CMU concrete 62.5 ® Ibf. 6 5 10 3.5 ©:=977Ibf• 5 • 6=837.416f 3.5 10 val1:=15.9 • kN= 3574.5 Ibf tall:= 5.7 • kN=1281.4 Ibf Vb Z + Tb =0.9 (0.7 vall) 0.7 tall 2500 psi _ 0 9 3000•psl < 1.0 OK fully grouted 2500 psi cmu concrete 80 inm=3.1 is Use FH II SK 1/2" dia bolt at 6 in O.0 with min embedment of 4.0 in in 2500 psi concrete with min edge distance of 3.0 in on the CMU concrete Minimum masonry wall/ curb thickness to be 6 in wide. High performance anchor FH II SK Highest permissible loads for a single anchortl in concrete C20/2541. Forthe design doe coml "oval ETA07/0025 has to !reconsidered TYPO 9baM Ik blulw= Fo§iN Y I\rariaswta MY. Mn atlwaPMpY awmawraidnn Tarps wwllni slow bad s►wnp NP fntaaa 4 b= Tim lawn'a^cis S..n �P 1M1 1-1 1IM1 fall] pNl 1M1 [�1 FH II 10 SK 40 80 10 3.6 43 40 40 FH II 12 SK 80 120 22.5 5.7 15.9 50 50 FH 11 15 SK 70 140 40 7.6 20.1 60 60 FH It 18 SK 80 160 Be 11.9 24.5 70 70 11 The partial safety factors for material resistance as regulated in the approval as weu as a partial safety Tana la load actions of M = i A are considered As an single anchor mums e.g. an anchor with a spacing s a 3 a h,f and an edge distance c a 1 x h.l. Accurate data see approval. 71 Minimum fwssitde axial spacings resp edge distancewhde reducing the permissible lnaa 31 For combinations of tensile Wads. shear loads. bending moments as well as reouced edge distances w spacings (anchor gmups) see appoval. 41 Fa higher concrete strength classes up to C50/60 hider permissihl=. loads may be passible. Note : Special inspection required for anchor installation into Grouted cmu at min of 2500psi as per CBC 1704 and 1705. Facade Structural Engineer manepav@gmail.com Y ratty S arozrzoza 1t} M P K Project Uptown Railing calculation Subject: STRUCTUAL Guard Rail calculation ENGINEERING Glass Rail post Check and Anchorage: Door post +36psf I `1 / 9YWE9S CB! 60" 1 1 II'+7;: A 43' FROM FIN, FLOOR GATE PANEL 36' WIDE 39-13116' CIL POSTS 3ft wide by 5 ft tall gate P1:=36•psf• 32 tt •5 ft=270 lbf Governs P2 := 200 lbf P3:=50 plf Hinge location from the bottom of the post e1:=3 •ft Sheet No C1 Jal Job No 0422-2021 By, PSM Date Apr 22nd 2021 Moment in the post Mp :=P1 • el = 9720 lbf• in Bending stress in 3X3X1/4" post zx:=2.48 • in 3.02 • in" ''.sego e f�'' foF £e Wp N Facade Structural Engineer /b:=MP =3.9 ksi zx 3X3X1/4" post is ok in bending and deflection manepav@gmail.com delta:_ P1•(3•ft)' =0.05 in 3.29000 ksi • 3.02 • in" P} M PK Proiect Uptown Railing calculation Subiecl: STRUCTUAL Guard Rail calculation ENGINEERING Sheet No C1 !nl Job No 0422-2021 By- PSM Date Apr 22nd 2021 x 3/16 in fillet weld 3 in on all four sides to the base plate Y fx:=i1 =22.5 f in fZ:= SP =810 ibn Base plate 6 in by 6in Shear and tension in the four bolts on each corner b:=3•in Lw:=2 • (b+d) ybar:= 2 S.:=b•d+ 3z J.:= (b+d)' 6 d:=3-in xbar:= b 2 5,,,,,:= b • d + b3 fiv:= ft +fz —6.3 ksi < 0_6 •70•ksi=21 ksi OK 0.707.0.1875 • in 2 Bending in the 3/8 in thick base plate V2:= 1.6 P1 =108 lbf 4 T1:= MP =1080 lbf 2.0.9.5•in /bP'= 1.0•in•T/•2=10.2ksi 6 • in • (0.375 • in)2 4 1.6.1440 lbf= 2304 lbf < 21 ksi Post to be 3X3X1/4" hss steel OK weld 3/16 in fillet weld all around Base plate to be 6X6X3/8 in thick steel base plate o^ F Anchors to be 4-1/2" dia SD 2 or equivalent on all four sides with edge distance of 1 in amv:ma Facade Structural Engineer manepav@gmail.com 01 M PK Project Uptown Railing calculation Subject: STRUCTUAL Guard Rail calculation ENGINEERING Sheet No et.fnl Job No. 0422-2021 By- aSM Date Apr 22nd 2021 Tension and shear on the 1/2in dia SD 2 anchors 144 lbf 2304 lbf Model Repnn F \ av x 5 e n 144 % qY 4 ANCHOR SELECTION u Powu-Scud-SG2 - Cehon Steel Medium - 12 CHMM INSarr hwn i m hd Ma, rnm snm 5.75in 2.75m ein Calculate and Compare Anchors I ur- NOTIFICATION n x gesctivtlon RESULTS TeK..(N): 6533% Wd a- wpc.. WVcy- Ua Cy. 0 0 0 0 Shearry): 5A5% 5pxiny T6ihness fhnnn[es NC91Ve1Td O Q O O n6saeaang): 56A2% 4 - 1/2" dia SD 2 bolts or equivalent on four sides of the 3/8 in base plate with min of 3.75 in embedment Post to be 3X3X1/4" hss steel weld 3/16 in fillet weld all around Base plate to be 6X6X3/8 in thick steel base plate Anchors to be 4-1/2" dia SD 2 or equivalent on all four sides with edge distance of 1 in " r iaue WyRON Facade Structural Engineer manepav@gmail.com IQ MPK STRUCTUAL ENGINEERING Proiect Uptown Railing calculation Subject: Guard Rail calculation Sheet No. C1.10 lob No. 0422-2021 By: PSM Date Apr 22nd 2021 d r clYr` amvmza 16 GA S.S. CUSTOM FLANGE COVER 6 3/16 6" X 6" 318" THK. ---/ 3/4" BASE PLATE 4 1/2" 4 - 1/2" dia Powers SD 2 bolts with min of 3.75 in min embedment 3/4" M Facade Structural Engineer rnanepav@gmail.corn DEWALT DESIGN ASSIST 1.7.0.0 Page 1 WALTUntitled 1/4/2024 nformation fE y: ngineer: --- mn 55446 M: - P: - manepav@gmail.com Name: Untitled Project Address: Untitled Notes: 2.Selected Anchor Information Selected Anchor : Power -Stud+ SD2 Brand: DEWALT ��r •'�_--- Material: 1/2" 0 Medium Carbon Steel Embedment: her 3.25 to hence 3.75 in Approval: ICC-ES ESR-2502 issued/Revision: May,2023 Drill method: Hammer Drilled 3.Design Principles Design Method: ACI 318-14 Load Combinations: Section 5.3 User Defined Loads 4.Base Material Information Concrete: Cracked Normal Weight Concrete Type: Strength 4000 psi Reinforcement: Edge Reinforcement None or < #4 Rebar Spacing Tension No (Condition B) Shear No (Condition B) Controls Breakout Tension False Shear False Base Plate: Thickness 0.25 in Length 8 in Width 8 in Sizing Standoff None Height 0 in Strength 36000 psi Profile: None Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility 1 �mr DEWALT DESIGN ASSIST 1.7.0.0 Page 2 DEWALT Untitled 1/4/2024 S.Geometric Conditions i �Y hslab 8 in hmin 5.750 in Edge Cx- m in cmin 2.750 in EdgeCx+ 4 in cac 10.000 in Edge Cy- co in smin 4.000 in Edge Cy+ 8 in F�DesignProof Results ding of Demand(lb) Capacity(lb) Utilization Status Critical th:2304.00 7834.00 0.294reakout Strength: 2304.00 3526.00 0.653 OK Controls ngth: 2304.00 3597.00 0.641 ox Shear Loading Design Proof Demand(lb) Capacity(lb) Utilization Status Critical Steel Strength 144.00 3130.00 0.046 OK Concrete Breakout Strength: 144.00 2549.00 0.057 OK Controls Pryout Strength 144.00 7596.00 0.019 OK {{ Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility r tINN DEWALT DESIGN ASSIST 1.7.0.0 Page 3 DEWALT and Remarks Untitled 1/4/2024 ANCHOR DESIGN CRITERIA IS SATISFIED o • The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, nomrs and permits, prior to using them for yew specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. .Load Condition Design Loads / Actions No 2304 lb Vux 144 lb Vuy 0 lb Muz 0 in -lb Mux 0 in -lb Muy 0 in -lb Consider Load Reversal X Direction 0% Y Direction 0o/a Z �N Y 1 /IMr V- a� VAX " - Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be c s Oicµf OlW/303< DEWALT DESIGN ASSIST 1.7.0.0 Page 4 Untitled 9.Load Distribution 1/4/2024 Max. concrete compressive strain: 0.000 % Anchor Eccentncity Max. concrete compressive stress: 0.000 psi ex 0 in ey 0 in Resulting tension force: 2304.000 lb Profile Eccentricity Resulting compression force: 0.000 lb ex 0 in ey 0 in Resulting anchor forces / Load distribution Anchor Tension Load (lb) Shear Load Qb) Component Shear Load (lb) Anchor Coordinates (in) Shear X Shear Y X y 1 2304.00 144.0 144.0 0.0 0.000 0.000 data and results must be checked for agreement with the and guidelines and must be checked DEWALT DESIGN ASSIST 1.7.0.0 Page 5 DEWALT Untitled Proof Tension Loading Steel Strength AC1318-1417.4.1 Variables Islas (lb) 10445.000 Results YN as Nua Utilization ACI 318-1417.4.2 W 0.75 1/4/2024 tN v , 7834.0 lb Table 17.3.1.1 2304.0 lb = 29.4n/a gth t N Equations Eqn. 17.4.2.1a Ncb=(ANc ANcO). Ted,N-Tc.N'T,p,N.Nb Eqp, 17.4.2.2a Nb=kc xa (fc)0.5 hef1.5 Variables ANc On") ANcO (Inz) Tec.N �ed.N c,N cP.N 86.531 95.062 1.000 0.946 1.000 1.000 e8C (in) ke a fc (psi) hef (in) Camin (�) 10.000 17.000 1.000 4000 3.25 4 Nb (lb) tP 6299.470 0.65 Results Table 17.3.1.1 tPNrcb = 3526 lb Nua 2304.0 lb utilization = 65.3% 'W. Input data and results trust be checked for agreement with Ote existing conditions, the standards and guidelines and must be checked for plausibility er x , F FGNdAL203C DEWALT DESIGN ASSIST 1.7.0.0 Page 7 REWALT Untitled 1/4/2024 Reference :sign Proof Shear Loading V Steel Strength: ACI 318-14 17.5.1 e t ° o a Variables ° V se (lb) tP 4815.00 0.65 Results TVsa = 3130 lb Table 17.3.1.1 144 Vua lb Utilization = 4.6% V Concrete Breakout Strength ---• ACI 318-1417.5.2 e' ° •-° Equations Eqn. 17.5.2.1a Vcb=(Ave/Avco) Wed.v We,V-Wh.V Vb Vb=(7.(le/da )02,(da)0.5 ).%a.(f e)D.S,(cal)LS Eqn. 17.5.2.2a Variables AV, (Ina) Avc0 (Ina) �ec.V Y, ed,V Try 4Iry 72.000 72.000 1.000 1.000 1.000 1.000 le (in) da (in) xa fe (Psi) cal (in) Vb (lb) 0.500 1.000 4000 4.000 3641.545 3.250 V cb (lb) 3641.545 0.70 Results TVcb = 2549 lb Direction = X+ Table 17.3.1.1 Vua l44 lb Utilization = 5.7% Shear Breakout Case 2 Controls end omst be checked Input data and results nu at be checked for agreement with the existing conditions, the standards and guidelines ,a` `^ , . A. .y�`10 w szoze DEWALT DESIGN ASSIST 1.7.0.0 Page 8 DEWALT Untitled 1/4/20241 Pryout Strength V ACI 318-1417.5.3 —' Equations - V cp = kcp , Ncp Eqn. 17.5.3.1 a Ncb = ( ANc / ANc0) - Ted,N . `Pc,N Tcp,N Nb Eqn. 17.4.2.1a Nb=kc.Xa. (fc)0.5 hefl.5 Egn.17.4.2.2a Variables ANe (ID') ANco (In') Tec,N Ted,N Tc,N Tcp,N 86.531 95.063 1.000 0.946 1.000 1.000 eac (in) kc ?`a bcf (in) fc (psi) Camin (In) 10.000 17.000 1.000 3.25 4000.000 4.000 Nb (lb) kcp Ncp (lb) W 6299.469 2.000 5425.371 0.70 Results TvCP = 7596.00 lb Table 17.3.1.1 VIM = 144 lb Utilization = 1.9% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and roust be checked for plausibility DEWALT DESIGN ASSIST 1.7.0.0 Page 9 DEWALT Untitled teraction of Tension and Shear Loads ACI 315-1417.6 Equations (Nua/(p-Nu)5/3+(Vua/(p.Vn)5/3<=1.0 Variables Nua/tp -Na, Vua/tP -V. 0.653 0.057 Results 0.500 < 1.0 Status OK ANCHOR DESIGN CRITERIA IS SATISFIED 4 1/4/2024 1 Reference Eqn. 17.6.3 must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility ®S STRONG -TIE COMPANY INC. 5956 56 W. W. Las Positas Blvd., Pleasanton, CA 94588 !! t (800) 999-5099 rn wwwstronatie.com Strong -Rod Anchor Tledown System Calculation Report for Uptown Newport Lot 1 Newport Beach, CA Prepared for DCSE Structural Date of Plans: Oct 25, 2021 Architectural Date of Plans: Oct 22, 2021 Calculation Report Date of Completion: Nov 25, 2021 Prepared by: N.N. Table of Contents System Summary... .... - .... ........ Calculate The Maximum Tension Capacity .................................................... RunConfigurations ...... .............. ................................ .,........ ........- System Deflection Check.. ..... .......... __ .............. ... . . ..... ...... Rod Design .. .... ... ............ .... ............................... ...... ................ ......_.... .... ... Bearing Plate Design .. ................................... ... ......_._..... ............... .. Wood Compression Member Design............................................................. BUILDING DiViS!CN FEE 7 ria - ............. BY..YT......... `.a.,, 2 .................................................. 4 ........... I ......................... I ........... 5 ............................... 19 _._........... ............. ............................... _................... _......... . _.......... 25 ..................... 27 JackStud Design for Bridge Block................................................................................................................................................ 31 Nail Design for Bridge Block __ ................ ................ _........._..._....... 33 ® REVIEWED ❑ REVISE AND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made an the shop drawings during. this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions. DALE CHRISTIAN / STRUCTURAL ENGINEER, INC. Version: 2.1.4 VB Page 1 of DATE 12/20/2021 By ® SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 r (800)999-5099 ® www.strongtie.com Run ID City Max. Cumulative Capacities (kips) Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Global Options: 2.1 20 17.080, 13.594 Code: 2018 IBC 3.1 116 17.080, 1T080, 10.055 Plate Species: DF-L 3.1 F 148 17.080, 17.080, 10.875 Stud Species: DF-L 3.2 40 33.644, 23.619, 13.594 FRT reductions applied as below: Fc_perp 0.95 3.2A 4 21,620, 23.619, 13.594 Fc 0.935 3.2F 20 32.641, 23.117, 13.594 E : 0.96 Fasteners: 0.9 3.3 6 49.715, 35.715, 25.690 3.5 6 48.941, 32.681, 22.656 4.1 10 17.080, 17.080, 13.080, 7.195 4.1 F 50 17.080, 17.080, 13,080, 7.137 4.2 2 35.345, 27.105, 17.080, 10,055 42A 2 21.620, 27.105, 17.080, 10.055 4.3 3 55.225, 40.940, 30.915, 18.125 4.3A 3 65.335, 40.940, 30.915, 18.125 Notes: (1) Anchor Tiedowii System capacities are based on Allowable Stress Design (ASD). (2) The following calbuladons are provided forjustifying that Simpson Strong -Tie Anchor Tiedown System component capacities meet or exceed the deni3n forces provided & determined by the Designer. Simpson Strong -Tie has not confirmed and is not responsible for any of the design, engineering, calcwarions or derivation of the structural forces related to the building. (3; TI-e riesigner is responsible for evaluating the effects of lumber shrinkage and ATS elongation on shearwall drift. Simpson Strang -Tie has not confirmed and is not responsible for verifying the sheanvall system's adherence to building code drift requirements or its performance in consideration of structurdl deformation compatibility. (4) The maximum cumulative capacities shown above are at each level for each system, starting at the lowest level. These are based on the lowest capacity of the ATS component. Refer to the following pages for a detailed breakdown of each system's component capacities. (5) Do not weld products listed unless this publication specifically identifies a product as acceptable for welding, or unless specific approval for welding is provided in writing by Simpson Strong -Tie. Some steels have poor weldability and a tendency to crack when welded. Cracked steel will not carry load and must be replaced. (6) Shrinkage estimates are based on specifications from the Designer. Version: 2.1.4 Page 2 of 33 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.strancitie.com Comments: Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Version: 2.1.4 Page 3 of 33 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 r (800)999-5099 ® www.strongtie.com How to calculate the Maximum Tension Capacity at each level Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Level I Specification I Selected I Description/Notes 5 Floor -to -Floor Height: 10.50 (ft) RTUD4B BPRTUD3-4B ATRi/2 ATS-C74 Shrinkage: 0.25 (in) 4 Floor -to -Floor Height: 10.50 (ft) RTUD7 Floor Depth:. 12.63 (in) SPRTUD5-8 ATR7/8 ATS-C97 Shrinkage: 0.25 (in) -Floor Height: 10.50 (ft) ATS-ATUD9Depth: 12.63 (in) Tto PL9-3X5.5ATR1-1/8ATS-C99-OSTage: 9.12 (in) Take up Device Plate in Bearing Rod in Tension Coupler Max. Tension Capacity Take up Device Plate in Bearing Rod in Tension Coupler Max. Tension Capacity Take up Device Plate in Bearing Rod in Tension DST Coupler Max. Tension Canaritv Capacity (kips) 09.21 A2 5.96 A3 4.27 B(J1 28.19 (96.66 B3 13.08 15.56 9.02 21.62 19.95 The maximum ten -ion capacity published within the Job Summary is derived using the following procedure: . A = M,n of Al, A2 or A3 . B = Min of A+Ot, A-: B2 or B3 . C = Min of 13+^1, R'C2 or C3 Version: 2.1.4 Page 4 of 33 SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 FStrang-Tie 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.stronqtie.com Run Configuration: 2.1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Level Specification Model No. Description/Notes Capacity (kips) Demand (kips) DCR Floor -To -Floor Height: 10.08 (ft) RTUD8 Take Up Device 36.815 13.530 0.37 Floor Depth: 0 (in) BPRTUD7-8B Plate in Bearing 14.990 13.530 0.90 3 Inc. Tension: 13.530 (kips) ATR1 Rod in Tension 17.080 13.530 0.79 Cum. Tension: 13.530 (kips) CNW1 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 13.5943 13.530 1.00 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 2.570 0.17 Floor Depth: 16.75 (in) PI9-3X5.5 Plate in Bearing 10.025 2.570 0.26 2 Inc. Tension: 2.570 (kips) ATR1 Rod in Tension 17.080 16A00 0.94 Cum. Tension: 16.100 (kips) CNW1 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 17.080 16.100 0.94 Notes: (1) Run Termination: Bridge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capac;Bea of levels above. (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for-additiooal information. Version: 2.1.4 Page 5 of SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 StrongTie Run Configuration: 3.1 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.strongtie.com Job ID: ES-204639D Date of Input: Nov 25, 2021 Level Specification Model No. Description/Notes Capacity Demand DCR (kips) (kips) Floor -To -Floor Height: 10.08 (ft) RTUD7 Take Up Device 28.185 9.940 0.35 4 Floor Depth: 0 (in) BPRTUD7-8A Plate in Bearing 10.055 9.940 0.99 Inc. Tension: 9.940 (kips) ATR7/8 Rod in Tension 13.080 9.940 0,76 Cum. Tension: 9.940 (kips) CNW1-7/8 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 10.055 9.940 0.99 Floor -To -Floor Height: 11.48 (ft) RTUD8 Take Up Device 36.815 3.590 0.10 3 Floor Depth: 16.75 (in) BPRTUD5-8 Plate in Bearing 7.195 3.590 0.50 Inc. Tension: 3.590 (kips) ATR1 Rod in Tension 17.080 13.530 0.79 Cum. Tension: 13.530 (kips) CNW1 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 17.080 13.530 0.79 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 2.570 0.17 2 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 10.025 2.570 0.26 Inc. Tension: 2.570 (kips) ATR1 Rod in Tension 17.080 16.100 0.94 Cum. Tens°cna 16.100 (kips) CNWt Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 17.080 16A00 0.94 Noses: (1) Run Tarminaticn: Bridge Block (2) The maximum tensic^ capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. Version: 2.1.4 Page 6 of 33 SIMPSON StrongTie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www stronatie.com Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25. 2021 Capacity Demand DCR Level Specification Model No. Description/Notes (kips) (kips) Floor -To -Floor Height: 10.08 (ft) RTUD7 Take Up Device 28.185 9.940 0.35 Floor Depth: 0 (in) BPRTUD7-8C Plate in Bearing 16.530 9.940 0,60 4 Inc. Tension: 9.940 (kips) ATR7/8 Rod in Tension 13.080 9.940 0.76 Cum. Tension: 9.940 (kips) CNWt-7/8 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 10.8753 9.940 0.91 Floor -To -Floor Height: 11.48 (ft) RTUDB Take Up Device 36.815 3.590 0.10 Floor Depth: 16.75 (in) BPRTUD5-8 Plate in Bearing 6.835 3.590 0.53 3 Inc. Tension: 3.590 (kips) ATR1 Rod in Tension 17.080 13.530 0.79 Cum. Tension: 13.530 (kips) CNW1 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 17.080 13.530 0.79 Floor -To -Floor Height: 11.48 (it) ATS-ATUD9 Take Up Device 15.560 2.570 0.17 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 9.524 2.570 0.27 2 Inc. Tension: 2.570 (kips) ATR1 Rod in Tension 17.080 16.100 0.94 Cum. Tension: 16.100 (kips) CNW1 Coupler - -"", Shrinkage: 0.5 (in) Max. Tension Capacity 17.080 1fia00 ^ 0.94 Notes: (1) Run Termination: Bridge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. (4) 6" Wall Version: 2.1.4 Page 7 of 33 SIMPSON Strong -Tie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800) 999-5099 www.stronatie.com Run Configuration: 3.2 Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Level Specification Model No. Description/Notes Capacity Demand (kips) (kips) DCR Floor -To -Floor Height: 10.08 (ft) RTUD7 Take Up Device 28.185 13.530 0.48 4 Floor Depth: 0 (in) BPRTUD7-8C Plate in Bearing 17.400 13.530 0.78 Inc. Tension: 13.530 (kips) ATS-SR7H Rod in Tension 27.060 13.530 0.50 Cum. Tension: 13.530 (kips) ATS-HSC77 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity P tY 13.5943 13.530 1.00 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 4.141 0.27 3 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 10.025 4.141 0.41 Inc. Tension: 4.141 (kips) ATS-SR7H Rod in Tension 27.060 17.671 0.65 Cum. Tension: 17.671 (kips) ATS-HSC87 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 23.619 17.671 0.75 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up D=Capacity33.644 .929 0.25 2 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Be.29 0.39 Inc. Tension: 3.929 (kips) ATS-SR8H Rod in Ten1.600 [211.9600 0.61 Cum. Tens.cn: 21.600 (kips) ATS-HSC98 Coupler St:rinkage:0.5 (in) Max. Tensi 0.64 Noties: (1) Run Torminaticn: Bridge Block (2) The maximum tension -capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. (4) 0" Wall Version: 2.1.4 Page 8 of 33 SIMPSON STRONG -TIE COMPANY INC. Name: Uptown Newport Lot 1 ®Job 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job ID: ES-204639D of Input: Nov 25, 2021 ®Date www.stroncitte.com Run Configuration: 3.2A Capacity Demand DCR Model No. Description/Notes (kips) (kips) Level Specification 28.185 13.530 0.48 Floor -To -Floor Height: 10.08 (ft) RTUD7 Take Up Device 17.400 13.530 0.78 Floor Depth: 0 (in) BPRTUD7-8C Plate in Bearing 27.060 13.530 0.50 4 Inc. Tension: 13.530 (kips) ATS-SR7H Rod in Tension Cum. Tension: 13.530 (kips) ATS-HSC77 Coupler 13.530 1.00 Max. Tension Capacity 13.594s Shrinkage: 0.5 (in) 15.560 4.141 0.27 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 10.025 4.141 0.41 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 27.060 17.671 0.65 3 Inc. Tension: 4.141 (kips) ATS-SR7H Rod in Tension Cum. Tension: 17.671 (kips) ATS-HSC97 Coupler 23.619 17.671 0.75 Max. Tension Capacity Shrinkage: 0.5 (in) 15.560 3,929 0.25 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 10.025 3.929 0.39 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 21620 21.600 1.00 2 Inc. Tension: 3.929 (kips) ATR1-118 Rod in Tension Cum. Tension: 21.600 (kips) ATS-C99 Coupler ' 21.600- ^ 1.00 Max. Tension Capacity 21.620 Shrinkage: 0.5 (in) Notes: (1) Run Termination: Bridge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capaities of levels above. is limited by the nail design for the bridge block. Reference nail design for bridge block section for edditi9nal (3) Maximum tension capacity at this level information. (4) 6" Wall Page 9 of 33 Version: 2.1.4 SIMPSON Strong -Tie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.strongtie.com Run Configuration: 3.2F Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 e Level Specification Model No. Description/Notes Capacity Demand Floor -To -Floor Height: 10.08 (ft) RTUD7 (kips) (kips) DCR 4 Floor Depth: 0 (in) BPRTUD7-8C Take Up Device 28.185 13.530 0.48 Inc. Tension: 13.530 (kips) ( P) ATS-SR7H Plate in Bearing 16.530 13.530 0.82 Cum. Tension: 13.530 (kips) ( P) ATS-HSC77 Rod in Tension 27.060 13.530 0.50 Coupler Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Max. Tension Capacity 13.5943 13.530 1.00 Take Up Device Floor Depth: 16.75 in 3 p ( ) PL9-3X5.5 15.560 4.141 0.27 Inc. Tension: 4.141 (kips) ( P) ATS-SR7H Plate in Bearing 9.524 4.141 0.43 Cum. Tension: 17.671 (kips) ATS-HSC87 Rod in Tension 27.060 17.671 0.65 Coupler Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) Max. Tension Capacity 23.117 17.671 0.76 ATS-ATUD9 Take Device 2 Floor Depth: 16.75 (in) PL9-3X5.5 15.560 3.929 0.25 (kips) Inc. Tension: 3.929Rod ATS-SR8H Plate in in Bearing 9.524 3.929 0.41 Cum. Tens:cn: 21.60o (kips) ATS-HSC98 in Tension 35.345 21.600 0.61 Coupler Shrinkage: 0.5 (in) --i Max. Tension Capacity 32.641 21.600 0.66 No+es: (1) Run Tarminatiun: End,.je Block (2) The maximum tensier capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. (3) Madmum tension- capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. Version: 2.1.4 Page 10 of 33 SIMPSON Strong -Tie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www stronatie.com Job Name: Uptown Newport Lot 1 Job ID: ES-2046390 Date of Input: Nov 25, 2021 Mull VYl 11.UU oL-11. ..... Capacity Demand DCR Level Specification Model No. Description/Notes (kips) (kips) Floor -To -Floor Height: 10.08 (it) ATS-ATUD14-2 Take Up Device 28.310 22.365 0.79 Floor Depth: 0 (in) PL9-3X15 Plate in Bearing 25.690 22.365 0.87 4 Inc. Tension: 22.365 (kips) ATS-SR8H Rod in Tension 35.345 22.365 0.63 Cum. Tension: 22.365 (kips) ATS-HSC98 Coupler Max. Tension Capacity 25.690 22.365 0.87 Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 4.694 0.30 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 10.025 4.694 0.47 3 Inc. Tension: 4.694 (kips) ATS-SR9H Rod in Tension 44.730 27.059 0.60 Cum. Tension: 27.059 (kips) ATS-HSC109 Coupler Max. Tension Capacity 35.715 27.059 0.76 Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) ATS-ATUD14 Take Up Device 24,395 5.641 0.24 Floor Depth: 16.75 (in) PL14-3X8.5 Plate in Bearing 14.000 5.841 0.42 2 Inc. Tension: 5.841 (kips) ATS-SR10H Rod in Tension 55.225 32.900 0.60 Cum. Tension: 32.900 (kips) ATS-HSC108 Coupler - Max. Tension Capacity 49.715 32:900 0.66 Shrinkage: 0.5 (in) Notes: (1) Run Termination: Top Plate (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels aouve. (3) 4" Wall _ Version: 2.1.4 Page 11 of 33 SIMPSON Strong -Tie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.strongtie.com Run Configuration: 3.5 Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Level Specification Model No. Description/Notes Capacity Demand {kips) (kips) DCR Floor -To -Floor Height: 10.08 (ft) ATS-ATUD14-2 Take Up Device 4 Floor Depth: 0 (in) PL14-SX8.5 Plate in Bearing 28.310 22.365 0.79 Inc. Tension: 22.365 (kips) ATS-SR8H Rod in Tension 24.600 22.365 0.91 Cum. Tension: 22.365 (kips) ATS-HSC98 Coupler 35.345 22.365 0.63 Shrinkage: 0.5 (in) Max. Tension Capacity 22.6563 22.365 0.99 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 Floor Depth: 16.75 (in) PI-3X5.5 Plate in Bearing 9 10.025 4.694 0.30 Inc. Tension: 4.694 (kips) ATS-SR9H Rod in Tension 4.694 0.47 Cum. Tension: 27,059 (kips) ATS-HSC109 Coupler 44.730 27.059 0.60 Shrinkage: 0.5 (in) Max. Tension Capacity 32.681 27.059 0.83 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD14 Take Up Device 24.395 2 Floor Depth: 16.75 (in) PL14-5X5.5 Plate in Bearing 16.260 5.841 0.24 Inc. Tension: 5.841 (kips) ATS-SR10H Rod in Tension 5.841 0.36 Cum. Tens'cn- 32.900 (kips) ATS-HSC108 Coupler 55.225 32.900 0.60 Skrinkage:'0:5 (in) Max. Tension Capacity P Y 48.941 32.900 0.67 Noses: (1) Rin Tarminaticn: Fridge Block (2) The maximum tension rapacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. (4) 3" Wall Version: 2.1.4 Page 12 of 33 SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job ID: ES-204639D t t (800) 999-5099 Date of Input: Nov 25, 2021 www stronatie.com Run Configuration: 4.1 Capacity Demand DCR Level Specification Model No. Description/Notes (kips) (kips) Floor -To -Floor Height: 10.08 (ft) RTUD6 Take Up Device 20.830 6.903 0.33 Floor Depth: 0 (in) BPRTUD5-8 Plate in Bearing 7,195 6.903 0.96 5 Inc. Tension: 6.903 (kips) ATR3/4 Rod in Tension 9.610 6.903 0.72 Cum. Tension: 6.903 (kips) ATS-C76 Coupler Max. Tension Capacity 7.195 6.903 0.96 Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) RTUD7 Take Up Device 28.185 3.037 0.11 Floor Depth: 16.75 (in) BPRTUD5-8 Plate in Bearing 7.195 3.037 0.42 4 Inc. Tension: 3.037 (kips) ATR7/8 Rod in Tension 13.080 9.940 0.76 Cum. Tension: 9.940(kips) CNW1-7/8 Coupler Max. Tension Capacity 13.080 0. 76 Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) RTUD8 Take Up Device 36.815 3.55990 0 3. 0.10 Floor Depth: 16.75 (in) BPRTUD5-8 Plate in Bearing 7.195 3.590 0.50 3 Inc. Tension: 3.590 (kips) ATR1 Rod in Tension 17.080 13.530 0.79 Cum. Tension: 13.530 (kips) CNW1 Coupler ` Max. Tension Capacity 17.080 13.530 0.79 Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 10.025 ?.570 0.26 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 10.025 0 0.94 - Tension: 2.570 (kips) ATR1 Rod in Tension 17.080 16,.100- 6r,1 0.94- LInc. Cum. Tension: 16.100(kips) CNW1 Coupler Max. Tension Capacity 17.080 116.133 -0.94 Shrinkage: 0.5 (in) Notes: (1) Run Termination: Bridge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. Page 13 of 33 Version: 2.1.4 SIMPSON Strong -Tie SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.strongtie.com Run Configuration: 4AF Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Level Specification Model No. Description/Notes Capacity Demand (kips) (kips) DCR Floor -To -Floor Height: 10.08 (ft) RTUD6 Take Up Device 0.33 5 Floor Depth: 0 (in) BPRTUD5-66 Plate in Bearing 20.830 6.903 Inc. Tension: 6.903 (kips) ATR3/4 Rod in Tension 9.780 6.903 0.71 Cum. Tension: 6.903 (kips) ATS-C76 Coupler 9.610 6.903 0.72 Shrinkage: 0.5 (in) Max. Tension Capacity 7.1373 6.903 0.97 Floor -To -Floor Height: 11.48 (ft) RTUD7 Take Up Device 0.11 4 Floor Depth: 16.75 (in) BPRTUD5-8 Plate in Bearing 28.185 3.037 Inc. Tension: 3.037 (kips) ATR7/8 Rod in Tension 6.835 3.037 0.44 Cum. Tension: 9.940 (kips) CNW1-7/8 Coupler 13.080 9.940 0.76 Shrinkage: 0.5 (in) Max. Tension Capacity 13.080 9.940 0.76 Floor -To -Floor Height: 11.48 (ft) RTUD8 Take Up Device 0.10 3 Floor Depth: 16,75 (in) BPRTUD5-8 Plate in Bearing 36.815 3.590 Inc. Tension: 3.590 (kips) ATR1 6.835 3.590 0.53 Cum. Tens'cr: 13.530 (kips) CNW1 Rod in Tension 17.080 13.530 0.79 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 17.080 13.530 0.79 Floor-To-�Ioo-'Aeight: 11.48 (ft) ATS-ATUD9 Take Up Device 0.17 2 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 15.560 2.570 'nc. Tension: 2.570 (kips) ATR1 Rod in Tension 9.524 2.570 0.27 Jum. Tension: 16.100 (kips) CNW1 17.080 16.100 0.94 Coupler - , SnrinkageP6.5 (in) Max. Tension Capacity 17.080 16.100 0.94 Notes: (1) Run Termination: Bnoge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. (4) 6" Wall Version: 2.1.4 Page 14 of 33 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 r (800)999-5099 www stronotie com Run Configuration: 4.2 Level Specification Floor -To -Floor Height: 10.08 (it) Floor Depth: 0 (in) 5 Inc. Tension: 9.940 (kips) Cum. Tension: 9,940 (kips) Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 If) Floor Depth: 16.75 (in) 4 Inc. Tension: 3.590 (kips) Cum. Tension: 13.530 (kips) Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (it) Floor Depth: 16.75 (in) 3 Inc. Tension: 4.141 (kips) Cum. Tension: 17.671 (kips) Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) Floor Depth: 16.75 (in) 2 Inc. Tension: 3.929 (kips) Cum. Tension: 21.600 (kips) Shrinkage: 0.5 (in) Model No. ATR7/8 r.NW1-7/8 BPRTUD5-8 ATS-SRBH Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Description/Notes Take Up Device Plate in Bearing Rod in Tension Coupler Max. Tension Capacity rTakeUp Device in Bearing Tension Max. Tension Capacity Take Up Device Plate in Bearing Rod in Tension Max. Tension Capacity Take Up Device Plate In Bearing Rod in Tension Tension Capacity Capacity (kips) 28.1 B5 10.055 13.080 10.055 36.815 7.195 17.080 17.080 15.560 %025 35.345 27.105 15.560 10.025 35.345 35.345 Demand (kips) 9.940 9.940 9.940 9.940 3.590 3.590 13.530 13.530 4.141 4.141 17.671 11.671 Ci,92o . 3.929 -21,500o 21.630 DCR 0.35 0,99 0.76 0.99 0.10 0.50 0.79 0.79 0.27 0.41 0.50 0.65 0.25 0.33 0.61 -0.01 Notes: (1) Run Termination: Bridge Block t exceed the summation of the controlling component capacities of levels above. (2) The maximum tension capacity of the system at any level canno Page 15 of 33 Version: 2.1.4 • SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job Name: Uptown Newport Lot 1 1 1 r (800)999-5099 Job ID: ES-204639D www.strongtie.com Date of Input: Nov 25, 2021 Run Configuration: 4.2A Level Specification Model No. Description/Notes Capacity Demand Floor -To -Floor Height: 10.08 (ft) RTUD7 (kips) (kips) DCR 5 Floor Depth: 0 (in) BPRTUD7-8A Take Device 28.185 9.940 0.35 Inc. Tension: 9.940 (kips) ATR7/8 Plate in n Bearing 10.055 9.940 0.99 Cum. Tension: 9.940 (kips) CNW1-7/8 Rod in Tension 13.080 9.940 0.76 Coupler Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) RTUDB Max. Tension Capacity 10.055 9.940 0'99 4 Floor Depth: 16.75 (in) BPRTUDS-8 Take Up Device 36.815 3.590 0.10 Inc. Tension: 3.590 (kips) ATR1 Plate in Bearing 7.08 3..53 0.50 Cum. Tension: 13.530 (kips) CNW1 Rod in Tension 17.080 13.530 0.79 Coupler Shrinkage: 0.5 (in) Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Max. Tension Capacity 17.080 13.530 0.79 Take Up Device 3 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 15.560 4.141 0.27 Inc. Tension: 4.141 (kips) ( P) ATS-SRBH 10.025 4.141 0.41 Cum. Tensier 17.671 (kips) ATS-HSC98 Rod in Tension 35.345 17.671 0.50 Coupler Shrinkagei`0.5 (in) - - Floor-To-�bo, Height: 11.48 ft () Max. Tension Capacity 27.105 17.671 0.65 Floor Depth: 16.75 in ( ) ATS-ATUD9 PL9-3X5.5 Take Up Device 15.560 3.929 0.25 2 !nc. Tension: 3:929 (kips) ATR1-1/8 Plate in Bearing 3.929 0.39 mum. Tension: 21.600 (kips) ATS-C99 R Rod in Tension 21..620 2.6025 1.600 1.00 Coupler Sivinkage96.5 (il-r) Max. Tension Capacity 21 620 21.600 1.00 Notes: (1) Run Terminatlow Brioge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above Version: 2.1.4 Page 16 of 33 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job Name: Uptown Newport Lot 1 Job ID: ES-204639D StrongTie (800)999-5099 www stronatie com o.... P n flnurmfinn• A 3 Date of Input: Nov 25, 2021 Capacity Demand DCR Level Specification Model No. Description/Notes (kips) (kips) Floor -To -Floor Height: 10.08 (ft) ATS-ATUD14-2 Take Up Device 28.310 17.671 0.62 Floor Depth: 0 (in) PL14-5X8.5 Plate in Bearing 24.600 17.671 0.72 5 Inc. Tension: 17.671 (kips) ATS-SR8H Rod in Tension 35,345 17.671 0.50 Cum. Tension: 17,671 (kips) HSCNW1 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 18.125' 17.671 0.97 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9-2 Take Up Device 12.790 4.694 0.37 Floor Depth: 16.75 (in) PI9-5X5.5 Plate in Bearing 17.370 4.694 0.27 4 Inc. Tension: 4.694 (kips) ATS-SR8H Rod in Tension 35.345 22.365 0.63 Cum. Tension: 22.365 (kips) ATS-HSC98 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 30.915 22.365 0.72 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 4.694 0.30 Floor Depth: 16.75 (in) PI9-3X5.5 Plate in Bearing 10.025 4.694 0.47 3 Inc. Tension: 4.694 (kips) ATS-SR9H Rod in Tension 44.730 27.059 0.60 Cum. Tension: 27.059 (kips) ATS-HSC109 Coupler I ' Shrinkage: 0.5 (in) Max. Tension Capacity 40.940 27:059 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD14 Take Up Device 24.395 FA41 ' 0.24 Floor Depth: 16.75 (in) PI14-5X5.5 Plate in Bearing 16.260 5.841 -Q;36 - 2 Inc. Tension: 5.841 (kips) ATS-SR10H Rod in Tension 55.225 32 900-, 0.60 Cum. Tension: 32.900 (kips) ATS-HSC108 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 55.225 32.9,10 1 -0.60 Notes: (1) Run Termination: Bridge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. (4) 6" Wall Version: 2.1.4 Page 17 of 33 SIMPSON Strong _ ie Run Configuration SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.stronqtie.com 4.3A Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Level Specification Model No. Description/Notes Capacity Demand DCR (kips) (kips) Floor -To -Floor Height: 10.08 (ft) ATS-ATUD14-2 Take Up Device 28.310 17.671 0.62 5 Floor Depth: 0 (in) PL14-5X8.5 Plate in Bearing 24.600 17.671 0.72 Inc. Tension: 17.671 (kips) ATS-SR8H Rod in Tension 35.345 17.671 0.50 Cum. Tension: 17.671 (kips) HSCNWI Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 18.1253 17.671 0.97 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9-2 Take Up Device 12.790 4.694 0.37 4 Floor Depth: 16.75 (in) PL9-5X5.5 Plate in Bearing 17.370 4.694 0.27 Inc. Tension: 4.694 (kips) ATS-SR8H Rod in Tension 35.345 22.365 0.63 Cum. Tension: 22.365 (kips) ATS-HSC98 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 30.915 22.365 0.72 Floor -To -Floor Height: 11.48 (ft) ATS-ATUD9 Take Up Device 15.560 4.694 0.30 3 Floor Depth: 16.75 (in) PL9-3X5.5 Plate in Bearing 10.025 4.694 0.47 Inc. Tension: 4.694 (kips) ATS-SR9H Rod in Tension 44.730 27.059 0.60 Cum. Tenscn: 27.059 (kips) ATS-HSC119 Coupler Shrinkage: 0.5 (in) Max. Tension Capacity 40.940 27.059 0.66 Floor-To-�Ioo^ Height: 11.48 (ft) ATS-ATUD14 Take Up Device 24.395 5.841 0.24 2 Floor Depth: 16.75 (in) PL14-5X8.5 Plate in Bearing 24.600 5.841 0.24 Inc. Tension: 5.841 (kips) ATS-HSR11 Rod in Tension 69.605 32.900 0.47 Gum. Tension: 32.900 (kips) ATS-HSC118 Coupler - - Shrinkage: 0.5 (N) Max. Tension Capacity 65.335 32.900 0.50 Notes: (1) Rao Termination: Brioge Block (2) The maximum tension capacity of the system at any level cannot exceed the summation of the controlling component capacities of levels above. (3) Maximum tension capacity at this level is limited by the nail design for the bridge block. Reference nail design for bridge block section for additional information. (4) 6" Wall Version: 2.1.4 Page 18 of 33 ®SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 r (800)999-5099 www stronatie com System Deflection Check Run ID: 3.1 F Run ID: 3.2A Run ID: 3.21F Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Page 19 of 33 Version: 2.1.4 ® SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job Name: Uptown Newport Lot 1 1 t (800)999-5099 Job ID: ES-204639D www.stroncitie.com Date of Input: Nov 25, 2021 System Deflection Check Continued Elongation Take-up Device (in) Bearing m Plate (in) Rod Limit TUD AR AA DCR AActual OTotal Total BP, PL Total Limit Run ID: 4.1F 5 0.036 - RTUD6 0.057 0.010 0.33 0.003 0.060 0.019 0.115 4 0.101 - RTUD7 0.059 0.012 0.11 0.001 0.060 0.012 0.200 3 0.106 - RTUDB 0.066 0.031 0.10 0.173 0.200 2 0.132 - ATS-ATUD9 0.003 0.069 0.015 0.190 0.200 0.002 0.013 Run ID: 4.2 0.17 0.002 0.004 0.007 0.143 0.200 5 0.038 - RTUD7 0.059 0.012 0.35 0.004 0.063 0.039 0.140 4 066 .105 - RTUDB 0.00.031 0.10 0.003 0.069 0.200 0.014 3 0.139 - ATS-ATUD 9 0.002 0.013 0.27 0.188 0.200 2 0.175 - ATS-ATUD9 0.002 0.004 0.006 0.011 0.156 0.200 0.013 Run ID: 4.2A 0.25 0.003 0.005 0.011 0.191 0.200 5 0.0M - RTUD7 0.059 0.012 0.35 0.004 0.063 0.039 0.140 4 0.105 RTUDB 0.066 0.031 0.10 0.003 0.069 0.200 0.014 3 C.438 - ATS-ATUD9 0.002 0.013 0.27 0.188 0.200 2 J_0.159 ATS-ATUD9 0.002 0.004 0.006 0.011 0.155 0.200 0.013 Rur tf1:. 4.3 0.25 0.003 0.005 0.011 0.175 0.200 5 I _0_053 - ATS-ATUD14-2 0.002 0.013 0.62 0.008 0.010 4 0.1.I - ATS-ATUD9-2 0.002 0.037 0.020 0.083 0.200 3 0.37 0.014 0.016 0.007 0.198 0.200 1_ uAh8 ATS-ATUD9 0.002 0.013 0.30 0.004 0.006 0.013 0.187 2 0.174 - ATS-ATUD14 0.005 0.015 D.24 0.004 0.200 Run ID: 4.3A 0.009 0.010 0.193 0.200 5 0.053 - ATS-ATUD14-2 0.002 0.013 0.62 0.008 0.010 0.020 4 0.175 - ATS-ATUD9-2 0.002 0.037 0.37 0.083 0.200 3 0.166 0.014 0.016 0.007 D.198 0.200 - ATS-ATUD9 0.002 0,013 0.30 0.004 0.006 0.013 0.185 2 0.182 - ATS-ATUD14 0.005 0.015 0.24 0.004 0.200 0.009 0.007 0.198 0.200 Notes• (1) Rod elongation values are taken from Rod Design section. (2) Bearing Plate Deformation values are taken from Bearing Plate Design section. (3) Take-up device D/C Ratio values are taken from Run Configuration pages. (4) AR and 6A values are listed in ICC-ES ESR-2320. (5) Actual AA = AA * (TUD D/C Ratio). (6) ATUD Total = AR + Actual 6A. e Version: 2.1.4 Page 20 of 33 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 a www stronci ie com Rod Design Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Tension Elongation Diameter Ag Ae Fu Fy Capacity Elongation 'm Demand Model No. Length (in) (in) (sq in) (sq in (ksi) (ksi) (kips) (in) J o 1 (, ips Run 3 ID: 2.1 13.530 ATR1 ATR1 ATR1 1" DIA. 43.51 6.62 137.39 6.00 1.000 1.000 1.000 1.000 0.785 0.785 0.785 0.606 58 36 0.606 58 36 O.fi06 58 36 17.080 17.080 17.080 0.034 0.006 0.126 2 16.100 "4 , •V-9.940 ATR718 ATR1 ATR1 ATR1 ATR1 1" DIA. 37.02 14.74 129.26 6.62 137.39 6.00 0.875 1.000 1.000 1.000 1.000 1.000 0.601 0.785 0.785 0.785 0.785 0.785 0.462 0.606 0.606 0.606 0.606 0.606 58 36 58 36 58 36 58 36 58 36 - 13.080 0.028 17.080 0.009 17.080 0.100 17.080 O.00fi 17.080 0.126 0.006 3 13.530 2 16.100 Run ID: 4 3.1t- 9.940 ATR718 ATR1 ATR1 ATR1 ATR1 37.02 14.74 129.26 6.62 137,39 0.875 1.000 1.000 1.000 1.000 0.601 0.462 0.785 0.606 0.785 0.606 0.785 0.606 0.785 0.606 58 58 58 58 58 36 36 36 36 36 13.G80 - 0.026 ' 17.680 0,009 17.080 0.130 17.080 0.gJ6 17 080 0.126 r 3 13.530 2 16.100 1" DIA. 6.00 1.000 0.785 0.606 - Run ID: 3.2 -- -- 4 13.530 3 17.671 2 21.600 ATS-SR7H ATS-SR7H ATS-SR7H ATS-SR8H ATS-SR8H 1-1/8" DIA. 37.02 13.04 130.96 6.62 137.39 6.00 0.875 0.875 0.875 1.000 1.000 1.125 0.601 0.601 0.601 0.785 0.785 0.994 0.462 0.462 0.462 0.606 0.606 0.763 120 120 120 120 120 - 92 92 92 92 92 27:060° ` 27 960 27.060 35,345 35.345 O.038 0.000 0.173 0.007 0.169 0.006 Run ID: 3.2A 4 13.530 3 17.671 2 21.600 ATS-SR7H ATS-SR7H ATS-SR7H ATR1-118 ATRt-118 1-118" DIA. 37.02 13.04 130.96 6.49 137.51 24.00 0.875 0.875 0.875 1.125 1.125 1.125 0.601 0.601 0.601 0.994 0.994 0.994 0.462 0.462 0.462 0.763 0.763 0.763 120 120 120 58 58 - 92 92 92 36 36 27.060 27.060 27.060 21.620 21.620 0.038 0.014 0.173 0.006 0.135 0.024 Run ID: 3.2F ATS-SR7H ATS-SR7H ATS-SR7H ATc conu 37.02 13.04 130.96 6J32 0.875 0.875 0.875 1.000 0.601 0.601 0.601 0.785 0.462 0.462 0.462 0.606 120 120 120 120 92 92 92 92 27.060 27.060 27.060 35.345 0.038 0.014 0.173 0.007 4 13.530 3 17.671 Page 21 of 33 Version: 2.1.4 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 ® www.strongtie.com Rod Design Continued � Tension Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 s Demand Model No. Elongation Diameter Ag Ae Fu Fy Tension Rod J (kips) Length (in) (in) (sq in) (sq in (ksi) (ksi) Capacity Elongation (kips) (in) Run ID: 3.2F 2 21.600 ATS-SR8H 137.39 1.000 0.785 0.606 120 92 35.345 0.169 _ 1-1/8" DIA a nn 25 1 0 991 0 763 Run ID: 3.3 0 006 4 22.365 ATS-SR8H ATS-SR9H ATS-SR91-1 ATS-SR10H ATS-SR10H 1" DIA. HS 109.23 12.73 131.27 5.99 138.01 6.00 1.000 1.125 1.125 1.250 1.250 1.000 0.785 0.994 0.994 1.227 1.997 0.785 0.606 0.763 0.763 0.969 0.969 0.606 120 120 120 120 120 92 92 92 92 92 35.345 A4.730 44.730 55.225 55.225 0.140 0.013 0.161 0.006 0.162 3 27.059 2 32.900 4 22.365 ATS-SR8H ATS-SR9H -� ". ATS-SR9H ATS-SR10H .ATS-SR10H = 1" DIA. HS 61.64 12.73 131.27 6.37 137.64 6.00 1.000 1.125 1.125 1.250 1.250 1.000 0,785 0.994 0.994 1.227 1.227 0.785 0.606 0.763 0.763 0.969 0.969 0.606 120 120 120 120 120 92 92 92 92 92 35.345 44.730 44.730 55.225 55.225 0.079 0.013 0.161 0.007 0.162 3 I 27.059 - - 2 3[.900 J- " o.... nn . A 5 6.903 ATR3/4 ATR7/8 ATR7/8 " ATR1 ATR1 ATR1 ATR1 1" DIA. 42.00 8.98 123.02 14.74 129.26 6.62 137.39 6.00 0.750 0.875 0.875 1.000 1.000 1.000 1.000 1.000 0.442 0.601 0,601 0.785 0.785 0.785 0.785 0.785 0.334 0.462 0.462 0.606 0.606 0.606 0.606 0.606 58 58 58 58 58 58 58 36 36 36 36 36 36 36 9.610 13.080 13.080 17.080 17.080 17.080 17.080 _ 0.030 0.005 0.092 0.009 0.100 0.006 0.126 0.006 4 9.040 I 3 13.530 2 16.100 o0- in. � , � 5 6.903 ATR3/4 ATR7/8 ATR7/8 ATR1 ATR1 ATR1 ATR1 1" DIA. 42.25 8.98 123.02 14.74 129.26 6.62 137.39 6.00 0.750 0.875 0.875 1.000 1.00D 1.000 1.00D 1.000 0.442 0.601 0.601 0.785 0.785 0.785 0.785 0.785 0.334 0.462 0.462 0.606 0.606 0.606 0.606 0.606 58 58 58 58 58 58 58 36 36 36 36 36 36 36 9.610 13.080 13.OSD 17.080 17.080 17.080 17.080 - 0.031 0.005 0.092 0.009 0.100 0.006 0.126 0.006 4 9.940 3 13.530 2 16.100 o.. i 9.940 ATR7/8 I42.78 0.875 1::0I 0.462 58 36 13.080 0.032 ATR1 8.98 1.000 0.785 I 0.606 58 1 36 1 17.080 1 0.006 Version: 2.1.4 Page 22 of 33 ®SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.stroncitie.com Rnrl Ilacirtn Continued Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Tension Tension Rod d Elongation Diameter Ag Ae Fu Fy Capacity Elongation J Demand Model No. Length (in) (in) (sq in) (sq in) (ksi) (ksi) (kips) (in) (kips) Kun 4 iu: +.L 13.530 ATR1 123.02 1.000 0.785 0.606 58 36 17.080 0.095 ATS-SR8H 12.86 1.000 0.785 0.606 120 92 35.345 0.010 3 17.671 ATS-SR811 131.14 1.000 0.785 0.606 120 92 35.345 0.132 ATS-SR8H 6.62 1.000 0.785 0.606 120 92 35.345 0.007 2 21.600 ATS-SR8H 137.39 1.000 0.785 0.606 120 92 35.345 0.169 1-1/8" DIA. 6.00 1.125 0.994 0.763 Kun iu: 4.4M 9.940 ATR7/8 42.78 0.875 0.601 0.462 58 36 13,080 0.032 5 ATRt 8.98 1.000 0.785 0.606 58 36 17.080 0.006 4 13.530 ATR1 123.02 1.000 0.785 0.606 58 36 17.080 0.095 3 17.671 ATS-SR8H ATS-SR8H 12.86 131.14 1.000 1.000 0.785 0.785 0.606 0.606 120 120 92 92 35.345 35 345 0.010 0.132 ATR1-1/8 6.49 1.125 0.994 0.763 58 36 21.620 0.306 2 21.600 ATRt-1/8 137.51 1.125 0.994 0.763 56 36 21.620 0A35 1-1/8" DIA. 24.00 1.125 0.994 0.763 - - - 0.024 Kun iu: 4.J 46.40 1.000 0.785 0.606 120 92 -- 35.345 0.047 5 17.671 ATS-SR8H 1.000 0.785 0.606 120 92 35.345 0.JnF ATS-SR81H 5.47 4 22.365 ATS-SR8H 126.53 1.000 0.785 0.606 120 92 35.345 0.'.E� ATS-SR91H 12.73 1.125 0.994 0.763 120 92 44.73J O.J13 3 27.059 ATS-SR91-1 131.27 1.125 0.994 0.763 120 92 44 730 0.18t ATS-SR10H 8.37 1.250 1.227 0.969 120 92 55325 0.007 2 32.900 ATS-SR10H 137.64 1.250 1.227 0.969 120 92 55.225 0.162 V DIA. HIS6.00 1.000 I 0.785 0.606 - - - 0.012 Kun IL1: 4.3H 5 17.671 ATS-SR8H 46.40 1.000 0.785 0.606 120 92 35.345 0.047 ATS-SR8H 5.47 1.000 0.785 0.606 120 92 35.345 0.006 4 22.365 ATS-SR8H 126.53 1.000 0.785 0.606 120 92 35.345 0.162 ATS-SR9H 12.73 1.125 0.994 0.763 120 92 44.730 0.013 3 27.059 ATS-SR9H 131.27 1.125 0.994 0.763 120 92 44.730 0.161 ATS-HSR11 5.87 1.375 1.485 1.155 125 105 69.605 0.005 2 32,900 ATS-HSR11 138.14 1.375 1.485 1.155 125 105 69.605 0.1 1" DIA. HIS 24.000.045 45 Version: 2.1.4 Page 23 of 33 SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job ID: ES-204639D r (800)999-5099 Date of Input: Nov 25, 2021 ® wwwstrongtie com Rod Design Continued Notes: (1) Rod Area (Ag) _ (3.14) (d2) / 4 (2) Allowable Rod capacity = (0.75) (Fu) (Ag) / 2.0 for AISC 360-10. (3) Rod elongation = PL / (Ae * E), E = 29,000 ksi. (4) Effective Area (Ae) = 0.7854 * (db - 0.9743/n)2 where db = bolt diameter & n = number of threads per inch- (5) Elongation at first level is based on the effective area of the anchor bolt projecting out of concrete, and the effective area of the rod for the remaining distance to the take-up device assembly above. Elongation of elevated levels is based on the effective area of the rod from the level below projecting above the take-up device assembly, and the effective area of the rod at that level, for the remaining distance to the take-up device asssembly above. (6) Elongation Length is the length of rod contributing to the elongation at the level listed and may differ from the actual length of the rod. The elongation length of rods connecting to wood beams or passing through concrete slabs is taken as the full length of rod. (7) Anchor bolt design is outside the scope of the ATS design however the elongation of the anchor bolt above the foundation is included in the rod elongation analysis. Version: 2.1.4 Page 24 of 33 ®SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.stroncitie.com Bearing Plate Design Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Allowable Bearing Model No. W (in) L (in) Hole Dia. Wood Species FRT Adjust Capacity DCR bearing >a Demand (in) (kips) (kips) Run ID: 2.1 3.00 8.50 1.1875 DF-L N/A 14.99 0.90 0.033 3 13.530 BPRTUD7-86 1.1875 DF-L N/A 10.03 0.2fi 0.007 .. ��., PI a 4XF 5 3.00 5.50 Run ID: 3.1 1.1875 DF-L N/A 10.06 0.99 0.039 q 9.940 BPRTUD7-8A 3.00 5.50 N/A 7.20 0.50 0.014 3 3.590 BPRTUD5-8 3.00 5.00 1.11 DF-L NIA 10.03 0.26 0.007 2 2.570 PL9-3X5.5 3.00 5.50 1.1815 DF-L Run ID: 3.1 F 5.50 1.1875 DF-L 0.950 16.53 0.60 0.016 q g.gg0 BPRTUD7-8C 5.00 DF-L 0.950 6.64 0.53 0.0 15 3 3.590 BPRTUD5-8 3.00 5.00 1.18: 0.950 9.52 0.27 0.007 2 2.570 PL9-3X5.5 3.00 5.50 1.1875 DF-L Run ID: 3.2 1.1875 DF-L N/A 17.40 0 0,024 4 13.530 BPRTUD7-8C 5.00 5.50 DF-L N/A 10.03 4 0.41 O;i) I 3 4.141 PL9-3X5.5 3.00 5.50 1.1875 DF-L N/A 10.03 0.3y 0.011 2 3,929 PI-3X5.5 3.00 5.50 1.1975 Run ID: 3.2A DF-L N/A 17.40 11 0.0?a 4 13.530 BPRTUD7-8C 5.00 5.50 1.1875 N/A 10.03 b.µ� 0.0�' 3 4.141 PL9-3X5.5 3.00 5.50 1.1875 DF-L N/A 10.03 0.39 0.0'.' 2 3.929 PL9-3X5.5 3.00 5.50 1.1875 DF-L Run ID: 3.21F 1.1875 DF-L 0.950 16.53 0.82 - 0.0.'.7 4 13.530 BPRTUD7-8C 5.00 5.50 0.950 9.52 d.h' O.tS'2 3 4.141 VI-3X5.5 3.00 5.50 1.1875 DF-L 0.950 9.52 0.41 0.011 2 3.929 PL9-3X5.5 3.00 5.50 1.1875 DF-L Run ID: 3.3 1.1875 DF-L N/A 25.69 0.67 0.030 4 22.3.3 PL9-3X15 3.00 15.00 DF-L N/A 10.03 0.47 O.D13 3 4.694 PL9-3X5.5 Too 5.50 1.IT DF-L N/A 14.00 0.42 0.012 2 5.841 PL14-3X8.5 3.00 8.50 1.8125 Run ID: 3.5 8.50 1.8125 DF-L N/A 24.60 0.91 0.033 4 22.365 PL14-5X8.5 5.00 DF-L N/A 10.03 0.47 0.013 3 4.694 PL9-3X5.5 3.00 5.50 1.1875 DF-L 16.261 0.36 1 0.010 2 1 5.841 PL14-SX5.5 5.00 5.50 1 1.8125 1 IN/A Run ID: 4.1 DF-L N/A 7.20 0.96 0.037 5 6.903 BPRTUD5-8 3.00 5.00 1.1875 N/A 7.20 0.42 0.012 4 3.037 BPI 3.00 5.00 1.1875 DF-L N/A 7.20 0.50 0.014 3 3,590 BPRTUD5-8 3.00 5.00 1.1875 DF-L NIA 10.03 0.26 0.007 2 2.570 P1 9-3X5.5 3.00 5.50 1.1875 DF-L Run ID: 4.11F 5.50 1.0000 DF-L 0.950 9.78 0.71 0.019 5 6.903 BPRTUD5-6B 3.00 DF-L 0.950 6.84 0.44 0.012 4 3.037 BPRTUD5-8 3.00 5.00 1.1875 0.950 6.84 0.53 0.01E 3 3.590 BPRTU05-8 3.00 5.00 1.1875 DF-L 0.950 9.52 0.27 0.00-1 1 1 �1� PI o-sxe 5 3.00 5.50 1.1875 DF-L Page 25 of 33 Version: 2.1.4 ® SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 r (800)999-5099 ® www.strongtie.com Bearing Plate Design Continued Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 75 Bearing I Demand (kips) Model No. Win ( ) Lin ( ) Hole Dia. n ( ) Wood Species FRT Allowable Capacity Adjust (kips) Kun ID: 4.2 a H 0 bearing 5 4 3 2 Run 9.940 3.590 4.141 3.929 in. n oa BPRTUD7-8A BPRTUDS-8 PL9-3X5.5 PL9-3X5.5 3.00 3.00 3.00 3.00 5.50 5.00 5.50 5.50 1.1875 1.1875 1.1875 1.1875 DF-L DF-L DF-L DF-L N/A N/A N/A N/A 10.06 7.20 10.03 10.03 0.99 0.039 0.50 0.41 0.39 0.014 0.011 0.011 5 9.940 BPRTUD7-8A 3.00 5.50 1.1875 DF-L WA 4 3.590 BPRTUDS-8 3.00 5.00 1.1875 DF-L N/A 10.06 3 4.141 PL9-3X5.5 3.00 5.50 1.1875 DF-L N/A 7.20 2 3.929 PL9-3X5.5 3.00 5.50 1.1875 DF-L N/A 10.03 10.03 5 4 r17.671 4.694 PL14-SX8.5 �. > PL9-SX5.5 - PL9-3X5.5 - f'PL14-SX5.5 5.00 5.00 3.00 5.00 8.50 5.50 5.50 5.50 1.8125 1.1875 1.1875 1.8125 DF-L DF-L DF-L DF-L N/A N/A N/A N/A 24 6' 17.37 10.03 16.26 3 4.634 2 S.b41 Run IIJ 4.3A 5 4 - 4.694 PL14-5X8.5 PL9-5X5.5 11.. D 0 3 PL9-3X5.5 ... 300 .. 5.50 1 N41 iffooll 0.72 Gl 25.841 -L N/A 10.03 0.47 0.013 Notes: (1)'The plate bending capacity is evaluated and included in the allowable load rating. (2) When bearing plate is at top level, the Designer is responsible for checking the bending and shear of the double top plates. ated en the Demand/Capacity Ratio is to (3)grain. ABearing isABearing is piniterpo at d between 0" and 0.02" between 0.02" and 0.04" hwhen the Demand/Capacity Ratio is etwe ntween 30°%aanndnd 173 % of bearin00% of g capacity perpendicular to grain. See 2015 NDS Section 4.2.6 for additional information. 9 P y perpendicular (4) Fire Retardant Treated wood design reduction factors have been applied to runs located in FRT walls as listed above. Version: 2.1.4 Page 26 of 33 ® SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 t (800)999-5099 a www.strongtie.com Wood Compression Member Design Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 Com DemaPd Location Wall Type Lumber Species/ Areal le d Fc Perp FRT Fcperp Fc FRT Fc E FRT E Bearin 9 Stablity (kips) Grade 2 (in) (fl) (in) (ksi) Adjust (Psl) Adjust (ksi) Adjust Cf Cp Cap. Cap. (kips) (kips) null 1U: L.I 3 18.942 EA Side 4" (5)2x4 DF-L No. 2 3.50 0.625 N/A 1.350 N/A 1600 N/A 1.15 0.168 32.813 21.898 18.942 EA Side 6" (2) 2x6 DF-L No. 2 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.398 20.625 31.22822.540 EA Side 4" (6)2x4 DF-L No. 2 3.50 0.625 N/A 1.350 N/A 1600 N/A 1.15 0.171 39.375 EAide 6" (3) 2x6 DF-L No. 2 M9.71 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 26.692222.540 EA Side 4" Alt (1)4x10 DF-L N0. 2 3.50 0.625 N/A 1.350 N/A 1600 0.404 30.938 47.48822.540 EA Side 6" Alt (1) 4x6 DF-L No. 2 5.50 0.625 N/A 1.350 N/A N/A 1.00 0.195 40.469 27.24422.540 1600 N/A 1.10 0,404 24,063 36,935 Lull Iv. J.I 4 13.916 EA Side 4" (4) 2x4 DF-L No. 2 42.00 9.71 3.50 0.625 N/A 1.350 N/A 1600 N/A 1.15 0.168 26.250 17.519 13.916 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.398 20.625 31.228 18.942 EA Side 4" (5) 2x4 DF-L No. 2 52.50 9.71 3.50 0.625 N/A 1.350 NIA 1600 N/A 1.15 0.168 32.813 21.880 3 18.942 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9,71 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.398 20.625 18.942 EA Side 4" Alt (2) 4x4 DF-L No. 2 49.00 9.71 3.50 0.625 NIA 1.350 N/A 7600 N/A 1.15 31.206 18.942 EA Side 6" Alt (1) 4x6 DF-L No. 2 38,50 9.71 5.50 0.625 N/A 1.350 N/A 0:588 30.625 20.422 22.540 EA Side 4" (6) 2x4 DF-L No.2 63.00 9.63 3.50 0.625 N/A 1.350 1600 N/A 1.10 O.b98 24,063 36.4�7 22.540 EA Side 6" (3) 2x6 DF-L No. 2 49.50 9.63 5.50 0.625 N/A N/A 1600 N/A 1.15 0.171 39.375 26.652 2 22.540 EA Side 1.350 N/A 1600 N/A 1.10 0.404 30.938 47.488 4" Alt (1)4x10 DF-L No. 64.75 9.63 3.50 0.625 N/A 1.350 N/A 1600 N/A 1.00 4i� 27.244 22.540 1 EA Side 1 6" Alt I (1) 4x6 DF-L No. 21 38.50 9.63 15.501 0,625 1 N/A 1.350 1 N/A 1600 N/A 10.195 1.10 24.063 I 10.4041 3R.9'15 l�un Iv. J.Ir 4 13.916 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 0,385 19.594 3 18.942 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 0950 1.350 0.935 1600 0.960 1.10 0.385 , 19.594 18.942 EA Side 6" AI[ (1) 4x6 DF-L No. 2 38.50 9.71 550 06250.950 1.350 0.935 1600 0.960 1.10 J.388- 22.859 d33372 222.540 EA Side 6" (3) 2x6 DF-L No. 2 49.50 9.63 5.50 0.625 0,950 1.350 0.935 1600 0.960 110 )'3,990 a29.391 22.540 EA Side 6"Alt (1) 4x6 ❑F-L No238509.635500.625 0.950 1.350 0.935 1600 0.960 110 b.39 22.859 1\Y111Y. J.L 4 18.942 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 N/A -1 350 N/A 1600 N/A 1.1D 0.398 20.625 3 24.740 EA Side 6" (3) 2x6 DF-L Na. 2 49.50 9.71 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 31.228 24.74D EA Side 6" Alt (1) 6x6 DF-L No. 1 60.50 9.71 5.50 0.625 N/A 1.000 N/A 1600 N/A 0.398 30.938 46.809 2 30.240 EA Side 6" (3) 2x6 DF-L No. 2 49.50 9.63 5.50 0.625 N/A 1.350 N/A 1600 1.00 0.541 37.813 52.404 30.240 EA Side 6" Alt (1) 6x6 DF-L No. 1 60.50 9.63 5.50 O.fi25 N/A 1.000 N/A 1600 N/A 1.10 0.404 30.938 47.488 N/A 1.00 0.548 37.813 53.042 1\V111✓. J.LN 4 18.942 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.398 24.740 EA Side 6" (3) 2x6 DF-L No. 2 49.50 9.71 5.50 20.625X47.488 3 0.625 N/A 1.350 N/A 1600 WA 1.10 0.398 30.938 24.740 EA Side 6" Alt (1) 6x6 DF-L No. 1 60.50 9.71 5.50 O.fi25 N/A 1.000 N/A 1600 N/A 1.00 0.541 2 30.240 EA Side 6" (3) 2x6 DF-L No. 2 49.50 9.63 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 37.813 30.240 EA Side 6" Alt (1) 6x6 DF-L No. 1 60.50 9.63 5.50 0.625 N/A 1.000 0.404 30.938 N/A 1600 N/A 1.00 0.548 I 37.813 53.042 Lull 11.l. o.Lr EA Side 6" (2) 2x6 DF-L Na. 2 33.00 9.71 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 0.385 19.594 EA Side 6" (3) 2x6 DF-L No. 2 49.50 9.71 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 28.212 E30.. EA Side 6" Alt (1) 6x6 DF-L No. 1 60.50 9.71 5.50 0.625 0.950 0.385 29.391 42.287 1.000 0.935 1600 0.960 1.00 0.526 35.922 47.589 EA Side 6" (4) 2x6 DF-L No2 6600 963 550 0625 1.350 0.935 1600 0.960 1.10 EA Side 6" AIt (1) 6x6 DF-L No. 1 60.50 9.63 5.50 0.625 0.390 39.188 57.210 0.950 1.000 0.935 1600 0.960 1.00 0.532 35.922 48.183 Page 27 of 33 SIMPSON STRONG -TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 t (800)999-5099 www.stronqte.com Wood Compression Member Design Continued Job Name: Uptown Newport Lot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 m Comp Wall Species/ Total e dII Fc FRT Fc FRT Fc E FRT E Cf Cp Bearing Stablity Demand Location Type Lumber Grade Area (in) (fl) (in) Perp (ksi) Fcperp Adjust (psi) Adjust (ksi) Adjust kas ( P) kf s ( P ) (kips) Mull w. o.o EA Side 4" (7) 2x4 DF-L No. 2 73.50 9.71 3.50 0.625 N/A 1.350 N/A 1600 NIA 45.938.6584 26.839 26.839 EA Side 4" Alt (2) 4x6 DF-L No. 2 77.00 9.71 3.50 0.625 N/A 1.350 N/A 1600 N/A 48.125 32.05232.471 EA Sde 4" (8) 2x4 DF-L No. 2 84.00 9.71 3.50 0.625 N/A 1.350 N/A 1600 N/A Z1.15 52.500 35.008 32.471 EA Side 4" Alt (1) 4x12 DF-L No. 2 78.75 9.71 3.50 0.625 N/A 1.350 49.219 32.598 39.480 EA Side 4" (9) 2x4 DF-L No.2 94.50 9.63 3.50 0.625 N/A 1.350 59.063 40.038 39.480 EA Side 63.438 42.707 Kurt w: o.o No. 2 49.50 9.71 1 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.398 30.938 46.842 4 26.839 EA Side 6" (3) 2x6 DF-L N/A 1.350 N/A 1600 N/A 1.10 0.398 41.250 62.411 32.471 EA Side 6" (4) 2x6 DF-L Na.2 66.00 9.71 5.50 0.625 1.00 0.541 37.813 52.404 3 32.471 EA Side 6" Alt (1) 6z6 DF-L No. 1 60.50 9.71 5.50 0.625 N/A 1.000 N/A 1600 N/A (4) 2x6 DF-L No. 66.00 9.63 5.50 0.625 N/A 1.350 N/A 1600 NIA 1.10 0.404 41.250 63.317 2 39.480 EA Side 6" 9.63 5.50 0.625 N/A 1.350 N/A 1600 NIA 1.10 0.404 48.125 73.870 39.480 EA„Siue - 6" Alt (2) 4x6 DF-L No. 2 77.00 4" DF-L No. 2 31.50 9.71 3.50 0.625 NIA 1.350 NIA 1600 NIA 1.15 0.168 19.688 13.139 9.694 5 EA Side (3)2z4 2x6 DF-L No. 2 16.50 9.71 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.398 10.313 15.614 9.554 EA Side 6" 4" 11) (4)2x4 DF-L No. 2 42.00 U.I. 3.50 0.625 NIA 1.350 NIA 1600 N/A 1.15 0.168 26.250 17.504 �16 EA Sick, _13 No. 2 33.00 9.71 5.50 0.625 N/A 1.350 N/A 1600 NIA 1.10 0.398 20.625 31.206 EA Side 13.516 4 6" (2) 2x6 DF-L 3.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.175 24.063 16.013 13.916 EA Side 4" Alt (1) 4x6 DF-L No. 2 38,50 9.71 1.10 0.398 24.063 36.407 13_916 EA Side 6" Alt (1) 4x6 DF-L No. 2 38.50 9.71 5.50 0.625 N/A 1.350 NIA 1600 NIA �- EA Side 4" (5) 2x4 DF-L No. 2 52.50 9.71 3.50 0.625 N/A 1.350 NIA N/A 1.10 0.398 32.813 21.880 .8.942 9.71 5.50 0.625 N/A 1.350 N/A 1600 I N/A 1.10 0.398 20.625 31.206 18.942 3 r EA DiJe 6" (2) 2x6 DF-L No. 2 33.00 NIA 1.350 N/A 1600 N/A 1.15 0.168 30.625 20.422 18 942 EAblde 4" Alt (2) 4x4 DF-L No. 2 49.00 9.71 3.50 0.625 18.942 EA Side ' b" Alt (1) 4x6 DF-L No. 2 38.50 9.71 5.50 0.625 1 N/A 1 1.350 1 N/A 1600 N/A 1.10 0.398 24.063 36.407 EA Side 4" (6)2x4 DF-L No. 2 63.00 9.63 3.50 0.625 N/A 1.350 N/A 1600 N/A 1.15 O.t71 39.375 26.692 22.540 (3) 2x6 DF-L No. 2 49.50 9.63 5.50 0.625 N/A 1.350 N/A 1600 N/A 1.10 0.404 30.938 4T488 22.540 2 EA Side 6" 2 64.75 9.63 3.50 0.625 N/A 1.350 N/A 1600 NIA 1.00 0.195 40.469 27.244 22.540 EA Side 4" Alt (1)WO DF-L No. 1.350 N/A 1600 N/A 1.10 0.404 24.063 36.935 22.540 EA Side 6" Alt (1) 4x6 FLNO 2 38.50 9.63 5.50 0.625 N/A mun w. V. it 9.71 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 0.385 9.797 14.106 5 9.664 EA Side 6" (1) 2x6 DF-L No. 2 16.50 0.935 1600 0.9fi0 1.10 0.385 19.594 28.191 13.916 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 0.950 1.350 4 Side Alt (1) 4x6 DF-1- No. 21 38.50 9.71 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 0.385 22.859 32.890 13.916 EA 6" No. 2 33.00 9.71 5.50 0.fi25 0.950 1.350 0.935 1600 0.960 1.10 0.385 19.594 28.191 3 18.942 EA Side 6" (2) 2x6 DF-L 0.950 1.350 0.935 16D0 0.960 1.10 0.385 22.859 32.890 18.942 EA Side 6" Alt (1) 4x6 DF-L No. ?I 38.50 19.71 15.50 O.fi25 (3) 2x6 DF-L 1o. 2 49.50 9.63 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 0.390 29.391 42.907 2 22.540 EA Side 6" DF-L No. 2 38.50 9.63 5.50 0.625 0.950 1.350 0.935 1600 0.960 1.10 0.390 22.859 33.372 22.540 EA Side 6" Alt (1) 4x6 Run ru. • .c 9.71 3.50 0.625 N/A 1.350 N/AIN .15 0.168 26.250 17.519 13.196 EA Side 4" (4) 2x4 DF-L No. 2 42.00 1.350 N/A.10 0.398 20.625 31.228 5 13.196 EA Side 6" (2) 2x6 DF-L No. 2 33.00 9.71 5.50 0.625 N/A EA Side 4" (5)2x4 DF-L No 52.50 9.71 3.50 0.625 N/A 1.350 N/A.15 0.168 32.813 21.680 18.942 (2) 2x6 DF-L IN 2 33.00 9.71 5.50 0.fi25 N/A 1.350 N/A.10 0.398 20.625 31.206 4 18.942 EA Side 6" 2 49.00 9.71 3.50 0.625 N/A 1.350 N/A1.15 0.168 30.625 20.422 18.942 EA Side 4" Alt (2) 4x4 DF-L IN N/A1.10 0.398 24.063 36.407 18.942 EA Side 6" Alt (1) 4x6 DF-L No. 2 38.50 9.71 5.50 0.625 N/A 1.350 Version: 2.1.4 Page 28 of 33 SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 Job ID: ES-204639D www stronatie com Date of Input: Nov 25,. 2021 ® Wood Compression Member Design Continued Comp Total Fc FRT Demand Location Wall Lumber Species/ Areale d Fc FRT E FRT E Bearing Stablity (kips) Type Grade n2 (fl) (in) Perp Fcperp (psi) Fc (ksi) Adjust Cf Cp Cap. Cap. ( ) (ksi) Adjust Adjust (kips) (kips) Run ID: 4.2 3 Side 6" Side 4" Alt Side 6" Alt WAS, Side 4" Side 6"2 Side q" AltSide 6" Alt Run ID: 4.2A 5 13.196 EA Side 4" 13.196 EA Side 6" 18.942 EA Side 4" 18.942 EA Side 6" 4 18.942 EA Side 4" Alt 18.942 EA Side 6" Alt 24.740 EA Side 4" 24.740 EA Side 6" 3 24.740 EA Side 4" Alt 24.140 EA Side 1 6" Alt 3 e 6" 30.240EA S L t 6" Alt Run ID: 4.3 5 21.206 6" 4 26.839 6" 26.839 Alt 3 32.471 Fq6 " 32.471 Alt 2 39.480 " 39.480 Alt Run ID: 4.3A 5 21,206 EA Side 6" 4 26.839 EA Side 5^ 26.839 EA Side 6" Alt 3 32.471 EA Side 32.471 39.480 EA Side EA Side 6' Alt g^ 2 39.480 EA Side 6" Alt 12x4 2x6 DF-L No. 2 DF-L No. 2 63.00 49.50 9.71 9.71 3.50 5.50 0.625 0.625 N/A N/A 1.350 1.350 N/A N/A 1600 1600 4x10 DF-L No. 2 64.75 9.71 3.50 0.625 N/A 1.350 NIA 1600 6x6 DF-L No. 1 60.50 9.71 5.50 0.625 N/A 1.000 N/A 1600 2x4 DF-L No. 2 73.50 9.63 3.50 0.625 N/A 1.350 N/A 1600 2x6 DF-L No. 2 49.50 9.63 5.50 0.625 N/A 1.350 N/A 1600 4x6 OF-L No. 2 77.00 9.83 3.50 0.625 N/A 1.350 N/A 1600 6x6 DF-L No. 1 60.50 9.63 5.50 0.625 N/A 1.000 N/A 1600 N/A 1.15 0.168 39.375 26.256 N/A N/A N/A 1.10 1.00 1.00 0.398 0.192 0.541 30.938 40.469 37.813 46.809 26.803 52.404 N/A 1.15 0.171 45.938 31.141 N/A 1.10 0.404 30.938 47.488 N!A 1.10 0.178 48.125 32.556 N/A 1.00 0.548 37.813 53,042 2x4 DF-L No. 2 42.00 1 9.71 3.50 0.625 N/A 1.350 N/A 1600 NIA 1.15 0.168 26.250 17.519 2x6 DF-L No. 2 33.00 9.79 5.50 0.625 N/A 1.350 N/A I1600 I N/A 11.10 [C).3981 20.625 1 31.228 12x6 4z4 4x6 2x4 2x6 4x10 6x6 2x4 2z6 4x6 6x6 DF-L No.2 DF-L No. 2 DF-L No. 2 DF-L No. 2 DF-L No. 2 DF-L No. 2 DF-L No. 1 DF-L No.2 DF-L No. 2 DF-L No. 2 DF-L No. 1 33.00 49.00 38.50 63.00 49.50 64.75 60.50 73.50 49.50 77.00 60.50 9.71 9.71 9.71 9.71 9.71 9.71 9.71 9.63 9.63 9.63 9.63 5.50 3.50 5.50 3.50 5.50 3.50 5.50 3.50 5.50 3.50 5.50 0.625 0.625 0.625 0.625 0.625 0.625 0.625 0.625 0.625 0.625 0.625 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ----•••• 1.350 1.350 1.350 1.350 1.350 1.350 1.000 1.350 1.350 1.350 1.000 N/A N/A N/A N/A N/A NIA N/A N/A N/A N!A N/A 1600 1600 1600 1600 1600 1600 1 i00 1600 1600 1600 1600 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A i. io v.iou 32.613 21.880 1.in 0.398 20.625 31.2C6 20.4:2 1.15 '1 0.398 30.625 24.063 1.10 36.407 1.15 1.10 0.168 r1.39+z 39.375 30.938 26.256 46 809 26.803 52.404 1.00 0.192 J.54; 40.469 37.813 1.00 1.15 0.17i 45.938 31 ?41 1.10 14n4 30.938 47.488 4T483 1.10 0.178 C.5•:8 48.938 53.642 1.00 37.813 2x6 2z6 6x6 2x6 6x6 DF-L No. 2A DF-L No. 2 DF-L No. 1 DF-L No. 2 DF-L No. 1 No. 2 DF-L No. 2 I: ou 49.50 60.50 66.00 60.50 66.00 77.00 9.71 9.71 9.71 9.71 9.71 9.63 9.63 5.50 5.50 5.50 5 5. 0.625 0.625 0.625 On N/A N/A N/A N/A N/A N/A N/A 1.350 1.350 1.000 1.350 1000 1350 1.350 N/A N/A N/A N/A N/A N/A.4x6 N/A 1600 1600 1600 1600 '----DF-L 1600 N/A 1.10 0.398 30.938 46.842 N/A N/A N/A N/A 1 1.10 0.398 30.938 46.809 1.00 0.541 37.813 52.404 1.10 D.398 41.250 62.411 1.10 10.404 48.125 73.870 2x6 DF-L No. 2149,50 9.71 5.50 0.625 N/A 1.350 N/A 1600 2x6 DF-L No. 2 49.50 9.71 5.50 0.525 N/A 1.350 N/A 1600 6x6 DF-L No. 1 60.50 9.'1 5.50 0.625 N/A 1.000 N/A 1600 2x6 DF-L No. 2 66.00 9.71 5.50 0.625 N/A 1.350 N/A 1600 6x6 DF-L No. 1 60.50 9.71 5.50 0.625 N/A 1.000 N/A 1600 2x6 DF-L No. 2 66.00 9.63 5.50 0.625 N/A 1.350 N/A 1600 4x6 DF-L No. 2 77.00 9.63 5.50 0.625 N/A 1.350 N/A 1600 NIA 1.10 0.398 30.938 46.842 N/A 1.10 0.398 30.938 46.809 N/A 1.00 0.541 37.813 52.404 N/A N/A N/A 1.10 1.00 0.398 0.541 41.250 37.813 62.411 52.404 1.10 0.404 41.250 63,317 N/A 1.10 0.404 48.125 73.870 Version: 2.1.4 Page 29 of 33 SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job ID: ES-204639D 1 r (800) 999-5099 Date of Input: Nov 25, 2021 wwN stronctie.com Wood Compression Member Design Continued Notes: (1) Euler critical buckling stress for columns Fce = 0.822(Emin')/(le/d)2 for 2015 NDS. Emin' = (1.03(E)(1-1.645(CoVE ))) / 1.66. COVE = 0.25 for Solid Sawn Lumber and 0.10 for Structural Composite Lumber. (2) Limiting compressive stress Fc' = Fc(Cd)(Cf) (3) Column stability factor Cp = (1+Fce/Fc`)/2c - (((1+Fce/Fe)/2c)2 - (Fce/Fc')Ic)v2 (4) Stability capacity = Fc(Cd)(Cf)(Cp)(A) (5) Load duration factor, Cd = 1.6. (6) Column bearing factor Cb = 1.0 (7) C = 0.8 for Solid Sawn lumber and 0.9 for Structural Composite Lumber (8) Bearing capacity = (Fc perp)(A)(Cb) (9) le is the actual length of compression member. (10) Fc perp is based on the wall plate species. (11) The lumber listed is the number of compression posts on each side of the rod. (12) Fire Retardant TreI •ed wood design reduction factors have been applied to runs located in FRT walls as listed above. o ao Page 30 of 33 Version: 2.1.4 SIMPSON STRONG -TIE COMPANY INC 5956 W. Las Positas Blvd., Pleasanton, CA 9458 ® (800) 999-5099 � www stronatiengtie. com Jack Stud Design for Bridge Block Te Job Name: Uptown NewLot 1 Job ID: ES-204639D Date of Input: Nov 25, 2021 � J nsion Demand (kips) Location Tye YP Lumber Bridge Block Species Total Area Total Fc perp (ksi) FRT Adjust Bearing Cap. (kips) Run ID: 2.1 3 13.530 EA Side 4x (3) 2x4 DF L 31 500 0 625 N/A 13 530 EA Sid a t ur 33 000 0 625 N/A 19 688 Run ID: 3.1 20 625 9.940 4 9 940 EA Side EA Side 4x a (2) 2x4 DF L 21 000 0 625 N/A 13 125 t l ur L 16 500 0 625 N/A '10 313 Run ID: 3.1F 4 9.940 EA Side a,. (�) �"" DF � 33 000 0 625 0 950 19 594 Run ID: 3.2 4 1 13.530 EA Side 6x (2) 2x6 DF-L 33.000 0.625 N/A Run ID: 3.2A 20.625 4 13.530 EA Side 6x (2) 2x6 DF-L 33.000 0.625 N/A Run ID: 3.21F 20.625 4 13.530 EA Side 6x (2) 2x6 DF L 33 000 0 625 0 950 T 19564 Run ID. 3.5 4 1 22.365 EA Side 6x (3) 2x6 DF L 49 500 0 625 N/A 30 908 Run ID. 4.1 -_7 6.903 5 EA Side 4x (2) 2x4 DF-L 21.000 0.625 N/A 6.903 EA Side 6x (1) 2x6 DF-L 16.500 0.625 N/A 13.125 Run ID: 4.1F 10.313 --- 5 16.903 EA Side 6x (1) 2x6 DF-L 16.500 0.625 0.950 Run ID: 4.2 g.7g7 5 9.940 EA Side 4x (2) 2x4 DF-L 21.000 0.625 N/A 9.940 EA Side 6x (1) 2x6 DF-L 16.500 0.625 N/A 13.125 10.313 o.._ •ILJ. 4.LIY 5 9.940 EA Side 4x (2) 2x4 DF-L 21.000 0.625 9.940 I EA Side I 6x (1) 2x6 DF-L 16.500 0.625 Run ID: 4.3 5 17.671 EA Side 6x (2) 2x6 DF-L 33.000 0.625 Run ID: 4.3A 5 17.671 EA Side 6x (2) 2x6 DF-L 33.000 0.625 Notes: (1) Bearing capacity always governs over stability capacity for bridge block. Therefore, only bearing capacity is calculated. (2) Column bearing factor Cb = 1.0 (3) Bearing capacity = (Fe perp) (A) (Cb). Load duration factor does not apply. (4) Fc perp is based on the bridge block header species. (5) The lumber listed is the number of jack studs on each side of the rod. Version: 2.1.4 N/A N/A 1 20.625 Page 31 of 33 ®SIMPSON STRONG -TIE COMPANY INC. Job Name: uptown Newport Lot 1 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Job ID: ES-204639D r (800) 999-5099 Date of Input: Nov 25, 2021 www.stronate.com Jack Stud Design for Bridge Block Continued (6) Fire Retardant Treated wood design reduction factors have been applied to runs located in FRT walls as listed above. Page 32 of 33 Version: 2.1.4 SIMPSON STRONG -TIE COMPANY INC. Job Name: Uptown Newport Lot 1 `ngTi Se 5956 W. Las Positas Blvd., Pleasanton, CA 94588 (800)999-5099 www.stronatie.com Nail Design for Bridge Block Job ID: ES-204639D Date of Input: Nov 25, 2021 Tension Minimum Stud AllowableLoadTotal FRT Allowable Demand Fastener Fasteners Speciesstener TA1lowa)11eLoad Per FastenerAdjust Capacity (kips) (kips) (kips) (160) (kips) Run ID: 2.1 3 1 13.530 10d 72 DF-L 0.118 0.189 1 N/A 13.594 Run ID: 3.1 4 1 9.940 10d 54 DF-L 1 0.118 0.189 N/A 10.195 Run ID: 3.1 F 4 1 9.940 10d 64 DF-L 0.118 0.189 0.900 10.875 Run ID: 3.2 4 1 13.530 10d 72 DF-L 0.118 0.189 N/A 13.594 Run ID: 3.2A 4 1 13.530 10d 72 DF-L 0.118 0.189 N/A 13.594 Run ID: 3.2F 4 1 13.530 10d 80 DF-L 0.118 0.189 0.900 13.594 Run ID: 3.5 _ ___ 4 22.365 10d 120 DF-L 0118 0.189 NIA _ 22.6E6 Run ID: 4.1 _ 5 1 6.903 10d 42 DF-L 0.118 0.189 N/A _ 7.936 Run ID: 4.1 F 5 1 6.903 10d 42 DF-L 0.118 0.189 0.900 7.137 Run ID: 4.2 5 1 9.940 10d 54 DF-L 0.118 0.189 N/A 10.195 Run ID: 4.2A _ 5 1 9.940 10d 54 DF-L 0.118 0.189 N/A 10.195 Run ID: 4.3 5 1 17.671 10d 96 DF-L 0.118 0.189 N/A 18.125 Run ID: 4.3A 5 1 17.671 10d 96 DF-L 0.118 0.189 N/A 18.125 Notes: (1) Load duration factor, Cd = 1.6. (2) Use half of the required fasteners each side to connect full height studs to jack studs. (3) Minimum edge distances per NDS shall be met. - (4) All pertinent information and notes in the most current Simpson Strong -Tie catalog apply. (5) Fire Retardant Treated wood design reduction factors have been applied to runs located in FRT walls as listed above. Version: 2.1.4 Page 33 of 33 �23 t2�V ZoZ3 —05�1 PROJECT: _. _ ' .._ PREPARED BY: PROJECT#: CHECKED BY: - REFERENCE: DATE: -. STRUCTURAL ENGINEERING CALCULATIONS N_ FOR DN NEW ELEVATOR INSTALLATION FOR CAR I -CAR 2-5 2 PARK PLAZA SUITE 700 NEWPOKT BEACH, CA 92G 14 INSTALLATION BY: 5chindler Elevator Corporation 3565 Cadillac Ave B Costa Mesa, CA 92G2G Schindler nl J- '_.rr Tcr I�,Y: THE OVERMIRE GROUP, LLC 37 Walbert lane, Ladera Ranch, CA 92G94 Tel: (3 10) 720-8428 PREPARED BY JOHN JOHNSON, P.E. KOLIBRIEN CORP. C/O THE OVERMIRE GROUP, LLC ��H. JOyN S � Z BUILDING DIVISION BY. D.R.H. H.\Shared drives\KOLIBRI EN SHARING\Schindler 502303 - Uptown Newport\calcs\Schindler- Elevator Calc ASCE 7-16 PROJECT DESIGN CRITERIA: 1. CODE: 2019 CALIFORNIA BUILDING CODE AND ASCE 7-16. 2. GRAVITY LOADS ARE AS SHOWN ON THE DRAWINGS. LIVE LOADS ARE REDUCIBLE AS ALLOWED BY THE CODE, A. DEFORMATION COMPATIBILITY — DESIGN AND ATTACHMENT OF ELEMENTS TO THE PRIMARY STRUCTURAL SYSTEM SHALL BE CAPABLE OF ACCOMMODATING VERTICAL MEMBER DEFLECTION WITHOUT STRUCTURAL OR COSMETIC DAMAGE. CONNECTIONS TO THE PRIMARY STRUCTURAL SYSTEM SHALL NOT BE MADE UNTIL ALL STRUCTURAL WORK SHOWN ON THE DRAWINGS IS COMPLETE. DEFLECTION IS LIMITED TO THE LESSER OF 3/8" OR SPAN/360 FOR BUILDING EDGE BEAMS AND SPAN/360 DUE TO LIVE LOAD FOR ALL OTHER BEAMS. 3. LATERAL LOADS: A. WIND: WIND SPEED 110 MPH FOR 3-SECOND GUST EXPOSURE EXPOSURE C IMPORTANCE FACTOR IW = 1.0 B. SEISMIC: SITE COEFFICIENTS Fa = 1.20 Fv = 1.84 MAPPED SPECTRAL ACCELERATIONS Ss = 1.288 S1 = 0.460 MAXIMUM SPECTRAL ACCELERATIONS Sms = 1.289 Sm 1 = 0.846 DESIGN SPECTRAL ACCELERATIONS Sds = 0.859 Sd1 = 0.564 SEISMIC DESIGN CATEGORY D SITE CLASS DESIGNATION D RISK CATEGORY II IMPORTANCE FACTOR IE = 1.0 REDUNDANCY FACTOR Rho = 1.0 STRUCTURAL SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS RESPONSE MODIFICATION COEFFICIENT R = 5.0 SYSTEM OVERSTRENGTH FACTOR OMEGA-0 = 2.5 DEFLECTION AMPLIFICATION FACTOR Cd = 3.5 Cs = 0.859/5 = 0.172W PROJECT: BY: PROJECT N: DATE: REFERENCE: I COMPONENT ANCHORAGE - ASCE 7-1 G CHAPTER 13 5TTE SPECIRC SEISMIC DATA PER ASCE 7-1 G CHAPTER 13 - COMPONENI5: DESIGN, 5% DAMPED SPECTRAL RESPONSE ACCELERATION PARAMETERS (U.S. SEISMIC DE51GN MAP): 0.2-SECOND. 5os: = 0.P59 g 1-5ECOND. 5o1: 5w = 0.5G4 g 5EL9MIC SITE CLA55: D BUILDING OCCUPANI COMPONENT IMPORTANCE FACTOR: BUILDING CLASSIFICATION: ALL BUImIOoS AND 0i SnPUQUee5 EXCEPT mole L1slc lu RISK 1 11.rLrF L III ILD 11 BUILDING OCCUPANCY CATEGORY: II BUILDING IMPORTANCE FACTOR: I. = 00 AGUE 7-1 C COMPONENT CLASSIFICATION: ALL omen coMPoll", COMPONENT IMPORTANCE FACTOR: to = 1 00 A5CE 7-16 COMPONENT CLASSIFICATION: ELOArore AL. 11.1.11PHI.N1.1 COMPONENT SEISMIC PARAMETERS: COMPONENT AMPLIFICATION FACTOR: 1 0 COMPONENT RESPONSE MODIFICATION FACTOR: Re = 2.5 OVERSTRENGTH A5 REQUIRED FOR ANCHORAGE TO CONCRETE Oo= 2.0 COMPONENT VIBRATION ISOLATION: NOT 150LATED BUMPER RESTRAINT OR SNUBBER IN EACH DIRECTION WITH LE55 THAN I/A' AIR GAP? N/A RESTRAINT CLEARANCE FACTOR FOR ISOLATED EQUIPMENT: t„ = 1,00 HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN 5TRU6TURE HEIGHT OF COMPONENT IN 5TRUCTURE z I h = 0.P2 LEVEL 4-4R Lop level z/h= 0,62 LEVEL3-3R z / h = 0.42 LEVEL 2-211C z/h= 0,1G LEVEL COMPONENT SEISMIC DE51GN FORCE: LRPD A5D F,.=0.2x 5Dsx Wr= 0, 17 Wp 0.7P„= 0, 12 Wp Fr=[(O.4x A x 5,x Wr)/(RA/I,)]A[I+2(z LL— 031Wp _>0,7IWp OJFr= 0.22We _>0.5Wp CDC 1617.11 GI Fr,_= 0, 3 x 5, x Irx We= 0,29 Wp 07Fe= 0. t5 Wp Fv.m>.= 1.6 x 5, x le A We= 1.37 We OJFrm,.= 0.9C Wp I BrarieC 5Par4n4 STRIKE PLATE Car Caot LOAD 10E 96 Inches Fp,design= 0.71 Wp O.L`Fe = 0.50 WP top level TOP 134 G3 inches Fp,design= 0.71 Wp OJF, = 0.50 Wp top level BOTTOM 144 132 Endres Fp,design= 0.31 Wp OJFp= 0,22 Wp level l-13K A5ME 17.1. Gecnon RAG IG) 1,00Wp Controller Anchorage Fp,desigPD,= 1.421 Controller Anceonge Fp,design = LOO WP HVhereddnveskKOLIBRIENSHARINGW&hndler502M3-Uptw Ne otltaleslchindier- Elevalm Calc_ASCE/-16_GRl 1 00 Wp 0.99 Wp Governs OJO Wp 3:53 PM300023 PROJECT: PROJECT #: REFERENCE: 2 SEISMIC LOADINGS ON CAR RAILS CAR CAPACITY = 3500 It, CAR WEIGHT = 2595 It Wp=0.4WCap+WcCr 39981b RAIL ECC. = 0.00 in RAIL DBG = 83,85 in LATERAL LOADINGS: (re, G.B.C., section I G 17.1 1 .20 ) Fear - 0.71'(40% of Car Cap. + Car Wt.) = LATERAL LOADINGS Q TOP GUIDE PLATE: Rl top = Fcar/3 = R2top= R. I top/2 = LATERAL LOADINGS Q BOTTOM GUIDE PLATE: Rl bot= 2 Fcar/3 = R2ecc = Rl boCecc/DBG RI=(R1bota+R2ecc2)"2 R2tbot= Rl bct/2 = KI design A5D R2 design ADD BY: DATE: R2 VY R1 ::::�b R2 2838.G It, Vx VY A5ME A] 7.1 - Section 8.4 946.2 It, Can Position Restraint / Rail Span Ratio: 473, 1 Ib Distance between upper and lower position re5trants (y = 108 in Maximum distance between rat brackets 1592.4 Ib (I) = 134 in 0.0 Ib UI = 0.81 > 0.G5 Lm>L 1692.411, RI=0.5W(I-U31)= 207G.0 It, 94G,2 lb R2 = RI/2 = 1035.0 It 1453 2076.0 Ib K 1 = W/3 = NA Ib 727 1036.0 lb R2 = RI/2 = NA lb 3 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALYSIS RAIL = 12 Ib/ft ELASTIC MODULUS E = 29000 e i YIELDING STRENGTH Fy = 30000 psi MOMENT OF INTERIA Ix = 4.49 in° MOMENT OF INTERIA ly = 3.61 m° SECTION MODULUS 5x = 1.85 m SECTION MODULUS 5y = 1.45 in' MAXIMUM LENGTH Lin = 134 in A17. 1 ALLOWABLE BENDING Fb= a C Fy RADIUS OF GYRATION rx = 1 . 1 33 in RADIUS OF GYRATION ry= I .O I G in CANTILEVER A55UMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE WORST CASE WITH RI LOADINGS AT SPLICE AND MID5PAN BETWEEN BRACKETS PAIL CONNECTIONS MODELED AS PINNED SPLICE MID SPAN RI RI l � Lc SPAN Lm ALLOWABLE DEFLECTION d = (RI top'Lc2'(Lc+Lm)/3EI = 1.25 in WHERE Lca+LmLcx-D3EVR1 top =0 �Lc= 52,59433 in ALLOWABLE BENDING STRENGTH Fb = 0.6Fy= 21600 psi ALLOWABLE DEFLECTION d = (R I'Lc2'(Lc+Lm)/3E1 = 1.25 in WHERE Lca+LmLc2-D3EVR1 =C -.Lac= 35.5 10 15 in RAIL SPAN FOR BOTTOM LOADS AT GUIDE PLATE A5ME A 1 7. 1 Table 8.4, 1 2.2.2 L,00 and > 24 OK ASME A 17.1 PART 6 SECTION 8.4.8.3 A5ME A17. 1 Table 8.4. 12.2.2 L, 00 and > 24 OK MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY DEFLECTION (A5ME A 17. 1 8.4. 1 2.2. 1) La - (249EID/2/R l )'/a 1 92.56 in La> Lm -r OK MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY BENDING STRESS (A5ME A 1 7. 1 8.4. 1 2. I . 1) La =71 76715z/Wp/2. 93/0.7 = 228.05 in la > Lm - OK Contmuoos beam Ron, I3/64(0.7KI)Lm= 39553,84 m-II, Mni 13/G4(0. 7R2)Lm= 19776.92 m-lb GOVERNING RAIL COMPRESSION Fe = (w. -)= 3G885.7 psi Pin = (0.652 ` F3 • d = 63749. 16 lb * rL� E \as combined max bens I compression 4.71 • (F I = 133.7 > KVr Y I G.05 in max ISO it max Pr = 1 1206.5 LB KVr = 88.08 < 200 -+ OK 139581 9 Ib M1tr 1"s7 SEE FOLLOWING PAGES FOR MAX Mr/Mn H:1Sharetl tlrivesV(OLIBRIEN SHARING15cNMler 502303 -Uptown Newpwilcdcsl5chintller- FJeval« Calc_ASCE 7-15_CAR 1 3.53 PM3/2NP0P3 PROJECT, PROJECT #: REFERENCE: 4 RAIL CLIP STRENGTH ANALY515 YIELDING STRENGTH Fy = SAFETY FACTOR On = ALLOWABLE BENDING STRENGTH Fb = TbFy- DISTANCE TO R2 LOADINGS = RAIL CLIP THICKNE55 t = RAIL CLIP WIDTH w = CLIP SECTION MODULUS 5= A307 BOLT DIA. = A307 5/6 BOLT SHEAR CAFACITY OVI, = A307 5/6 BOLT TENSILE CAPACITY mTb = K2max CLIP BENDING: IF = MO, T= R2'2'L Fchp=T/5', Mclip= 197'Fclip 4 fb= BOLT SHEAR By = Rma42 BOLT TENSION Bt = Rmdx'275' fb/FB < I Bvl(Vf,/Q Btl(Tb/4) < 1 5 RAIL BENDING CAPACITY ANALY515 50000 ps, 0.9 (UD) A151 51 00-07 c3.1 1 45001 psi 2 in 0.4 m 2 in 0,06 m' 0. G25 in LRFD 58G7.51b RP,Vb=O. 75Ab0Q50Fu) 8801.2 IF (mHb=075AR0 75FU) D=GOks for A307 Abnet=O-85'Abgrnss 10224,2 ps 519.0 IF 415.2 Ib Q23 < I —OK 0,14 <I —OK RAIL = 12 Ib/ft FLA5TIC MODULUS E = 29000 ks1 YIELDING STRENGTH Fy = 39000 psi MOMENT OF INTEEKIA Ix = 4 49 m MOMENT OF INF IA ly = 3.9 1 in SECTION MODULUS Sx = 1,05 no SECTION MODULUS Sy = 1,45 m ASME A 17 1 PART 8 5ECTION 8.4.8.3 O.GO Fy ALLOWABLE BENDING 5TRENGTH FIR =O.GFy- 21 000.0 ps, Mmax=13/G4(0. 7R1)Lm= 395536 Mb Mmax= 131G4(0. 7R2)Lm= 197799 Mb BENDING 5TRE55 IF I = M,,Sx 21380.5 psi BENDING 5TRE55 fb2 = My/Sy 13G39S ps, Ma = Fb'Sa 399G0.0 in lb fb ICl, < 1 0,990 < I OK RAIN, < I O.G3 < I —OK G RAIL TORSIONAL SHEAR CAPACITY ANALY515 (ASME A 17.1 8,4. 12.2.1) Governs BY: DATE: UAj,'wT Rol R2 p ,m/ MD J _ Conserva0vey assumes Nome load at m.d span ANALY515 PER KOARK'S FORMULAS FOR STRESS AND STRAIN. SEC, 10, 7, TABLE 10, 1 23 =r,Tr " GUIDE RAIL '"" CE= O 41372 �oltnmllr) k_fp=].a,.F=� 29.000 ks, T=OTR2max'2"Tx= 453.2 ,-IF rl G = 10.900 ks e = TUNG = 0. 12G3G7 raa 1ee- a = 5 m T,ve = TG- 3 = O.000G04 psi A = A, b = 0.375 in C= 03G9809 c = 3. 1 25 m Tmax = TCM = 3780.8 psi wbnr K, 'U, ��-n.tnA�3 c R d d = 0,375 m n A_ -ml'- ' t = 0.375 in ALLOWABLE SHEAR STRESS (A15C 3G0.1 G): n 03T5 �n I.I'(E'I 2/Fy)'Iz= 342 > rytw � -)n Lm = 114 n hi= 8.33 1A ,.n.dR � pr1 r= 034378m Aw 1-17n' m.d.9F.If KI = 0,0637376 Cv= I K2 = 0,0525552 —. Td0 = .GFyACv/4 = 151 57.2 psi n = 0.24 1 G747 T / (Tv/R) = 0.25 < I —OK D = 0.305 HISharad EMea1MOLIBRIEN 6HARINGN'cMMar 6021 dpl Neeyatllcalesl0chinder-Sevaler Wk ASCE]-16_CAR 1 353 PMN20R023 PROJECT: PROJECT #: REFERENCE _ 7 LATERAL TORSIONAL BUCKLING STRENGTH ANALYSIS AISC 3G0- I G By: DATE: A, = 1.95E�� B + ��. L 1 �.J l t B' web compresson web tension D 5G3071.13 in -lb or 399938.8 in-Ib B = —2.3 Lb J -0. 1722G3 B — 2.3 Lb f O. 1722G33 MV = yield moment about the axis of bending. - F,,SA GGGOO.O m-Ib O.GMn = 399GO in -lb All, =rt'"<M, Mcr > My --> Mn = My Alp = F. Z,, < 1.6m. G6000 m-Ib < I OG5G0 m-Ib —r OK Mmart/O.6MR- 0.990 < LOOK 8 RAIL WEB BUCKLING STRENGTH ANALYSIS AISC 3GO-1 G Al, = F,,S., GGGO0.0 in -lb O.GW = 339GO in -lb. (I) When +� <0.54 F,. Fcr=Fy Fo, — F1. 12) When 0.84 E < d - 1.52E F. + F. NA Fc,= 1.43-0.515 /,I(F F „ V L (3) When > I.51 E F� NA F E d �+rr f Mmm/O.GM,— 0.990 < LOOK H:4 hxe ddl..WCLIBRIEN SHARINGISlhM]a SOM-UPI.,l NewpotlkakslSchintller- 0.. Cak ASCE 1-16 CAR 1 3.13 PMXM423 PROJECT. PROJECT #: REFERENCE: 9 CAR RETAINER PLATE STRUCTURAL ANALYSIS ANALY515 PER ROARK'5 FORMULA5 FOR 5TRE55 AND STRAIN, TABLE 10. 1.4 Ey = 30000 Psi Fu = 55000 psi Fb = Fy/Q 2155G.9 psi Q= I G7 CHECK BENDING 5TRE55 PL R2 fb = 0, 7R2'2"/(0. 1675'3,8125"-2/4) = 2132.8 psi fb/FB < 1 O. 10 <. I -.OK I . I -(E' 1 .2/Fy)nz = 34.2 > H/tw Ntw= I4.G7 Aw = 0.52 In' Cv = I SFyACv/4 = GGG9.2 psI CHECK SHEAR 5TRE55 FL R2 fs = 0.7R2/Aw = 14011 psI Ps / 51/0 < 1 0.2 1 < I OK I .I'(E' I .2/Fy)11z = 34.2 > Wtw wt. = G.7G Aw = 0.98 mz Cv = I -. Tv/Q = .GFyACv/Q = 1 2G31 .5 psi CHECK TORSIONAL 5TRE55 R2 TABLE 10. 1,4 a = 2. 125'/2 = 1 .06 in b = 0.375/2 = 0,19 In T = 0.7R2' 1. 1 5" = 842.8 In -lb Tmax = IT 7L 1�Inmfla_.. flll Hi,*l�n�-LWVB�-�+0.'J1uI�-� G it no Fr Tmax = 9528.9 psi Tmax / Tv/0 < I 0.754 < I OK A307 BOLT DIA. = O.G25 in A307 5/8 BOLT SHEAR CAPACITY OVb = 58G7.5 III A307 5/5 BOLT TEN5ILE CAPACITY OTb = 8801.2 Ib 5OLT SHEAR By = RI max/4 515.9 Ib BOLT TENSION Bt = Rmax' 2"/5" 0.0 lb By/(Vbm)+Bt/(Tbm) < 1 0.09 < I -OK BY: DATE: [ro] PLATE 7,Bj[ 1G. LRFD (msVb=0.75AbO.50Fu) ((PtTb=0.75Ab0.75Fu) Fu=GOksi for A307 Abnet=0.85'Abgros5 HtlShared ErIVBSIX0L15R1EN SHARING15chlntllar S02333- Uplown Cali, ASCE I-1II-CAR 1 3.53 PM323I2023 PROJECT: PROJECT #: REFERENCE 10 CAR RAIL BRACKET 5UPPORT A55EMBLY ANALY515 VED BRACKET I OADING CAR RAIL BRACKET - NBC WCLD A5D KI = 1454 Ibs R2 = 727 Ibs R2 Vy POP ANCHORAGE CAR RAIL BRACKCT - CONC. PR 4= 2 RI = 4154286 Ibs R1 R2 R2 = 2077 Ibs Vx Vy LOAD COORDINATES FROM ORIGIN: z FOR WELD ANALY515 LOAD X Y Z R2 7.656 7.242 6. I B75 R2 - r -.IL " FOR ANCHORAGE ANALY515 y LOAD X Y Z R2 7.656 7.227 6. 1575 A' V.I.F. SEE WELD CALC5 ON THE FOLLOWING PAGES 4.4375 IN. SEE 51MP50N CALCl11ATION5 ON FOLLOWING PAGE5 ORIGIN 1/8x7/l6x5 1/8 LG. 1/Bx3/l6x5 1/8 LG. CAR RAIL BRACKET-VERI, HSS MOUNTED SCALE: BY: DATE: CAR RAIL BRACKET -CONCRETE MOUNIED SCALE- H ShvM &v.WGLISRIEN SHARINGISo Mla SOM-Uplwm NewpaiticalcsllScNMler- A..W UN-ASCE 7-16 CAR 1 353 PNL2N2D23 WELD GROUP ANALYSIS AISC Elastic Method EWF1.TkTprT9 - • ...FA10[e71111:8:1:7Ti1RA0fell: l4MYTlCIae71 Number of Welds, Nw =0 Weld Coordinates: Start End Weld Weld •• '®' 1 111 � 1 111 No. of Load Points =0 Load Point Data: R2CAR X-Coordinate (in.) = Y-Coordinate (in.) = Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in-k) = Moment, My (in-k) = Moment, Mz (in-k) = (A)00 7.242 14.0 12.0 10.0 c fi.o n X X Q 6.0 4.0 2.0 0.0 2.0 4.0 6.0 8.0 10.0 12.0 X - AXIS (in.) WELD GROUP PLOT +Y +Z 1=Start 2=End 1 2 2 Weld #3 Weld #2 Weld #1 1 1 2 ~+X \Origin NOMENCLATURE 1 of 2 3/20/2023 4:14 PM Results: Weld roup Pro erties: E Loads Co C.G. of Weld Grou Lw = 6.000 in. E Pz = 0.00 kips Xc = 7.656 in. E Px = 0.73 kips Yc = 2.559 in. E Py = 0.00 kips Ix = 39.29 in^3 E Mx = 0.00 in-k ly = 4.50 in^3 E My = 4.50 in-k J = 43.79 in-3 E Mz = -3.40 in-k Weld Forces k/in. Fw 1 Fw 2 2 of 2 3/20/2023 4:14 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: THAT STATION Subject: SINGLE BRACKET PIT LOADS Job Number: IS02293 Originator: DT I Checker: Iij Input Data: Number of Bolts, N =0 Bolt Coordinates: Point Coordinates: Point Coordinates: Xo (in.) Yo (in.) Xo (in.) Yo (in.) Xo (in.) Yo (in.) 3.100 2.000 t: #2: 12.270 2.000 No. Points =� Load Point Data: R2CAR X (in.) = 7.656 Y (in.) = 7.242 Z (in.) = 6.188 Pz (k) = Px (k) = 2.077 Py (k) = Mx (in-k) = My (in-k) _ Mz (in-k) _ (continued) 1 of 2 3/20/2023 4:18 PM Results: 30.0 POINT GROUP PLOT Bolt G cup Pro erties: XC = 7.685 in. 25.0 YC = 2.000 in. IX = 0.00 in.^2 ly = 42.04 in."2 20.0 J = 42.04 in..^2 Ixy = 0.00 in.^2 X 15.0 0 = 0.000 deg. a i E Loads C.G. of Bolt Group: 10.0 E Pz = 0.00 kips E PX = 2.08 kips X E Py = 0.00 kips 5.0 E Mx = 0.00 in-k • + • E My = 12.85 in-k 0,0 E Mz = -10.89 in-k 0.0 5.0 10.0 15.0 4R0 25.0 30.0 X -AXIS (in.) Bolt Reactions (k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz Shear Rh Axial Rz I Shear Rh #1 -1.40 1.58 #2 1.40 1.58 Bolt Reaction Summa : Rz(max) = 1.40 kips (+) = COMPRESSION Rz(min) = -1.40 kips (-) = TENSION Rh max = 1.58 kips 2 of 2 3/20/2023 4:18 PM Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz Shear Rh Axial Rz I Shear Rh #1 -1.40 1.58 #2 1.40 1.58 Bolt Reaction Summa : Rz(max) = 1.40 kips (+) = COMPRESSION Rz(min) = -1.40 kips (-) = TENSION Rh max = 1.58 kips 2 of 2 3/20/2023 4:18 PM 2 of 2 3/20/2023 4:18 PM Anchor DesignerTM Software - Version 3.1.2301.3 "Protect Customer company: Customer contact name: Customer e-mail: Comment: 2. Innut Data 8, Anchor Parameters General Design method:ACI 318.14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 3.625 Effective Embedment depth, her (inch): 3.000 Code report: ICC-ES ESR-3037 Anchor category: i Anchor ductility: Yes hNn (Inch): 5.84 cac (inch): 7.71 Cmin (Inch): 6.50 Smm (inch): 4.16 Project description: single bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f� (psi): 3000 w,v: 1.0 Reinforcement condition. B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strong-B0110 2 - 5/8" 0 CS Strong -Bolt 2, hnom:3.625' (92mm) Code Report: ICC-ES ESR-3037 / Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. f 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.,t,,gtie.com Anchor DesignerTM Software ^ r I Version 3.1.2301.3 Load and Geometry Load factor source: Act 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable ppsatli a le Ductility section for tension: 17.2.3.4.3 (d) s Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N�. [lb]: 1400 V... [Ib]: 1580 V... [lb]: 0 M.. [ft-lb]: 0 Mm [ft-lb]: 0 <Figure 1> 0 ft-lb I "/ Z 1 1400 lb 0 ft-lb 0 lb hocked agreement with the exisfing circumstances. the standards and Input data and results must be c 56 W. Lasrguidelines Pos tas Bou et vard Pleasa on. CA 9458E Phone: 925.560.9000Faxchecked : 925.847 3871 Www.stronlgtie clolm 59 ¢+- in Anchor DesignerTIM Software Version 3.1.2301.3 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 w .strongtie.com Anchor DesignerTM Software e Version 3.1.2301.3 3 Resulting Anchor Forces Anchor Tension load, N.I. IN 1 1400.0 Sum 1400.0 Shear load x, Shear load y, Vaa. (Ib) V"ay (lb) 1580.0 1580.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 1400 Resultant compression force 0b): 0 Eccentricity of resultant tension forces in x-axis, all (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, it (inch): 0.00 Eccentricity of resultant shear forces in y-axis, el (inch): 0.00 4. Steel Strength of Anchor in Tension ISec. t7.4.1 0.0 0.0 <Figure All (Ib) IN .a (lb) 19070 0.75 14303 5 Concrete Breakout Strength of Anchor in Tension ISec. 17.4 21 Ne (Eq. 17.4.2.2a) k, .la f, (psi) her (in) Nn (Ib) 17.0 1.00 3000 3.000 4838 0.750N.n = 0.750 (Arvc/ANaa) %d NY'a,N'Ya.NNc (Sec. 17.3.1 & Eq. 17.4.2.1 a) Nn (lb) Al (In2 ca,M (In) WkN Yl Yl AWAR load combined, 1580.0 1580.0 6. Pullout Strength of Anchor in Tension ISec. 77.4.31 0.75lll = 0.75OYf PAaNp(f,/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) 0.75yNp„ (Ib) Na (lb) fo (psi) n d 1.0 1.00 4308 3000 0.50 0.65 2301 0.750l Input data and results must be checked for agreementwith the existing circumstances, the standards and guidelines must be checked for plausibility. �. ,,, ,,,,, -I ,, Cuuw;i-; 11r., 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 926.847.3871 w .strongtle.com Anchor Designer"m Software Version 3.1.2301.3 teel Stenath of Anchor (Sec, n 7 5 11 Vaa (lb) 9930 4aaw�V,a (Ib) 1.0 0.65 6455 9 Concrete Breakout Stren th of Anchor in Shear (Sec, 17..2 Shear perpendicular to edge in Ar-direction: Vb, = min(7(/a/da)0.2qdaAaJfaca,' z; 9AaJfcca,1.51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) (in) da (in) Aa fa (Psi) Cal (in) Vbx (lb) 3.00 0.625 1.00 3000 OVcbx=0(Avc/Av )yid,v v,c.vnP V,,(Sec. 17.3.1& Eq. 17.5.2.1 a)67 4182 Avc (in')'7�. d v v v1h,v V 84.00 98.00 1.00n a n,, . -- _ b, (lb) 0 Shear parallel to edge in y-direction: Vb„ = min)7(1a/da)0.2ddaAadfcca,t5; 9Aadfaca1151 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) da (in) Aa 3.00 0.625 f` (Psi) Ca, (in) Vb (lb) 1.00 OVcby =4 (2)(Av./Ava )'%,..v'Pc,v'/rn,vVb. (Sec. 17.3.1, 3000 4.67 4182 v (in) Av. (ins) 17.5.2.1(c) & Eq. 17.5.2.1a) yed.v 84.00 98.00 1.00n 'P,v '7lh,v V ems„ _ _ _ a. (lb) 4 10. Concrete Plvlut Stien h of Anchor in Shear (Sec. 17.5.3 ¢Vca=OkcnNcb=Okca(ANc/AN )W-'yc,rv`Pcv.rvNb(Sec. 17.3.1&Eq. 17.5.3.1 a) kan Arvc (in') Am(Ind) y'ad.ry y'cry 2.0 R� nn W-u.ry A Results In "action of Tensile and Shear Forces (Sec R17 6) Tension Steel Factored lb Load, Nua ( ) Design Strength, ON, (lb Concrete breakout 1400 1400 14303 Pullout 1400 2359 2301 Shear Steel Factored Load, W. (lb) t tun Design Strength, aVa (Ib) Na (lb) Ratio T. 0,59 0.61 Ratio T Concrete breakout x+ 1580 6455 024 11 Concrete breakout y+ 1580 2710 0.58 Pryout 1580 5420 0.29 6774 0.23 Interaction check (N„a/"Nua)- Sec. R17.6 0.44 Combined Ratio 0.41 84.4a/b 518" 6 CS Strong -Bolt 2, hnom:3.625" (92mm) meets the selected design criteria. (lb) (lb) OVap Status Pass Pass Pass (Governs) Status Pass Pass (Governs) Pass (Governs) Pass Permissible Status L0 o _ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.90o0 Fax: 925.847.3871 w .strongtie.com • Anchor Designer" Software - -? version 3.1.2301.3 U. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. ked for ausib ty 5956 W. LasrPositas Boulevard Pleast with the anton, CA 94588s, the standards Phone 925.560.90 0guidelines x: 925.847 3871eCwwwstronlgtie c'ol input data and results must bm PROJECT: PROJECT #: REFERENCE: I I CAR RAIL BRACKET DEFLECTION ANALYSIS CAR CAPACITY = 3500 lb CAR WEIGHT = 2596 lb Wp=0.4WCap+Wcar 3995 lb RAIL ECC. = 0.00 in RAIL D5G = 83.85 m Ai LATERAL LOADINGS: ( per L.B.C., eecpnn 1 G 17.1 1.20) Fcar = 0.5x (40% of Car Gap. + Car Wt.) _ 1999.0 Ib LATERAL LOADINGS ® TOP GUIDE PATE: Rl top = Fcar/3 = R2top= RI top12 = GGG.3 Ib 333.2 Ib LATERAL LOADINGS 0 BOTTOM GUIDE PLATE: R I bot= 2 Fcar/3 = R2ecc = RI bot'eoc/DBG 1332.7 Ib R1=(Rlbot`+R2ecc�)°"` 0.0 Ib R21,bot= R I bot/2 = 1332.7 lb RI design 9GG.3 lb R2 design 1332.7 Ib Gli Ib BRACKET DEPEL71ON: `= 54.5 rn E = 29000 k5 IY = 1.253 in P = K I CAR/2 = 1,333 kip a= 0 In b = 5.G25 In Auw.z = Pb`(3Lr-b)/GET = 0-029831 in AA-1-:.n = 0.125 in Aug — ,>A ,_ OK ASME A17.1 SEC, 2,23.5.2 BY: DATE: R2 VY Rl R2 VX zg- w.IIqm _-m; m LG8x3/I6x5 I/6 H 15M1arstl tlrivaAKOLIBRIEN SHARINO1 611,11i 502303-Uptown Newporlkalcsl5chintller-Elevator Calc_ASCE 7-ILCAR 1 353 PM3I2WN23 5Y: PROJECT: DATE: PROJECT k: - - REFERENCE: -' - 12 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS CWF WEIGHT = 4360 II, R2 RAIL FCC. = 0 in vY R2 RAIL 05G = 48.5 In Rt LATERAL LOADINGS: (per C.B.C., Section 1617. I 1.20 3095.G Ib VX VY Fcwt = 0.7 Ix (Cwt Wt) = ASME A 17.1 - 5ection 8.4 LATERAL LOADINGS @ TOP GUIDE PLATE: 1031 .9 lb CWt Positron Restramt / Rad 51"an Ratio: KI top = Fewt/3 = 515.9 Ib Distance between upper and lower position re5tramts R2top= RI top/2 = (L) = 105 in Maximum distance between rall brackets LATERAL LOADINGS @ BOTTOM GUIDE PLATE 20G3,7 Ib (1) = 62.671833 in KI bot= 2 Fcwt/3 = 0.0 Ib UI = 1,72 > 0.65 L>L R2ecc = R I bet'ecUDBG R I = 0.5 W(I -U3F) = NA lb RI=(Rlbot2+R2ecca)"a 2063.7 Ib NA lb 10313 lb R2 = RI/2 = R2tbot= RI bot/2 = RI = W/3 = 1453.3 Ib KI desgn A5D IA45 2063.7 Ib 72G.7 Ib R2 design A50 722 1031.9 Ib K2 = K1/2 = 13 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALY515 CANTILEVER A55UMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE 8 Ib/k RAIL = WORST CASE WITH RI LOADINGS AT SPLICE AND MIDSPAN BETWEEN BRACKETS ELASTIC MODULUS E = 29000 ksl RAIL CONNECTIONS MODELED A5 PINNED YIELDING STRENGTH Fy = 3G00O psr SPLICE MID SPAN MOMENT Of INTERIA Ix = 1.40 in' RI RI MOMENT OF INTERIA ly = .28 m° SECTION MODULUS 5x = 0.86 iO3 SECTION MODULUS 5y = 0.73 in3 MAXIMUM LENGTH L. = 63 m g Al 7.1 ALLOWABLE BENDING Fb= 0.6 Fy RADIUS OF GYRATION e, = 0.780 in Lc SPAN L. RADIUS OF GYRATION ry = 0.740 in z' c+Lm)/3EI (L = 0.75 in ASME A 17.1 Table 5.4, 12.2.2 ALLOWABLE DEFLECTION d = (RI top'Lc and > 12 -r OK WHERE Lc3+LmLca-D3EVR I top =0 Le- 30 77608 InL,No 2 1600 psr ASME A 17.1 PART 8 SECTION 8.4.8.3 ALLOWABLE BENDING STRENGTH fe = 0.6Fy= MAXIMUM ALLOWABLE CANTILEVER LENGTH LIMITED BY DEFLECTION ASME A 17. Table 8.4. 2:2.2 ALLOWABLE DEFLECTION d = (R I'Lca'(Lc+Lm)/3EI = 0.75 m LaNO and > 12 -r OK WHERE Lca+LmLca-D3EI/RI =0 �tac= 21.763261n RAIL SPAN FOR BOTTOM LOADS AT GUIDE PLATE SPAN BETWEEN BRACKETS LIMITED BY DEFLECTION (ASME A 17, 18.4. 1 2.2. 1) 8 92 It max MAXIMUM ALLOWABLE 106.96 in L, > Lm -+ OK AXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BYWEIGHT (ASME A17.1 8.4. I�P;.� -, OK 6.1 it max MAXIMUM La=7176715dFcwt/Z= 97.21 in93/0.7 9721 in Governs -.La= SPAN BETWEEN BRACKETS WITH ONE INTERMIEDIATE TIE BRACKET(; A11 OK 5.4, 12A.10 10.7 It max MAXIMUM ALLOWABLE 128.95 in La=95I9915ecwU2.93/0.7 = LME SPAN BETWEEN BRACKETS WITH TWO INTEKMIEDIATE TIE BRACKff IOC. 8.4.12.1 . I) 1 1 .9 It max MAXIMUM ALLOWABLE ,A 142.70 in La , La = 10534955,01'e V2.93/O.7 = 63.00 in Governs without tie brackets La at K I max = -' La = 95.00 ur Governs Without de brackets La at R2max = ti La = Tie bncketa xive ro bene0t Contmuous beam Mmax= 13/G4(0.7KI )Lm= 15390.24 m-Ib Mmax=13/G4(O.7K2)Lm= 9195.12 m-II, GOVERNING RAIL COMPRESSION ^1053G3 Ib Fa = C_ E h. _) _ 84238.5 psi Pn = (.0.658" r ) combined max bending F compression `0.5 4.71. �f� 1 = 133,7 > KVr Pr = KVr = Pm = nu _Y7 =7 5EE FOLLOWING PAGES FOR MAX Mr/Mn 1536.5 LB 55,29 <200-+OK 1 75G04.9 lb o.e90 < I -i OK H:15harWd6reaV(OLIBRIENSHARING1Sd Mlaz502303-Uptown NewpmM.N.%I Kindler-9.x,,Cwu_ASCE7-I6CARI 3:53 pilWW2023 PROJECT: PROJECT#: REFERENCE: 14 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS YIELDING STRENGTH Py = SAFETY FACTOR (Db = ALLOWABLE BENDING STRENGTH fb = m6Fy= DISTANCE TO R2 LOADINGS = RAIL CLIP THICKNESS t = RAIL CLIP WIDTH w = CLIP SECTION MODULUS 5= A307 BOLT CIA. _ A307 5/8 BOLT 511EAR CAPACITY IDVb = A307 5/8 BOLT TEN51E CAPACITY IDTb = R2max CLIP BENDING: fb = M/5, T= R2.2", FCIIp=T/5°, Mchp= I .97"'Fchp 4 fb= BOLT SHEAR By = Rmap2 BOLT TENSION Bt fblFB < I 5y/(Vbm)+BV(Tb(D) < 15 RAIL BENDING CAPACITY ANALYSIS RAIL = ELASTIC MODULUS E _ YIELDING STRENGTH Fy = MOMENT OF INTERIA 1x = MOMENT OF It ITERIA ly = SECTION MODULUS Sx = SECTION MODULUS Sy = A5ME A 17.1 PART 8 SECTION 8.4,8.3 ALLOWABLE BENDING STRENGTH fb = O.GFy= Mmax= 13/G4(0.7R I )Lm= Mmax= I3/G4(0.7R2)Lm= SENDING STRESS Fb I = M>;/5, BENDING STRESS fb2 = My/5y Ma = Fb'5x fb /Fb < I fb2/Fb < I 50000 psi 0.9 (L5D) A151 5100-07 c.3. 1 . 1 45000.0 p,, 2 in 0.4 m 2 in 0.06 m3 O.G25 In LKFD 58G7.5 Ib (msVi,=0.75AbO.50Fu) 5801.2 Ib (mtTb=O 75AbO 10224,2 psi 515.9 Ib 412.7 Ib 0.23 < I -» OK 0.13 < I OK 8 IWIt 29000 k , 30000 F" 1.40 in4 1.28 In4 0.8G ms 0.73 Ina O.GO Fy 21000.0 psi 18390.2 In-Ib 9195, 1 In -lb 21384.0 psi 1259G.1 psa 1857G.0 m-Ib 0.990<I-or 0.58 <I -. OK 16 RAIL TORSIONAL SHEAR CAPACITY ANALYSIS 75Fu) Fo=GDksl For A307 Abnet=0,85'Abgross ANALYSIS PER ROARK'S FORMULAS FOR 5TRE55 AND STRAIN, SEC- 10.7. TABLE 10.1.23 GUIDE RAIL Cry = L = G = a = b= c = d = t = tl = L. = KI = K2 = a = D= 0.120 Inc 29.000 k 10,900 ksl 5 m O.G25 m 2 In 0.375 In 0.375 In 0.G25 in G2.G71833 In 0.19 in 0.3748552 0.0330798 0.10824 0,375 K= 0.410079 T = 0.7R2mat'2" = 1444.G In -lb 9 = TUKG = 0.020255 rad Tave = TA ^ 3 = 0.0058G9 ps C= 0,371092 Tmax = TC4: = 1307.3 psI ALLOWABLE SHEAR STRESS (AI5C 3GO- I O): I.I'(E'l,21fy)�'= 34.2>lytw h/tw = 5.33 A. = 0.75 Ins Cv = 1 -� TvAd = .GryAcv/Q = 9700.G P sI T / (%/Q) = 0. 13 < I - OK BY: DATE: AR/"*T PA0. R2 !?'t 4!0? V V J I_ A?A? V R -rT t � A-=KI . K, ../Y K,=ed'�I n.ILLS'�II d' 11 A C.Ir J c_HA � ra H:13haretltlmresIXUDBRIENSHARINa3cM1intllar 502303-Uplown Nenpwllcaasi5chintllar-Elevator Calcj�SCE ]-16_CAR1 3:53 PM3IM23 PKOJECT: PROJECT R: - - KEEEKENCE BY: DATE: 17 LATERAL TORSIONAL BUCKLING STRENGTH ANALYSIS AISC 3GO- I G I'45E 1 ,/ ($ }. l }$'- web compressors web tension ` 163648.6 m-lb or 994103.3 in -lb b $ _ —2. ;� -0.078819 d LlP 0.0768186 B 2.3 r10ld moment about the axis of bend111., 309GO.0 in-Ib 0.6Mn = 1857G in -lb My- ) =F& Mc' > My --> Mn = My 30960 m-Ib <_ 4953G m-Ib —+ OK mm I O.GMn — 0.990 < t .0 OK 18 RAIL WEB BUCKLING STRENGTH ANALYSIS AISC 3GO- I G /l/,, = F r•S.t 30%;0.0 in -lb 0.6Mn = 1 657G in -lb t/ £ III When — < 0.S4 F Pcr=Py r„ Fr=F,. (2.) When 0.84 £ < d F <LJ'_ F,� NA F N. d F, 515 l q,. E d (3) when —>I.52 NA r„ F, Mmax/O.GMn— 0.990 < 1.0 OK 3$3 PML2MD23 H:\Shared dnvss OnBRIEN SHAKING\SchiOW 502303-❑plawn Nswpmtkalcs\Schindler- Mevabr Calc_ASCE 74CAR1 PROJECT: PROJECT #: REFERENCE: 19 SEISMIC LOADINGS ON COUNTERWEIGHT RETAINER PLATE ANALY515 PER ROARK'S FORMULAS FOR STRESS AND STRAIN, TABLE 10. 1.4 Fy = 39;OG0 P51 Fu = 55000 P51 Fb = Fy/o 21556.9 psl 0= I .67 CHECK BENDING STRESS PL R2 Pb = O.7R2. 1. 1 07(0.375'-1 .94" ^ 2/4) = 2436. I P51 fb/FB < 1 O. 1 1 < I -OK I. I'(E'1.2/Fy)°2 = 34.2 > Wtw wt. = 4.95 Aw = 0.71 In2 Cv = I -. 5v/4 = .6FyACv/4 = 9240.1 P51 CHECK SHEAR STRESS PIT R2 fs = 0.7R2/Aw = 101 1 . 1 psi f5 / 5v/S7 < 1 O. 1 1 < I -. OK 1.1'(E' L.2/f,)I!2 = 34.2 > Wtw Wtw = 5.1 1 A. = 0.74 In2 Cv = I -+ TWO _ .GFyACv/4 = 9535.0 P51 CHECK TOR51ONAL STRESS R2 TABLE 10. 1.4 a = 1.9472 = 0.97 m b = O.37572 - O. 19 In T = O.7R2'O,75" = 529.1 in -lb Tmax = :IT L h _ I W I2:110I h`.1. I1 " +11,9I IYI`ea Tmax = 6628.0 Ps Tmax / Tv/0 < 1 0.70 < I -+ OK A3O7 BOLT DIA. = 0.625 In A3O7 5/8 BOLT SHEAR CAPACITY OVb = 5867.5 lb A3O7 5/8 BOLT TENI51LE CAPACITY OTb = 8801.2 lb BOLT SHEAR By = R 1 maW4 515.9 Ib BOLT TENSION Bt = Rmax'?"/5" 0.0 lb 3y/(Vb0)+BU(Tb4l) < I 0.09 < 1 -. OK BY: DATE: '111 � nse ow anrn sacM. 1/3'o 107 M.B. sl' fuel _� El In] I I y' In] Pt 7E 7bxlx8N LG. I T 2b -L -2a- -RFD (m5Vb=0.75A6O.5OFu) (OtTb=O.75A6O.75Fu) Fu=60ks1 for A3O7 Abr&=O.85'Abpross .SW . H 13hud&,ve KOLIBRIEN SHARINGI&NMI., SO303-UPI. NsxOwtl.1WS6mdIa1-pevalol Gal ASGE]-16 CAR1 353 PMN2 23 PROJECT: - - - PROJECT #: - - REFERENCE: BY: DATE: 20 COUNTERWEIGHT COMBO RAIL BRACKET A55EMBLY TO CONC. WALL ANALY515 CWT RAIL BRACKET- TUBE WELD A51) RI = 1445 Ibs R2 = 723 ibs FOR A14CHORAGE ONT RAIL BRACKET - CONC. Frr O= 2 RI = 4129 Ibs R2 = 2066 Ibs COORDINATES IN INCHES FROM ORIGIN: mini lli . _..LOAD x Y Z R2 CAR 36 1 2 3125 RI CWT 60. 14 12 4.34 LOAD - - X Y Z R2 CAR 1 34. (b 1 2 1 1 .3125 RI CWT 1 59.66 1 2 4.34 ORIGIN ORIGIN R2 VY R1 R2 Vx Vy 5EE THE FOLLOWING PAGE5 FOR WELD AND BOLT CALCULATION5 5EE CALCULATIONS ON FOLLOWING PAGE5 FOR CONCRETE WEDGE ANCHOR BOLT ULTIMATE STRENGTH ANALY515 H15h.W d&..KGUMEN SHARING &jIIdje, S02M3-UpIWm Newpo:lledc515chinNe:-EW-t-'C-k ASCE7-16CAR1 353 P020033 _D GROUP ANALYSIS AISC Elastic Method NEWPORT - CAR 1-5 Job Number:IS02303 Originator: DT Chen arY _i lV Number of Welds, Nw =® Weld Coordinates: Start End Weld Weld Weld Weld 1111 11// • 1 � /11 � � 111 • �. 1 1111 .: •1 /111 .. , 1 111 .: •1 111 No. of Load Points =� Load Point Data: R2CAR R1CWT X-Coordinate (in.) = 36.000 60.140 Y-Coordinate (in.) = 2.000 2.000 Z-Coordinate (in.) = 11.313 4.340 Axial Load, Pz (k) _ Shear Load, Px (k) = 0.723 1.445 Shear Load, Py (k) _ Moment, Mx (in-k) _ Moment, My (in-k) _ Moment, Mz (in-k) _ 14.0 12.0 10.0 8.0 6.0 4.0 0 00 T 0.0 10.0 20.0 30.0 40.0 50.0 60.0 100 800 X- AXIS (in.) —10 WELD GROUP PLOT +Z +Y 1=Start 2=End 1 2 2 Weld #3 Weld #2 Eweld#1 1 1 2 � N +X Origin NOMENCLATURE 1 of 2 3/20/2023 4:16 PM Results: Weld Group Properties: E Loads C.G. of Weld Group: Lw = 13.820 in. E Pz = 0.00 kips Xc = 35.336 in. E Px = 2.17 kips Yc = 2.000 in. E Py = 0.00 kips Ix = 55.28 inA3 E Mx = 0.00 in-k ly = 13636.15 in^3 E My = 14.45 in-k J = 13691.43 in^3 E Mz = 0.00 in-k WrForces Weld #1 Weld #2 Weld #3 Weld #4 Re wired E70XX Weld Size: Fw(max) = 0.161 kips/in. Fillet (leg) = 0.011 in. Throat (eff) = 0.008 in. F 0 000 2 of 2 3/20/2023 4:16 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: Job Number UPTOWN NEWPORT- CARS-s IS02303 Subject Originator: COMBO BRACKET PIT LOADS DT Checker: JJ Input Data: Number of Bolts, N =® #1: Bolt Coordinates: Xo (in.) Yo (in.) Point Coordinates: Xo Point Coordinates: Xo (in.) Yo (in.) 1.500 2.000 #Z 11.500 2.000 #s: 64.630 2.000 #4: 74.630 2.000 No. Points =0 Load Point Data: R2cAR R1cw X (in.) _ 34.780 59.860 1 of 2 3/20/2023 4:17 PM POINT GROUP PLOT 30.0 Results: Bolt Grou Pro erties: XC= 38.065 in. 25,0 Yc = 2.000 in. Ix= 0.00 in."2 ly= 4085.40 in.^2 200 J = 4085.40 in ^2 E, Ixy = 0.00 in "2 KLo 15.0 0 = 0.000 deg. a i E Loads C.G. of Bolt Group: 100 E Pz = 0.00 kips E Px = 6.21 kips 5.0 E Py = 0.00 kips E Mx = 0.00 in-k EMy= 41.42 in-k 000.0 10.0 20.0 30,0 40.0 50.0 60,0 70.0 80.0 E Mz = 0.00 in-k X - AXIS (in.) -C Bolt Reactions (k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz I Shear Rh Axial Rz Shear Rh #1: -0.37 1.55 #2: -0.27 1.55 #3: 0.27 1.55 #4: 0.37 1.55 Bolt Reaction Summary: Rz(max) = 0.37 kips (+) = COMPRESSION Rz(min) = -0.37 kips (-) = TENSION Rh max = 1.55 kips 2 of 2 3/20/2023 4:17 PM J�Lr/ Anchor DesignerTM i 7,-M Imo. Software _ M�_, Version 3.1.2301.3 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, her (inch): 3.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes h�" (inch): 5.78 cac (inch): 7.33 Cmm (inch): 4.00 Smm (inch): 2.75 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 116 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: COMBO bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, fc (psi): 3000 4).v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 1/2"0 CS Strong -Bolt 2, hnom:3.75' (95mm) Code Report: [CC -ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 1 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com �S•� Anchor Designer TM Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads Nye [Ib]: 370 Vuax [lb]: 1550 Vier [lb]: 0 Max [ft-lb]: 0 M„ r [ft-lb]: 0 <Figure 1> 0 ft. M 1550 lb Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 2/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 370 lb t-lb Y 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 1_, I , 11,r 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 926.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software - Version 3.1.2301.3 <Figure 2> ndards and guidenes must Input data and results must 65956 W. LasrPosiitas Boulevard Pleasa non, CA 94588sPhone: a925.566 90 0 Fax: 925.847.3871 ew l strongtie.com Anchor DesignerTM Software Version 3.1.2301.3 3. Resulting Anchor Force Anchor Tension load, Nua (lb) Shear load x, Shear load W.._. nr,r _ Y, load combined, 370.0 'I550.0 v(vu-)'+(Vu,LY (lb) Sum 370 0 1550.0 0'0 1550.0 Maximum concrete compression strain (%o): 0.00 0.0 1550.0 Maximum concrete compression stress (psi): 0 <Figure 3> Resultant tension force (lb): 370 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'N, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in Y y-axis, e'vr (inch): 0.00 FX 4. Steel Strength of Anchor in Tension (Sec 17 e 1 t - — - -.. N� sa (lb) 0(lb) (Ib) 12100 o.7s s07 o7s 5 Concrete Bre=4out Strength of Anchor in Ten ion fSec 17 4 2t Ne (Eq. 17.4.2.2a) k` da Pu(psl) har(in) Ne Ib ( ) 17.0 1.00 3000 3.250 5456 0.750N.o = 0.750 (Am/Arwa) vle ,,N w N Kp,NNe (Sec. 17.3.1 & Eq. 17.4.2.1 a) Avc (In2) ANuu (Inz Ca,-n (In) Yr�N y`'z 95.06 95.06 7.00 1.000 � nn Nn (lb) 4 0.750Nm ___ 6. Pulloyr Strength of Anchor in T 4 3f 0.750Nm = 0.750P,,A^(P,/2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Yc,r = Na (Lb) P� (psi) n 1.0 T00 4750 0 0.750Np„ (lb) 3000 0.50 0.65 2537 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTPA Software Version 3.1.2301.3 A. Steel Strenoth of Anchor in She,, (Sec.17 5 11 V a (lb) yr°°r (lb) 6510 1 pmoVs, 0.65 4232 9. Concrete Breakout Stren th of Anchor in Shear Sec 17.5 2 Shear perpendicular to edge in x-direction: Vh. = minj7(/r/ d,)0.2gd„i,Jf�c„'.'; s( (Eq. 17.5.2.2a & Eq. 17.5.2.2b) b (in) d, (in) de f° (psi) c°, (in) Vb. (lb) 3.25 0.Wu 1.00 3000 4.67 3974 011-=0(Av°/Avon) Y',a,v'Y°,v B'h.vV,,(Sec. 17.3.1 &Eq. 17.5.2.1 a) Avg (in2) Avg° (in2) ad,v 84,00 98.06 1.000 1.000 1.080 OVab (lb) 3974 0.70 2575 Shear parallel to edge in y-direction: Vb. = minj7(/e/d°)0.2ddrL°df°ca,1.5; 9A-4r-cr,'5j (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) d, (in) ,t, fc (psi) Cal (in) Vh, (Ib) 3.25 0.500 1.00 3000 06Y =0 (2)(Avr/Av.)'Tedv yY,vw vV,x (Sec. 17.3.1, 17.5.2.1(c) &6Eq- 17.5.2.1 )974 Am(in2) Avo°(in2) Wd,v 'N,v 84.00 91h.v Vh. (lb) 0 98.00 1.000 1.000 OVmr (Ib) 1.080 3974 0.70 5151 10. Concrete PrvoutStrength of Anchor in Shear Sec. 17.5. dV- = 4k-,Nvn = Ok�(A./AN�) yatl.N "IN'Yo,NNe (Sec. 17.3.1 & Eq. 17.5.3.1a) kip Arvc (In) AN. (m2) 'qN .N aN Nh (lb) 2.0 95.06 95.06 1.000 m 1.000 1.000 5456 OV0„ (lb) 0.70 7638 11, Results Interaction of Tensile and Shear Forces Sec, 17.6 Tension Factored Load, N°e (lb) Design Strength, ON, (lb) Ratio Steel 370 9075 Status 0.04 Concrete breakout 370 Pass Pullout 370 2660 0.14 Pass 2537 0.15 Pass (Governs) Shear Factored Load, Via (lb) Design Strength, oVa (lb) Ratio Steel l bbu 4232 Status 0.37 T Concrete breakout x+ 1550 Pass 2575 ii Concrete breakout y+ 1550 0.60 Pass (Governs) P out 5151 0.30 Pryout 7638 Pass (Governs) 0.20 Pass Interaction check N„r/ Nn Sec. Interaction 0.00 V°VOV Combined Ratio Permissible Status 0.60 60.2% 1.0 112"0 CS Strong -Bolt 2, hnom:3.75" (95mm) Pass meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines 5956 W. Las Positas Boulevard Pleasanton, must be checked for plausibility. CA 94588 Phone: 925.560.9000 Fax: 926.847.3871 w .stmngue.com Anchor Designerr"' 11111111 Software r � Version 3.1.2301.3 12 Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 6956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w,w.strongtia.com PROJECT: PROJECT q: BY: REFERENCE: DATE. 21 COUNTERWEIGHT COMBO RAIL BRACKET DEFLECTION ANALYSIS RE90 VLD a ACKET ICADING CWT WEIGHT = 43GO Ib RAIL ECC. = On, R2 RAIL D13G = 48.5 in VY LATERAL LOADING5: ( per C.B.C., secpon I G 17. 1 1 .20) Fcwt = 0.5x (cw wt.) = R 2180.0 lb 1 �ft R2 vy LATERAL LOADINGS Qa TOP GUIDE PLATE: RI top = Fcwt/3 = 72G.7 L, R2top= Rltop/2 = 3G3.3 q, Ckg7CMf qa� i LATERAL LOADINGS Q BOTTOM GUIDE PLATE: 5:H a e,nr M ii Rl bat= 2 FcwV3 = 1453.3 Ib Li4 R2ecc = Rl bot'eWDeG 0.0 Ib RI =(Rl bot2+R2ecc�)11� 1453.316 R2tbot= RI bw2 = 72C.7 Ib RI design 1453.3 Ib R2 design 72G.7 lb RI CAR COMfi CHANNEL DEFLECTION L= 54.5 E = 29000 ksi ly= 1.17 P = RI CAR = 1.376. kip a=6= 27.25 in Aiv = 2R, 31,^2/(3E43a+b)^2 = AMP, = 0.03 m A.,,:,,.,e.,E = O. 125 in 6IA„-,.A2,E > M,A, OK AAu,aAe_ > AA,nv: OK BRACKET CHANNEL DEFLECDON 1-2= 11.C25 in E = 29000 ksI Iy = 14.5 In PI = R2CAR/2 = 0.519 kip P2 = RI Cwt = 1.032 6p a = 5.G25 in b = Q. in Ai,., — P2b'(3L2-b)/GE+PI L2^3/(3Ep= A..v = 0.001 in A51ME A 17. 15EC. 2.23.5.2 H1ShareddrbesWOLIBRIEN SkNRiNGISaNpdkr S06303-JPI—N--111 MkASChmdkr-Ekvabr Cek ASCE 7-16 CART - 153 PMy20R013 PROJECT: " PROJECT #: -- REFERENCE:. I COMPONENT ANCHORAGE - A5CE 7-1 G CHAPTER 13 BY: DATE: 51TE SPECIFIC 5EISMIC DATA PER ASCE 7-1 G CHAPTER 13 - COMPONENTS: DESIGN. 5% DAMPED SPECTRAL RESPONSE ACCELERATION PARAMETERS (U.S. SEISMIC DESIGN MAP): 0.659 = g 0.2-SECOND. SGs: Sps 1-5ECOND. 5pl: Spl= 0.%4g SEISMIC 51TE CLA55: D BUILDING OCCUPANCY 4 COMPONENT IMPORTANCE FACTOR: BUILDING CLASSIFICATION: M DUILDINGs MN O,,I SiRVCNRfs Ial MOSS NSr IN WSK CATEGCRIE51, III, AND IV BUILDING OCCUPANCY CATEGORY: If BUILDING IMPORTANCE FACTOR: I, = 1,00 ASCE 7-1 G COMPONENT CLA551FICATION: uE DrneR comroxexis COMPONENT IMPORTANCE FACTOR: Ir = 1.00 A5CE 7-1 G COMPONENT CLASSIFICATION: R,,.R N! .S .TOR COMPGNENLS COMPONENT SEISMIC PARAMETERS: COMPONENT AMPLIFICATION FACTOR: ap = 1.0 COMPONENT RESPONSE MODIFICATION FACTOR: Rr = 2.5 OVERSTRENCTt1 A5 REQUIRED FORANCHORAGETO CONCRETE: Oo 2.0 COMPONENT VIBRATION ISOLATION: NOT 1501-ATED BUMPER RESTRAINT OR SNUBBER IN EACH DIRECTION WITH LESS THAN 1/4- AIR GAP? N/A RESTRAINT CLEARANCE FACTOR FOR ISOLATED EQUIPMENT: i, = 1.00 HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT DF COMPONENT IN STRUCTURE: COMPONENT 5EI5MIC DESIGN FORCE: F,=0.2x 51)5x Wr= FP = l(0.4 x ar x Sos x WP) / IRr / Ir)l x 11 + 2(z / h)1 = F,_=0.3x Spsx 1,x Wr= F, —LGx Spsx lrx Wr= Mm Bracket Spaung Car CIIt 108 9G mches Fp,design= 134 G3 Inches Fp,design= 144 132 mches Fp,design= 0.17 Wp 030Wp >_0.71Wp 0.2G Wp 1.37 Wp 0.71 Wp 0.71 Wp 0.31 Wp z/h— 0,82 LEVEL 4-4R top level z/h= O.GI LEVEL 3-3R z / h = 0.40 LEVEL 2-2R z/h= 0.)4 LEVEL I A5D 0.7F,= 0.12 Wp 0.7FP= 0.21 Wp 20.5Wp 0.7Fp,,,, = 0.18 Wp 0.7F,_— 0.9G Wp 0.7Fr = 0.50 Wp 0.7FP = 0.50 Wp 0.7FP= 0.22Wp CDC IG17.11.21 5TRIKE PLATE LOAD top level TOP top level BOTTOM level I ->3R A5ME 17.1. Sect.., 8.4.2.3. 11a) 1:00 Wp 1.00 Wp Controller Mrnorage Fp,&e tgnO,,= 1.42 WP 0.99 Wp Governs Controller MCM1orage Fp,design= I.00" 0.70 Wp H%haedddvesIXOUBMENSHAMNGISNIndl,rSWN3-Oplmvn Ne hMAn1S<hldler-Pevelar Celc-ASCE7-16CAR25 45PMYLORM3 PROJECT: PROJECT #: REFERENCE: 2 SEISMIC LOADINGS ON CAR RAILS CAR CAPACITY = 3500 Ib CAR WEIGHT = 2595 Ib Wp=0.4WCap+Wcar 39981b RAIL ECC. = 0.00 in RAIL DBG = 83.88 in LATERAL LOADINGS: ( per C.B.C.. section I G17.1 1.20) Fcar = 0.71'(40% of Car Cap. + Car Wt.) _ LATERAL LOADINGS @ TOP GUIDE PLATE: R I top = Fcar/3 = R2top= Rl top/2 = LATERAL LOADUIG5 @ BOTTOM GUIDE PLATE: Rl bct= 2 Fcar/3 = K2ecc = R I bot' ecc1D8G KI=(Rlbota+K2ecc")"' R2tbat= Rlbot/2 = RI design A5D R2 design ASO BY DATE `Rh21 'J R1 R2 2535.9 Ib Vx Vy A5ME A 17.1 - Section 8.4 94G.2 Ib Car Position Restraint / Rad Span Ratio: 473.1 Ib Distance between upper and lower position restramts (L) = 108 in Maximum distance between ran brackets 1892.4 Ib (1) = 134 in 0.0 Ib UI = 0.51 > O.G5 Lm>L 1692.4 Ib RI=0.5W(I-U3L)= 207G.0 Ib 94G2 Ib R2 = RI/2 = 1038.0 Ib 1453 201 Ib RI = W13 = NA Ib 727 1038.0 Ib R2 = RI/2 = NA Ib 3 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALY515 RAIL = 12 Ib/ft ELASTIC MODULUS E = 29000 ksi YIELDING STRENGTH Fy = 30000 psi MOMENT OF INTERIA Ix = 4.49 m° MOMENT OF INTERIA ly = 3.G I m° SECTION MODULUS 5,1 = 1.85 '03 SECTION MODULUS 5y = 1.45 m3 MAXIMUM LENGTH Lm = 134 in A 17. 1 ALLOWABLE BENDING Fb= O.G Py RADIUS OF GYRATION c, = I . 133 in RADIUS OF GYRATION ry = .OI G in CANTILEVER ASSUMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE WORST CASE WITH RI LOADINGS AT SPLICE AND M105PAN BETWEEN BRACKETS RAIL CONNECTIONS MODELED AS PINNED SPLICE MID SPAN RI RI P g Lc 5PAN Lm ALLOWABLE DEFLECTION d = (RI top'Lc"'(Lc+LrIy3EI = 1.25 in A5ME A 17.1 Table 8.4. 12.2.2 WHERE Lc3+LmLca-D31FI/R I top =0 -.Lc= 52.59433 in L oO and > 24 -+ OK ALLOWABLE BENDING STRENGTH Fb = O.GFy = 21 GOD psi A5ME A 17.1 PART 8 SECTION 8.4.8.3 ALLOWABLE DEFLECTION d = (RI'Lca'(Lc+Lin#3EI = 1.25 in A5ME A 17.1 Table 5.4.12.2.2 WHERE Lca+Lin Lc2-D3EI/R I =0 -lac= 35.5 1015 m L<NO and > 24 - OK RAIL SPAN FOR BOTTOM LOADS AT GUIDE PLATE MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY DEFLECTION (A5ME A 17.1 5.4. 12.2. 1) La = (249EID/2/RI )O3 192.5G in La > Lm -OK 1 G.05 It max MAXIMUM ALLOWABLE SPAN BEANEEN BRACKEf5 LIMITED BY BENDING 5TKE55 (A5ME A17.1 8.4. 1 2. 1. 1) La=717G715z/WFQ.93/0.7 = 228.05 in La > Lm - OK 19.0 Ft max Continuous beam Mmax=13/G4(0.7R I)L.= 39553.54 in -lb MViI3/G4(C.7R2)Lm= I977G.92 in -lb GOVERNING RAIL COMPRESSION (a= - E) Fe = _ -_ 3G889.7 psi Pn = (0.659-'�)� • F, • A = 83749. 1 G Ib E combined max bending F compression 133.7>KVr Pr = 11208.5 LB KVr = 88.05 < 200 - OK P/O = 139581,9 Ib Mr -777 0.960 < I -+OK 0� 1.67 r SEE FOLLOWING PAGES FOR MAX Mr/Mn HV4haeddnvee\H0NBRIEN SHARING\ScNndW 5023N3-Uptown Calc_ASCE7-16CAR2-5 4.05 PM92a' A PROJECT: PROJECT #: - REFERENCE 4 RAIL CLIP STRENGTH ANALYSIS YIELDING STRENGTH Fy = SAFELY FACTOR mb = ALIOWABLP BENDING STRENGTH Fb = mbFy= DISTANCE TO R2 LOADINGS = RAIL CLIP TMICME55 t = RAIL CUP WIDTH w = CLIP SECTION MODULUS 5= A307 BOLT DIA. = A307 5/8 BOLT 50EAR CAPACITY 0Vb = A307 5/8 BOLT TENSILE CAPACITY Ott, = R2max CLIP BENDING: fb = lal?5, T= R2-2'. Fclip=T/5', Mdip=1.97"'Fchp -3 fb= BOLT SHEAR By = Rmdd 2 BOLT TENSION Bt = Rrr.-275' PWFB < I Bd(VWO)+Bf1(Tb/O) < 5 RAIL BENDING CAPACITY ANALY515 RAIL = ELASTIC MODULUS E _ YIELDING STRENGTH Fy = MOMENT OF INTERIA Ix = MOMENT Of INTERIA ly = SECTION MODULUS 5x = SECTION MODULUS 5y = ASME A 17.1 PART 8 SECTION 8.4.8.3 ALLOWABLE BENDING STRENGTH F6=O.GFy- Mmax=I3/G4(0.7R )Lm= Mm.= 13/G4(O.7R2)Lm= BENDING STRESS fb I = Mx/Sx BENDING 5TRES5 fb2 = My/Sy Ma = Fb'S. Fb 1/Fb < I fb2JFb < I 50WO psi 0.9 (LSD) AI51 51 W-07. c9. 1 .1 45000.0 psi 2 in 0.4 ,n 2 In 0.06 in' 0525 m UVD 58G7.5 lb (05Vb=0.75At,0.5OFW 8601.2 Id (1kTb=0.75Ab0J5Fu) Fu=COk ii for A307 Abnet=0.85'Abyross 10224.2 psi 519.0 lb A 15,2 Ib 0,23 < I -OK 0.14 <I -'OK 12 Ib/ft 29000 ksl 3GC00 ps, 4.49 in" 3.GI m 1.85 ina 1.45 ma O.GO Fy 21000.0 psl 39553.8 m-Ib 1977G.9 m-Ib 21380.5 psl 13G39.3 psi 399G0.0 m-Ib 0.990 < I -OK O.G3 < I -OK G RAIL TOR51ONAL SHEAR CAPACITY ANALY515 (A5ME Al 7.1 8.4.122. 1) Govems BY: DATE: 'ij C81 i:IL R2 ;;P'n tt�.i MR J� :4if Al. Conservatively assumes point load at mid span ANALYSIS PER ROARK'5 FORMULAS FOR STRE55 AND STRAIN, SEC. 107, TABLE 10. 1.23 GUIDE RAIL Lu Car = 0.099 in` K= 0.141372 E = 29,000 k51 xn�:..0--�M T = 0.7R2max'2" = 1153.2 lb I ,' I I . [n ueR,' V l G = 10,900 ks B = TUKG = 0. 12G3G7 rad I a = 5 m Taw = VT^ 3 = 0.000604 psi A - n', , K. , I b = 0,375 in C= 0.3G7809 c = 3.125 in Tina. = TC/K = 3780.8 ps xlu,iAi e = 0.375 in x,-.d'[' ir". t = (T375 In A110WA5LE SHEAR STRESS (AISC 3GO- I G): tI 0,375m 1.)-(E- I.2Fy),'= 34.2>Wt. Lin 134 in rytw = 8.33 D -1 = 0.34376 in Aw = 1.17 m� n mrd,_In. n Fit = 0.0837378 Cv= I K2 = 0,0525552 -r Td4=GEyACdO = 15157.2 ps a = 0,241 G747 T / (TM) = 0.25 < I -OK D = 0.375 KmWrwiI iwsiK0U8WEN 5HM1NG1Wrmdar S0M-Waam Namwndeditkiiintllu-fdoalw Ctf_AS Ebf6_CAR 35 405 PMYM2p[3 PROJECT: PROJECT #: REFERENCE: 7 LATERAL TORSIONAL BUCKLING STRENGTH ANALYSIS AISC 3GO-16 BY: DATE: 1.95E web tension Al" = — (6 + I +/d= � web compression Lp 563071,13 in-Ib or 399638,5 in -lb Ii _ —' IIII -0. 172263 B = } 0. 1722633 A19, _ )'121EI 1111O1llJ0111 iI ioui ills a815 Of bendiiIl 66600.0 m-Ib O.6Mn = 35960 n-ib = F,S, l�In — Jf,Ai.r < IfAt Mor > My —> Mn = My 66600 n, b <_ 106560 in -lb —+ OK Mm" / O.6Mn - 0.990 <. 1.0 OK 8 RAIL WEB BUCKLING STRENGTH ANALYSIS AISC 360- 16 1/" = F, A, 66600.0 in -lb n O.6M= 39960 in-Ib F1 Fcr=Fy F,-r = Fr I'I ANhcn o.fi1 C F, < <1.i_ — rE F, 1„ NA r1 l/ Ir` l E1 1.52E Fr = (dl_ I„ Mm"/ O.6Mn - 0.990 < 1.0 OK C:OS PMWWN23 H:1Sha drive$WOLIBRIENSHARINGSchiMiar50233-Upto nNe pdtl Acs%S Mler-9evA.,Cdc-ASCE7-1S_CAR25 PROJECT: PROJECT #: BY: REFERENCE: DATE: 9 CAR RETAINER PLATE STRUCTURAL ANALY515 ANALYSIS PER ROAW5 FORMULAS FOR 5TRE55 AND STRAIN, TABLE 10. 1 .4 Fy Fn = 36Ci00 P51 ^G^ A16E0R BEIiER S1L'(.L if2'0 NO] M.a. Fy/0 58000 ]e hoal 21556.9 psl Q- I .67 CHECK BENDING 5TRE55 PL R2 R2'2"/(0.1875"'3.8125" ^2/q)= 2132.8 V, F +,�I WfB< fb/FB < I O. I O < I -. OK P'�•PI - I . I'(E' I.2/Fy)" = 34.2 > wtw 1Wtw = 14.67 A. = 0.52 m2 L%w Cv = 1 �15vAD =.6FY ACv K2 = 666&2 psl CHECK 5HEAR 5TRE55 PL R2 b' Uzl $' p fs = 0.7K2/Aw = 1409. 1 psi f5 / 5v/4 < 1 0.21 < I , OK PLATE 7g4x8U LG. I. I'(E'1.2/Fy)p2 = 34.2 > W w fl/tw = 6.76 Aw = 0.95 m2 Cv = I -+ Tv/S2 = .6FyACvK2 = 1263J.5 Psi CHECK TOR510NAL 5TRE55 R2 TABLE 10, 1.4 a = 2.12572 = I .06 In b = 0.37572 = 0. 19 In T = 0.7R2' 1 . 1 5" _ imax = 8TL 11�842.8 (n-\Ib l ` u rl r LIrYIJS & �- ILN:13£(G ` I • - LtiU'!:1(b l:+y U.J t IIU I L �� / 1 imax = 9528.9Ps1 imax/iv/0 < 1 0.754 < I -.OK A307 BOLT DIA. = 0.625 In A307 5/8 BOLT 511EAR CAPACITY IPVb = 5867.5 lb A307 5/8 BOLT TEN5ILE CAPACITY mTb = 5801.2 Ib BOLT 5HEAR By = R I m,V4 515.9 lb BOLT TEN51ON Bt = Rmax'2°/5" 0.0 lb By/(Vb0)+I3VffbQ < 1 009 < I -.OK HA""a ddm%GURRIEN"ARINGISONMIw50P303-Uptown N..,Malcs45ainelw- H6mlar Calc_ASCE]-15CARM -RFD (OW!,=0.75Ab0.50Fu) ((PtTb=0.75Ab0.75Fu) Fu=60k51 for A307 Abnet=0.85'Abgross :6xc ML [IR -s 4M PM3/MWn PROJECT: - BY: PROJECT#: DATE: REFERENCE: 10 CAR RAIL BRACKET SUPPORT ASSEMBLY ANALYSIS RESOLVED BRACKET LOADING CAR RAIL BRACKET - TUBE WELD A5D RI = 1454 Ibs R2 = 727 Ibs R2 VY :��ft FOR ANCHORAGE CAR RAIL BRACKET - CONO. PR 4= 2 R I= 4154.286 Ibs R 1 R2 R2 = 2077 Ibs Vx VY LOAD COORDINATES FROM ORIGIN: R I FOR WELD ANALY515 LOAD X Y Z :«/cwT RAIL R2 7.656 7.242 6.1875 R2 L a 8_'J7 M 9 FOR ANCHORAGE ANALYSIS LOAD % Y Z _ ft2 7.656 7.227 1 6. 1875 1- A V.I.F. 5EE WELD CALC5 ON THE FOLLOWING PAGE5 4.4375 IN. 5EE 51MP50N CALCULATION5 ON FOLLOWING PAGE5 ORIGIN 1/8x3/16%5 1/8 LG. 1/BxJ/16x5 1/8 LG. ELEV. VIEW UR RAIL BRACKET-VERT, HISS MOUNTED 31 rr - 98,. CAR RAIL BRACKET -CONCRETE MOUNTED H Q.h dnV..%OHBRIEN SHARING hind., SO2:913-1,t. N.NWl As Kindler -E..W G*ASCE➢-16_CAR 2-5 d'AS RMM(M23 _D GROUP ANALI AISC Elastic Method I Job Name: ]UPTOWN NEWPORT-CAR1-5 I Subiect: [SINGLE BRACKET TO HSS WELD I Number of Welds, Nw =0 Weld Coordinates: Start End Weld #1 Weld #2 1 r11 � 1 111 No. of Load Points =0 Load Point Data: R2CAR X-Coordinate (in.) Y-Coordinate (in.) Z-Coordinate (in.) Axial Load, Pz (k) Shear Load, Px (k) Shear Load, Py (k) Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) 14.0 12.0 110.0 C 8.0 6.0 4.0 2.0 0.0 0.0 2.0 4.0 6.0 8.0 10.0 120 X-AXIS (in.) 10 WELD GROUP PLOT +Y +Z 1=Start 2=End 1 2 2 Weld #3 Weld #2 Weld #1 1 1 2 +X Origin NOMENCLATURE 1 of 2 3/20/2023 4:14 PM Properties: E Loads C.G. of Weld Grou 00 in. E Pz = 0.00 kips it 56 n. E Px = 0.73 kips 59 n.E Py = 0.00 kips29 in^3 E Mx = 0.00 in-k50 in13 E My = 4.50 in-k.79 in^3 E Mz = -3.40 in-k Weld Forces (Win.) Fw 1) Fw(2) Weld #1 1.507 1.507 Weld #2 1.538 1.538 Re uired E70XX Weld Size: Fw(max) = 1.538 kips/in. Fillet (leg) = 0.104 in. Throat (eff) = 0.073 in. 2 of 2 3/20/2023 4:14 PM I of 2 3/20/2023 4:18 PM POINT GROUP PLOT Results: 30.0 Bolt Grou Properties: XC = 7.685 in. 25.0 YC = 2.000 in. Ix = 0.00 in.-2 ly = 42.04 in ^2 2eO J = 42.04 in ^2 Ixy = 0.00 in ^2 150 0 = 0.000 deg. X r £ Loads C.G. of Bolt Group: 10.0 E Pz = 0.00 kips Y E Px = 2.08 kips 5.0 E Py = 0.00 kips E Mx = 0.00 in-k + E My = 12.85 in-k 0.000 5.0 10.0 15.0 200 25.0 30.0 E Mz = -10.89 in-k X - AXIS (in.) 10 Bolt actions (k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz Shear Rh #1: #2: Bolt Reaction Summa : Rz(max) = 1.40 kips (+) = COMPRESSION Rz(min) _ -1.40 kips (-) = TENSION Rh(max) = 1.58 kips Re Axial Rz Shear Rh -1.40 1.58 1.40 1.58 2 of 2 3/20/2023 4:18 PM 2 of 2 3/20/2023 4:18 PM Anchor DesignerTM Software Version 3.1.2301.3 1.Prviect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 3.625 Effective Embedment depth, her (inch): 3.000 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmn (inch): 5.84 c.c (inch): 7.71 Cmm (inch): 6.50. Smo (inch): 4.16 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 1/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: single bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, fc (psi): 3000 Wcv: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strang -Bolt® 2 - 5/8"0 CS Strong -Bolt 2, hnom:3.625' (92mm) Code Report: ICC-ES ESR-3037 S Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 11 1 1 - _..--:r, .. _.. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"' ^�-- yew', Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Dn factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads. N�a [Ib]: 1400 Via. [lb]: 1580 V.., (lb]: 0 W. [ft-lb]: 0 M.y [ft-lb]: 0 <Figure 1> 0 ft-Ib X � 1400 Ib Z 1 0 ft-Ib � WO 0 Ib Input data and results must be checked fo W. LasrPositas Boulevard Pleasa non• CA 94588sPhone`: 925.560.900 guidelines 925.847 3871eCw,, solft ngtie corn Anchor DesignerTM Software Version 3.1.2301.3 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w-strongtie.com • Anchor Designer"m qvwn Software 7�k°fir" Version 3.1.2301.3 3 Resultino Anchor Forces Shear load Y. Shear load combined, Tension load, Shear load x, V., (Ib) A(vu..)2+(V.ay)a (Ib) Anchor V... (Ib) Nu. (Ib) 0.0 1580.0 1 1400.0 1580.0 0.0 1580.0 Sum 1400.0 1580.0 <Figure 3> Maximum concrete compression strain (%.)'. 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1400 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Y Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4, Steel Strength of Anchor in Tension (Sec. 17.4.1 N.. (lb) mN.. (Ib) 19070 0.75 14303 5 Concrete Breakout treneth of Anchor in Tension ISec17.4.21 Nb = k.dadf�h.Ps (Eq. 17.4.2.2a) f� (psi) h.f (in) Nb (lb) k` A. 4838 17.0 T003000 3.000 0.75QN.b=0.750(AN./Awc)yegNya.Nycp.NNb(Sec. 17.3.1&Eq. 17.4.2.1 a) "'PONb(lb) 0 0.75ON.b ca,.0 . ,N � " �2359 z ANa. (Inz (in) W AN. (in) 7 nn 1.000 4838 0.65 6 Pullouts oth�f Anchor in Tension (Sec 17.4.31 0.75¢N, = 0.75OVi p 1.Np(fu/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report 0 750Np. (lb) Np (lb) N (psi) r yFv d a 0.65 2301 Input data and results must b5956 W. LasrPositas Boulevard Pleasanton` CA 94586sPhonela925 560 960oU1Falxn925.647 3671eCw,w.stronlgfecclo'm Anchor DesignerTM Software - _ Version 3.1.2301.3 0 $del Strenath of Anchor in Shear ISec, " 7 5 1) V e (lb) 1— 9930 1.0 dge 55 a (lb) 0.65 64 9. Concrete Breakout Strenath of Anchor in Shear_ (Sec. 17 a �) Shear perpendicular to edge in Idirection: Vn, = mini7(le/de)0.2VdaAagf.cet' s; 92,4fccat'51 (Eq. 17.52.2a & Eq. 17.52.2b) /e (in) d. (in) Aa & (Psi) cat (in) Vnx (lb) 0.625 1.00 3000 4.67 dVm= _¢ (Avo/AVm) %aV%,v%,vVn, (Sec. 17.3.1 & Eq. 17.5.2.1 a) 4182 Ave(in') AVCa(in2) %a,v %,v 84.D0 aR nn , ,,,,,, _ _ y'n,v Vn, (lb) f Shear parallel to edge in y-direction: V, = min(7(/e/dI,)0.2Vd.A,Vf C,,1.' 94f-ce,' 51 (Eq. 17.522a & Eq. 17.522b) le (in) d (in) A. 3.00 f` (Ps) cat (in) Vx (lb) ,/, 0.625 1.00 OVcb,=16(2)(Aw/Au % )%av;v9'h,WV,(Sec.17.3.1, 3000 4.67 Av. (ins) 17.5.2.1(c)& Eq. 17.5.2.1 a)182 Avne (ins) %av 84.00 98.00 %v '/e,v Vnx (lb) � 1.000 1.000 1 nan A—_ 110 Concrete Prvout Strength of Anchor Shea (See,17 5 31 OVp = ¢k, N,b = Oknp(ANa/ANxo)T'V',N%aNNb (Sec. 17.3.1 & Eq. 17.5.3.1a) knp ANC (in') AN (in') %a.N y 2.0 81 00 R1 nn . ,,.,_ aN y'ap.N Nh (Ib) 1 Results n In —ter —action of Tensile and 9hear Forces 0 Tension Steel Factored Load, N., (lb) Design Strength, oNn (lb) Ratio Concrete breakout 1400 1400 14303 0.10 Pullout 1400 2359 0.59 2301 0.61 Shear Factored Load, Vua (lb) Design Strength, aVn (lb) Ratio Steel 1580 T Concrete breakout x+ 1580 6455 024 If Concrete breakout y+ 1580 2710 0.58 Pryout 1580 5420 0.29 6774 023 Interaction check )sd N„e Nee/ ( 4 (V°a/Ovws3 Sec. R17.6 0.44 n ., Combined Ratio Permissible 5/8"0 CS Strong -Bolt 2, hnom:3.625" (92mm) meets the selected design criteria. OVnx (lb) 0 Vp Status Pass Pass Pass (Governs) Status Pass Pass (Governs) Pass (Governs) Pass Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtie.Com �diiYr�V Anchor DesignerT" Software Version 3.1.2301.3 12 Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied —designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847 3871 w .strongtie.com PROJECT: - PROJECT #: REFERENCE: .... I I CAR RAIL BRACKET DEFLECTION ANALYSIS CAR CAPACITY = 3500 lb CAR WEIGHT = 2598 lb Wp=0.4WCap+Wcar 3998 lb RAIL ECC. = 0.00 in RAIL DBG = 83.88 in ASD LATEM LOAOING5: ( per C.B.L., aecdoa 1 G 17.1 1.20 ) Fcar = 0.5x (40% of Car Cap. + Car Wt.) _ 1999.0 lb LATERAL LOADING5 ® TOP GUIDE PLATE: Rl top = Fcar/3 = R2top— R I top/2 = 665.3 lb 333.2 lb LATERAL LOADINGS ® BOTTOM GUIDE PLATE: Rl bot= 2 Fca03 — K2ece = K I b.t*e,UDBG 1332.7 Ib RI=(RlboC+R2ecc.)W 0.0 lb K2tbot= R I bot/2 = 1332.7 Ib RI design 666.3 lb R2 design 1332.7 Ib GGG.3 lb BRACKET DVlECTION: La= 54.5 m E = 29000 ksi IY = 1.253 m P = R I CAK/2 = 1.333 kip a= 0 In b = 5.625 rn Pb2(3Lt-bYGEI = 0.029831 A-Cllwreia — 0,125 m rn Aw••a'Ll > Maava OK A5ME A 17. 1 5EC, 2.23.5.2 H:IShaW drfmpXOLISRIEN SHAHINQSOindler S02303-Oplowo Newpn4lcalcsV Oindler- Elevator Ca'o ASCE h1a CARPS EY SATE- R2 VY R1 R2 Vx VY RI R2�\ 1/8x3/l6x5 1/8 LG. 4:05 PMN2012023 8Y: PROJECT: DATE: PROJECT #: REFERENCE 12 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS CWF WEIGHT = 43GO Its R2 RAIL ECC. = O in Vy RAIL DEG = 48.5 in LATERAL LOADINGS: ( per C:B. C. 5ecbon 1617. 1 1.20 R1 A R2 Fcwt = 0.71x (Cwt Wt) = 3095.E Its V% Vy LATERAL LOADINGS @TOP GUIDE PLATE A5ME A 17.1 - Section 8.4 RI top = Fewt/3 = 1031.9 Ib Cwt Position Restraint / a d Span Ratio: R2top= R 1 top/2 = 515.9 Its Distance between upper and lower position restraints lli = 108 in Maximum distance between ad brackets LATERAL LOADINGS @BOTTOM GUIDE PLATE: 20G3.7 Ib (1) = 62.671833 in RI hot- 2 Fcwt/3 = 1.72 > 0.65 L>L R2e11 = RI bot'ecdDBG .7 It, UI = z uz 2063.7 Its RI= O.SW(I-U3q = NA 16 RI =(Rl bobz +R2ecc) NA Its RZtbot= RI boU2 = 1031 .9 Its R2 = RI/2 = A5D 1445 2M3.7 Its RI = W/3 = 1453.3 lb RI design 722 1031.9 Its R2 = RI/2 = 726.7 lb R2 design ASD 13 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALY515 RAIL = 8 Wilt CANTILEVER A55UMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE ELASTIC MODULUS E = 29000 Its, WORST CASE WITH R I LOADINGS AT SPLICE AND MIDSPAN BETWEEN BRACKETS YIELDING STRENGTH Fy = 36000 psi RAIL CONNECTIONS MODELED A5 PINNED 1.40 m' SPLICE MID SPAN MOMENT OF INTERIA Ix = R I MOMENT OF INTERIA ly = 1.25 in' K I SECTION MODULUS 5x = 0.8E ins SECTION MODULUS 5y = 0.73 in3 MAXIMUM LENGTH Lm = 63 in F A17. 1 ALLOWABLE BENDING Fb= 0.6 Fy RADIUS OF GYRATION rx = 0.780 in SPAN Lm RADIUS OF GYRATION ry = 0.740 in Lc ALLOWABLE DEFLECTION d = (R I top'L12'(Lc+Lin)/3EI = 0.75 in A5ME A 1 7A Table 8.4. 12.2.2 -iLc= 30.77608 in LINO and > 12 -i OK WHERE LCs+LEN1/RI top =0 ALLOWABLE BENDDINGING STRENGTH Fb = 0.6Fy= 21600 psi A5ME A 17.1 PART 8 SECTION 6.4.6.3 MAXIMUM ALLOWABLE CANTILEVER LENGTH LIMITED BY DEFLECTION ALLOWABLE DEFLECTION d = RI 'Lcz'(Lc+Lm)/3EI = 0.75 in A5ME A17.1 Table 8.4.122.2 WHERE Lc3+LmLcz-D3EI/RI =0 -.Lac= 2 I .7632E in LINO and > 12 , OK RAIL SPAN FOR BOTTOM LOADS AT GUIDE PLATE MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY DEFLECTION (A5ME A 17.1 8.4. 1 2.2. 1) 8.92 R max La={249EID/2/RI)�rs IOG.98in La>Lan OK MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BYWEIGHT (A5ME A 17.1 8.4. 12. 1. 1) 8. 1 It max 97.21 in la > Lm -r OK La =717671 Sx/FcwV2.93/0.7 = -. La = 97.21 in Governs MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS WITH ONE INTERMIEOIATE TIE BRACKET (A5ME A17.1 8.4. 12. 1 . 1) 0.7 k max La =95 19915,/fcwg2.93/0.7 = 128.95 in La > Lm - OK MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS WITH TWO INTEKMIEDIATE TIE BRACKETS (A5ME A 17,1 8.4. 1 2. 1. 1) I .9 k max La = 0534955xJF,wt12.93JO.7 = 142.70 is La > Lm -OK La at RI max = La = 63.00 in Governs without tie brackets La at R2max = -r La = 95.00 in Governs without tie brackets Tle brackets serve W benefit Continuous beam Mmax=13/64(0.7R1)Lm= 18390.24 in -Its Mmax= 13164(0.7R2)Lm= 9195.12 in -lb GOVERNING RAIL COMPRESSION 54238.5 psi Pc = 10.658' )� • Fr • d = 105363 Its hlt/ a; combined max bending t compreselon 4.71-= 133.7>Kkr F., Pr = 1836.5 LB KI/r = 56.29 < 200 -+ OK P/0 = 175G04.9 Ib Mr P+(1)• -= 0.890<I-r OK T.s 5EE FOLLOWING PAGES FOR MAX MdMn 4 M PML2012023 R ISlarol tlrives%KOLIBRIEN SHARINGIScMWler 5023OL3- Oplavn N wpwlkalcs)SCM1intller- Uevalm Cale ASCE 7-15_CAR 2-5 PROJECT: PROJECT #: REFERENCE: 14 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS YIELDING 5TRENGTH Fy = 5AFFTY FACTOR m6 = ALLOWABLE BENDING 5TRENGTH Fin = D36Fy= D15TANCE TO R2 LOADING5 = RAIL CLIP THICKNE55 t = RAIL CLIP WIDTH w = CLIP 5ECTION MODULUS 5= A307 BOLT DIA. = A307 5/8 BOLT 5HEAR CAPACITY IPVb = A307 5/8 BOLT TEN51LE CAPACITY IDTb = R2max CUP BENDING: Fb = K-9, T= R2-2", Fcbp=T/5', Mchp= 1 .97"'P p �fb= BOLT 5HEAR By = R nnV2 BOLT TENSION Bt = Rmax'2'%5" Fb/FB < I 5y/(Vb(P)+B4(rb(D) < I 15 RAIL BENDING CAPACITY ANALYSIS RAIL = ELASTIC MOOULU5 E _ YIELDING 5TRENGTH Fy = MOMENT OF INTERIA k = MOMENT OF INTERIA ly = SECTION MODULU5 5x = 5ECTION MODULU5 5y = A5ME A 17.1 PART 8 5ECTION 8.4.8.3 ALLOWABLE BENDING 5TRENGTH Fb = O.GFy= Mmax= 13/G4(O.7R I )Lm= Mnn x, 13/94(0.7R2)Lm= BENDING 5TRE55 fbl = Mr/5x BENDING STRESS fb2 = My/5y Ma = Fb'5x Fbl/Fb < I fb2/Fb < I 50000 psi 0.9 (L5D) A151 5100-07 c3. 1 . 1 45000.0 psi 2 in 0.4 in 2 in 0.08 n3 O.G25 in LRFD 58G7.5 lb ((P5V6=0.75A60.50Fu) 8801.2 lb (OtTb=0J5Ab0.75Fu) Fu=GOks for A307 Abnet=0.85'Abgr05l 10224.2 psi 515.9 lb 412.7 lb 0.23<I-OK 0.13 <1-+OK e Ib/ft 29000 ki 30000 psi 1.40 m" 1.28 in" 0.8G in3 0.73 m3 O.GO Fy 21000.0 psi 18390.2 in -lb 9195.1 m-Ib 21384.0 Ps 1259G.1 psi 1857G,0 In -lb 0.990 < I OK 0.58 <1-. OK I G RAIL TORSIONAL SHEAR CAPACITY ANALYSIS ANALY515 PER ROARK'S FORMULAS FOR STRE55 AND 5TRAIN. 5EC. 10.7, TABLE 10.1 .23 GUIDE RAIL C. = E_ G= a = b= c = d = t = tl = Lm = r = KI = K2 = D= 0,120 m` 29.000 k 10,900 k 5 in O.G25 in 2 in 0.375 in 0.375 in 0.G25 in G2.G71833 in 0.19 in 0.3748582 0.0330795 0. 10524 0,375 K= 0.410079 T = 0.7R2max'2" = 1444.G in -lb B = TUKG = 0,020255 rad lave = T/L ^ 3 = 0.0058G9 p5I C= 0.371092 Tma. = TC/K = 1307.3 psi ALLOWABLE 5HEAR 5TRE55 (AISC 3GO-10) f3Y: DATE: _: A?1'L*T RAIL % R2 J 0)i V'.. es c xhe.,.C- D . lu-i- I.I'(E' 1.2/Fy)°2 = 34.2 > Wtw h/tw = 5.33 Aw = 0.75 ma Cv = -r TWO = .GEyACv/C2 = 9700.G psI T / (TM) = 0.13 < I -, OK A'=A', I k -ilf whe,o K. = F' 0_'S1 h 1 M1 I Y.y J, r=i (0_Is�II n rug d : _ip . rl H:15hxad dr'wss0(GDBNEN SHARINGIB Nndler W2M3-Uptown IJewpotlka'csl5chintllw-Eleaaler Wlc ASCE ]-16 CAR 2-5 4:05PM32W2023 PROJECT: PROJECT #: _ BY. REFERENCE: DATE: 17 LATERAL TORSIONAL BUCKLING STRENGTH ANALYSIS AISC 3GO- I G I.95 E ` b9°1 (•l r I (B + I + /3' I web compression web tenson 163648.E m-lb or 954103.3 no -lb L", ) FL71 -0.078819 rl l3. 0.078818E 191. =yield moment about the axis of heading. 30950.0 in -lb O.6Mn = 1857E in -lb - Mcr > My --> Mn = My 30960 in -lb 5 4953E m-lb —. OK Mm"/O.GMn m 0.990 < 1.0 OK 15 RAIL WEB BUCKLING STRENGTH ANALYSIS A15C 3GO- I G rF 30960.0 m-Ib 6m 0.Mn = 1857E -lb �O V `r Fcr=Ey 121 ll'hc'❑ 0.84 E < r� < 1.5'TE ,. NA � 1 Iw. FJ 141 \\•I1C11 �/ > 1,5n 2" F, NA Mmzc/O.6Mn - 0.990 < LOOK H 1Sharn d d6wwAKCLIBRIEN SHARINGISchindler SOM3-Uptown Npwponhoaocl&hindlar- Elewtot CeicASCE 7-16_CAR 2d 40 PM3fM)23 PROJECT: PROJECT #: REFERENCE: 19 SEISMIC LOADINGS ON COUNTERWEIGHT RETAINER PLATE ANALY515 PER KOARK'S FORMULAS FOR 5TKE55 AND STRAIN, TABLE 10, I .4 36000 psi Fy 55000 psi Fu = 21 5 Fb = Fy/O I .G7 psi 4- 7 CHECK BENDING 5TRE55 PL K2 2436. si fb = 0.7K2' 1 . 19"/(0.375"' 1 .94" ^ 2/4) = 0. I 1 < I OK fb/FB < I I. I'(E' 1.2/Py)112 = 34.2 > Wtw wtw = 4.95 Aw= 0.71 ma Cv = .6FyACWQ = 9240.1 psi CHECK 5HEAR 5TRE55 PL R2 fs = O.792/Aw = 101 I . I psi O. OK I < I -. SWQ < I 1 . 1'(E' 1 .2/Fy)" = 34.2 > h/tw Wtw = 5.1 1 Aw = 0.74 mz Cv = -+ Tv/4 = .GFyACv/Q = 9535.0 psi CHECK TORSIONAL 5TRE55 K2 TABLE 10. 1 .4 a = .1 .94/2 = 0.97 m b = 0.375'72 = 0.19 in T = O3F-2'O.75" _ 529. 1 m-Ib Smax= 3T L I/fr / -r U.lYJJS- +II. i:Hli31 -i.FU:.3 LL ru.:rltMr LL tlufri LLI 6628.0 psi Smax = -+ 0.70 < I OK imax/iv/0 < I A3O7 BOLT DIA. = 0.625 in A307 5/8 BOLT SHEAR CAPACITY CPVb = 5867.5 W A3O7 5/5 BOLT TENSILE CAPACITY mTb = 8501.2 lb BOLT 5HEAR By = RI max/4 515.9 lb BOLT TENSION Bt = Kmaz'275" 00 lb 0.09 < I -OK By/(Vbm)+134(fb(D) < 1 BY: DATE: umE: ` Flfi U4 dETTEk S1EEL 7k 17.01 ;' 1227 1. 1.4. 1-1 * D PLATE 7J43 Q LG. LRFD (OsVb=0.75AbO.5OFu) (mtTb=O.75A60.75f0 Fu=GOk , for A3O7 Abnet=O.85'Abgross 405 PM3R=023 H:MarM dri sWONSPIEN SRARINGGS Mler 802303-Uptmxn NmvpMlahal.ScNdlx-El.ga Czlc-ASCE7-15CAR 2-5 PROJECT: PROJECT #: REFERENCE BY: DATE: 20 COUNTERWEIGHT COMBO RAIL BRACKET A55EMBLY TO CONC. WALL ANALY515 "=lYJM-5&AC9El LOAI KG ONF RAIL BRACKET- TUBE WELD A5D RI = 1445 Ibs R2 = 723 Ibs R2 VY FOR AIICHORAGE ONT RAIL BRACKET - CONC. PR 9= 2 RI = 4129 Ibs R7 R2 R2 = 20GG Ibs Vx VY COORDINATE5 IN INCHE5 FROM ORIGIN: FOR WELD ANALY515 ORIGIN ORIGIN LOAD I X Y 2 R2 CAR I 3S 2 1 1 .3125 RI CVJF 6U. 14 2 1 4.34 FOR ANGnuKAGt AHALY515 LOAD X Y 2 R2 CAR 34,781 2 1 11.3125 RI CM 59.961 2 1 4.34 SEE THE FOLLOWING PAGES FOR WELD AND BOLT CALCULATIONS SEE CALCULATIONS ON FOLLOWING PAGES FOR CONCRETE WEDGE ANCHOR BOLT ULTIMATE STRENGTH ANALY515 H:1Sharo GinsWalBRIEN SHARINGSohiMkr S02303-Upto Ne G,(cadka indler- EW.lorCak_ASCE 7-15CPR 2-5 105 PMXM23 WELD GROUP ANALYSIS AISC Elastic Method UPTOWN NEWPORT-CAR1-5 S02303 Number of Welds, Nw =® Weld Coordinates: Start End Weld Weld Weld Weld I 1 111 1 111offITM BeW 1 111 .. NUMNE111 No. of Load Points =0 Load Point Data: X-Coordinate (in.) Y-Coordinate (in.) Z-Coordinate (in.) Axial Load, Pz (k) Shear Load, Px (k) Shear Load, Py (k) Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) KZCAR KIcwI 36.000 1 60.140 2.000 1 2.000 1 14.0 12.0 10.0 B.0 5.0 4.0 " 2.0 + 0.0 0.0 10,0 20.0 30.0 40.0 50.0 60.0 70.0 80,0 x - AXIS (In.) WELD GROUP PLOT +Y +Z 1=Start 2=End 1 2 2 Weld #3 Weld #2 Weld #1 1 1 2 +X Origin NOMENCLATURE 1 of 2 3/20/2023 4:16 PM Properties: E Loads C.G. of Weld Grou in. E Pz = 0.00 kips I i13691.43 in. E Px = 2.17 kips in. E Py = 0.00 kips w3 E Mx = 0.00 in-k in^3 E My = 14.45 in-k in^3 E Mz = 0.00 in-k Weld Forces (k/in.) Fw(1) Fw(2) Weld #1 0.161 0.160 Weld #2 0.161 0.160 Weld #3 0.160 0.161 Weld #4 0.160 0.161 11 Required E70XX Weld Size: Fw(max) = 07161kips/in. Fillet (leg) = 0n. Throat (eff) = 0n. 2 of 2 3/20/2023 416 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis CAR1-5 Number of Bolts, N =® Bolt Coordinates: Xo (in.) Yo (in.) #1: 1.500 2.000 #2: 11.500 2.000 #3: 64.630 2.000 #4: 74.630 2.000 No. Points =0 X (in.) _ Y (in.) _ Z (in.) _ PZ (k) _ PX (k) _ Py (k) _ MX (in-k) _ My (in-k) _ MZ (in-k) _ R2CAR R1cw Point Coordinates Load Point Data: JJ Point Coordinates: X0 (in.) YO (in.) 34.780 59.860 2.000 2.000 11.313 4.340 2.077 4.129 1 of 2 3/20/2023 4:17 PM Results: 30.0 POINT GROUP PLOT Bolt ouv Pro erties: Xc = 38.065 in. Yc = 2.000 in. 25.0 Ix = 0.00 in.^2 ly= 4085.40 in.^2 200 J = 4085.40 in.^2 c Ixy = 0.00 in^2 x 15.0 0 = 0.000 deg. ¢ E LoIf Bolt Grou : 100 E Pz kips E Px kips E Py =kips 50 E Mx =in-k 0 X+ XE My =in-k 0.0E Mz =in-k 0.0 10.0 200 300 40.0 50.0 60.0 70.0 80.0 X-AXIS (in.) 11. Bolt Reactions (k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz Shear Rh Axial Rz Shear Rh Bolt Reaction Summa Rz(max) = 0.37 kips N = COMPRESSION Rz(min) = -0.37 kips (-) = TENSION Rh(max) = 1.55 kips is -0.37 1.55 2: -0.27 1.55 a: 0.27 1.55 a: 0.37 1.55 2 of 2 3/20/2023 4:17 PM 2 of 2 3/20/2023 4:17 PM JIM, aj, Anchor Designer TM Software Version 3.1.2301.3 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2 Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, her (inch): 3.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmm (inch): 5.78 cap (inch): 7.33 Cmm (inch): 4.00 Smm (inch): 2.75 Company: Data: 3/20/2023 Engineer:CJohnnson PE, PLS Page: 1/6 Project: N NEWPORT Address: Phone: E-mail: Project description: COMBO bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, fc (psi): 3000 q4,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 1/2"0 CS Strong -Bolt 2, hnom:3.75' (95mm) Code Report: ICC-ES ESR-3037 o 'silt� :,, Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. _,, 1,_ _1 _ ,_,,,.,_ , 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 3.1.2301.3 Load and Geometry Load factor source: Act 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N.. [lb]: 370 V... [lb]: 1550 Vuay [lb]: 0 Ma. [ft-lb]: 0 M.y [ft-lb]: 0 <Figure 1> 370 Ib Z Le _ a_.:. .:.,J 'a 0 ft-Ib X 1550 Ib Y 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 V w .strongtie.com <Figure 2> Anchor Designerr"' Software Version 3.1.2301.3 ds and ked for Input data and results must be checked W. LasrPo itas Boulevard Pleasanton. CA 94588sPhone: 925`560.9 00 guidelines 925.847 3871 eGwww.sttronl 5agreement with the existing www.strongtte.com �' Anchor DesignerTM Software Version 3.1.2301.3 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 416 Project: UPTOWN NEWPORT Address: Phone: E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (Ib) Wax (Ib) V..y (lb) 4(V...)4(V..y)' (lb) 1 370.0 1550.0 0.0 1550.0 Sum Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 370 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 0.0 1550.0 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec 17 4 1) N,. (lb) 0 ON.. (lb) 12100 0.75 9075 5. Concrete Breakout Strength of Anchor in Tension (Sec 17 4 21 Nn = k..i.4F.h.r' ' (Eq. 17.4.2.2a) k. Ai F� (psi) h.r (in) Nn (lb) 17.0 1.00 3000 3.250 5456 0.750kb = 0.750 (AN./AN..) T-dN T.,N vlcgNNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) AN. (in2) AN.. (inx c.,pm (In) %dN y<,N vp,N Nb (Ib) 9 0 7501V.b (lb) 95.06 95.06 7,00 1.000 1.00 1.000 5456 0.65 2660 6. Pullout Strength of Anchor in Tension (Sec 17 4 31 0.75QNm = 0.750y'..wi.Np(F./2,500)p (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) Y..P A. Np (lb) f� (psi) n 0 0.750Np. (lb) 1.0 1.00 4750 3000 0.50 0.65 2537 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 w .strongtie.com 9"' Anchor Designer TIM Software ' Version 3.1.2301.3 8 Steel Strength of Anchor in Shear (Sec. 17.5.11 V.a (lb) Dour 0 0auwoV:a (lb) 6510 1.0 0.65 4232 Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 5/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 9 Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.21 Shear perpendicular to edge in x-direction: Vex = minl7(1a/de)024d.Adfuce,"; 9Aa4f4a1''I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) k (in) de (in) Au fc (psi) ca, (in) Vbx (lb) 3.25 0.500 1.00 3000 4.67 3914 ¢Vosx=0(Aw1Avca)'Fkv%,vVh,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1a) Avs (in') Avw (in2) %d,V %,V Ph.v Vbx (lb) Shear parallel to edge in pdirection: Vbx = minl7(1a/da)0.2>ldaAadfcca,11; 9A.4fcca,' bl (Eq. 17.5.2.2a & Eq. 17.5.2.2b) L (in) da (in) A. fu (psi) ca, (in) Vb. (Ib) 3.25 0.500 1.00 3000 4.67 3974 oVcbx OV cbr =0 (2)(Avc/Avca) %dv %, vYhvVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1 a) Aw(W) Avcu(W) %d,V %,v %'v Vbx(lb) d OVubr(lb) 84.00 98.00 1.000 1.000 1.080 3974 0.70 5151 10 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 gV,, = Qk,,Ncb = Okcp(Aml ANac)'y 4N %,N %P,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 a) dd k, ANc (in2) Aw. (in2) %d,N %,N %PA ,N Nb (lb) 0 WVp (lb) 2.0 95.06 95.06 1.000 1.000 1.000 5456 0.70 7638 11. Results Interaction of Tensile and Shear Forces (Sec. 17.61 Tension Factored Load, Nua (Ib) Design Strength, eNc (lb) Ratio Status Steel 370 9075 0.04 Pass Concrete breakout 370 2660 0.14 Pass Pullout 370 2537 0.15 Pass (Governs) Shear Factored Load, Vua (Ib) Design Strength, eVu (Ib) Ratio Status Steel 1550 4232 0.37 Pass T Concrete breakout x+ 1560 2575 0.60 Pass (Governs) II Concrete breakout y+ 1550 6151 0.30 Pass (Governs) Pryout 1550 7638 0.20 Pass Interaction check Nua/0Nh V.dow Combined Ratio Permissible Status Sec. 17.6.2 0.00 0.60 60.2% 1.0 Pass 1/2" 6 CS Strong -Bolt 2, hnom:3.75" (95mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. , , in;:. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com Anchor DesignerTM Software Version 3.1.2301.3 12, Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 1 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtie.com BY: PROJECT: - - DATE: PROJECT#: REFERENCE - 21 COUNTERWEIGHT COMBO RAIL BRACKET DEFLECTION ANALY515 RMQWM-Ma CWT WEIGHT = 4360 Ib R2 RAIL ECC. = 0 m Vy RAIL DUG = 48.5 in RI R2 LATERAL LOADINGS: ( per C.B.C., section 1617. 1.20 2180 0 Ib Vx Vy Fcwk = 0.5x(Cwt Wt.) LATERAL LOADINGS Qo TOP GUIDE PLATE: 726.7 Ib R I top = Fcwt/3 = `I :•` 363.3 Ib K2top= F I top/2 LATERAL LOADINGS @ BOTTOM GUIDE PLATE: 1453.3 Ib - RI bot= 2 Fcwt/3 = 0.0 Ib I K2eca = Ribot'eWDBG 1453.3 lb RI=(Rlbot2+K2eao2)"2 726.7 Ib R2tbot= RI bot/2 = 1453.3 lb RI design 72G.7 Ib R2 Aesign a r rAR COMFOSItE CHANNEL DEFLECTION L= 54.5 in E = 29000 kst ly= 1.17 in P=RI CAR= 1.376 wp a=y= 27.25 m AMA= 2Pa^3b^2/(3Ei(3a+b)^2= Amnr = 0.03 m 0.125 in OK OK BRACKET CHANNEL DEPI.ECNON Lz I I.G25 m E = 29000 ksi Iy = 14.5 m P I = R2CAR/2 = 0.519 hp P2 = RICv6 = 1.032 VIP = 5.625 in y = 6 in AM.2 = P2b2(3Lz bu6El +P I L2 ^ 3/(3EI)= 6m 2 = 0.001 in ASME A 17.1 SEC. 2.23.5.2 4:05 pMN2N2023 H\Shared tlrive IKOLIBWEN 6HARING1BCMntller M2M3-Uptown Newpcll csl in*r-Elevelor Cd.Jl CE7-16 CPA 2-5 PROJECT: IIR'J fl,r VA.TCW,, STPUCTUKAL ANALY319 - CAR- - CA.R 2-5 PROJECT #: REFERENCE: 22 DOOR FRAME ANALY515 AND ANCHORAGE Fy = 30000 psi Fb = Ey/Q 2155G.9 psi Qb = I.C7 Zy)am (C2.574.59XO. 125-) = 1 .35 m3 ZySill spilt. = 1.02 m3 Zxheeder = 0.93 in3 WE = 1200 Ib h (sill -to -header angle) = 15C in (Iamb-to,lamb) = 9G in Wd000r = 400,0 Ib WI'/4 = 300 m Fx = 0.5'Wdaar = 200.0 lb CHECK HEADER BEAM 5TRE55 Fb = M / Zx. M = O.7Wdaor(V4) fb = Wdoorl / 4Zx = 7196.0 psr fb/FB < 1 0.33 < I , OK CHECK JAMB CHANNEL BENDING 5TRE55 fb = M / 2Zy, M = O.7Fx(fl/4) fb = Fxh / BEY = 1971.5 ps fb/FB < 1 0.09 < I —.OK CHECK SILL SUPPORT BEAM 5TRE55 fb=M/Zy, M=O.7Wp/4'V4 fb = Wp/4'1 / 42y = 4940.1 psi fb/PB < 1 0.23 < I —OK LRFD SEISMIC D15TRIBUTION OF FORCES TO ANCHORS Vb = QO(Fx/4 +(Wp/4+Wd)/2V2 anchors = 400,0 Ib Tb = O, 30%orthogonal increase 120.0 lb By: DATE: E eL— F In I ll w W 5EE CALCULATIONS ON FOLLOWING PAGES FOR CONCRETE WEDGE ANCHOR BOLT ULTIMATE STRENGTH ANALY515 Angle — Jamb First Floor H:%.,a dH.aOLIBRIEN SHARING&HMler 502M3-Bplmm Naepoft&d %Shindlbr- Elevala Cab ASCE 2-16CAR 2-5 405 PMMW2023 Anchor Designer TM Software Version 3.1.2301.3 0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2 Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, her (inch): 2.125 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmm (inch): 4.03 cac (inch): 6.19 Cmm (inch): 6.00 Smm (inch): 3.00 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 1/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: Door Anchorage Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 4.50 State: Cracked Compressive strength, f, (psi): 3000 Y ,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 4.00 x 0.25 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 318" 0 CS Strong -Bolt 2, hnom:2.5' (64mm) Code Report: ICC-ES ESR-3037 i Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. , , ,i f I I , 111c. 5956 W. Las Postas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronglie.com Anchor DesignerTM Software Version 3.1.2301.3 0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 120 V„ a. [lb]: 400 V„, [lb): 0 M.. [ft-lb]: 0 M.r [ft-lb]: 0 <Figure 1> 0 ft-lb X 400 lb Date: 3/20/2023 hn Johnson PE,PLSPTOWN r NEWPORT 0 ft-lb 0 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com <Figure 2> Anchor Designer"" Software � Version 3.1.2301.3 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. h 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone'. 925.560,9000 Fax: 925,847.3871 www.strongtie.com ®' Anchor Designer TM Software aja �_ r xa Version 3.1.2301.3 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 416 Project: UPTOWN NEWPORT Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb) Vaa. (lb)yuay (lb) J(Vaa.)'+(Vu,y)' (lb) 1 120.0 400.0 0.0 400.0 Sum 400.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 120 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor in Tension (Sec. 17.4.1) N,a (Ib) 0 ON... (lb) 5600 0.75 4200 5 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kaA.4F,harl s (Eq. 17.4.2.2a) k, .ta fa (psi) her (in) Nb (lb) 17.0 1.00 3000 2.125 2884 <Figure 3> 400.0 Y 0.750&b = 0.750 (Arm/Arm.) %d,N'P,NVfmNNb (Sec. 17.3.1 & Eq. 17.4.2.1a) AN, (in') Ar (in' ca,mm (in) Y;d.N V',N VJpN Nb (Ib) d 0.750N,b (Ib) 40.64 40.64 6.00 1.000 1.00 1.000 2884 0.65 1406 6 Pullout Strength of Anchor in Tension (Sec. 17.4.31 0.75¢Npa = 0.750V1,pA.Np(f,/2,500)n (Sec. 17.3.1, Eq. 174.3.1 & Code Report) yc,p da Np (Ib) f, (psi) n 0 0.750Nda (lb) 1.0 1.00 2222 3000 0.50 0.65 1187 Input data and results must he checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM Software Version 3.1.2301.3 8. Steel Strength of Anchor in Shear (Sec 17 5 11 V,a (lb) 0v 0 d 0~0V.- (lb) 1800 1.0 0.65 1170 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 5/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear ISec 17 5 21 Shear perpendicular to edge in x-direction: Vbx = minl7(1,/da)0.2�da lallfacar'_s; 9J.a4facol1I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) & (in) de (in) A. f� (psi) car (in) Vbx (Ib) 2.13 0.375 1.00 3000 6.00 4882 OVox =0 (AvlAv.) VjkvVlo,v%vl/, (Sec. 17.3.1 & Eq. 17.5.2.1a) Ava (in2) Av. (in2) %dy V4 Vh,v V6 (lb) 0 OVaba (Ib) 67.50 162.00 0.900 1.000 1.414 4882 0.70 1812 Shear parailel to edge in y-direction: Vbx = min17(1a/de)0'dded,4fbcar1,; 9da4f ca,'-sl (Eq. IT5.2.2a & Eq. 17.5.2.2b) b (in) da (in) A. f� (psi) ca, (in) Vbx (lb) 2.13 0.375 1.00 3000 6.00 4882 OVmv=0 (2J(Awl/lvaa)WwvY4,vTh,vVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) Ava (in2) Avaa (in2) Pk T..v 'Ph,v Vbx (to) 0 OVabx (Ib) 67.50 162.00 1.000 1.000 1.414 4882 0.70 4027 10. Concrete Prvout Strength of Anchor in Shear ISec 17 5 31 QV�p = OkapNw = Okap(Ark/AN.o) nd,NYG,HPap,NNb(Sec. 17.3.1 & Eq. 17.5.3.1a) kap Ana (in2) ANaa (in2) Vl.qN Vl,N ycpN Nb (Ib) 0 OWp (lb) 1.0 40.64 40.64 1.000 1.000 1.000 2884 0.70 2019 11. Results Interaction of Tensile and Shear Forces (Sec 17,61 Tension Factored Load, Nua (lb) Design Strength, a% (lb) Ratio Status Steel 120 4200 0.03 Pass Concrete breakout 120 1406 0.09 Pass Pullout 120 1187 0.10 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength, aVn (lb) Ratio Status Steel 400 1170 0.34 -Pass (Governs) T Concrete breakout x+ 400 1812 0.22 Pass II Concrete breakout y- 400 4027 0.10 Pass Pryout 400 2019 0.20 Pass Interaction check NaW^ Vaa/OV„ Combined Ratio Permissible Status Sec. 17.6.2 0.00 0.34 34.2% 1.0 Pass 318"0 CS Strong -Bolt 2, hnom:2.5" (64mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 1 ' - : _I .,- -, 1-.r:. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software version 3.1.2301.3 12 WWarninns input, ductility requirements for tension have been determined to be satisfied — designer to verity. -Per designer determined to be satisfied — designer to verity. - Per designer input, ductility requirements for shear have been - Designer must exercise own judgement to determine if this design Is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. e check Las P agree Boulevard Pleasanton, CA 94588 Phone: 9255s0 9000 Fax: 925 847 3871 w .slrongtie.com Input data and results must 6e checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. PROJECT: HEY✓ ELEVATOR, STRUCTUKAL ANALYSIS - CAR, I - CAP, 2-5 PROJECT #: REFERENCE: - 23 CONTROLLER EQUIP. ANCHORAGE FORCES PER ASCE 7 (12,5) EQUIPMENT I NEC: OBJECT HEIGHT, H: EQUIPMENT C.G.: GG'41N HEIGHT OF CURB GIVEN -s 32.0 IN DESIGN CENTER OFGPORT;AVITY roar roar IN O..0 FRONT DIMENSION, GR IN BOLT SPACING, b: B + 3" 20.G IN -' SIDE DIMENSION, D. 23.6 IN BOLT SPACING, d; 7� I IN GIVEN -. OBJECT WEIGHT, Wp: 6.1 IN CENTRDID OFFSET FROM FRONT I # CENTROID OFFSET FROM SIDE 0.O .0 N O.O IN SEISMIC DESIGN FORCES; LRlM A5D O.73D + 2E 0.48D + 0.7E f)`Qo= 363 # 0.7F P = 268 # O.73D - 197 # O.48D = 130 # TENSION FORCE CALCULATION: 100% Fr ON FRONT; LRFD A5D # BOLTS RESISTING OTM: OTM (LB -IN) = 2 RM (= 12,269 5.585 Z (LB -IN) = 604 397 T(LB)= 11,665 8,191 T�OiAL - 1,905 1,337 Te°LT = 1,905 1.337 952 669 100% FpONLRFD ASD # BOLTS PE515TING OTM: OTM (LB -IN) = 2 KM (LB -IN) = 12,269 5,556 E (LEAN) = GO4 397 TILE)= 11,665 81191 TTMAL = 494 347 Tapir = 494 347 247 173 SHEAR FORCE CALCULATION: N BOLTS RESISTING V; 4 LRF- LATERAL SHEAR (LB) = 383 TORSIONAL V- 268 # # TORSION APPLIED WHEN SIDE LOADED Vlateral /bolt = V, = 96 V(-r '-N bolt = Vf - 67 O FRONT LOADING GOVERNS O 20.6 IN I97# i �1 ? 383# a BY: DATE: 7.1 IN 197# 383# _z o i m AA --__-_- FRONT j - 51DE ELEVATION VIEW - EQUIPMENT FRONT R SIDF I...... � ' •� :.T 23.G IN I O (#) ? 383# w O FRONT O 383# -A t PLAN SECTION A MAXIMUM ANCHORAGE EFFECT SHOWN - LOADS ARE IN LRFD (ASD) DESIGN SUMMARY: LRFD AS O.73D } 2E D O.48D + 0.7E DESIGN ANCHOR TENSION, Tom: DESIGN ANCHOR SHEAR, V.: 952 # 669 # 96 # 67 # ANCHORAGE TYPE: CONCRETE M OO - 2 REFER TO NEXT PAGE(5) FOR ANCHORAGE DESIGN HIShwQ dayss%OLISRIEN SNARINGI&iWj, S021o3- Uptown Ns PrtkfCdSCpIWW-8a 1a CAICASCE 7-16CAR&6 ar 4:%PMMWM23 �y�l'/ • Anchor Designer"' . t,r Software Version 3.1.2301.3 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2 Input Data & Anchor Parameters General Design melhod:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 2.750 Effective Embedment depth, her (inch): 2.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes h,nm (inch): 4.00 cep (inch): 6.00 Cmm (inch): 6.00 Smm (inch): 6.00 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 116 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: Door Anchorage Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, It (inch): 4.00 Slate: Cracked Compressive strength, fc (psi): 3000 4r v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 26.25 x 15.00 x 0.25 Recommended Anchor Anchor Name: Strong -Boll& 2 - 1/2"0 CS Strong -Bolt 2, hnom:2.75' (70mm) Code Report: ICC-ES ESR-3037 _.s Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com Anchor DesignerTm Software Version 3.1.2301.3 a Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.6.3 (c) is satisfied t'10 factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: -197 Vua [lb]:0 Vuar [lb): -383 Mu. [ft-lb]: 1022 Mur [ft-lb]: 0 M. [ft-lb]: 86 <Figure b 1022 ft- A X Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS 1i Page: 2/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 2197 lb 86 ft-lb Z, 4 I ft-lb Y 383 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 'Sn on D- I i� C: t — C, Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.slrongtie.com EMMAnchor DesignerT" Software Version 3.1.2301.3 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. i 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847 3871 vNuwstrongtie.com Anchor DesignerTM _ Software Version 3.1.2301.3 3. Resulting Anchor Forces Anchor Tension load, N.. (lb) Shear load x, Shear load y, 1 132.6 5.4 .,,nr oaf gVUa.., 2 576.1 -5.4 -75.2 75.4 3 132.6 5.4 -75.2 75.4 4 576.1 -5.4 -116.3 116.4 Sum 1417.2 -116.3 116.4 0.0 oao Maximum concrete compression strain (%o): 0.02 V V V Maximum concrete compression stress (psi): 96 Figure 3> Resultant tension force (lb): 1417 Resultant compression force (Ib): 1614 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 1.92 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 A. St el Stren th of Anchor in Tension Sec, 17..1 Nsa (Ib) 0 IN (Ib) 12100 0.75 9075 S. Concrete Breakout Strennln of Anchor in r-__,-n 'Sec 17 a 91 k Nb = Av4f�h.fl's (Eq. 17.4.2.2a) - - k A, f� (Psi) h.t(in) Nb Ib 17.0 2 1.00 .250 3143 ( ) 3000 0.750Nroa =0.750 (Arm/Afxa) yeyNWOIN yc,N y',,NN, (Sec. 17.3.1 & Eq. 17.4.2.1 b) Arm (in2) ANC (in2) -- (in) - ,N %dN y . 173.88 45.56 6.Of1 n coo"p.N Nn (Ib) 6 Pullout Strength of Anchor in Tension(Sec, 17 d st 0.75ONm=0.750%,A^(f,/2,500)^ (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) .P A a No (lb) f. (psi) n 1.0 533 1.00 2870 3000 o„ (Ib) 0.50 0.65 1533 383.6 load combined, [:03 o4 Y X °1 -2 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com (lb) Anchor Designer'" Software Version 3.1.2301.3 8 Steel Strength of Anchor in Shear (Sec. 17.5.11 Vaa (lb) w,am d OmafOV.c (lb) 6510 1.0 0.65 4232 9 Concrete Breakout Strength of Anchor in Shear ISec. 17.5.21 Shear perpendicular to edge in x-direction: Vb. = minj7(la/da)`4daA64faca11-5; 9Aa41`ccar'sl (Eq. 17.5.2.2a & Eq. 17.5.2.21b) le (in) da (in) A. r� (psi) ca, (in) Vbx (lb) 2.25 0.500 1.00 3000 6.00 5383 OVcbgx = 0 (Avc/Avm) Y1-vYed,vT v%Wbx (Sec. 17.3.1 & Eq. 17.5.2.1b) Av. (in2) Av. (in2) V' c.v ved,v '/'av '7�h,V Vbx (lb) d 011cbsx (lb) noo n7n 7512 Shear parallel to edge in y-direction: Vbx = minl7(la/ da)b NdaAa4fmarf'5; 9A-4faca11'N (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in) da (in) A. fc (psi) car (in) Vex (lb) 2.25 0.500 1.00 3000 6.00 5383 OVcbl=(2)(AVc/Avc.)vx6c,v%d,vYe.vv'F.vVbx(Sec.17.3.1, 17.5.2.1 (c) & Eq. 17.5.2.1 b) Avc (in2) Avca (in') T..V %d.V 'YnV v'h.v Vbx (lb) 0 011cb, (lb) n g711 Shear parallel to edge in x-direction: Vbr = minj7(1a/da)1-2dd.Aa41`ccar'''; 9Aa4fccaf''I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) la. (in) da (in) Aa fc (psi) caf (in) Vbr (lb) 2.25 0.500 1.00 3000 6.0E 5383 OVcbax=0(2)(Avc/Avm)vec.v'1WTc.v'PbvVbr(Sec.17.3.1, 17.5.2.1(o) 6 tq. If.D.L. 10) A Ava (in') AAv.(in 2) vec,v 'WWy �,v VhV Vbr (lb) ,A 0 y. Vcb9x (lb) 84.52 162.0E 1.00E 1.000 1.00E 1.50E 5383 0.7E 5898 10 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 OV, = Ok,Ncb = Okcn(Aw1 Arm) ved,Nve,Nveo.NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) /, kcn Am, (in2) ANc. (m2) Te N TqN '7ep.N Nb (lb) 0 OV, (lb) 1.0 43.47 45.56 1.00E 1.000 1.00E 3143 0.70 2099 11. Results Interaction of Tensile and Shear Forces (Sec. 17.61 Tension Factored Load, Nu. (lb) Design Strength, eNn Concrete breakout Pullout Shear 576 1417 576 Factored Load, V.. (lb) 3728 1533 Design Ratio 0.38 0.38 eV. (lb) Ratio Status Pass (Governs) Pass Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94688 Phone: 925.560,9000 Fax: 925.847.3871 www.stronglie.com Anchor DesignerTM r Software Version 3.1.2301.3 T Concrete breakout x+ 5 II Concrete breakout y+ 11 II Concrete breakout x+ 150 Concrete breakout, - combined Pryout 116 Interaction check M.10 n Company: Date: 3/2n/2023 Engineer: John Johnson PE, PLS Page: 6/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 2512 0.00 Pass 9211 0.00 Pass 5898 0.03 Pass - 0.03 Pass 2099 0.06 Pass (Governs) Combined Ratio Permissible Status 1/2" 0 CS Strong -Bolt 2, hnom:2.75 (70mm) meets the selected design criteria. 12, Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. - 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847.3871 www.strongtie.com e M OHI1�1{ G1101O See responses to comments made on Plan Check No. REV2023-0541 The elevator walls above grade are CMU. Provide details similar to 7/S-5 10/S-8 for CMU wall condition. Provide revised structural calculations for CMU wall anchorage condition. Anchorage calculation software requires the loading to be input at strength level, not ASD level. See red marks on structural calculations. o Anchorage values on the first submittal uses strength design values as shown on the bolt group analysis. Anchorage calculation added to reflect CMU wall condition using ASD value per anchor evaluation report. Refer to comments on plans for additional corrections. See page 4 of 12 for Car 01. Comments on this sheet are typical to all elevator occurrences. o Shop drawings revised to match condition. Sincerely, oh�ohnson, P.E. Principal Engineer DIVISION BUILDING H 83934 Exp. 09 30 23 PROJECr: NEW ELEVATOR 5TRUCTUKAL ANALY515 - CAR I - CAR 2-5 PROJECT 8: 502303 REFERENCE: UPTOWN NEWPORT PREPARED BY: DT CHECKED BY: JOHN H. JOHN50N. P.E. DATE: 3/20/2023 STRUCTURAL ENGINEERING CALCULATIONS FOR NEW ELEVATOR INSTALL 4251 Uptown Newport Dr. Newport Beach, 922GO CAR 1-5 INSTALLATION BY: ® Schindler Elevator Corporation 3585 Cadillac Ave B Costa Mesa, CA 92G2G Schindler CALC dm SKETCH BY: THE__ O_ VER_M_IRE GROUP, LLC 37 Walbert Lane, Ladera Ranch, CA 92G94 Tel: (31 O) 720-5428 PREPARED BY JOHN JOHN50N, P.E. KOLIBRIEN CORP. GO THE OVERMIRE GROUP. LLC HAShared drives\KOLI BRIEN SHARING\Schindler S02303 -Uptown Newport\calcs\Schindler - Elevator Calc_ASCE 7-16 PROJECT DESIGN CRITERIA: 1. CODE: 2019 CALIFORNIA BUILDING CODE AND ASCE 7-16. 2. GRAVITY LOADS ARE AS SHOWN ON THE DRAWINGS. LIVE LOADS ARE REDUCIBLE AS ALLOWED BY THE CODE. A. DEFORMATION COMPATIBILITY — DESIGN AND ATTACHMENT OF ELEMENTS TO THE PRIMARY STRUCTURAL SYSTEM SHALL BE CAPABLE OF ACCOMMODATING VERTICAL MEMBER DEFLECTION WITHOUT STRUCTURAL OR COSMETIC DAMAGE. CONNECTIONS TO THE PRIMARY STRUCTURAL SYSTEM SHALL NOT BE MADE UNTIL ALL STRUCTURAL WORK SHOWN ON THE DRAWINGS IS COMPLETE. DEFLECTION IS LIMITED TO THE LESSER OF 3/8" OR SPAN/360 FOR BUILDING EDGE BEAMS AND SPAN/360 DUE TO LIVE LOAD FOR ALL OTHER BEAMS. 3. LATERAL LOADS: A. WIND: WIND SPEED 110 MPH FOR 3—SECOND GUST EXPOSURE EXPOSURE C IMPORTANCE FACTOR IW = 1.0 B. SEISMIC: SITE COEFFICIENTS Fa = 1.20 Fv = 1.84 MAPPED SPECTRAL ACCELERATIONS Ss = 1.288 S1 = 0.460 MAXIMUM SPECTRAL ACCELERATIONS Sms = 1.289 Sm 1 = 0.846 DESIGN SPECTRAL ACCELERATIONS Sds = 0.859 Sd1 = 0.564 SEISMIC DESIGN CATEGORY D SITE CLASS DESIGNATION D RISK CATEGORY II IMPORTANCE FACTOR IE = 1.0 DANCY FACTOR Rho = 1.0 REDUN STRUCTURAL SYSTEM: SPECIAL REINFORCED MASONRY SHEAR WALLS RESPONSE MODIFICATION COEFFICIENT R = 5.0 SYSTEM OVERSTRENGTH FACTOR OMEGA-0 = 2.5 DEFLECTION AMPLIFICATION FACTOR Cd = 3.5 Cs = 0,859/5 = 0.172W PROJECT: U V, ELEVATOR STRUCTURAL AHALY515. CAF PROJECT#: 502303 REFERENCE: UFTOWII IItWFORT I COMPONENT ANCHORAGE - ASCE 7-1 G CHAPTER 13 BY: JOI1N H juw f50H P t DATE: 3/20/2029 STTE SPECIFIC SEISMIC DATA PER ASCE 7-16 CHAPTER 13 - COMPONENTS: DESIGN, 5% DAMPED SPECTRAL RESPONSE ACCELERATION PARAMETERS (U.S. SEISMIC DE51GN MAP): 02-SECOND, 5,: Sos = O.559 g I -SECOND. SGI: 5DI — 0.564 S SEISMIC 51TE CLA55: D BUILDING OCCUPANCY P COMPONENT IMPORTANCE FACTOR: BUILDING CLASSIFICATION: NL BUIIDIIIGe AND OIry,R STWCII.RES.,, TryI LISIEU IN RISK CAiEGORlE51, III. NIP IV BUILDING OCCUPANCY CATEGORY: II BUILDING IMPORTANCE FACTOR: I, = LOO ASCE 7-1 G COMPONENT CLASSIPICATION: A. ... .,.IITS COMPONENT IMPORTANCE FACTOR: le = 1.00 ASCE 7-16 COMPONENT CU551FICATION; o e`"OR Nl. Ee.eeOMP01lEN15 COMPONENT 5El5MIC PARAMETERS: COMPONENT AMPLIFICATION FACTOR: COMPONENT RESPONSE MODIFICATION FACTOR: aP = 1.0 2.5 OVOR TRENGTH AS REQUIRED FOR ANCHORAGE TO CONCRETE: Oo= COMPONENT VIBRATION ISOLATION: 20 BUMPER RESTRAINT OR SNUBBER IN EACH DIRECTION WITH LE55 THAN 1/4" AIR GAP? NOT 150LATED RESTRAINT CLEARANCE FACTOR FOR ISOLATED EQUIPMENT: f„ = N/A .DO HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: a/h= O.52 LEVEL4-4R top level 7/h= 0.G2 LEVEL 3-3R a/h= 0.42 LEVEL 2-2R zIh= 0.19 1EVELI COMPONENT SEISMIC DESIGN FORCE: LRFD ADD 1,=0.2 x5Nsx WP= 0.17Wp 0.7F,— 0.12W P F,=V0.4 x a, x 5,x Wr)I Rp/Ir)I x II+2(a/h)]= 0.31W >-0.71W P P OJFP= Q22 Wp 20.5Wp CBC 1617.11.21 0.3 x 5'x IF x Wr= 0.2G Wp O.7f,_= 0.18Wp Frmy=l.G x 5�x),x Wr= 1.37 WE 0.7Fvm„= 0.9G WE Max Breckct Spaang Car Cwt STRIKE PLATE IOB 9G inches Pp,design= 0.71 WE OJFP = 0.50 WP LOAD top level TOP 134 63 Inches Fp,design= 144 0.71 W P 0.7F= O.50 WP top level eolTonn 132 inches Fp,desfgn= 0.31 Wp 03FF = 0.22 WP level I ->3R ASME 17.1. 5ecnon 8.4.2.3. 1(a) I.00 WE I.00 WE Controller Ancnorege Fp,designfln= 1.42 Wp 0.90 Wp Governs Controller Allcnorage Fp,dettgn= 1.00 Wp 0.70 WE, NISI-mi NrvabIKOUBWEN SHARINGIS Indr502303- VINm Nu"ft*dSchWI -%16v Cek Sf 7-16-UR1 353 PMQX023 PROJECT: IJEP/ ELEVATOP �,TkUCTUPAL AIIALI'515 CAR PROJECT 8: 502_'03 REFERENCE: UPTOWN Nf VFC)PT 2 5E15MIC LOADINGS ON CAR RAILS CAR CAPACITY = 3500 lb CAR WEIGHT = 2596 lb Wp=0.4WCap+Wcar 3995 Ib RAIL ECC. = 0.00 In RAIL DBG = 83.88 in LATERAL LOADINGS: ( per G.B.G., section I C 17. 1 1 .20 ) Fcar = 0.71'(40% of Car Cap. + Car Wt) = LATERAL LOADINGS Qo TOP GUIDE PLATE: Rl top =Fcar/3 = R2top= RI top/2 = LATERAL LOADINGS @ BOTTOM GUIDE PLATE: RI bat= 2 F1ar/3 = R2ecc = Rl bot'ecgDBG RI =(Rl bota+R2ecca)ua K2tbot= Rl borV2 = RI design ASD R2 design A50 2838.G lb 946.2 Ib 473.1 lb 1892.4 Ib 0.0 It, 1892.4 Ib 546.2 lb 1453 2076.0 III, 727 1038.0 Ib DATE R2 Vy Rt R2 vx Vy ASME A 17.1 - 5ecbon 8.4 Oar Posrtm Restraint/ Rad Span Kato: Distance between upper and lower position restraints (L) = 108 In Maximum distance between rail brackets (1) = 134 In IA = 0.81 > 0.G5 Lm>L RI=0.5W(I-U3B= 207GO II, K2 = R I /2 = 1038.0 It, KI = W/3 = NA III R2=K1/2= NA II, 3 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALY515 RAIL = 12 Ib/R ELASTIC MODULUS E = 29000 ksi YIELDING STRENGTH Fy = 3G000 psI MOMENT OF INTERIA Ix = 4.49 'nQ MOMENT OF INTERIA ly = 3.G 1 Ins SECTION MODULUS 5x = 1.85 in SECTION MODULUS 5Y = 1.45 'ns MAXIMUM LENGTH L. = 134 Ia AI 7. 1 ALLOWABLE BENDING Fb= 0.6 Fy RADIUS OF GYRATION rx = 1. 133 In RADIUS OF GYRATION ry = I .DIG m CANTILEVER ASSUMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE WORST CASE WITH RI LOADINGS AT SPLICE AND MIDSPAN BETWEEN BRACKETS RAIL CONNECTIONS MODELED AS PINNED SPLICE MID SPAN Lc SPAN Lm DEFLECTION d = (Rl top'Lcs'(LL+Lmy3El = I .25 in ASME A 17.1 Table 8.4. 12.2.2 ALLOWABLE -.Lc= WHERE in 52.21 LcxO and > 24 - OK ASME A 17.1 PART 8 SECTION 5,4.8.3 ALLOWABLE BENDING STRENGTH Flo = 0.6Fy= BLE BENDING STRENGTH 21600 psi GOO ALLOWABLE DEFLECTION = (RI'Lca'(lc+LmU3El = I .25 m ASME A17.1 Table 8.4. 12.2.2 LLmO and > 24 -. OK WHERE Lcs+LmLca-D3EI/RI =0 lac= I 35.51015 m RAIL SPAN FOR BOTTOM LOADS AT GUIDE PLATE MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY DEFLECTION (ASME A 17.1 8.4. 12.2.1) 6A5 It 192.56 In Lan -r La > LOK La = (249EID/2/R )io max MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY BENDING STRESS (ASME A 17.1 8.4.1 2.1 . I) 9.0 k max La=717G715vWp/2.93/0.7 = 228.05 in La > Lan OK Continuous beam Mmax=13/G4(0.7RI)Lm= 39553.84 m-Ib Mmax=13/G4(0.7K2)Lm= 1977G.92 m-16 GOVERNING RAIL COMPRESSION L.�' E _ 3G889.7 psI P. = (0.658-`4)) • Fy • x = 63749.1 G Ib Fe =-KL ` combined max bending 6 compression / \o.s 4.71 . 1 Fly 1 = 33.7 > KUr Pr = 11208.5 LB Or = 88.08 < 200 -. OK F/O = 139581,9 lb Mr Pr (B -- 0.960 < I -+OK + `9 1.67 Ld7 SEE FOLLOWING PAGES FOR MAX Mr/Mn 353 PM31N Zf 13banA tlrrvesIXOUBNEN SNMINGISWAlk, SOM,- Uplown Nexponlc�alScBlMler-0.4m CAc_A5Cr 7-16 CAR 1 PROJECT: TPA ILEVATOR 5TRUCTURAL ANALYSE LAF. PROJECT 8: 502303 REFERENCE. UFTCN91 HFWP, IFT 4 RAIL CLIP 5TRENGTH ANALY515 YIELDING 5TRENGTH Fy = 5APET1' FACTOR Ob = ALLOWABLE BENDING 5TRENGTH Fb = 06Fy= D15TANCE TO R2 LOADINGS = RAIL CUP THICKNESS t = RAIL CLIP W DTH w = CUP SECTION MODULUS 5= M07 BOLT DIA. = A307 515 BOLT 5HEAR CAPACITY OVb = A307 5/6 BOLT MN5ILE CAPACITY 411 = R2max CUP BENDING: Ib = M/5. T= R2'2". Fdlp=Tii Mdrp=1.99•'fclrp i fb= BOLT SHEAR By = RmaV2 BOLT TEN51ON BE = Kn,W 2'1 IWB < I BW(VbR )+BV(TR,D) < 5 RAIL RENDING CAPACITY ANALY515 50000 psr 0.5 (L5D) AI515100-0� c3. .I 45000.0 psr 2m 0.4 in 2m 0,08 ins 0.625 in MFD 5867.51b (05V6=0.75Ab0.50Fu) 8801.2 lb (0CT6=O 75A60 75F U7 F-90IN, far A307 Pbnet=0.85•Abgrass 10224.2 psl 519.0 lb 415.2 lb 0.23 < I - OK 0.14 < I -r OR RAIL = 12 IND ELASTIC MODULUS E = 25000 kzi YIELDING 5TRENGTH Fy = 36000 psr MOMENT OF INTERIA Ix = 4.49 MOMENT Of INTERIA ly = 3.G I m 5ECUON MODULUS 5x = 1.55 in SECTION MODUL05 5y = 1,45 rn ASME A 17.1 PART 8 5ECTION 8.4.8.3 O.SO Ey ALLOWABLE BENDING STRENGTH Fb =0, GFy= 21600.0 psr Min, I3/G4(OJR ULm= 30553.8 m-Ib Mnaa=13/G4(0,7 2)Lm= I977G.9 m-Ib BENDING 5TRE55 fb I = MV5x 21350.5 Psi BENDING 5TRE55 fb2 = Myry 13G39.3 psr Ma = Fb•Sx 399G0.0 r41p fb I ft < 1 0.990 < I -OK fbb b < 1 0.63 < i -.OK 6 RAIL TOR51ONAL 5HEAR CAPACITY ANALY515 W6ME A 17.1 8.4.12.2.1) Governs ANALY515 PER ROARK5 F01 FOR 5TRE55 AND 5TRAIN, 5EC. I OJ, TABLE 10, 1.23 GUIDE RNL C. = If G= 0.059 In` 29,000 10.900 ksr 5 rn 0,375 in 3.125 in 0.375 in 0.375 m 0.3]5 in 134 m 0.34378 in 0.0637378 0.0528552 0.2419747 0.375 K= O. 141372 T = 0.7K2.i,'2" = 1453.2 m-Ib B = TUKG = 0,1 2G3G7 rad Tave = TA-3 = 0.000904 psi C- 0.36/809 Tmaa = TC/K = 3780.8 psi ALLOWABLE 5HEAR 5TRE55 (A15C 360-16) BY: J17TN H. JCHII5CIJ P E. DATE: 312012023 GSV/CN7 WY R2 5 '0 A'A7 Y.B: Conscrvatmely assumes Point load at mid span =CSC w=..=Tf• II ((A Mein C' �(11 IN.IIPIn�I U� LLtiX-�WiAWI tWa 11 Ll L I'(E• (.2/fy)o' = 34.2 witty = 8.33 Aw = 1.17 m` Cv = 1 .6PYA Cd = 15157.2 psr T / fTv ) = 0.25 < 1 - OK K = Xi 1 K� Kg =ry'13 II145��1 3� LL 1Pla+, O_16�r 1-I Mr d'la 13 1 bl lord-'IIF�Y1 HiShDAdnve;KOHBRIENSHAWNGIBdriMer50233-Lplom Nxpo My SAintllaf-NanMCM SCE2-1b CAR1 5l PMyipl2@J PROJECT: NEW ELEVATOR STRUCTURAL ANALY515 CAR I BY: JOHIJ H. JOHN5ON. P.E. PROJECT #: 502303 DATE: 312012023 REFERENCE UPTOV✓IJ IIEWPORT 7 LATERAL TORSIONAL BUCKLING STRENGTH ANAI Y.9M AIS(:.AFG- I r- 1.95E — Ma = L /1 .J V B } 1 } B'- web compression web tension b 5G3071.13 in-Ib or 399G38.8 in -lb 8 = - 2.3 ( d ) /p I/ Lb ✓ -0. 1722c3 B — 7 3 Lb )✓ 0. 1722G33 My = yield \moment about the axis of bending. 9GGOO.0 inTb O.GMn = 399GO m-lb Mn = Mel < My Mcr > My —> Mn = My Mp = IW. 15 1.6My GCG00 in-Ib < 10G5GO in-Ib OK Mmu / 0.GMn - 0.990 < 1.0 OK 8 RAIL WEB BUCKLING STRENGTH ANALY515 A15C 360- I G Mn = F,,S3 GC000.0 in-Ib O.C;W = 399GO m-lb `<<_U.84F U1 When i,r Fp Pcr=Fy F,., = F, 121 When U.R4'= < 51.52 ��JJ Fy' F� NA F,, = 1.43 -D315 „. d (3) When > 1.52 r r„. NA F_ 1.52E d Mmax / O.GMn = 0.990 < 1.0 OK HAShaedd&eVOUOMEN SMRINGI&NMIer SDM-Uplawn Newyal mlScbMer- EevAor Cdc ASCE 1-16CARI 3 53 PM121V1023 PROJECT: NEW ELEVAIOR STRUCTURAL AIVALf515 CAR I PROJECT #: 502303 REFERENCE: UPTOWN NEWPORT 9 CAR RETAINER PLATE STRUCTURAL ANALY515 BY: JOH11 H. JOHNI50H, F E DATE: 3/20/2023 ANALY515 PER ROAKK5 FORMULAS FOR 5TRE55 AND STRAIN, TABLE I O. 1 .4 xm A]fi OP YTIiV STEEL y = 30000 psi Fu = 58000 psi Fb = F /O 2) 55G.9 psi 7k I+w1 CHECK BENDING STRESS PL R2 = Fb = 0.7R2'2"/(0. 1875-3.8125"^2/4) = 2132.5 psr fb/FB < 1 0.10 < I -+OK 1 .I'(F- 1.2/Fy)" = 34.2 > h/tw s h/tw= 14.G7Aw = 0.52 WGv K4� = I- 5v/0 = .GFyACv/O = GGG9.2 psi CHECK SHEAR 5TRE55 PL R2 fs = 0.7K2/Aw = 1409.1 psi PLATE 7WXBM 1-0. K6 F5 / 5v/4 < I 0.2 < 1 -. OK I .I'(E' L2/Fy)rrz = 34.2 > h/tw wt. = G.7G Am = 0.98 m2 Cv = I -x 7v/O = .6FyACv/O = 12G31 .5 psi CHECK TOR510NAL STRESS R2 TABLE 10. 1,4 a = 2.12572 = .OG in b = 0.37572 = 0. 19 m T = 0,7K2' . 15" = 842.8 m-Ib (1 \ Tmax=M3Trtl+O.WUuG+O_Ad6u(a)-l.tlu2d`n�d+O.R]W�e 11� 1 n \\psi/ Tmax = 9525.9 Tmax/TWO < 1 0.754 < I -.OK A307 BOLT DIA. = 0.625 in LRFD A307 5/8 BOLT SHEAR CAPACITY IDVb = 58G7.5 lb ((PWb=0.75Ab0.50Fu) A307 5/8 BOLT TEN51LE CAPACITY OTb = 8501.2 lb (OtTh=0.75A60.75Fu) Fu=GOksi for A307 BOLT SHEAR By = RI ma44 515.9 lb Ab t=0.85'Abgross BOLT TEN5ION Bt = Rmax'2"/5" 0.0 lb By/(Vb(D)+Bt/(Tb(D) < 1 COS < I -r OK R H:Mare dnveWOLIRRIEN SARING3cNAn lSO%10.l-Upturn Neel nk Am 1&WnJler-Ul Av CdcASCE A16CAR1 3M PMSRSRP23 PROJECT: HIM ELEVATOR 5TR.UCTURP.L ANAL+515 CAR I PROJECT#: 502303 REFERENCE: UPTOWN NEWPORT 10 CAR RAIL BRACKET SUPPORT A55EMBLY ANALY515 R=LVED 5FACKET LOADING CAR RAIL BRACKET - TUBE WELD A50 RI = 1454 Ibs L7R R2 = 727 Ibs FOR ANCHORAGE CAR RAIL BRACKET- FR 1 R2 0= 2 RI = 4154.286 Ibs Vx VY R2 = 2077 ibe LOAD COORDINATES FROM ORIGIN: RI FOR WELD ANALY515 LOAD X Y Z - wjM WIL R2 7.656 7.242 6.1 H75 5 b 0.501 N 6 FOR ANCHORAGE ANALYSIS LOAD X Y Z R2 1 7.656 1 7.227 6,101. A' V.LF. 5EE WELD CALC5 ON THE FOLLOWING PAGE5 4.4375 IN. 5EE 51MV50N CALCULATION5 ON FOLLOWING PAGES 1/8x3/t6x5 1/8 LG. 1/Bx3/16x5 1/8 LG. ELEV. VIEW CAR RAIL BRACKET-WRi, HSS MOUNTED BY: JOHIJ 11. JOiifL.OH F E DATE: 3/20/2023 CAR RAIL BRACKET-C MU MOUNTED SCALE: 3:53 PM3I101 D NlShared tlmesV(OLIBNEN SWIRING15cNMler 562353-llpimvn Newpu:llcalrslSCM1intller Devaw C*-ASCE 7-16 CAR 1 WELD GROUP ANALYSIS AISC Elastic Method JOD Name: (UPTOWN NEWPORT-CAR1-5 I Sublect: SINGLE BRACKET TO HSS WI=1 n Number of Welds, Nw =0 Weld Coordinates: Start End Weld Weld No. of Load Points =1 Load Point Data: R2CAR X-Coordinate (in.) Y-Coordinate (in.) Z-Coordinate (in.) Axial Load, Pz (k) Shear Load, Px (k) Shear Load, Py (k) Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) 14.0 12.0 10.0 C 8.0 N 6.0 4.0 2.0 0.0 0.0 2.0 4.0 6.0 8.0 10.0 120 X -AXIS (in.) —� WELD GROUP PLOT +Y +Z 1=Start 2=End 1 2 2 Weld #3 Weld #2 LWeld #1 1 1 2 � 0 +X Origin NOMENCLATURE 1 of 2 3/20/2023 4:14 PM Results: Weld Group Properties: E Loads C.G. of Weld Grou : Lw = 6.000 in. E Pz = 0.00 kips XC = 7.656 in. E Px = 0.73 kips YC = 2.559 in. L Py = 0.00 kips Ix = 39.29 W3 T Mx = 0.00 in-k ly = 4.50 in-3 E My = 4.50 in-k J = 43.79 in^3 E Mz = -3.40 in-k Weld Forces Win. Fw 1 Fw 2 2 of 2 3/20/2023 4:14 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: I Subject: ISINGLE BRACKET PIT LOADS Job Number: Ori inator: DT I Checker: IJJ Input Data: Number of Bolts, N =� Bolt Coordinates: Point Coordinates: Point Coordinates: Xo (in.) Yo (in.) Xo (in.) Yo (in.) Xo (in.) Yo (in.) u1: 3.100 2.000 n2: 12.270 2.000 No. Points =0 Load Point Data: R2CAR X (in.) = 7.656 Y (in.) = 1242 Z (in.) = 6.188 PX (k) = 2.077 kl = Mx (k)() _ My (in-k) _ M: (continued) 1 of 2 3/20/2023 4:18 PM 30,0 POINT GROUP PLOT Results: Bolt G uD Pro ernes: Xc = 7.685 in. 25.0 Yc = 2.000 in. Ix = 0.00 in "2 ly = 42.04 in "2 20.0 J = 42.04 in ^2 = IXy= 0.00 in^2 m 150 0 = 0.000 deg. E Loads 0 C.G. of Bolt Group: 10.0 E Pz = 0.00 kips x E Px = 2.08 kips 5.0 E Py = 0.00 kips E Mx = 0.00 in-k + E My = 12.85 in-k 0.0 E Mz = -10.89 in-k 0.0 5.0 10.0 15.0 20.0 25.0 30.0 x-AXIS (in.) Bolt Reactions (k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz Shear Rh Axial Rz Shear Rh #1: -1.40 1.58 1.40 1.58 #2: Bolt Reaction Summa Rz(max) = 1.40 kips (+) = COMPRESSION Rz(min) = -1.40 kips (-) = TENSION Rh max = 1.58 kips 2 of 2 3/20/2023 4:18 PM 2 of 2 3/20/2023 4:18 PM Fr= Anchor Designer TM r Software Version 3.1.2301.3 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2 Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 3.625 Effective Embedment depth, her (inch): 3.000 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hw, (inch): 5.84 c.. (inch): 7.71 Cmin (inch): 6.50 Smn (inch): 4.16 Company: I Date: 3/2012023 Engineer: John Johnson PE, PLS Page: 116 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: single bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 6.00 Slate: Cracked Compressive strength, f. (psi): 3000 4r.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strong -Boll® 2 - 5/8"0 CS Strong -Bolt 2, hnom:3.625' (92mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM r Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N. [lb): 1400 V... [lb): 1580 V..y [lb): 0 M.. [ft-lb]: 0 Muy [ft-lb]: 0 <Figure 1> 1580 lb Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 1216 Project: UPTOWN NEWPORT Address: Phone: E-mail: 1400 Ib 0 ft-lb 0 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ®' Anchor Designer TM Software 1n r '05 Version 3.1.2301.3 <Figure 2> Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 3/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3671 www.strongtie.com ®' Anchor Designer TM r Software Version 3.1.2301.3 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 4/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb) V.. (lb) V., (lb) J(V..2)2+(V..y)2 (lb) 1 1400.0 1580.0 0.0 1580.0 Sum 1400.0 1580.0 0.0 1580.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 1400 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'w, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v2 (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 Na. (11 d ON.. (lb) 19070 0.75 14303 5, Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb = k.d.4f.h.r' 5(Eq. 17.4.2.2a) k. A. P. (psi) he (in) Nb (Ib) 17.0 1.00 3000 3.000 4838 <Figure 3> 0.75^b = 0.750 (AN./AN.a) 9;a,N'Y NWYpNNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) AN. (in2) AN.. (in2 ca.min (In) P.dN P,N Yap,N Nb (It) 0 0750Ncb (lb) 81.00 81.00 7.00 1.000 1.00 1.000 4838 0.65 2359 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) 0.750Np. = 0.750T..PA.Np(Pn/2,500)n (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) y.,p 11,i Np (lb) Y. (psi) n 0 0.75ONpn (lb) 1.0 1.00 4308 3000 0.50 0.65 2301 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com ®' Anchor DesignerTM r Software Version 3.1.2301.3 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vc. (Ib) 99.avr 0 Ogro.roV.. (lb) 9930 1.0 0.65 6455 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 5/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.21 Shear perpendicular to edge in x-direction: Vb. = mml7(1./d.)0.2dd.A.df.c.A.5; 9A.J&C,1s1 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) d. (in) A. fc (psi) c.t (in) Vb. (Ib) 3.00 0.625 1.00 3000 4.67 4182 ova=0 (Av./Avc.)4;d.vPavTl vVb. (Sec. 17.3.1 & Eq. 17.5.2.1a) A vc(in 2) Av. (ina) Ysd.v 'P',,v Yfbv Vb.(lb) 0 014w.(I1b) 84.00 98.00 1.000 1.000 1.080 4182 0.70 2710 Shear parallel to edge in y-direction: Vb..= minl7(1,/d.)02dd.A.dfcca.'-5; 9A.Jfccm'-'l (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I. (in) d. (in) A. f, (psi) ce (in) Vb. (lb) 3.00 0.625 1.00 3000 4.67 4182 01/6y=0 (2)(Avc/Avm) Y,d,v'P,,vn,vVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1 a) Av. (in°) Avc. (in2) Y4d,v Y4.v Y'h.v Vex (lb) 0 16V,by (lb) 84.00 98.00 1.000 1.000 1.080 4182 0.70 5420 10. Concrete Pryout Strenath of Anchor in Shear (Sec. 17.5.3) 011c=OkcpN.h=0k,p(AN,/AN..)Y:d,NY4NY9p,NNb(See. 17.3.1&Eq. 17.5.3.1 a) kcy AN, (in2) ANc. (in2) 4F.a.N P,,N %p.N Nb (lb) 9 OV, (lb) 2.0 81.00 81.00 1.000 1.000 1.000 4838 0.70 6774 11. Results Interaction of Tensile and Shear Forces (Sec R17.61 Tension Factored Load, Nc. (lb) Design Strength, oNn (lb) Ratio Status Steel 1400 14303 0.10 Pass Concrete breakout 1400 Pullout 1400 Shear Factored Load, Vi. (to) T Concrete breakout x+ 1580 II Concrete breakout y+ 1580 Pryoul 1580 2359 0.59 Pass 2301 0.61 Pass (Governs) Design Strength, eVn (Ib) Ratio Status 2710 0.58 Pass (Governs) 5420 0.29 Pass (Governs) 6774 0.23 Pass Interaction check (N..10N..)ao (V., Oy-dae Combined Ratio Permissible Status Sec. R17.6 0.44 0.41 84.4% 1.0 Pass 518"0 CS Strong -Bolt 2, hnom:3.625' (92mm) meets the selected design criteria. Input data and results must be checked for agreementwith the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3671 w strongtie.com ®' Anchor Designer" t Software Version 3.1.2301.3 Company: I Date: 3/2012023 Engineer: John Johnson PE, PLS I Page: 6/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 12, Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94688 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: UPTOWN NEWPORT I Subject: ISINGLE BRACKET PIT LOADS Job Number: S02303 I Ori inator: DT Checker: JJ Input Data: Number of Bolts, N =� Bolt Coordinates: Point Coordinates: Point Coordinates: Xo (in.) Yo (in.) Xo (in.) Yo (in.) Xo (in.) Yo (in.) #i: 3.100 2.000 #2: 12.270 2.000 No. Points =0 Load Point Data: R2CAR X (in.) = 7.656 Y (in.) = 7.242 Z (in.) = 6.188 PZ (k) = Px (k) = 0.727 Py (k) = Mx (in-k) = My (in-k) = MZ (in-k) _ (continued) 1 of 2 8/7/2023 1:34 PM Xc = Yc = Ix = ly = J= IXy = 0= EPz= EPx= EPy= EMx= EMy= EMz= 7.685 2.000 0.00 42.04 42.04 0.00 0.000 0.73 0.00 0.00 4.50 -3.81 A2 n2 2 dal Rz I Shear Rh I 0.49 1 0.55 Rz(max) =I 0.49 Rz(min) = -0.49 RhlmRy) = 0.55 POINT GROUP PLOT 30.0 25.0 200 16,0 Y 10.c 5.1 0. 0.0 5.0 too I=.v`-- X-AXIS (in.) 10 (+) = COMPRESSION (-) = TENSION 2of2 9-1 8/7/2023 1:34 PM CE 240 Orlglreally Issued; 01M=012 ROVI"d: 0311412023 Valid Thronglh: 0113112024 FIGURE I-- STRONG -DOLT` 2 WEDGE ANCIIOR TABLE I —PE RCENT ALLOWAN1.1:. LOAD INCREASE NOR WI N D AND E.AR'FHQI).AK r LOADING CONDITIONSI-I ANCHOR I SUBSTRATE PERCENT ALIAYWABI.E IIIAD 1NCRP.ASE FOR SH()RT• TERM LOADING CONIRTIONS acmldll Shear WL*w-Anh`2 W� a•Anti in Full'CrclluedCbgli Y 1t rl ,liter 'Wlmmusingthcbmic ...___x.____...h,...... r r a•',fKr4IHC Sm'riun - cil=t I nlMny44 hud. +luh nul I.� nrs raw•d firr +rind, aWhijwknh;r l lun rd15.1 t�.SfT 7. tf� Sccrian 2.d11 ?UTA. 20t3, 24! 2, 'khan 4wnLr Ibr spar Ov,bcn I.danmbnulinm yryinA.'IIhuulclu!,uuW '_:III8, 211I5,.U12,w 2'W I.4�rIFy i2s•teeWAW-; 1'lid lenslon Inds thr owhoes um, be surcaw0 by the alleA e mhu�lcd prrn:nlage rirmset x nn tartk� 2f1152U12-or 2UI)lHttixe buw lo'J fswlbinaemoc &r skcmable+c«a JesiJ.= mat he reduced bg muhipl!•ila Ihrm M U.`11 thwhen mind 20 - t13C Set'tinn I A 2 tt MIIS. . <J IOC fw Seclim t6U5.}., m uppli.e!�A. Page 4 of 9 OE originallytstY,cd: QM9(2012 ReViSod', OS114j2023 240 Yalta inrau9W 01)31f2024 TABLE 2—ALLOWABLE TENSION AND SHEAR LOADS FOR THE STRONC BOLT a 211LDC:E ANCHORS INSTALLED IN FULLY GROUTED CIVIC CONSTRIICTIW%" =' ANCI101L5 1NSTAI.LED IN TTIF FACE OF Fill-" GROI?I'F.D CM11 CONSTRU ALILAM;n11tLE LOADS FOR ANCHORS INSTALLED AT ANCIHIR LOCATION" D15t'ANC'I:S>C'RITICALFDGE (iTlrhnl DIS'T ANM (,nn AV 1110K LNIBLD- INSTALLATION ANRCRI'fICA1.tiPACIN4,an+I NIEN'I" TORC)UF. IIhL7 t1.aHFTER 1)F.PTIIa Iln,) (In.l lHrl6F'1 Splicing F:d�11:dIDIMinec Shral'" CrHirJtl, 111nlmum, Criticul, 3llnimmIIII, '1'msiusl°' rmrC.,* , $ 4 230 �UU 775 t1t, Zara 20 12 4 9 4 433 4 R 4 5iU l;nlCl ai;, 35 I. aU 4 1 S 4 $90 1,70 'la 4tla 55 I;l 51;t 1uU ANCIIORS IN:S'FAI.LFJ)D1 TIIE T'OP OF FULLY GR01`I'ED C'+tU C.'(SNST'R''' 13VyARLE LOADS FOR a �C'l I OR51N5TAL1.tiU Al' D IAT ,\NC'CS CRITICAL END ANCHOR {�CA'l lc l DIS'FAN('R,,v r ANCHOR CRITIC.At. SPA(9NC,, Tarr h1B611 itINIMIm EDGE DISTANCE, E ANCHOR MIJE INSTALLATION rrAll, DIAMET•IrR TOROUE (Ih6) {io.) DF.1"rll' tn. IhL) (in.) I I:it Shcalr F.nrl Dlstmlc: SFacing Ilhlanfe fendic "_..: .. I II'r•nxinnr4. 1'e tisw rrl9r I'irnllel .l__. f .. r �u.J.,.,r..r. Mfltiiuum, tn�\'u1P� lo\\'ill°• nA ow e 670 ; (;; G'1U 273 77u t_ <s 'TJhuluad .._ �.'�la+a t wlll [it lull} Itwil l tA'll� xull \nnsnn. wt'� ualaan� al r�uittia6 in sumpllauc with �,«^r' t + of This rr}wn. iric 'Alk„I sJx rr. 1,r •r:. ''l .i.al ?Malys hrvt„ m pA& inrallat, 4,xw i-rv onlvlrt7 uilh A Nholi unormrtlnpM � 7 a ' a ns reAeo.udrnJard. ,(Ili;. tgx,vt ;rpurl:a nhs2e penunl xt KS list i Inds may Ike- IRLL11 In all)DAIMLl!soh +I'm!aJmrnl.lcplhhrr aewnd from s4c aertiidc ltrecofrisemasonry mthe end al-Ih" u�i;h!hi. tilde "- r: _nl Ih"Itrar illalMua rys^nliitsxCard prnhibiuJ '(rei.nland minims xds"difunmsand crid<al and minimum ynwi r shall nand) nPIi,N ps.3 na f'n ksl nIA' diviamv still rnn II III-iq, 8M1 l'Jhrl ftX Y1Littrry R'f111IrIC •tk Ill III n'II ll'1'dAhh 4111:n„Y fhnn IIIrII: l:d�l: 4Y Ilf �. Vt t4jf•YI tahulx9ee an»++•hlc nn.i.�n :uw Lr.0 �.u,l lic t .a fiess Grl ..mbura imtali d 1. wW=0 cl'rwi ntJ �o1 i6ia r" urn Illusuut y pe�io nrJ lunJ pmhihit t ur,:hur ' Anshun stall N' ulna k,1 u ouamv I . ct4s'mul trn.vl held Jm116 ure9 T-jumu. Fi "� u., cl irtstalhdian pkiiom . \<. int. d , of Illn rcpUn rl<., &, addlllnnll nls1awkv, d"rJlls. 'Tabnlaa"d alblwai,k lo,& atrhnwrl IV a fal�r r f =Ih'n ,rf fir"t5? 'Cl ilirnl anJ minirl,= Ord JisWuie rilirs,l:mllmrcmmn grti'Ytt. Nd mir,im.+"s '4J'>LilK.�lnrllcmmh wil6fhi. oted nl Fl• kinik tmrgnl,t llilinJ chit Jisunre and ananl sfslll l we talW Im nr.:hun reslslmp III- mm:Jud hurt"tenslun <u shna lul is ly oEstia, ttpoluumr_-s alkn, eDlk Ic' All 'inmredmrm darl�i. I,rtrr fwwvrcd (t m a 1 re rnvllm �Ir,. valir� ,, Ihrur d of t�T mtndrci.ismr._r, tnJ spa�ir Single bracket worst loaded anchor ASD Shear = 550# and Tension = 490# Increased Allowable Shear = 2347# and Tension = 1184# Checking combined utilization (550#/2347#)A5/3 + (490#/1184#)A5/3 = 0.32 <= 1.0 --> OK Page 5 of 9 PROJECT: IIEN ELEVATOR 5TRUCT)RAL AI IAIY515 CAR PROJECT #: 502303 REFERENCE: UFTOW61 NEWPORT I I CAR RAIL BRACKET DEFLECTION ANALY515 CAR CAPACITY = 3500 Ib CAR WEIGHT = 2595 Ib WP=0.4WCap+Wear 3998 lb RAIL ECC. = 0,00 in RAIL DBG = 83.56 m A51) LATERAL LOADING5: ( per C.B.C., section I G 17.1 .20 ) Fear = 0.5x (40% of Car Cap. + Car WtJ = 1999.0 lb LATERAL LOADINGS ® TOP GUIDE PLATE: R I top = Far/3 = R2top= Rl top/2 = 666.3 lb 333.2 lb LATERAL LOADING5 @ BOTTOM GUIDE PLATE: R I bot= 2 Fear/3 = R2ecc = RI bot'ec4DBG 133 2.7 Ib RI=(Ribot'+R2eca')o' lb R2tbot= KIf,.V2 = 1330.0 332.lb RI design .3 Ib R2 design 1332.7 Ib 666.3 lb BRACKET DEPLEC710N: = 54.5 in E = 29000 bi IY= 1,283 m P=RI CAP42= 1.333 kip a = 0 in b = 5.625 in Aua2 = Pb'(3L,-bL/6EI = 0.02983, in A,,.,��,, . = 0.125 m AA,:I Anxra OK A5ME A17. 1 5EC. 2.23.5.2 BY: JOHII H J011tl50N, P E. DATE: 3/20/2023 R2 VY R7 R2 Vx VY 7r= I/W/166 1/8 LG. HlShsetl dlrv.WONBRIEN SHARINGISchiMkr WMe-U tp NsaparioiladSahirills, -Oiske Cdc ASCE7-I6CAR1 353 PMY^ X23 PROJECT: IJEW ELEVAIUK �TEU, TI_I'Al A I I A I DATE 2023 PROJECT N: 502303 REFERENCE: UPTOWN MFFVFC,�T 12 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS CWT WEIGHT = 43GO lb R2 RAIL ECC. = 0 a VY RAIL DOG = 48.5 in R1 R2 LATERAL LOADINGS: ( per O.B.C., section I G 17.1 1.20 ) 3095.E lb V% VY Fcwt = 0.71 x (Cwt Wt.) _ A5ME A 17.1 - Section 8.4 LATERAL LOADINGS Q TOP GUIDE PLATE: 1031 .9 lb Cwt Position Kestramt/ Rwl Span Kato: RI top = Fcwt/3 = 515.9 Ib Distance between upper and lower position restraints R2top= RI top/2 = (L) = 108 m Maxamnm distance between rail brackets LATERAL LOADINGS Q BOTTOM GUIDE PLATE: 2063.7 lb (1) = 62.671833 in RI pot= 2 Fcwt/3 = O.0 Ib = Ul 1.72 > 0.65 L>L R2ecc=Rl bot'ecr/VBG 2063.7 II, RI=O.SW(1-U3QNA lb = zvz = NA Ib RI =(RI boC'+R2ecc) 1031.9 Ib F,2=R1/2 R2tbot= RI boV2 = RI = 1453.3 lb ASD 1445 20G3.7 1b 9112 = 726.7 Ib RI design 722 1031.9 W R2 = RI/ = R2 design P50 13 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALY515 RAIL = 8 Ib/k CANTILEVER ASSUMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE ELASTIC MODULUS E = 29000 ksi WORST CASE WITH KI LOADINGS AT SPLICE AND MIDSFAN BETWEEN BRACKETS 36000 Psi RAIL CONNECTIONS MODELED AS FINNED YIELDING STRENGTH Fy = SPLICE MID SPAN MOMENT OF INTERIA Ix = 1.40 In9 KI MOMENT OF INTERIA ly = 1.281n9 RI SECTION MODULUS 5x = 0.8E in SECTION MODULUS 5y = 0.73 in' MAXIMUM LENGTH U, = 63 m ------------- 4 @ AI7. 1 ALLOWABLE BENDING Ft= 0.C. Fy RADIUS OF GYRATION rx = 0.780 in SPAN Lin RADIUS OF GYRATION ry = 0.740 in 0.75 in A5ME A 17.1 Table 5.4.1 2.2.2 ALLOWABLE DEFLECTION d = (KI top'Lcz'(Lc+Lmy3El -.Le= 30.77605 In Icx0 and > 12 OK WHRE ELcs+UrLcz-03EI/KI top =0 21600 Psi A5ME A 17,1 PART 8 SECTION 8.4.8.3 ALLOWABLE BENDING STRENGTH Eb = 0.6Fy = MAXIMUM ALLOWABLE CANTILEVER LENGTH LIMITED BY DEFLECTION 0.75 in A5ME A 17.1 Table 8.4. 12.2.2 ALLOWABLE DEFLECTION d = (KI'Lcz'(Lc+Lmy3El = yLLc- 21 7632E in Lcm0 and > 12 -� OK WHERE Ics+lmlca-D3EI/RI =0 RAIL SPAN FOR BOTTOM LOADS AT GUIDE PLATE MAXIMUM ALLOWABLE SEAN BETWEEN BRACKETS LIMITED BY DEFLECTION (A5ME A17,1 6.4. 1 2 -2.))) 6.92 It max 06.98 in La = (249EID/2/P I )" MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BYWEIGHT (AME A 17.I 8.4.12, Um -. OK 8 I It maz 97.21 m La=71767150cwtR.93/0.7 = -y U, = 97.21 in Governs MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS WITH ONE INTERMIEDIATE TIE BRACKET (A5ME A 17.1 8.4, 1 2. 1 ,1) 10 7 It max 125.95 is La > Lin - OK La=9519915x1FcwU2.93/0.7 = MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS WITH TWO INTERMIEDIATE TIE BRACKETS (A5ME AI7. 8.4. 21 . I) 1.9 It max 142.70 m La > Lm Or, La = 10534955x/Fcwg2.93/0.7 = -. = 6300 in Governs vnthout he brackets La at R max = . Governs wmhout tie brackets La at K2max = -� La = 95.00 in Tie brackets serve no benefit Continuous beam Man, 13/64(0.7R1)Lm= 18390.24 m-II, Mmar=13/64(0.7K2)Lm= 9195.12 in -lb Pr= 1638.5 LB GOVERNING RAIL COMPRESSION KVr = 55.29 < 200 OK � )) , pl, , q = 105363 Ib P/0 = 175604.9 lb (n-' E) _ 84236.5 psi pn = (0.658' RU Ee = KL = - Pr 8 , �^ - 0.890 < I - OK M) combined max bending R wrapressaon � + (9) 1.67 / L \o.s 4.71 • 1 F), I = 133.7 > KVr SEE FOLLOWING PAGES FOR MAX MrIMn 353 PM31202023 HISha,ddMu%KDUBRIENSHARINGScMMIei S0Z.M13-0plmm Narmomdra\Sdii e�-Dngm Ca1c ASCE 7-16_CAR 1 PROJECT: NEW ELEVATOR STRUCTURAL ANALY515 - CAR I PROJECT #: 502303 REFERENCE: UPTOWII NEWPORT 14 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS YIELDING STRENGTH Fy = SAFETY FACTOR (05 = ALLOWABLE BENDING STRENGTH Fb = MbFy= DISTANCE TO R2 LOADINGS = RAIL CLIP THICKNESS t = RAIL CLIP WIDTH w = CLIP SECTION MODULUS 5= A307 BOLT DIA. _ A307 5/6 BOLT SHEAR CAPACITY mVb = A307 5/6 BOLT TENSILE CAPACITY 4,Tb = K2.. CLIP BENDING: fb = M/5. T= R2'2', Fchp=T/S, MCIIp= 1.97°'Fcbp i fb = BOLT SHEAR By = Rmad2 BOLT TENSION Bt = Rnn x'295° fb/FB < I 3vAVbIP)+BVLL(D) < I 15 RAIL BENDING CAPACITY ANALYSIS RAIL = ELASTIC MODULUS E _ YIELDING STRENGTH Fy = MOMENT OF INTERIA N = MOMENT Of INTERIA ly = SECTION MODULUS Sx = SECTION MODULUS Sy = ASME A 17.1 PART 8 SECTION 8.4.8.3 ALLOWABLE BENDING STRENGTH Fb = 0.6Fy= Mni-=13/64(O.7R )Lin= M--= 13/G4(0.7R2)Nn= BE14DING 5TRE55 fb I = mp6x BENDING STRESS fb2 = My/Sy Ma = Fb'5x II, I/FI, < I tb2/Fb < I 50000 psi 0.9 (LSD) Al515100-07 45000.0 psl 2 ui 0.4 In 2 In 0.05 m' 0,625 in LRFD 5867.5 II, ((0sVb=O.75Ab0.50Fu) 8801 .2 16 (mtTb-0 75A60 10224.2 psi 515.9 Ib 412.7 Ib 0.23<I ,OK 0.13 < I -.OK 8 Iwft 29000 ks, 36000 psi 1.40 Tin 1.25 in° 0.86 ins 0.73 In' 0.60 Fy 21600.0 psi 18390.2 m-Ib 9195.1 nob 21334.0 psi 12596.I psi 18576.0 In-ib 0,990. < I OK 0.58 <I-r OK 16 RAIL TORSIONAL SHEAR CAPACITY ANALYSIS - 75Fu) Fu=60ksr for A307 Abnet=0.85-Abgr. ANALY515 PER ROAMS FORMULAS FOR 5TRE55 AND STRAW. SEC. 10.7. TABLE 10..1 .23 GUIDE RAIL C. = I!_ G = a = I,= d = l t= Lin= KII = K2 = a= D = 0.120 In` 29.000 B, 10.900 5 in 0.625 in 2 in 0.375 in 0.375 in 0.625 in 62.671833 in 0.19 in 0.3748562 0.0330795 O. 10824 0.375 6m K= 0.410079 T = OJR2mm'2" = 1444.E in-Ib 6 = TUKG = 0.020255 rest T.,- T/L-3 = 0.005869 p" C= 0.371092 Tmax - TC/K = 1307.3 psi ALLOWABLE SHEAR STRESS (AISC 360- 10) byJOHN H- JOHNSON. P E DATE: 3/20/2023 WDDTT RAE WICK RillR2 5 8'e Ai07 Ng A307 MR A(. wh xrc=1/7��1r �n,raaln�l �) OM"D-D�ro.�h�) laA I. 1'(E• .2/F= V)la 34.2 > tw wt. = 5.33 Aw' = 0.75 ink Cv = I -� Tv/Q=.6FyACv@= 9700.E psi T / (Tv/0) = O. 13 < I -+ OK ISh H a(M dwaVOUBRIEN "I'ZINGSrhildlu S=33-Oplaxn NawporAsalcsiBchintlkr-Fkvabr Cak ASOE7-16_GR t K=K. r K. is when Kr=ae I I U.21 Ari , 1 S ltaa/, j 1921+ J a= ILL16 r ILIUM) D= rd r rl° r Id e c-,e T" r bl Tar d-2.hrsl 353PMMM023 PROJECT: NEW ELEVATOR STRUCTURAL AHALY515 GAR I PROJECT 8: 502303 REFERENCE: UFTOWH IIEWPORT 17 LATERAL TOR51ONAL BUCKLING 5TRENGTH ANALY515 A15C 3GO- I G BY: JOHII H. JOHN50N. F.E DATE: 3/20/2023 1.95E j ( � Mrr = %vJ B + I +B' web compression web tension Lti ` I I G3G48.G m-lb or 994103.3 m-lb B = —_.3 1 1 LI, ✓-0.078819 2-3 0.0788186 M1. = yield moment about the axis of bending. 309G0.0 in -lb O.GW = 1857G m-lb = FySx Mrl = Mer G M1' Mcr > My —> Mn = My Mp = F Z, < t.FM,, 309GO m-lb 5 4953G m-Ib —, OK Mmax I O.GMn = 0.990 < 1.0 OK 18 RAIL WEB BUCKLING STRENGTH ANALY515 A15C 3GO- I G d4„ = F.rS, , 1 1) When <_ 0.84 , Frr = F3. (2) When 0.84r < `� <_ L52r Fy !N, F,. Fr= 1.43-0.515 �� py F, N. E _ d (3) When > 1.52 I h Fy 152E Frr = d\III \ rN' / Mmax / O.GMn = 0.990 < 1.0 OK NA NA 309GO.0 in -lb O.GW = 18576 in -lb HIWW E&.WOUBRIEN SNRRINOI&Nntl., 6N 3- Uplorm -E.ev Ce-ASCE 7-16CARI TM PM&R'1n33 PROJECT: NEW ELEVATOR STRUCTUP-AL ANALY515 CAR I PROJECT#: 502303 REFERENCE: UPTOWN NEWPORT 19 SEISMIC LOADINGS ON COUNTERWEIGHT RETAINER PLATE ANALY515 PER ROAMS FORMULAS FOR STRE55 AND STRAIN, TABLE 10. 1.4 Ty = 36000 ps. Fu = 58000 psi Fb = Fy/O 21556.9 psi 4= 1.67 CHECK BENDING 5TRE55 PL R2 fb = 0.7K2' 1.197(0.375- 1 .94"-2/4) = 2436. I psi fb/FB < 1 O. 1 1 < I -.OK I .I'(E' 1 .2/Fy)"' - 34.2 > h/tw h/tw = 4.95 Aw= 0.71 ma Cv = I -t 542 = .6FyACv/O = 9240.1 psi CHECK SHEAR STRESS PL R2 fs = 0.7R2/Aw = 101 1. 1 psi fs / Sv/Q < 1 0.1 1 < I OK 1. 1'(E' 1 .2/Fy)"2 = 34.2 > h/tw h/tw= 5.11 Aw = 0.74 ma Cv= I -� Tv/® _ .CFyACv/S2 = 9535.0 ps1 CHECK TOR51ONAL STRESS R2 TABLE 10,1 .4 a = 1.9472 = 0.97 in b = 0.37572 = 0. 9 m T = 0.7R2'O.75" = 529.1 in-ib Smax= 3T b b //b° 11+0.W95 -1.&12310) (;b;) 1I +0.bl0u Ma a+R8864;j)`` J Smax = 6628.0 psi Smax/Sv/O< 1 0.70 < I -OK A307 BOLT DIA. = 0.625 in A307 5/8 BOLT SHEAR CAPACITY IDVb = 5867.5 lb A307 5/8 BOLT TEN5ILE CAPACITY (VTb = 3801.2 w BOLT SHEAR By = R 1 max/4 515.9 Ib BOLT TENSION Bt = Rmax'2"/5" 0.0 Ib By/(Vb(D)+Bt/(Fb(D) < 1 0.09 < I -OK LRF) ((psVb=0.75Ab0.5OFu) (OtTb=0.75Ab0.75FO Fu=6Ohsi for A3O7 Abr&=O.85'Abgro5s BY: JOHPI H_ JOHN5OPI F E DATE: 3/20/2023 H:15haretlddm IKOUBRIENSMRINGS iMkr MD03-U,l Newpftk.IS6iMler-6ev9a C*ASCE]-1fi CARt 3'.53PM3/1WAP3 PROJECT: Hlft ELEVATOR 5TRUCTURAL AHALI'315 SAP 1 PROJECT A: 502303 REFERENCE: UPTOWN NEWPORT BY: JOHN h1 IOHI1501 I, P.E DATE: 3/202023 20 COUNTERWEIGHT COMBO RAIL BRACKET A55EM13LY TO CONC. WALL ANALY515 RESOLVED BRACKET LOADING CWF RAIL BRACKET- TUBE WELD A5D KI = 1445 Ibs R2 = 723 Ibs R2 Vy FOR ANCHORAGE CWT RAIL BRACKET- PR 4= 2 R 1= 4129 Ibs R 1 R2 R2 = 2OGG Ibs V% Vy COORDINATES IN INCHES FROM ORIGIN: FOR WELD ANAI. Y515 ORIGIN ORIGIN LOAD X Y Z R2 CAR 3G 2 1 1 .3 125 RI CWf a 2 4.34 LOAD X Y Z R2 CAR 3T78 2 1 1.3125 RI CNT 59.8G 2 4.34 SEE THE FOLLOWING PAGES FOR WELD AND BOLT CALCULATIONS SEE CALCULATIONS ON FOLLOWING PAGES FOR WEDGE ANCHOR BOLT ANALY515 HlShuad driu WOLIBRIEN SHARINGSuhindia RUM- Uplmn Nexpa [mJSMiadler- Ekvalor Cak_ASCE7-16_CAR 1 353 PM3I200023 -D GROUP ANALYSIS AISC Elastic Method JOb Name: !UPTOWN NEWPORT-CART-5 Subject: COMBO BRACKET WELD Job Number: S02303 Originator: DT Checker: J.J. Number of Welds, Nw =® Weld Coordinates: Start End Weld #1 Weld #2 Weld #3 Weld #4 1 111 � 1 111 ' 111 � 111 ONE M11 No. of Load Points =0 Load Point Data: R2CAR R1cwr X-Coordinate (in.) Y-Coordinate (in.) Z-Coordinate (in.) Axial Load, Pz (k) Shear Load, Px (k) Shear Load, Py (k) Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) 14.0 120 10.0 2.0 0.0 10.0 20.0 30.0 40.0 50,0 600 70 .o 800 X -AXIS (in.) —► WELD GROUP PLOT 111 1/1 -- +Z +Y 1=Start 2=End 1 2 2 Weld #3 Weld #2 Eweld #1 1 1 2 +X `Origin NOMENCLATURE 1 of 2 3/20/2023 4:16 PM Results: Weld rouo Pro ertles: E Loads C.G. of Weld Group: Lw = 13.820 in. E Pz = 0.00 kips Xc = 35.336 in. E Px = IV kips Yc = 2.600 in. E Py = 6.00 kips Ix = 55.28 w3 E Mx = 0.0_6 in-k ly = 13636.15 W3 E My = 14.45 in-k J = 13691.43 W3 E Mz = 0.00 in-k Weld #1 Weld #2 Weld #3 Weld #4 Re uired E70XX Weld Size: Fw(max) ==008in. Fillet (leg) = Throat (eff) = Weld Forces Win. Fw 1 Fw 2 0 161 0.160 0.161 0.160 0.160 0.161 0.160 0.161 2 of 2 3/20/2023 4:16 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: JUPTOVVN NEWPORT- CAR1-5 I Subject: JCOMBO BRACKET PIT LOADS Job Number: IS02303 Ori inator: DT I Checker: IJJ Input Data: Number of Bolts, N =® Bolt Coordinates: Point Coordinates: Point Coordinates: Xo (in.) Yo (in.) Xo (in.) Yo (in.) Xo (in.) Yo (in.) 1.500 2.000 #1: #2: 11.500 2.000 #3: 64.630 2.000 #4: 74.630 2.000 No. Points =� Load Point Data: R2cAR R1cw X (in.) = 34.780 59.860 Y (in.) = 2.000 2.000 Z (in.) = 11.313 4.340 PZ (k) = Px (k) = 2.077 4.129 Py (k) = Mx (in-k) = My (in-k) = MZ (in-k) _ (continued) 1 of 2 3/20/2023 4:17 PM 00.0 POINT GROUP PLOT Results: Bolt G ouD Pro erties: Xc = 38.065 in. 25e Yc = 2.000 in. Ix = 0.00 in ^2 ly = 4085.40 in.-2 _ 200 J = 4085.40 in ^2 c IXy = 0.00 in "2 n +5.0 0 = 0.000 deg. i E Loads ft C.G. of Bolt Group: 0.0 E Pz = 0.00 kips E Px = 6.21 kips 5.0 E Py = 0.00 kips E Mx = 0.00 in-k X+ X 0 0 E My = 41.42 in-k 0.0 EMz= 0.00 in-k 0.0 1D.0 20.0 30.0 40.0 50.0 60.0 70.0 e0.0 X-AXIS (in.) 11 Bolt Reactions (k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz Shear Rh Axial Rz Shear Rh Axial Rz Shear Rh -0.37 1.55 #1: #2: -0.27 1.55 #3: 0.27 1.55 #a: 0.37 1.55 : Bolt Reaction Summa Rz(max)-1 0.37 Ikips (+) = COMPRESSION Rz(min) _ -0.37 Ikips (-) = TENSION Rh max =1 1.55 1 kips 2 of 2 3/20/2023 4:17 PM 2 of 2 3/20/2023 4:17 PM Anchor DesignerTM r Software Version 3.1.2301.3 1.Protect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, her (inch): 3.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hmm (inch): 5.78 c.� (inch): 7.33 Cm (inch): 4.00 Sm. (inch): 2.75 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 1/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: COMBO bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 State: Cracked Compressive strength, f. (psi): 3000 4) ,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 1/2"0 CS Strong -Bolt 2, hnom:3.75' (95mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94688 Phone: 925.560.9000 Fax: 925.847.3871 www.strongge.com Anchor Designer" r Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied IIo factor: not set Apply enfire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads N.. [lb]: 370 W. [Ib]: 1550 V,,.r [lb]: 0 M.. [ft-lb]: 0 M.y [ft-lb]: 0 <Figure 1> 1550 lb Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 216 Project: UPTOWN NEWPORT Address: Phone: E-mail: 370 lb 0 ft-lb Y 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Pashas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM r Software Version 3.1.2301.3 <Figure 2> Company: Date: 1 3/20/2023 Engineer: John Johnson PE, PLS Page: 316 Project: UPTOWN NEWPORT Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong lie Cmnrnr� Inc 5956 W. 111 Positas Boulevard Pleasanton, CA 945BB Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM r Software Version 3.1.2301.3 e 3 Resulting Anchor Farces Anchor Tension load, Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 416 Project: UPTOWN NEWPORT Address: Phone: E-mail: Shear load x, Shear load y, load combined, 9 370.0 1550.0 0.0 1550.0 Sum 370.0 1550.0 u.0 IaaV.V Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 370 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'w (Inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec 17 4 11 Ns. (Ib) 0 ON.. (Ib) 12100 0.75 9075 c Concrete Breakout Strength of Anchor in Tension (Sec 17.4.21 Na (Eq. 17.4.2.2a) k. A. rc (psi) he (in) Ns (lb) 17.0 1.00 3000 3.250 5456 0.75¢N"n = 0.750 (AN./AN­)'PdN7'.,N'74p,NNn (Sec. 17.3.1 & Eq. 17.4.2.1 a) AN. (in2) ANco (In2 c..wl (In) y'ed,N PN 6 Pullout Strength of Anchor in Tension (Sec. 17 4.31 <Figure 3> `p,N Nn (lb) 0.75¢Nm = 0.750Tipd.Np(fc12,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) W p 7, Np (lb) rc (psi) n 0 0.750N, (Ib) 1.0 1.00 4750 3000 0.50 0.65 2537 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Gompanv Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM r Software Version 3.1.2301.3 8 Steel Strength of Anchor in Shear (Sec. 17.5 1) V. (lb) 0➢,. 0 09,..10V.a (lb) 6510 1.0 0.65 4232 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 5/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 9, Concrete Breakout Strength of Anchor in Shear (Sec 17 5 2) Shear perpendicular to edge in x-direction: Vba = min17(l./d.)0.2ddaA.4f.cml s; 9Aa�f.carl 11 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I. (in) d. (in) A. f. (psi) car (in) Vb. (lb) 3.25 0.500 1.00 3000 4.67 3974 OV.b. =0 (Aw/Av.o) yLd.v %.v Ph,vVb. (Sec. 17.3.1 & Eq. 17.5.2.1 a) Avc(in v) Av..(W) 'P.d,v 'Y,v RV Vb.(lb) 0 OVa6 (lb) 84.00 98.00 1.000 1.000 1.080 3974 0.70 2575 Shear parallel to edge in y-direction: Vbx = min17(/./d.)0.2JdaAa4f.c.11-5; 9A.JfccarlSl (Eq. 17.5.2.2a & Eq. 17.5.2.2b) k (in) d. (in) A. fc (psi) cal (in) Vba (lb) 3.25 0.500 1.00 3000 4.67 3974 01/ by=0 (2)(Aw/Av..)'We vT.VYB,vvbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) Av. (W) Aw. (W) %d,v R.V Th,v Vb.. (Ib) 0 OV➢by (lb) 84.00 98.00 1.000 1.000 1.080 3974 0.70 5151 10. Concrete Pryout Strength of Anchor in Shear (Sec 17 5 31 OV.➢ = Okc➢Nw = Okc➢(ANJAN..)Ved,N' x�Vc➢.NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) kc➢ AN. (In') AN.. (iri T.dN %N T.1,N Nb (lb) 0 OV.➢ (lb) 2.0 95.06 95.06 1.000 1.000 1.000 5456 0.70 7638 11. Results Interaction of Tensile and Shear Forces (Sec 17.6) Tension Factored Load, N.. (lb) Design Strength, M (lb) Ratio Status Steel 370 9075 0.04 Pass Concrete breakout 370 Pullout 370 2660 0.14 Pass 2537 0.15 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength, li (lb) Ratio Status Steel 1550 4232 0.37 Pass T Concrete breakout x+ 1560 2575 0.60 Pass (Governs) 11 Concrete breakout y+ 1550 5151 0.30 Pass (Governs) Pryout 1550 7638 0.20 Pass Interaction check N../ON. Va./0 V„ Combined Ratio Permissible Status Sec. 17.6.2 0.00 0.60 60.2% 1.0 Pass 1/2"0 CS Strong -Bolt 2, hnom:3.75" (95mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer" Software Version 3.1.2301.3 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 616 Project: UPTOWN NEWPORT Address: Phone: E-mail: 12, Wanninas - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tic Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmnglie.com BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: Job Number: UPTOWN NEWPORT-CAR1-5 IS02303 Subject: Ori inator: ICOMBO BRACKET PIT LOADS DT Checker: JJ Input Data: Number of Bolts, N =� #1 Bolt Coordinates: Xo (in.) Yo (in.) Point Coordinates: Xo (in.) Yo (in.) Point Coordinates: Xo (in.) Yo (in.) 1.500 2.000 #2: 11.500 2.000 s3: 64.630 2.000 #4: 74.630 2.000 No. Points =� Load Point Data: R2cAR R1cw X (in.) _ 34.780 59.860 1 of 2 8/7/2023 1:36 PM Xc = SB.Utib m. Yc = 2.000 in. IX = 0.00 in "2 ly = 4085.40 in ^2 J = 4085.40 in "2 Ixy = 0.00 in ^2 0 = 0.000 deg. E pZ = 0.00 kips E Px kips E py = 0.00 kips E Mx = 0.00 in-k E My = 14.50 in-k E Mz = 0.00 in-k Bolt Reactions (k) Axial Rz Shear Rh p1: -0.13 0.54 u2: -0.09 0.54 u3: 0.09 0.54 qa: 0.1 3 0.54 7RLFmax) = 0.13 in) = -0.13 30.0 POINT G� PLOT 25.0 2oa c isc 10.1 S. 0 0.0 100 20.0 sav •"� --- -- X-AXIS (in.) —f (+) = COMPRESSION (-) = TENSION 2of2 .0 8/7/2023 1:36 PM �Em SI'0.VURATE PERCLN'IAI.LOIV,till.EI.ilAl)IN(:RF.ANEMR,SIIORT• TERM IDADING CONDITIONS fnll) Gmmed CM111 r 4 Oriqin,llly Isl ul d: 01+181'2012 Rn.Vlsetl- 93,1412023 .., Vilid Thrai{llh: Ole -A FIGURE!—til'litt 'C:-BOLT 21WEDGE A.YC11OR 'I'AR1LF:I-PYRCF::STALLOWARI, 1I.OAI)INCRE.4SEFOR WINDANDEARTHQII.AKELOADINC CON 1)1'CIOAS'� ANCHOR Sr7tmg•Bch' d11: r 'When using the bmlc lard eumbbuliuns l'ur albumMe xtmss design in uxorl6n;c.vnl i,.l lru_Saliuns t. Il ..: F�.fr; m ,'IKAINs'5wuun +.Nl .i.1 nlMnabk blade slug nui l.+ inem..'d (ur wind sr e:ml�r-:':, 111 iSm '�'5 Srimr 2dln-Wto-�in5. 'Milan lbuilelaklb, adarw,,lhrQ:bud.umhilulium fix allovvbk nM1.+4ugu in.1W I IIa Swlinn &J'22 ur 211IN.:I115.?p13' u!Gw ItN' S'fi IIMI 1. Ihu mr{uta aulJ ar mr",uwale {oafs, the a2lnsveb4 s eru and Imslnn lands far aoehara mn} br+:srcawd py Jlr whalalyd p�^Yemsgr escssyses, As an i�ikC. the a)I2012.ve basic 10C nmsbinscros 6u¢iltiupablr sae7sdeap mat be reduced by rtsahiplying 1hsvn hp 0,71 wls;n u'u" _262110t' Sadism 100 2 ce xm1 2it15.?012.. ur ?U09 IflC I'B<' Swim 1605.u. axapp1lca5ie. Page 4 of 9 t; , Orlglnallylssuod: OMW2012 Rw166d:03f1412023 240 VaIM Through: 0113112024 TABLE 2—ALLOWABLE TENSION AND SHEAR LOADS FOR TIDE STRONG -BOLT` 21YEDI:E ,A\C HORS INSTALLED IN FULLY GROUTED C_AIU CONSTRUCTION'' ,%XCHORS 1NST411ED IN THE FACE OF FUI.,I.V GROGTFM CML CONSTRUCTION ALIAMABLE LOADS FOR ,ANCHORS INSTALLED AT ANCHOR LOCATIONS" nisirANCES�ckrriC•Al EIAiI; E?I1SE11• {Inches{ DISTANCE, 4'. n,. ANCHOR �IF'N'1. I:NAIALLAIION ANDCRITICAL+I'M DIAMETRR DEPTH# TORQUF. (Ihc) fill,) -! l[1�IbLl S In l n.l Edge l load DimAnee . pile. g CrNiril. Stlnlmum, Critical, 3ilnlnwn, 1'rn4lona't filN:n�] rrrn rips: .n. svi. I+ y h 9 2.311 4P. 2'7s 21) 12 4 '& 4 435 26 ,1 r. 35 I: a F a $30 1 1 I I '�.. 411l, 55 20 4 8 4 840 t 'n5, ANCHORS INNFALLM IN'I11E TOP OF FULLY GRC1171'F:D C"JJCONSTRUC. nON ALLOWABLE LOADS FOR ANLIIORs !„ rAI d:E1T AT' DISTANCES.ICAL END ANCHOR LOCATION' III$') AN( r..,.,•. (Imcbes) CRMCAI. SI':%( ING, a w MINIMUM I:D( 1: DISI'ANC.Fi:, EIt1BL0 ANCHOR MFNT IN'gIAI.1.A 11� ON - s IIANIETER MENTa TOROCF. (alp (in,) (n. Ihc) lin.1 I:dCe find Dislann Spuciug I (liattlnie Shplr tihtasr Tcaxinn'h perpendlcailar Ixarallel Crltfol. \Il�imum. 1'rillcal, '•Ilnhnunl, Mllrimuna to N'alP+ to {Ya1l"A C+rA Ci(P Y.rt+ SPa1 rn\v 3 X 4 :it it'I #; 5 12 # S 4 IN 640 275 77n I �l 1 fill, 2S-ISMC Psi hf f.hulesed ?::d: are lar nneh0'a I-tal1L In fully lnoaliad CMU lull conlawlikm rwtsss"li al rcule'ia16 in coral lu wuh L.aa. Sri of Jlit repun. Tt, s Moro n± roods a vtc ud ull p of Ina<alirn. fe--. at 21i daY+dull be a idC4 duln 'Alksaa47r Iwda #rc he_+sd an Pcriori.: sPccial insPCltinsx bc'aC prswidcd during am+rar inzsallKlM `+Pa16Y':.y*aI1011 rtslnllem:nls shall am1d7 i+s-llou 4 i ,,flux rrla:Ir 'Alkma2xk Inads may hz InuasluJ in attxeLnlralce u•�h �'-tiw,u :s.% urd I !�+ x' l of dill r"n, ul nhs_a• p+vul� d Ly Ihr 3tit' u us retercnc d u.In a 'k:ssmtiJmnn zkplh is m._awrrd from Ae aai9e fuze o-f 1FI^ m4sanr? to The cad ul dse sandnl. '(Hirnland minima s'Ji.,. dimilmn and eriliml and minimsmliWinC 1hall"14) w6th6tibia_3ot rt _'Idr.rcP"r illuslmks pemlina{;lyd prldlibilyd Lnlhnr jVR4Wlx Lp K:+I l'IIr,' 111PIy14' YI+) RIIII'!) Pjly llll; :ITC Y1IId Ili laoi F M1PI IIIII: #�' I#hlllwkd llriMYJLI v: ,inn:a sb•�rt InN!-i T.d_�I� a nft •x n� rr uhllls kYIIGII tI%Kl rt'd114L¢Tlia.1VP ha alit{lalx IIISIt+II dhlw_Cn LI'S¢l IIIPi InmII1nIII1 rd'L'd'YL:Ii:�aixa fl1LLII1f Ancimn shell he m5ickd w mimmc- of I'L eetrts fmnl sFill ul hwd }aims uni f-yon:la. LI "` gu"pf diis rrymn dlmualn MniintJ and Pmh bliLd amlon irotallmion poainam. swam J.' of thi+upon prm des addilionl inslallalixrl dc*aik 'Tahulrtad alluuahle In#* r e bnavl Ln a factor of w(ely of fire (5) 'S'riI}ndandmildnrr-Iylddi.bsuxs,rlilicsllandmOimu'II bl'usrp. andmhmtrvr lAyd..inl:+'dndl<Imnlp will, Ibi: 911dr Iml l..... tnf::.t. rgMnr CIllis+d end ,norms and nlucul spurx u.c sand lur arizhan milslalll the mtu:aird atk•nrA+u tension a sheen hlads ry urea'L"n Comae alknl wDk lesxvs and thus: laid lnaalion lw:lun fora+e.: x+ it vIJLA ticluL�u arniud and mans:n.ren: di law: led spe Mf- 'L.I Idrmrnl ckplh is Irlcrasrrd ham F*a IGIP L.i IF, Fie will In Ihr erd of i-c MITANl. Single bracket worst loaded anchor ASD Shear = 540# and Tension = 130# Increased Allowable Shear = 1343# and Tension = 705# Checking combined utilization (540#/1343#)15/3 + (130#/705#)A5/3 = 028 <= 1.0 --> OK Page 5 of 9 PROJECT: VELA ELEVATOR 5TRUCTUR4L ANALr515 - CAE I PROJECT#: 502303 REFERENCE: UPTOWN PIEWPO,RT 21 COUNTERWEIGHT COMBO RAIL BRACKET DEFLECTION ANALYSIS CWf WEIGHT = 43GO lb RAIL ECC. = 0 in RAIL DEC = 48.5 In LITERAL LOADINGS: ( per C.B.C., section I G 17.1 1 .20 ) `cw — 0.5. (Cw Wt.) = LATERAL LOADINGS @ TOP GUIDE PLATE: RItor, = Fcwt/3 = R2top= R I top/2 = LATERAL LOADINGS @ BOTTOM GUIDE PLATE: Rl bot= 2 Fcwt/3 = K21s. = Rl bat'ec4DBG RI=(Rlbot2+R2ecc)I12 R2tbot= R l bot/2 = RI design R2 design COMPO51TE CHANNEL DEFLECTION L= 54.5 In E = 29000 bi IY= 1.17 in P=RICAR= 1.37G kp a=6= 27.251n Aunv= 2Pa^36^2/(3E1(3a+b)^2= A.. = 0.03 In 0. 125 In A. OK ��olav� > A.e OK RI CAR BY: JOHN H. JOI41501 L P E DATE: 3/20/2023 R2 2180.0 Ib VYR7 R2VX VY 72G.7 Ib 3G3.3 lb A&/M IV& 9 i wb] MB. 453.3 Ib 0.0 lb 453.3 Ib 72G.7 lb 1453.3 lb 721 Ib BRACKET CHANNEL DEFLECTION Ls= I I.G25 In E = 29000 ksi ly = 14.5 In P I = R2CAR/2 = 0.519 EIp P2 = R I CM = 1.032 by = 5.G25 In b= Gm A.,= P262(31Lz10YGEI+PIL2^3/(3El)= AMAFa = 0.001 RI ASME A 17.1 5EC. 2.23.5.2 H n3h,ilddM.s OLIBWEN SNAWNG Wldl,, 802303-OpWn Newpvllce Ti, lllft-TJ Wv Cek ASCE 7-16CAR1 3:53 PM3R02023 PROJECT, IIEW ELEVATOR 5TFUCTUPAI. AIIAIY515 CAP 2 5 PROJECT N: 502303 BY: J0HIIH JOHI f501I P.E REFERENCE: UPTOWII HEWPOeT DATE: 31202023 I COMPONENT ANCHORAGE - A5CE 7-1 G CHAPTER 13 SITE SPECIFIC SEISMIC DATA PER A5CE 7-16 CHAPTER 13 - COMPONENTS: DESIGN, 5% DAMPED SPECTRAL RESPONSE ACCELERATION PARAMETERS (U.5. 5E15MIC DESIGN MAP): 0.2-5ECOND, 5os: Sos = O.H59 g 1-5ECOND, 501: 5oI0.859g SEISMIC SITE CLASS : D BUILDING OCCUPANCY 4 COMPONENT IMPORTANCE FACTOR: BUILDING CLASSIFICATION: Fu aulrpnr6s PNo oTlA ee.me,E b[Frt mosE usreo Ix." eATEfi." I. III, uroW BUILDING OCCUPANCY CATEGORY BUILDING IMPORTANCE FACTOR: A5CE 7-19 COMPONENT CI-A551FICATION: nu WmZR MMHAEIN COMPONENT IMPORTANCE FACTOR: IP = L00 ASCE Y 16 COMPONENT CLASSIFICATION: EILVAiOR NTe el.., COMPOn ,,S COMPONENT SEISMIC PARAMETERS: COMPONENT AMPLIFICATION FACTOR: COMPONENT RESPONSE MODIFICATION FACTOR: aP = 110 OVFRSTRENGTH A5 REOUIREO FOR ANCHORAGE TO CONCRETE: 2.5 COMPONENT VIBRATION ISOLATION: 0.— 2.0 BUMPER RESTRAINT OR SNUBBER IN EACH DIRECTION WITH LF55 THAN 1/4-AIR GAP? NOT 15OMTED WA RE5TRAINT CLEARANCE FACTOR FOR ISOLATED EOUIPMEM: F = I DO HEIGHT OF COMPONENT IN 5TRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN STRUCTURE: HEIGHT OF COMPONENT IN 5TRUCTURE: z/h= 0.82 LEVEL 4-4R top level z)h= O.GI LEVEL 3-3R z/h= 0.40 LEVEL 2-2R z/h= 0.14 LEVEL COMPONENT SEISMIC DF51GN FORCE: LRFD F,=0.2 x5,xWP= O. IV Wp A51D 0.7%= 0.12W IF FF= I(0.4. ae x 5, x WP) I Rr/Ir)]x II+2(z Ell 0.30 Wp >_0.71 Wp 0.7F,= 0.21 Wp >_0.5WP CDC Fe,,,q= 0.3 x 5, x IP r We = 0.26 Wp O.]Fe,,,,, = 0.18 Wp IGI7.11.21 1.G x 5'11 WP= WI &acket 5panng 1.37 Wp OJFv_= 0.9CW P Car Cwt STRIKE PLATE 108 9G mches Fp,deeign= 134 071 W OJF, = 0.50 WP LOAD top level TOP G3 mches Fp,design= 144 132 mches O V Wp P 0.7FP = 0,50 WP top level eortom Fp,design= 0.31 Wp 0.7FP = 022 Wp Ievd I a3R A5ME 17.1. Section 8A 2.3.1(a) Gontroler Anchorage Fp,design0,= I.00Wp I.00 W P Controller Acnerage Fp,design = 1.42 W WP 1 00 0.99 Wp Governs P OJO Wp H%hnd 4iresli,00 EN 9HOgINGISchindar SOp3p]-0plown Neapw(ivtlalS�M1lndir-Elav&w Celo�15CE]/6 Cpq p3 405 PMY W.11 PROJECT: IJEW ELEVATOR 5TRUCTURAL AI IAL rN1- CAR 2 5 PROJECT#: 502303 REFERENCE: UPTOWN NFWFORT 2 SEISMIC LOADINGS ON CAR RAILS CAR CAPACITY = 3500 Ib CAR WEIGHT = 2598 Ib Wp=0.4WCap+Wcar 39981E RAIL ECC. = 0.00 in RAIL OBG = 83.88 in LATERAL LOADINGS: ( per C.B.C., section 1617.1 1.20 ) Fcar = 0.71'(40 h d Car CAP. + Car Wt.) = LATERAL LOAOING5 @ TOP GUIDE PLATE: Rl top = Fca1/3 = R2Wp= Rl WF12 = LATERAL LOADINGS @ BOTTOM GUIDE PLATE: Rl bot= 2 Fcar/3 = R2ew = Rl bot'ecc/DBG RI=(Rlbota+R2ece1)oz R2tbot= RI boU2 = RI design A50 R2 design A5D 2838.E Ib 946.2 lb 473.1 Ib 1692.4 Ib 0.0 Ib 1892.4 lb 946.2 II 1453 2076.0 Ib 727 1038.0 Ib BY: JOHII 11. JOHl'1501 I. P L DATE: 320/2023 R2 VY R1 R2 Vx VY A5ME A 1 7. 1 - 5ecti00 8.4 Car Poskion Restraint/ Bad Span Ratio: Distance between upper and lower poskloa re5trant5 = 108 m Maximum dstance between rad brackets 01= 134In M = 0.51 > 0.65 Lm>L RI=0.5W(I-U30= 2076.0 lb R2 = R112 = 1038.0 Ib RI = W13 = NA lb R2 = RI/2 = NA lb 3 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALYSIS RAIL = 12 11 ELA5TIC MODULU5 E = 29000 k" YIELDING 5TRENGTH Fy = 36000 psi MOMENT OF INTERIA Ix = 4.49 'nx MOMENT OF INTERIA ly = 3.61 in' SECTION MODULUS 5- = 1.85 in3 5ECTION MODULUS 5Y = 1.45 in3 MAXIMUM LENGTH Lm = 134 is A17,1 ALLOWABLE BENDING Fb= 0.6 Ty RADIU5 Of GYRATION rx = 1. 133 m RADIUS OF GYRATION iy = 1 .01E in CANTILEVER A55UMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE WOR5T CA5E WITH R 1 LOADINGS AT 5FLICE AND MID5PAN BETWEEN BRACKET5 RAIL CONNECTION5 MODELED A5 PINNED SPLICE MID SPAN RI KI 1 � 5PAN Lm ALLOWABLE DEFLECTION d = (RI top'Lca'(Lc+Lmy3El = 1.25 in A5ME AI7.1 Table 8.4. 12.2.2 Lcoo and > 24 -+ OK WHERE Lcs+LmLca-D3EI/K I top =0 -.Lc= 52.59433 in A5ME A 17.1 PART 8 5ECTION 6.4.8.3 21 GOD si ALLOWABLE BENDING 5TRENGTH Po = 0.6Fy= P ALLOWABLE DEFLECTION d = (R I'Lnr'(Lc+Lin U3EI = I .25 m A5ME A 17. 1 Table 8.4.12.2.2 L,xO and > 24 , OK WHERE Lc'+Lmlc�-D3EURI =0 Lac= 35.51015 in RAIL 5PAN FOR BOTTOM LOAD5 AT GUIDE PLATE MAXIMUM ALLOWABLE SPAN BETWEEN BRACKET5 LIMITED BY DEFLECTION (A5ME A 17.1 8.4.12.2. 1) 16.05 It 192.5E In lA>Un - OK La = (249EID/2/R I )p9 LIMITED BY BENDING 5TRE55 (A5ME A17. 1 8.4.12.1 .I) MAXIMUM ALLOWABLE 5PAN BETWEEN DRACKET5 La > Urn, OK 19.0 It =7 17671 Sr,MWP/2.93/0.7 = 228.05 in Continoous beam Mmax= 13/64(0.7RI )Lin= 39553.84 in-Ib Mina, I3/G4(0.7R2)I+n= 19776.92 m-lb GOVERNING RAIL COMPKE55ION q (m=+E) - 36889.7 psi Pn = (0.65H'`71)) • Fy - A = 83749.1 6 III Fa= (KL-r- r combined max bending ♦ wmpresslon / o.s 4.71 • I Fy� = 33.7 > KVr max max Pr = 1 1208.5 LB KVr = 88.C8 < 200 OK F/O = 13958119 lb Mr F7, (9 167 0.960 < I -r OK 5EE FOLLOWING PAGE5 FOR MAX Mr/Mn 4:M PM3Y.>V10'Cd WSII,a d d4,.WOURRIEN SHARINGiSBdidlm SOM3-Uplmm NewponkalalSCM1iNIe�-DaVam talc ASOE 7-IS GARBS PROJECT: ILEA, ELEVATIOR ITPUCSURAt ANAI 151T CAR 2-5 PROJECT#: 502303 REFERENCE: UPTOWII tIEWF,,PT 4 RAIL CLIP STRENGTH ANALY515 YIELUING STRENGTH Fy = 5AFETY FACTOR Ob = ALLOWABLE BENDING STRENGTH Fb = ObFy= D15TMCE TO R2 LOADINGS = RAIL CLIP THICKNE55 t = RAIL CLIP MOTH w = CUP SECTION MODULUS 5= A307 BOLT DIA. _ A307 5/8 BOLT SHEAR CAPACITY OVb = A307 5/5 BOLT TENSILE CAPACITY OTb = R2max CLIP BENDING: fb = M5. T= K2-2", Fpip=T/5". Mdlp=1.97"•Fchp iPo= BOLT SHEAR By = Rmad2 BOLT TENSION Bt = li nW2'/5° IMPS < I Bv4Vbx1)+WTI,Q) < I 5 RAIL BENDING CAPACITY ANALY515 RAIL = ELASTIC MODULUS E _ YIELDING STRENGTH Fy = MOMENT OF INTEMA Ix = MOMENT OF INTERIA ly = SECTION MODULUS 5, = SECTOR MODULUS 5y = A5ME A 1 ].1 PART 8 5ECTION 8.4.5 3 ALLOWABLE BENDING STRENGTH Fb=O.GFy= Mmaa= 13/G4(O.7KUUn= Mmax= i 3/G4(O.7R2)Im= BENDING STRESSJb I = M,,x BENDING STRESS 1b2 = MySy Ma = FVSx fbl/fb < I fb2/Fb < I 50000 psi 0.9 (1-51D) N51 51 OO-07 e3, 1,1 45000.0 ps1 2 in 0.4 in 2 1n O.OB m 0.G25 in LRFD 58G].511, (msVb=0.75Ab0.50Fu) 8801 .2 Ib (OtTb=D 75 10224.2 ps1 519.0 Ib 415.2 Ib 0.23 <I -.OK 0.14 < I - OK 12 Ib k 29000 30000 psl 4.49 in' 3.G1 in 1.85 In 1.45 in O.GO Fy 21 CO0:0 psi 39553.8 in -lb 19779.9 m-lb 21380.5 psi 13C39.3 psl 399G0.0 m-lb 0.SRO < I -OK O.G3 < I -OK G RAIL TOR51ONAL SHEAR CAPACITY ANALY515 Ab0.J5FN) Fu=GOkzi for A307 Abnet=O.BSAbgross NIL (A5ME A 17.1 5.4. 122.1) Governs ANALYSIS PER ROARIS FORMULAS FOR 5TRE55 AND STRAIN. SEC. 10.7, TABLE 10,1 .23 GUIDE RAIL C. = E_ G= 0.099 in. 29.000 10,900 ksi 5 In 0.375 m 3.125 on 0.375 in 0,375 in 0,375 in 134 in 0.343]8 in 0.0539378 0,0525552 0.241 GJ47 0.375 K= 0, J 4 1372 T = 0.71Gbnnr-2" = 1453,2 in-Ib 9 = TVKG = 0. 12G3G7 -al T&-3 = 0.000G04 psi C= 0.3G7809 Tmax = TC/K = 3780.8 psi ALLOWABLE SHEAR STRESS (A15C 3GO-I G BY: 1a5bN H. JOHII--Ull P E DATE: 3/202023 Dk. /C#T RAI C?RlCtt R4l R2 5 'o Ai07 YB al Yd Consena[lvely assumes pomt load at mid span 1 IIL wM1me C' `I IU ITN In�I a) n.'2'itl,NN-1r�ury I 1 �IW L / I.I"(E'i.2/Fy)'rz - 34,2 > NAyr wt. = 8.33 Aw = m` Cv = -r Tvft = .CFyACv6) = 15157.2 psi T/OrnQ)= 0.25<I-OK X ISM1uetlhivaelKOLIBRIEN SHANNGISrNMa150P]O]-Vplown Nepw11�g15AIrvAer-prvalotCdc.ASCE i-16 Wq id n-here Ki aoN r9 u.31o\1 I2M)]1 Nr=nil lP 0I.11ri dr / i I�r. f IR1 Ulayl p _ IM1. rl 1 N r dr(u r Nr d . 415 1 q 415 PM1R 23 PROJECT: NEW ELEVATOR 5TR.UCTURAL ARIALY515 - CA° 2 b PROJECT N: 502303 REFERENCE: UPT OWH tifIVPORT 7 LATERAL TORSIONAL BUCKLING STRENGTH ANALY515 A15C 360- 16 1.95E M __ (6 + I + B'- web compression r, Eb %3071.13 In -lb or \/ (,. 8 = _2'$� Lb1) J -0. 172263 B _ 2.3 I ll I (T 0. 1722633 lLbJ ( f b d'1 n web 6enston 399635.8 1--lb M,. = yield moment about the axes 0 en 1. 66600.0 In-Ib By: JOf11J N JOHH501J P E DATE: 3/20I2023 O.C;W = 39960 mAI = FS.r Mn=Ma.<My Mcr > My -> Mn = My 66600 In -lb < 106560 In -lb -+ OK Mmex / 0.6Mn = 0.990 < 1.0 OK 8 RAIL WEB BUCKLING 5TRENGTH ANALY515 A15C 360- 16 Mn=F,S, rr (1) When �/ 5 0.84J— Ecr=Ey F, F,=F, F,. E l21 When 0.84T I„ < d <_ 1.52 Fc ` NA d F, I F., = 1.43 —0.515 —, E, ) F. (3) When d > 1.52 1EE.` NA Ix 1.52E F,= d 1I lx. l Mmax / 0.6Mn = 0.990 < 1.0 OK 66600.0 m-Ib 0.6Mn = 39960 m-lb A:W PMSRWM3 H:1Share dmesTOUBRIEN SHARINGk c lal'SOM3-Opt nNe fficAM%SchtMlsr- Elevator Ca.-AKE 7-16-CAR b5 PROJECT: NEW ELEVATC)P STRUCTUPAL ANAI r515 CqR. 2 5 PROJECT#: 502303 - REFERENCE: UFTOWPo NEWPORT 9 CAR RETAINER PLATE STRUCTURAL ANALYSIS ANALYSIS PER ROARK'S FORMULAS FOR STRESS AND STRAIN, TABLE 10.1.4 Fy = Fu = 3G000 psi Fb = Fy/O 58000 psi Q= 2155G.9 psi I .G7 CHECK BENDING STRESS PL R2 fb = 0.7K2'2"/(O. 1875-3.81 25- 2J4) fb/FB < 1 2132.8 psi 0.10<1-OK 1.2/Fy)O2 = 34.2 > ytw NGv= I4.67 A. = 0.52 mz Cv = -a 5vQ = .GFyAcvA1 = 6669.2 P si CHECK SHEAR STRESS FL R2 is = 0.7R2/Aw = Is / 5v/4 < I 1409.1 psi 0.2 1 < I -. OK I. I'(E' 1.2/Fy)O2 _ 34.2 > Ntw Ntw = 6.76 A. = 0.98 inz Ov = I -� TWO = .C.FyACv/O = 12631 .5 psi CHECK TORSIONAL STRESS R2 TABLE 10. I .4 a=2.125"/2= 1.0c. m b = 0.375"/2 = T=0.7R2'1.1 S"= 0.19 in Tmax =R 842.8 in-lb � j �I +U WNS=+U.NNG6�a �x- i_Np2;f'n )a+O.DI W�a 11I Tmax/TWO< 1 9528.9 psi 0.754 < I -OK A307 BOLT DIA. _ A307 5/5 BOLT SHEAR CAPACIW 4,Vb = 0.625 in A307 5/8 BOLT TENSILE CAPACIW OTb = 58G7.5 Ib 8801.2 Ib BOLT SHEAR By = RI m,V4 BOLT TEN51ON Bt = Rmax'2"/5" 515.9 lb 0.0 Ib 0.09 <I -. OK H:ISAerM dMesWOLmRIEN SHARINGISOir ,SOT ,- Uplown Nevporika�rSlSMiMler-Elevator Cek�1SCE ]-16 CAR BY: JOI111 ll iom5O(. P r DATE: 312012023 xorz ;� Ase .a D7 M s. Vz' pm Ma. 7k !Idol PLATE 7Wx8M LG. LRFD (OsVb=0.75AbO.50Fu) ((VtTb=0.75A60.75Fu) Fu=GOI,si for A307 Abnet=0.85-Abgross 9M PMSYd , PROJECT: VJ EW ELEVATOR 5TRLICTURAI Al IALY515 CAP 2 5 PROJECT#: 502303 REFERENGE: UFTOWH I EwPORT 10 CAR RAIL BRACKET SUPPORT A55EM5LY ANALY515 mww D B A KFT O D1Nfi GAR RAIL BRACKET - TUBE WELD A50 RI = 1454 Ibs R2 R2 = 727 Ibs VY PIT RT R2 FOR ANCHORAGE CAR RAIL BRACKET - VY Q = 2 R I = 4154.286 Ibs vx K2 = 2077 Ibs LOAD COORDINATES PROM ORIGIN: FOR WELD ANALY515 LOAD Y Y Z R2 7.656 7.242 G.1875 FOR ANCHORAGE ANALY515 LOAD x Y Z R2 I 7.656 7.227 6.1875 SEE WELD CALC5 ON THE FOLLOWING PACE5 A V.I.F.5EE 51MP5ON CALCULATION5 ON FOLLOWING PAGE5 4 4375 IN. 1/&3/166 1/8 L. 5 1/8 CAR RAIL BRACKET-VERT, 0 MOUNTED BY: JOtIN H JOHrI50N, P E DATE: 3/20/2023 31,r 1 gt^ CAR RAIL BREW- CMU MOUNTED SCALE: 4 M P02PN23 H \SM1aretl dNee1NCUBRIEN SHRRING &hinder 50M-Uplown NavryoiYwd¢ISCM1iMIer- Devda Cdc ASCE 2-16 CAR 2-5 _D GROUP ANAL` AISC Elastic Method Job Name: UPTOWN NEWPORT-CAR1-s I Subject: ISINGLE BRACKET TO HSS WELD Job Number: S02303 Originator: DT I Checker: li.j. Number of Welds, Nw =0 Weld Coordinates: Start End Weld # Weld # OEM= No. of Load Points =0 Load Point Data: R2CAR X-Coordinate (in.) Y-Coordinate (in.) Z-Coordinate (in.) Axial Load, Pz (k) Shear Load, Px (k) Shear Load, Py (k) Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) 7.656 = 7.242 =1 6.188 L 14.0 12.0 10,0 c s.o T �so a 4.0 2.0 I o.o , 0.0 20 40 so 6.0 100 12.0 X - AXIS (in.) —0. WELD GROUP PLOT +Y +z 1=Start 2=End 1 2 2 Weld #3 Weld #2 Weld #1 1 1 2 y+X Origin NOMENCLATURE 1 of 2 3/20/2023 4:14 PM Results: Weld Grou Pro ernes: E Loads Co C.G, of Weld Group. Lw = 6.000 in. E Pz = 0.00 kips XC = 7.656 in. E Px = 0.73 kips YC = 2.559 in. E Py = 0.00 kips Ix = 39.29 w3 E Mx = 0.00 in-k ly = 4.50 in-3 E My = 4.50 in-k J = 43.79 in^3 E Mz = -3.40 in-k Weld #1 Weld #2 Re wired E70XX Weld Size: Fw(max) = 1.538 kips4n. Fillet (leg) = 0.104 in. Throat (eff) = 0.073 in. Weld Forces Win. Fw 1 Fw 2 1.507 1.538 1.507 1.538 2 of 2 3120/2023 4:14 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: Job Number: UPTOWN NEWPORT IS02303 I Subject: I Originator SINGLE BRACKET PIT LOADS DT Checker: JJ Input Data: Number of Bolts, N =� u1: Bolt Coordinates: Xo (in.) Yo (in.) Point Coordinates: Xo (in.) Yo (in.) Point Coordinates: Xo (in.) Yo (in.) 3.100 2.000 u2: 12.270 2.000 No. Points =0 Load Point Data: R20AR X (in.) = 7.656 Y (in.) = 7.242 Z (in.) = 6.188 PZ (k) = PX (k) = 0.727 Py (k) = MX (in-k) = My (in-k) = Mz (in-k) _ (continued) 1 of 2 8/7/2023 1:34 PM Xc = 7.685 Yc = 2.000 Ix = 0.00 ly = 42.04 J = 42.04 Ixy = 0.00 0 = 0.000 E Pz = 0.00 E Px = 0.73 E Py = 0.00 E Mx = 0.00 E My = 4.50 E Mz = -3.81 30. n. 25.0 n. n "2 200 in "2 _ in"2 in "2 15.0 deg. 10.0 kips 5.0 #1:I -0.49 I U.bb #2: 0.49 0.55 Rz(max) = 0.49 Rz(min) = -0.49 Rh(max) = 0.55 POINT GROUP PLOT so 10.0 150 20.0 X- AXIS (in.) -10 I Axial Rz I Shear Rh I kips I (+) = COMPRESSION kips (-) = TENSION 2 of 2 8/7/2023 1:34 PM 240 orlwhmjv fsswud; 01118f2012 R*Vlsetl: 0311412023 Wilfd Thr4Ugh: 01/3112024 771 FIGURE I—STRONG-DOLV 2 WEDGE ANCHOR TABLE, 1—PERCENT' ALLOWABLE LOAD INCREASE FOR WIND AND EARTHQUAKE IAADIN'G CONDITIOlt5U .M1.♦b: 11U]t I SUBSTRATE PERCENT ALLONVABLE MAD INCREASE MR SHORT. TT.R111[IADFN(� CONDITIONS 1 I rntlun :spent Slr�nl;-T+�r11T 3 �le K AlmlAtt I IIII}� [ir(IInCd �� I :I �.I.. I 'Mlv� mini: the bmlc load' bi t f 4 tem uns Ur nik4,ne k Nimss desirn 111 mardinie Wllh 91)_' 11111_ $sYllllll 1 I i Atil'1; !. its m''NKW Inc swliun =Ml:,:,3 niklnu;.k; 4rsdr mull llul IN !;14M1wd fur nindm alnhywku h%Idiny, 'Ulivn iomo Ilw IIAtir+.miva bail: I:ud nlndliluruull rw sll04v14111m114rip in M l IBc' S-Ke nU tit! � in II I M, 211I5, Jul d.. w 2AIn4 lD[' Snrliwl IMIS 7.: Ihu nlcluie nNd or mrS;llulc Insds, IN s3 r "s stLof and Ienslnn lards ler ambom uuq be nuratsed by the lahub1cd ptreemWt mart sm As on rrfa Iht ehemntivr bmw 'old cumbinsu.�ns do¢ aLow�ble xr-nr drsi�s ma) be slued by nmhiplyjeg Ihe111I) U.T9 x$en mini 4n211Di' Sn9inn IODi.? uc?419. 20i 5, yU 11. nr 201M IDC FI9C Seelion leirli. s3. nx applicn�l. Page 4 Of 9 Originally Issued: 01I1812012 Revised: 0311412023 alL Valid Through: 0WN2024 TABLE 2—ALLAM6.SLE TE SiON AND SHEAR LOADS FOR THE STRONG BOLT' 2 "1DGE ANCHORS 1 t: n M 1:1'i t v CROI ITED CMIU CONSTRUCTION' -' a .ANCHORS INS"I`All I.FM IN THE FACE OF FULLY GROL'IF.D CHU CONSTRUCTION ALLOWABLE LOADS FOR ANCHOWS INST'ALUED AT ANCHORLOCATIONO+ OISTANC'ES>CRITICAL EIXX Uech(sl UIS1 ANC'H, roar. »('HOR EMBED- IN31ALLAU10% ANDCRITI('.AI.SPACI\G,xmY ill aVETER Alla.l. DF.kiii' TORQUE (16f.) Iln.lIn.) F;ggr! End Dltlance SpaclnR T'eeiidaa' Shear'•r C.rlliml. Atlolmuat, Critical, Ill Inlati al. 1: r 4 130 1110 r.a 2':. 31t )2 4 8 J 435 7 75 I i 1; �5 12 .1R 4 {30 1,1110 ?;a ;*fa 55 20 9 8 4 990 1,7i6d 54, ui0 ANCIIORS INSTALLED IN TIIE TOP OF KiLLi' GROLTED CIHU C.ONSTRIX.MON ALLOWABLE LOADS FOR A vvi l i IR5 INSTALLED A'1' ulel %N4 i:SzCRITICAL EN1) kv -HUH 1 M A I toss. DlS I AN(F; rn last hest t I<Ii IC tl SPACING, k,o 1SMBEIY t l > I t1 i b1 i:uc:1: DIRI'ANC.Y.. ANCHOR1151.11.k.Alluy DIAMETER MEl`T DFN11)ROk F {Ibf.) Irl. lilt.I Edge Elul Dislance Spacing Di�lltnlx tihcar Shear lensirsn'" Perpendlealar Parallel Critka6 M3Wmutn. Critietil, Mininsnnl, Miniinunl. to Wall"' to N'21174 C.rt Cal xw i', i5 I-' 4 % J ': alb a'.. 55 12 # M A INi4sll ...,f 771. 'Tabultied land, me lur arwbas r,X,111 r in Billy Jn+trawl Ch9L wall ss>tlsuung al TNIr'-This in cumpluneu %rah A�.(as i 1 ut tilts rupun. The sP:r+fird n nra.lrae Vrtnglh of In>`vvin. (.. 11 ?a days 5WIl be a r. ^-r-otn of 150U P., lAlkmn`. k: I:wds arc hrus.`, ran p[riod`c sry:rsrl insper-.Tarts bang pra'iJt 1 daring mclr+r in�rlla- - 1pc�i.l cyan lion a'rtnhcm.'nb shall trwi+l7 wi;h " on } 1 of$=alrymrc 'fell0vso%k. loads ma) he 1nu�ts.d in.rCwAisuc washia, i.:uR7�`'y'lP;Wa,ee}wn.Psahr;eprvuned b)IhrIBL'v_nsw0erenas'elwadu- rksrohvimsin:kpih is w,,,mtJ fl Jrn - e o.r ii fi" of It. masonry to thr ead at the mindwi. 'Relent and minim. "• sill dlsssna•s anal arilisd and minimum yM:mg shall [amply wsh shry obis r rz ' nl th tcpnr illostmlts prmiin d_ird prohihilsd aliah.@ rs t o . Yri:a: vl cd!� diwm. wl leiliaal apuinl!aM1 rJlid rUr mch:m ICarahnl' gl:ldan i ah-k.dd.-4u'n n v I -n h u1, fulyl. lore- n�exl ialndt ca klL:'sahlC 4'n,r' u'!Le.u',�el R+lu[[vlr 6urief(nlalialnn>in.lallnl hawarn enha'. oM M41i ..... to tdL dvd tn+..?•md Ill-ing ' An liras stall he Iltslt l I aInlnau." 1 1 1.4tes f(Plil lethal heed )Pints Irra I-)VlfliS. Thar., , df Ilib rri:Vn illusfrJIL: Ni palled JIIJ pNhlbll Gi J101.1 insisllminn p�tsiLPas. +:, -I .' nl till repsn pr,�,&, addilimml insmrlslian drtsils. 'TJhulra�d allnashlk lnrJ r ri+��.d en afxnnr of saft'17 n(fi*e ¢r t mr wK C1ili:ul st nli::J:nulminime cx,d hbni.:a,sull sdaudmnimun,gmr and luinrvi, OAL.J:ntn:.c JaJlcaml/.ly wills 7hn2J11r tad kl lines• q. end.lrsunte mid a Inul space,)). "valid lur ms:hcrs ieslsunp lilt lei aU:tlal •f►aPa&e unslun or shim toads. r..s,1e : u: ^ n r p0n elina_s allnn a*1: Ic>xxt and sh._t° Wit rcd. llun f._iuN for wt,c" is irsnJlhd bP W wn erilicol and minor rr. era dlslarlen ra'J spxoin'. TMxdmnd deplll i• mermrad from re bap -All, wmnlq wsll to the r-.' nfr`e mmJml. Single bracket worst loaded anchor ASD Shear = 550# and Tension = 490# Increased Allowable Shear = 2347# and Tension = 1184# Checking combined utilization (550#/2347#)^5/3 + (490#/1184#)A5/3 = 0.32 <= 1.0 --> OK Page 5 of 9 PROJECT: IIEW ELEVAfOP. STPUCTURAL AHALl515 CAP 2 5 PROJECT#: 502303 REFERENCE: UPTOWII NEWPORT BY: JOHIJ H JOHIISOII, P E DATE: 3/20/2023 I I CAR RAIL BRACKET DEFLECTION ANALY515 RROI VPD BRKKET I OADIKC CAR CAPACITY = 3500 lb CAR WEIGHT = 2598 lb Wp=0.4WCap+Wear 399811, R2 RAIL ECC. = 0.00 in Vy RAIL DBG = 83.88 in R1::�i4 R2 A5D LATERAL LOADING5: (per C.B.L., sec4on I G 17.1 1 .20) Vx rear = 0.5x (40% of Car Cap. + Car Wt.) = 1999.0 lb VY LATERAL LOADING5 ® TOP GUIDE PLATE: R I KItor = Pcar/3 = GGG.3 lb R2top= R I top/2 = s^"�G'T tlAt 333.2 lb R2 �♦ s tl'e uN; u e. LATERAL LOADINGS ®BOTTOM GUIDE PLATE: R I bot= 2 rcar/3 = 1332.7 It, R2ecc = KI boPecdDBG 0.0 lb RI=(Rlbot2+R2eece)Ira 1332.7 lb R2tbot= Rlbot/2 = 9GG.3 Ib RI design 1332.711, R2 design GGG.3 lb BRACKET DEFLECTION: La= 54.5 In E = 29000 1,a 1Y = 1 .283 rn P = K I CAR/2 = 1 .333 kip a = 0 In b = 5.G25 In A. = Pbr(3Li-byGEI = 0.029831 in All —11 = 0. 125 In d..,_­ > e.v OK A5ME A 17.1 5EC. 2.23,5.2 1/8x3/16x5 1/8 LG. HISharddnvesIXOLIBRIEN SHARINS6cdm&, MM3-Up1vm Nex oft 1c03obiaMer-Devalar Gai ASCE 7-16_CAR 2-5 4'A5 PM3 3 PROJECT: NEbv ELEVATOR 51RUCTURAL AHALY515 - CAR 2 5 PROJECT #: 502303 REFERENCE: UPTOVJH NELVPORT 12 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS BY: JOHII H JOHN5011, P F DATE: 3/20/2023 CWF WEIGHT = 43GO Ib R2 RAIL ECC. = O in Vy RAIL DBG = 45.5 in LATERAL LOADINGS: (re, C.B.C., section I G 17.1 1.20 ) Rt R2 Fcwt = 0.7 1x (Cwt Wt.) = 3095.E Ib VX Vy A5ME A 17.1 - Section 5.4 LATERAL LOADINGS @TOP GUIDE PLATE: 1031.9 Ib Cwt Position Restraint / Rad Span Ratio: RI top = Fcwt/3 = 515.9 Ib Distance between upper and lower position restraints R2tei RI top12 = (L) = 108 m Maxuai distance between onl brackets LATERAL LOADINGS @ BOTTOM GUIDE PLATE: 62.671833 in RI bot= 2 Fcwg3 = 20G3.7 Ib O.0 Ib (I) = LA= .72 > 0.65 R2eec = RI beeeWDBG z+R2eccz) v^ 2%3.7 Ib RI=0.5W(I-U31) NA Ib =(Rllb 1031.9 Ib R2 = RI/2 = NA Ib Ii RI bet/2 = R2tbot= RI= 1445. 2063.7 Ib RI = W/3 = 1453.3 Ib RI design A5D ASD 722 1031.9 It, 726.7 Ib R2 = RI/2 = R2 design 13 MAXIMUM GUIDE RAIL SPAN AND CANTILEVER SPAN ANALY515 RAIL = 8 Ib/H CANTILEVER A55UMED TO BE IN OVERHEAD ABOVE BRACKET AT RAIL SPLICE ELASTIC MODULUS E = 29000 ksi WORST CASE WITH RI LOADINGS AT SPLICE AND M05PAN BETWEEN BRACKETS YIELDING STRENGTH Fy = 36000 psi RAIL CONNECTIONS MODELED AS PINNED MOMENT OF INTERIA Ix = 1.40 in° SPLICE MID SPAN MOMENT OF INTERIA ly = 1.28 m4 RI RI SECTION MODULUS Sx = 0.8E 'ns SECTION MODULUS 5y = 0.73 ins MAXIMUM LENGTH L. = 63 in ! B A 17.1 ALLOWABLE BENDING Fb= 0.6 Fy L It RADIU5 OF GYRATION rx = 0.780 in RADIUS OF GYRATION y = 0.740 m Le SPAN L. ALLOWABLE DEFLECTION d = (RI top'Lc2'(Lc+Lm)13EI = 0.75 in ASME A 17.1 Table 8.4. 12.2.2 WHERE Lca+LmLc2-D3EI/K I top =0 -Lc= 30.77608 in L,*0 and > 12 -r OK ALLOWABLE BENDING STRENGTH Fb = 0.6Fy= 21 COO psi A5ME A 17.1 PART 8. 5EC7I0I4 8.4.8.3 MAXIMUM ALLOWABLE CANTILEVER LENGTH LIMITED BY DEFLECTION ALLOWABLE DEFLECTION .1= (RI'Lc '(lc+LmY3El = 0.75 in ^Id7'I Table •80.K12.2.2 WHERE Lca+LmLcz-D3EI/RI =0 -+Lac= 21.7632E in RAIL SPAN FOR BOTTOM LOA05 AT GUIDE PLATE MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BY DEFLECTION (A5ME A 17,1 8.4, 12.2, 1) 8.92 It max Le = (249EID/2/R I) us 106.98 m La > Gn - OK MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS LIMITED BYWEIGHT (A5ME A 17. 18.4.1 2.1 . I) 8, 1 fit max La=7176715x/Fcwt/2.93/07 = 97.21 in La > Lin - OK -t La = 97.21 in Governs MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS WITH ONE INTERMIEDIATE TIE BRACKET (A5ME A 17.1 8.4. 1 2. 1 .1) 10.7 It max La=9519915xJFcwt/2.93/0.7 = 128.95 in La > Lm -• OK MAXIMUM ALLOWABLE SPAN BETWEEN BRACKETS WITH TWO INTERMIEDIATE TIE BRACKETS (ASME A 17. 1 8.4.12. 1. 1) 1 1.9 It max La = 10534955x/FcwU2.93/0.7 = 142,70 in La > Un - OK La at R I max = La = 63.00 m Governs without tie brackets La at R2max = -+ La = 95.00 in Governs without he brackets Tie brackets serve no beneht Continuous beam Mmax= 13/64(0.7R OLm= 18390.24 m-Ib Mmax= 13/G4(0.7K2)Lm= 9195. 12 in-Ib Pr 1836.5 LB = GOVERNING RAIL COMPRESSION KI/r = 58.29 < 200 - OK P/0 = 175604.9 lb Fa = Cd-E) = 84238.5 psi Pn = (0.659'O) • Fy • A = I05363 Ib Mr rXL` combined max bending t compression P� + (B11 � = 0.890 < 1 -+ OK 1.67 us 4.71+1 FY 1 = 133.7 > KVr SEE FOLLOWING PAGES FOR MAX Mot" 4.W PM3I2U'2023 H1SLarMd.v.WOHBRIENSHARING1SINndier SOM3 JPI0 Ne ,,,rIR,Mle. Davaor CdcASCE 1-16CAR 24 PROJECT: IEA' ELEVATOR 5TPUCTUP,AI ANAL-515 CAR 2-5 PROJECT #: 502303 REFERENCE: UPTOWN NEWPORT 14 SEISMIC LOADINGS ON COUNTERWEIGHT RAILS YIELDING STRENGTH fy = SAFETY FACTOR mb = ALLOWABLE BENDING STRENGTH Fb = Mbfy= DISTANCE TO K2 LOADINGS = RAIL CLIP THICKNE55 t = RAIL CLIP WIDTH w = CLIP SECTION MODULUS 5= A307 BOLT DIA. = A307 5/8 BOLT SHEAR CAPACITY mVb = A307 5/8 BOLT TENSILE CAPACITY OTb = R2max CLIP BENDING: fb = M5. T= R2'2', FcMp=T/5". Mdlp= .97" Fdlp 4 fb= BOLT SNEAK By = Rma.T12 BOLT TEN510N et = Rnn r'2"/5^ fb/FB < I By/(Vb(P)+Bt/(T60) < I 15 RAIL BENDING CAPACITY ANALYSIS 50000 Psi 0.9 (15D) AISI 5100-07 e3. 1.1 4501 psI 2 on 0.4 in 2 In C.08 ire 0,625 in LRFD 5867.51E ((0sVb=0.75Ab0.50Fu) 8601+2 Ib ((0tTb=0.75Ab0.75Fu) Fu=60kst for A307 Abnet=0.85'Abgr¢ss 10224+2 psI 515.9 Ib 412.7 W 0.23 < I -OK 0.13 < I -.OK RAIL = 8 Ib/ft ELASTIC MODULUS E = 29000 k i YIELDING STRENGTH Fy = 3G000 P5I MOMENT OF INTERIA Ix - 1.40 in MOMENT OF INTERIA Iy = 1.28 m4 SECTION MODULUS Si = 0 8G Ina SECTION MODULUS 5y = 0.73 Ina A5ME A 17.1 PART 8 SECTION 8.4.8.3 O.GO Fy ALLOWABLE BENDING STRENGTH Fb = 0.6Fy = 21 GOOD pst Mrit3/G4(OJR )1 183902 In -lb Mni 13/64(0.7R2)Un= 9195. 1 In-Ib BEI]DING STRESS fib = Mx15x 21384.0 psI BENDING 5TRE55 fb2 = My/Sy 12596,1 pi Ma = Fb'5x 1857G.0 m-Ib fb 1/Fb < 1 0.990 < I -OK fb2/Fb < 1 0.58 < I -OK 16 RAIL TORSIONAL SHEAR CAPACITY ANALYSIS ANALYSIS PER ROARK'S FORMULAS FOR 5TRE55 AND STRAIN. SEC. 10.7, TARIFF 10. 1.23 GUIDE RAIL Cw = E G= b = d= t= tl = L. = KII = K2 = D= 0,120 ms 29,000 k i 10.900 kst 5 in 0.G25 In 2 In 0,375 in 0,375 in 0. G25 In G2.G71833 in 0,19 in 0.3748562 0.0330796 0. 10824 0.375 RNL K= 0.410079 T = 0.7R2mai 2" = 1444.E In-tb B = TUKG = 0.020255 rad Tare = T/L ^ 3 = 0.005869 pi C= 0.371092 Tmax = TC/K = 1307.3 psI ALLOWABLE 51EAR 5TRE55 (AISC 360-10) BY: JOHN H JOHN50t1. P E DATE: 3/20/2023 CW DIT R4 WICAT RBA R2 5 B'0 A307 M 6 A9)7 M➢ -=Gov m m..=KO whcee('= �II �11.1I81n�1 L� LLLifl-�[gnh�l K=KI Kxt.lY L2/Fy)112 = 34.2 > lytw [Vt. = 5.33 Aw = 0.75 W CV = I -+ Tv/SF= .GFYACv/S2 = 9700.E pst T / (Tv/O) = 0,13 < I -OK whrn. K� La L u.'•1 t - � u 6• tsa.�1 ra Ka =rd'IN nIW^I1 dl IY3r•f, r=T M1t ffir d in HlMiinAEiir WOUBRIEN SHAMNMS intllw 502303-Uptw NeapnlsaWSclhmdl -B NWCac-ASCE 7.15CAR 25 405 PM3f1n/2023 PROJECT: IJEW ELEVATOR 5TF.UM)KAL ANALY515 CAR 25 PROJECT#: 502303 REFERENCE: UFTOWId HENPORT 17 LATERAL TOR510NAL BUCKLING STRENGTH ANALY515 A15C 3GO- I G BY: JOHCI H. JOHN5ON. FE GATE: 312012023 1,95E web tension Mer = — /�.J (B + I +B'- ) web compression Ly IG3G48.G in-Ib or 994103.3 in-Ib B = — 2.3 -0 078819 g = 2.3 d 1 /)• 0.078818G MY = yield moment about the axis of heading. 309Go.o in-Ib O.GW = 1857G rn-Ib Mn =Mcr < Mt, Mcr > My --> Mn = My 3O9GO in-Ib < 4953G m-Ib —. OK MP = F�Zx <_ LbM,� Mm x/O.GMn = O.99O < 1.0 OK 18 RAIL WED BUCKLING STRENGTH ANALY515 A15C 3G0- 16 Mn = F,.S, (1) When d 50.84E Fcr=Fy Ix. F. F.r= F. (2) When 0.84 < ``—I <_ 1.52r w1 F. N. Fr NA d F For= �1.43-0.515 pa. (3) When —' >1.52 F, NA 52 E ((Id11I \Av/ Mmax / 0.C.Mn = 0.990 < 1.0 OK 309GO.O ro-lb O.GMn = 1857G in-Ib 40 FM3I1ML313 H15barM dMes%OUBRIEN SR RINMftiMler SOZW - W. NewpomM.IS6mdlar-0.9.1 CAASCE 7-16CPR 2-5 PROJECT: NEW ELFVATGR STRUCTURAL AIJALT515 - CAR 2 5 PROJECT #: 502303 REFERENCE: UPTOWPJ HEWPOR7 BY: JLMH H JOHF15ON F F DATE: 312012023 19 SEISMIC LOADINGS ON COUNTERWEIGHT RETAINER PLATE ANALY515 PER ROARK'S FORMULAS FOR STRESS AND STRAIN, TABLE 10.1 .4 Fy 36000 P. F. = 58000 psi Fb = FyQ 2155G.9 ps: 4= I .67 CHECK BENDING STRE55 PL R2 fb = 0.7R2' I .19/(0.375"' 1 .94' ^ 2/4) = 243G. I psi INES < 1 0. 1 1 < I -.OK I.I'(E' 1.2/Fy)" = 34.2 > h/tw h/tw = 4.95 Aw= 0.71 m2 Cv = I -+ 5v/S7 = .GfyACvA2 = 9240.1 psi CHECK SHEAR STRE55 PL R2 fs = 0.7R2/Aw = 101 1 . 1 psi 0. 1 1 < I -OK 1, I •(E' 1.2rFy) O2 = 34.2 > IVtw b/tw= 5.11 Aw = 0.74 m2 Cv = I -+ TvQ = .GFyACvQ = 9535.0 psr CHECK TORSIONAL STRESS R2 TABLE 10,1 .4 a = 1 .941/2 = 0.97 In b = 0.375"/2 = 19 In T = 0.7R2.0.75" 509. .m-lb Tmax = 3T ecib ``s a -\ -L 1+11.51MIS b+(1.88tifi(al - LdB23(a), 0-91 UU(a 1'I o \ Tmax / 6628.0 psi / Tmax / iv/0 < 0.70 < I -Or, A307 BOLT DIA. = 0.625 In A307 5/8 BOLT SHEAR CAPACITY OVb = 5867.5 lb A307 5/8 BOLT TEN5ILE CAPACITY OTb = 8501.2 lb BOLT SHEAR By=RI maV4 515.9 lb BOLT TENSION Bt = Rmax•2"/5' 0.0 Ib By/(Vb(D)+BU(Tb(D) < 1 0.09 < I -+Or, NM Afi M B_r1F(+ $ EEL 1/2'. NO] M.B. R PLATE 7j+8Y LG, LRFD (0lVb=0.75AbO.50FU) (0011-0.75AW.75Fu) Fu=GOk i for A307 Abnet=0.85'A"gro HIShare'Me'KODBRENSMAFINgSWind W2M3- Uptown NevpodIMMISch:I r.BevA.,CNc ASCE7-16CAR2-5 4:O PM3Y2W2023 BY: JOHN N. JOHI 15011 P E PROJECT: NEW ELEVATOR 5TRUCFURAL ANALY515 CAR 2 5 DATE: 3/20/2023 PROJECT#: 502303 REFERENCE: UPTOWN PIEWFORT 20 COUNTERWEIGHT COMBO RAIL BRACKET A55EMBLY TO CONC. WALL ANALY515 RF50 V�R�K O NIN. CV✓T RAIL BRAGKET- TUBE WELD A5D RI = 1445 Ibs R2 R2 = 723 lb, Vy FOR ANCHORAGE CWf RAIL BRACKET - GONG. PR Rl R2 Q = 2 RI — 4129 Ibs COORDINATES IN INCHE5 FROM ORIGIN: ORIGIN ORIGIN 5EE THE FOLLOWING PAGE5 FOR WELD MID BOLT CALCULATIONS 5EE CALCULATION5 ON FOLLOWING PAGE5 FOR WEDGE ANCHOR BOLT ANALY515 4:05 FM3 023 H 13barW drN TOLIHRIEN SHAMNa1 NMlo S02303-IlPtx Ne,,w Wlr SOindWr -F&wa Cal,ASCE 7ALCAR 25 WELD GROUP ANALYSIS AISC Elastic Method 1 JoD iName: IUPTOWN NEWPORT-CAR1-5 I Subject: ICOMBO BRACKET WELD Number of Welds, Nw =® Weld Coordinates: Start End Weld # Weld # Weld # Weld 1 111 � 1 111 111 � � 111 1 111 "®' 1 1 111 No. of Load Points =0 Load Point Data: R2CAR R1cWT X-Coordinate (in.) Y-Coordinate (in.) Z-Coordinate (in.) Axial Load, Pz (k) Shear Load, Px (k) Shear Load, Py (k) Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) 14.0 12.0 10.0 C B.0 N 60 4.0 2.0 0.0 F 0.0 10.0 20.0 30.0 40.0 50.0 60.0 10.0 81.0 X •AXIS (in.) —� WELD GROUP PLOT +z wI 1=Start 2=End 1 2 2 Weld #3 Weld #2 Ew #1 1 1 2 0 X \Origin NOMENCLATURE 1 of 2 3/20/2023 4:16 PM Results: Weld Group Properties; E Loads C.G. of Weld Group: Lw = 13.820 in. E Pz = 0.00 kips Xc = 35.336 in. E Px = 2.17 kips Yc = 2.000 in. £ Py = 0.00 kips Ix = 55.28 in^3 E Mx = 0.00 in-k ly = 13636.15 in^3 E My = 14.45 in-k J = 13691.43 in^3 E Mz = 0.00 in-k Weld Forces Win. Fw 1 Fw 2 2 of 2 3/20/2023 4:16 PM BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: UPTOWN NEWPORT-CAR 1-s Sub'ect: COMBO BRACKET PIT LOADS Job Number: IS02303 Ori inator: DT Checker: Iii Input Data: Number of Bolts, N = 4 Bolt Coordinates: Point Coordinates: Point Coordinates: Xo (in.) Yo (in.) Xo (in.) Yo (in.) Xo (in.) Yo (in.) 1500 2.000 #t #2: 11.500 2.000 #3: 64.630 2.000 #4: 74.630 2.000 No. Points =0 Load Point Data: R2cAR R1cw X (in.) = 34.780 59.860 Y (in.) = 2.000 2.000 Z (in.) = 1 L313 4.340 PZ (k) = Px (k) = 2.077 4.129 Py (k) = Mx (in-k) = My (in-k) = Mz (in-k) = (continued) 1 of 2 3/20/2023 4:17 PM XC = 38.06500inn. Yo = 2.0 . Ix = 0.00 in..^2 ly = 4085.40 in "2 J = 4085.40 in ^2 IXy = 0.00 in.-2 6 = 0.000 deg. E Pz = 0.00 kips E Px = 6.21 kips E Py = 0.00 kips E Mx = 0.00 in-k E My = 41.42 in-k E Mz = 0.00 in-k Axial Rz Shear Rh u1: -0.37 1.55 a2: -0.27 1.55 #3: 0.27 1.55 s4: 0.37 1.55 Rz(max) =I 0.37 Rz(min) 0.3 -7 Rh(max) = 1.55 POINT GROUP PLOT 30.0 25.0 20.0 2 15.0 Mc 5.0 o.o 0.0 10.0 20.0 30.0 40.0 s0.0 60.0 ]0.0 80.0 X -AXIS (in.) -► (+) = COMPRESSION (-) = TENSION 2of2 3/20/2023 4:17 PM Anchor DesignerTIA r Software Version 3.1.2301.3 1.Project information Customer company: Customer contact name Customer e-mail: Comment: 2. Inout Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 3.750 Effective Embedment depth, h.f (inch): 3.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hnun (inch): 5.78 c.. (inch): 7.33 Coin (inch): 4.00 Sdn (inch): 2.75 Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 1/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: COMBO bracket Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 6.00 Stale: Cracked Compressive strength, f� (psi): 3000 4W.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 6.00 x 0.50 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 1/2"0 CS Strong -Bolt 2, hnom:3.75" (95mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongfle.com Anchor DesignerTM ®Software r r Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nue [Ib]: 370 Vuee [Ib]: 1550 Way [lb]: 0 Mu,, [ft-Ib]: 0 Muy [ft-lb]: 0 <Figure 1> 0 ft-lb X 1550 lb Company: I Date: 3/2012023 Engineer: John Johnson PE, PLS I Page: 216 Project: UPTOWN NEWPORT Address: Phone: E-mail: 1 370 lb 0 ft-lb 0 lb Input date and results must be checked for agreement wi h the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94688 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.wm Anchor Designer7m r Software Version 3.1.2301.3 <Figure 2> Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 3/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngee.com Anchor Designer TNI r Software Version 3.1.2301.3 e 3 Resultina Anchor Forces Anchor Tension load, Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 4/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Shear load x, Shear load y, load combined, 1 370.0 1550.0 0.0 1550.0 Sum 370.0 1550.0 0.0 1550.0 Maximum concrete compression strain (%e): 0.00 <Figure Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 370 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 A Steel Strength of Anchor in Tension (Sec. 17.4.11 N_ (lb) 0 ON.. (lb) 12100 0.75 9075 5 Concrete Breakout Strength of Anchor in Tension (Sec 17A.21 Nb = ke2.e*.Ni " (Eq. 17A.2.2a) kn Ae Pe (psi) her (in) Nb (lb) 17.0 1.00 3000 3.250 5456 0.754Nm = 0.75q (ANe/AN.)P,N%.N%pNNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) Aiv< (in2) ANne (inr cenvn (in) T.dN V..N Nb (lb) 0 0.750Nw 6 Pullout strength of Anchor in Tension (Sec. 17.4.3) 0.750Npn = 0.750Y4,pLNp(Fe/2,500)e (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) 94.r A e Np (lb) N (psi) n 9 0.750Npn (lb) 1.0 1,00 4750 3000 0.50 0.65 2537 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strang -Tie Company Inc 5956 W. Les Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.sirongtie.com ® Anchor DesignerTM r Software Version 3.1.2301.3 8 Steel Strength of Anchor in Shear (Sec 17 5 1) V. (lb) 0.1 0 0a..oyaa (lb) 6510 1.0 0.65 4232 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 5/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor In Shear fSec 17 5 21 Shear perpendicular to edge in x-direction: Vbx = min17(/e/da)0.24dad.dfec.A s; 9deJf4c.,l 51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) d. (in) A. fe (psi) c.r (in) Vbx (lb) 3.25 0.500 1.00 3000 4.67 3974 OV mx =0 (Ave/Av..) Y.d,vYo,vll v`/. (Sec. 17.3.1 & Eq. 17.5.2.1a) Ave (W) Avw (iri 'Feed, v To,V Tqv Vs. (11 4 OVmx (Ib) 84.00 98.00 1.000 1.000 1.080 3974 0.70 2575 Shear parallel to edge in y-direction: Vbx = min17(/./d.)03ddaAAF.cmr 5; 9d.4fac.r1-11 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) la (in) da (in) 2a fe (psi) car (in) Vh. (lb) 3.25 0.500 1.00 3000 4.67 3974 0V ehy =0 (2)(A Ve/A w.) Yed,V KVYb,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1 a) Avn (in2) Ay. (W) P.d,V KV Yfi,v Vb. (lb) d 01/my (lb) 84.00 98.00 1.000 1.000 1.080 3974 0.70 5151 10 Concrete Pryout Strength of Anchor in Shear (Sec 17 5 3) OVep = ¢k^b = 0kcp(ANe/ANea) 4:dN r/4N Y4p.NNn (Sec. 17.3.1 & Eq. 17.5.3.1 a) kcp AN. (mi AN- (In') Y4dN YiN Pp,N Nb (lb) d 4Vep (lb) 2.0 95.06 95.06 1.000 1.000 1.000 5456 0.70 7638 11. Results Interaction of Tensile and Shear Forces (Sec 17.61 Tension Factored Load, Nu. (lb) Design Strength, 0Nn (lb) Ratio Status Steel 370 9075 0.04 Pass Concrete breakout 370 2660 0.14 Pass Pullout 370 2537 0.15 Pass (Governs) Shear Factored Load, V.. (lb) Design Strength, oVn (Ib) Ratio Status Steel 1550 4232 0.37 Pass T Concrete breakout x+ 1550 2575 0.60 Pass (Governs) II Concrete breakout y+ 1550 5151 0.30 Pass (Governs) Pryout 1550 7638 0.20 Pass Interaction check N../oNn V,a/0Vn Combined Ratio Permissible Status Sec. 17.6.2 0.00 0.60 60.2% 1.0 Pass 1/2"0 CS Strong -Bolt 2, hnom:3.75" (95mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Poi Boulevard Pleasanton, CA 94580 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT11 Software Version 3.1.2301.3 Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 6/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 12, Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongfie.com BOLT LOAD ANALYSIS AISC Elastic Method Bolt Group Analysis Job Name: 1UPTOWN NEWPORT I Subject: ISINGLE BRACKET PIT LOADS Job Number: IS02303 Ori inator: DT IChecker: JJ Input Data: Number of Bolts, N =0 Bolt Coordinates: Point Coordinates: Point Coordinates: Xo (in.) Yo (in.) Xo (in.) Yo (in.) Xo (in.) Yo (in.) 3.100 2.000 #1: #2: 12.270 2.000 No. Points = 1� Load Point Data: R2CAR X (in.) = 7.656 Y (in.) = 7.242 Z (in.) = 6.188 PZ (k) PX (k) = 0.727 Py (k) _ Mx (in-k) _ My (in-k) _ MZ (in-k) _ (continued) 1 of 2 8/7/2023 1:34 PM 30.0 POINT GROUP PLOT Results: Bolt G un Pro erties: Xc = 7.685 in. 25.0 Yc = 2.000 in. Ix = 0.00 in "2 ly = 42.04 in ^2 20.0 J = 42.04 in "2 E Ixy = 0.00 in ^2 15.0 0 = 5hC 0.000 deg. £ Loads 0 C.G. of Bolt Group: 10.0 £ Pz = 0.00 kips X £ Px = 0.73 kips 5.0 £ Py = 0.00 kips £ Mx = _ 0.00 in-k + £ My = 4.50 in-k 0.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 £ Mz = -3.81 in-k X-AXIS (in.) -► Bolt Reactions k) Bolt Reactions (k) Bolt Reactions (k) Axial Rz 2 of 2 8/7/2023 1:34 PM Originally Issued; QvIW2012 Rbvised: Q3r'1 M23 VaIM Through: 01131f2024 FIGURE 1 IiTR[1NG-BOLT` 2 WEDGE ANCHOR TABLE I —PERCENT ALL OVABLE LOAD INCRVASE FOR WIND AND SARI HQUAKB LOADING CONDITIONS" SUBSTRKIE PERC'UNT ALIA)WABLE IDAD iPl-KIKAN i rarsanvn r• TFRSI LOADING CONDITIONS .hear 11-ftm�-LBulf" 2 Illilp fkamt vi l'MI I 1 � '� '3�1j Wedtm Arletux •u1E 1 •.CPI'. l ttir¢�iuu 1.11 �r Y11}_Y11]. lot'. 'Min, using the bvrc laid iumbinalmrofar nlw .ri+4 slrtss IWSIFR111"U"O'Inae WTI. ,i ",as....„ --- - a Nm BBC Sn:nan ,.MI ±.I. alloaebl, kath s1.11 Ina b: incrcnwd For Wind R nail giuk `lzadirpk ;4aban WhO rlv A1-m-fflivr h ti bud ambiwliuns lax alluwabls urva ckd0n in:h21 1114' Sq lmn I �; ; or Ul l H, 21115, lit '.dr➢J Ilk' ia. rLwi InnM I J Ibu mclane nuW or cu ganlc Ired,Ibe 17bwzlslcsgu and unslan Iwds lar nncbnn In"Y be u,wmcd 9) 1be udmkled Pcrccnupe; rase As an aeaiac 1be abermlivc basic laid c mbinuiens hoc oLow4Wc mist desi in nrxr be redlKed by mubiPlyIng Ibem bI 0.+5 wben anion s-02t lUC Sm"Pa 16Ui 2 c¢ 2Y11fi. -nl5. 2012.. or 2000 IIIC 1RC Seelim 005.31. IT, applknSA. Page 4 of 9 Originally Issued: 011M812012 Revised_ 03f14112023 240 Valid Through: 01P3112024 TABLE 2--ALLOWABLE TENSION AND SIiEAR LOADS FOR THE STRONG -BOLT` 2 WEDGE ANCHORS INSTALLED IN FULLY GROUTED CNIU C'ONSTRUCTIONI'' ANCHORS INSTALLED IN TIIR FACE OF FUI.I.Y r. W)1.7VD C111' ftiNSTRUil-TION ALLOWABLE LOADS FOR ANCHORS INSTALLED AT ANCIIORLOCATION" INSTANCES>C'RITICAI.F.Mf: ANCHOR E)IBED- INS 'IAl LAI00% Owhesl DIS'IANC'E.s'rni DIAMF.TF.R NEM DEPTH, TfIR(j(F: ANDC'RI'IIC:AI.SPAC'1\4.ana F:dgrA End DWAnce sparing Critica, Minimum, CritkW, %tlnimnn, Teotlitma' S11eata,T 12 9 8 4 1 435 775 '1 �'t ly I2 d E 7 530 1,0I0 aix 4a.4 55 20 4 8 4 890 1,765 100 20 d 8 4 [AM 2,d90 AN(71ORS INSTALLED IN TIIF Tt)P OF FULI.V' GRI)I.*IZD CJN1U CONSTRUCTION ALLOWABLE LOADS ITYR ANCHORS INSTALLED A I' DISTANCES t CRITIC -AL b 1,11 ANCTIORIOCATIONI DISTANC:T e,.a ANCHORMENT EiHDIsD- I:NS)AI.I.A I It 1\ (i�KI CRPI'ICAL SPACING, r�r, DIAMFTIiR "FO ROC I. MINIMUM FOGS DI41'AWF., {io.} DEPTIT" 1A. IhLI L,.6- till1 (liar;) End Dh,fiot a Sharing Edge Diafanri Shrift tilirar Crilital. 6linimum. Critical, NIhdnlarn. ►firdmuln, lenxlnnlJi PrrpWll'J IaarWlrh I en►►'W' to 4S'aIP oat ea x.f• ..:. r.fy. 12 4 4 I', 41c 7+5 h70 SS 12 4 ti -i I':, ta11 `73 770 r. ...,...r,i. , bf 4,1k%. I AlllA vA :ufets art W oo:k, $ v gAlIN in fill ly groa l C'Mu Nd II CUnilNliw i LpI'lAta G )I iuoC I,6 III ¢ornphl w %IIh Sh 'W'a v of this rc"11. The specified Int<rar. ar �rnlgth of ma4rm. l,. it 2A days shall be a r-, + e-- loll or 1.3110 rF. 'Alkrnab'A' loads IN ht+n: on periadw spout insrrrkns htmL pnwidcd doong ;Irch+r irn-,rllvki p 4pmial i.+iwxtion n%.7ain'mrnn shall arridy with " tin,. � 1 Urtiix IcIIUK 'Alb»ahk Trash may he Inuewed in uLl duloe : ae r"n, 61 n hr:e pcinnl¢d b) the 11W ce its reve-reM eI, Mdisd. 'Emxdmrm.kpth is meewred from "v oraif¢ fhcc of the masonry to the end of the erarndlel. Chiral and minim-.: odte diistim and Aural lnd mintmam gWiog shall mrcpiy Uj'A chi+ table t r'nlA,,let ur i 1111,1mkr prmtinrd and prnbihikd 'Inhlm px:'runa (n loot alp, dlilanu m I , tll `ll fps. iliG hm 4nbil fix Nnhrnl M1irilllll raholn d art wlhle wrr ian Ir fb: +n In#&' rnlTl: i urte�x n}�xl Whalcwi llh'ellde¢Ir.rm qd ,-,, l..nlydu r.•n ru haoa,holx iltsl.11.4 herwevn snev", nn3 namlman Ad(er&k o.e, cnd t{.ior inillu0 stall be fnstcid a Moolo ..I 1 Ins mnl trliml had join urd i'-join. F"�ul 116 rrywn ilWsluln pervloutl and potobil.Y?.ulchul inoullatim M o , m. %o mm 1 ' o1111i, upon pr.- eves additional iuslalu6m dmmils. '1'ah1111wd alb'w'dbk Iwd, 1-r hmal ca a factor of `:shay of five of lC"rilGrd ililil nlmim urll:h5Wlrx i, erilittit enld IIlillmuill lint.-`,{ and Min"" 'A," flout eM'1l1 With hi - WWII HId hvul ,`tin rq.of I111i,ul end dkrsaw nut critical ipas.nll nc ndhl Ito anchan reirifily Iha IaN:aird allan Ahb_ knsfan ca suety IlIX& r,irlc : u. retpw cons+ alMlr abk Cu rl And Shew laad ¢.Labor, IWI.N for uc-"srs Im7allid hclmwn.riti[al and moomxw en1 dulnrwr led apLvM r. Tnv1,-dmenl ckpih is me"Ar1d from?-c Y.lp nirh, ma�mr. %all to Ilu r-c ofs-a rrtmdrcl. Single bracket worst loaded anchor ASD Shear = 550# and Tension = 490# Increased Allowable Shear = 2347# and Tension = 1184# Checking combined utilization (550#/2347#)A5/3 + (490#/1184#)A5/3 = 0.32 <= 1.0 --> OK Page 5 of 9 PROJECT: IIEN ELEVATOR 5TRUCTURAL ANALY515 CAR 2 5 BY: JOHN H JOHI15011, P.E PROJECT #: 502303 DATE: 3/20/2023 REFERENCE: UPTOWN NEWPORT 21 COUNTERWEIGHT COMBO RAIL BRACKET DEFLECTION ANALY515 RE40 VFOVFO BR�DING CWT WEIGHT = 43GO Ib RAIL ECC. = o in R2 RAIL DBG = 48.5 in VY LATERAL LOADING5: (par C.B.C., section 917.1 1.20) R7 R2 Fcwt = 0.5 (Cw Wt.) = 2150.0 It, VX Vy LATERAL LOADINGS ® TOP GUIDE PLATE: Rl top=FCVN3 = 72G.7 Ib K2top= Rl toy/2 = 3G3.3 11, LATERAL LOADINGS @ BOTTOM GUIDE PLATf: 'a AlW u 8 Rl bot= 2 PcWt/3 = 1453.3 Ib R2ecc = R I bot'ecrJDBG 0.0 Ib RI=(Rlbot'+R2ecc2)o2 1453.31b R20bot= RI 1,ot/2 = 72G.7 Ib RI design 1453.3 lb R2 design 72G.7 Ib RICAR COMP051TE CHANNEL DEFLECTION: L= 54.5 in E = 29000 ks ly= 1.17 in P=RICAR= 1.37G k:p a=b= 27.25 in Aw,= 2Pa^3b^2A3M(3a+b)^2= A... = 0.03 In Ali _.—'= 0.125 in A.,,,,—, > Aa.. OK Aa. > 4.vz OR BRACKET CHANNEL DEFLECTION: Lz= I LG25 in E = 29000 61 ly = 14.5 in Pi = R2CAW2 = 0.519 by P2=RICwt= 1.032 by n= 5.G25 in b = G in Ai = P2b2(3Ls byGEJ +P I L2 ^ 3/(3Ep= A5ME At 7.1 5EC. 2.23.5.2 HISM1arM dirvrsV(OLIBRIEN SHARINGSeM1intller 501303-Uplwm NewpwflcalcslSCM1intlbr-3eualw CaIcJSCE T-16 CAR25 4D5 PILM/202a PROJECT: NEW ELEVATOR STRUCTURAL ANALYSIS CAR I CAR 2-5 PROJECT R: 502303 REFERENCE: UPTOWN NEWPORT 22 DOOR FRAME ANALYSIS AND ANCHORAGE Fy = 30000 ps Fb = Fy/Q 21 55G.9 psi Q!, = I .G7 ZyJam (C2.5"%4.5"%0.125") = 1.38 m3 Zys11 spilt. = 1.02 m3 Zxheader = 0.93 m Wp = 1200 Ib h (s ll-to-header angle) = 15G in (lamb-toyamb) = 9G in Wd000r = 400.0 Ib Wp/4 = 300 m Fx = 0S-Wdoor = 200.0 Ib CHECK HEADER BEAM STRESS fb = M / Zx, M = 0.71Mdoor(114) fb = Wdoorl / 4Zx = 7196.0 psi fb/FB < 1 0.33 < I —.OK CHECK JAMB CHANNEL BENDING 5TRE55 fb = M / 2Zy, M = O.7Fx(h/4) lb = Fxh / BZy = 197 1.5 psi Ib/FB < 1 0.09 < I —r OK CHECK SILL SUPPORT BEAM 5TRE55 fb = M / Zy, M = 0.7WpM-114 $=WP/4'I/4Zy= 4940.1 pei fb/FB < 1 0.23 < I — OK LRFD SEISMIC DISTRIBUTION OF FORCES TO ANCHORS Vb = QO(F44 +(Wp/4+Wdb2)/2 anchors = 400.0 lb Tb = 0, 30%orthogonal increase 120.0 Ib BY: JOHIJ H JOHN50ti P E DATE: 3/20/2023 Fx P In 1 sill w SEE CALCUTATIO115 ON FOLLOWING PAGES FOR CONCRETE WEDGE ANCHOR BOLT ULTIMATE STRENGTH ANALY515 r Angie — Jamb First Floor H IShazM d..e ROL16RIEN SHARINGISChiM., SOM3-Uptown New7nnlw.1901lidler-B.,N.rCtic-ASCE 7-16 CAR b5 4 M PMMX23 ®' Anchor DesignerTM r Software Version 3.1.2301.3 1.Proiect information Customer company: Customer contact name: Customer a -mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carton Steel Diameter (inch): 0.375 Nominal Embedment depth (inch): 2.500 Effective Embedment depth, her (inch): 2.125 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes h,nm (inch): 4.03 c.e (inch): 6.19 Cmin (inch): 6.00 Smm (inch): 3.00 Company: 1 Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 1/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: Door Anchorage Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 4.50 State: Cracked Compressive strength, fe (psi): 3000 W.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 4.00 x 0.25 Recommended Anchor Anchor Name: Strong -Bolt® 2 - 3/8"0 CS Strong -Boll 2, hnom:2S' (64mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtie.com Anchor Designer TIM r Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied flo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nu.[lb]: 120 V... [lb]: 400 V..y [Ib]: 0 M. [ft-lb]: 0 M„ y [ft-lb]: 0 <Figure 1> 0 ft-lb X 400 Ib N Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 2/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 120 lb woai, Y 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvnv.strongge.com Anchor Designer TM r Software Version 3.1.2301.3 <Figure 2> Company: 1 Date: 3/20/2023 Engineer: John Johnson PE, PLS I Page: 1316 Project: UPTOWN NEWPORT Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.660.9000 Fax 925.847.3871 www.strong8e.com Anchor Designer TM r Software Version 3.1.2301.3 Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 1 4/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb) Vu.. (lb) V., (to) J(V..x)2b(V... )2 (Ib) 1 120.0 400.0 0.0 400.0 120.0 400.0 0.0 400.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 120 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nr (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vr (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 N.. (11 0 ON.. (Ib) 5600 0.75 4200 5 Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb = k.A.df.h.," (Eq. 17.4.2.2a) k� A. fc (psi) h., (in) Nc (Ib) 17.0 1.00 3000 2.125 2884 <Figure 3> 0.750Na = 0.750 (Arm/AN. )7%gN'V..N'P.P.NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) AN. (In2) ANcc (in2 c..mm (In) PP.d,N y<N ycP,N Ns (lb) d 0.75¢Ncb (Ib) 40.64 40.64 6.00 1.000 1.00 1.000 2884 0.65 1406 6. Pullout Strength of Anchor in Tension (Sec. 17.4.31 0.750N, = 0.754'716.P2aNP(f.12,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) y <,P A. NP (Ib) fc (psi) n 0 0.750N, (lb) 1.0 1.00 2222 3000 0.50 0.65 1187 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM r Software Version 3.1.2301.3 8 Steel Strength of Anchor in Shear (Sec. 17.5.11 V.. (lb) 09-1" 0 0g,..,OV.. (lb) 1800 1.0 0.65 1170 Company: Dale: 3/20/2023 Engineer: John Johnson PE, PLS Page: 516 Project: UPTOWN NEWPORT Address: Phone: E-mail: o Concrete Breakout Strength of Anchor in Shear (Sec 17 5 2) Shear perpendicular to edge in x-direction: Vb. = minl7(le/da)0wJdadeJfcca.' b; 9A.Jf.c.r"1 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) de (in) d. f. (psi) cm (in) Vb. (It) 2.13 0.375 1.00 3000 6.00 4882 OVm. =0 (AvWAv..)P,,vP,vY'n.vVh. (Sec. 17.3.1 & Eq. 17.5.2.1a) Avc (in') Av.. (in') 44d,v W.,v 9'h.v Vb. (11 0 01/ b. Ili 67.50 162.00 0.900 1.000 1.414 4882 0.70 1812 Shear parallel to edge in y-direction: Vb. = min 17(1./ di Vdi 15; 9A.Jfcc.r'sl (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) da (in) 11, f. (psi) c.r (in) Vb. (b) 2.13 0.375 1.00 3000 6.00 4882 OV.by =0 (2)(Av./Av..)T.d.v1F.,vYn.vVb. (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) Avc (ini Av. (in') 4'4v P,,V Ph,V Vb. (Ib) 0 OV.by (It) 67.50 162.00 1.000 1.000 1.414 4882 0.70 4027 10 Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.31 OV.p=OkcpNeb=0k.p(Am/ANco)TN'/4NPcP,NNb(Sec.17.3.1&Eq.17.5.3.1a) kcp ANc (In2) Am. (Ind) V'e4N ii ii Nb (Ib) 0 OVcp (lb) 1.0 40.64 40.64 1.000 1.000 1.000 2884 0.70 2019 11. Results Interaction of Tensile and Shear Forces (Sec 17.61 Tension Factored Load, Ni,. (lb) Design Strength, eNn (Ib) Ratio Status Steel 120 4200 0.03 Pass Concrete breakout 120 1406 0.09 Pass Pullout 120 1187 0.10 Pass (Governs) Shear Factored Load, V.. (Ib) Design Strength, eV. (Ib) Ratio Status steel 400 1170 0.34 Pass (Governs) T Concrete breakout x+ 400 1812 0.22 Pass 11 Concrete breakout y- 400 4027 0.10 Pass Pryout 400 2019 0.20 Pass Interaction check N.a/0N„ V../0Vn Combined Ratio Permissible Status 5ec.17.6.2 0.00 0.34 34.2% 1.0 Pass 318"0 CS Strong -Bolt 2, hnom:2.5" (64mm) meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Sim Bson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 945118 Phone: 925,560.9000 Fax: 925.847.3871 www.stmngtie.com Anchor Designer TM r Software Version 3.1.2301.3 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 6/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 12, Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtle.com PROJECT: NEW ELEVATOR STRUCTURAL ANALY515 - CAR I - CAR 2-5 PROJECT#: 502303 REFERENCE: UPTOWII NEWPORT 23 CONTROLLER EQUIP. ANCHORAGE FORCES PER A5CE 7 (12.5) EQUIPMENT INFO: OBJECT HEIGHT, H: GGA IN 20.G 114 EQUIPMENT C.G.: GIVEN —e 32.0 IN HEIGHT OF CUR515UPPORT: 0.0 IN DE51GN CENTER OF GRAVITY, Ybar 32.0 IN FRONT DIMENSION, B: 20.61N BOLT SPACING, b: 5 + 3' —. 23.G IN 51DE DIMENSION, D: 7.1 IN 197# BOLT SPACING, d: GIVEN — G. I IN OBJECT WEIGHT. We: 270 # CENTROID OFFSET FROM FRONT 0.0 IN z 383# CENTROID OFFSET FROM SIDE 0.0 IN d. SEISMIC DESIGN FORCES: M z 0 LRFD ASD 0.73D + 2E 0.48D + 0.7E M q A FRONT FF4o 383 # 0.7FP = 268 # 0.73D = 197 # 0.48D = 130 # TEN510N FORCE CALCULATION: 100% Fe ON FRONT: LRFD A51) # BOLTS RESISTING OTM: 2 OTM (LB -IN) = 12,2G9 8.588 RA (LB -IN) = 604 397 E (LEAN) = 11,665 8,191 T (LB) = 1.905 1,337 TOTAL 1,905 1,337 Tao,_, = 952 GG9 100% Fr ON SIDE: -RFD A51) # BOLTS RESISTING OTM: 2 OTM (LB -IN) = 1 2,2G9 8.588 RM (LB -IN) = GOA 397 Y (LB -IN) = 11.665 8,191 T (LB) = 494 347 TTo," = 494 347 T—T = 247 173 SHEAR FORCE CALCULATION: N BOLTS RE515TING V: 4 LRFD A5D LATERAL SHEAR (LB) = 383 268 TOR51ONAL V= # # TORSION APPLIED WHEN SIDE LOADED Vlateral / bolt = Vrr = 9G 67 VtomioN bolt = Vep = 0 0 FRONT LOADING GOVERN5 BY: JOHII H 1001150N. P E DATE: 3/2012023 {I' 7.1 IN I I 197# 383# SIDE ELEVATION VIEW - EQUIPMENT FRONT # SIDE VIEW LOAD5 ARE IN LU ) 2A^ U'� mows k xz� 23A IN #) z 383# a � Ul O FRONT O 383# PLAID SECTION A -A MAXIMUM ANCHORAGE EFFECT SHOWN - LOAD5 ARE IN LRFD (A5D) DESIGN SUMMARY: 0,73D + 2E 0.48D + 0.7E DESIGN ANCHOR TENSION, TMr.T.: 952 # GG9 # DESIGN ANCHOR SHEAR, V,,,: 9G # G7 # ANCHORAGE TYPE: CONCRETE W/ QO = 2 REFER TO NEXT PAGE(5) FOR ANCHORAGE DESIGN KOhare divoWOLIWEN SMRINGWNMer 5023p Uplw Ne+, rlA,ImISdWler- Devaer colt ASCE 7-[SCAR 2-5 4Xi 1`NY2P'2023 Anchor Designer TM r Software Version 3.1.2301.3 1.Proiect information Customer company: Customer contact name Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Torque controlled expansion anchor Material: Carbon Steel Diameter (inch): 0.500 Nominal Embedment depth (inch): 2.750 Effective Embedment depth, he (inch): 2.250 Code report: ICC-ES ESR-3037 Anchor category: 1 Anchor ductility: Yes hom (inch): 4.00 c.� (inch): 6.00 Cmm (inch): 6.00 Smi„ (inch): 6.00 Company: I Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 1/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Project description: Door Anchorage Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 4.00 State: Cracked Compressive strength, f.. (psi): 3000 Wo,V: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 26.25 x 15.00 x 0.25 Recommended Anchor Anchor Name: Strong -Bolt® 2 -1/2"0 CS Strong -Bolt 2, hnom:2.75" (70mm) Code Report: ICC-ES ESR-3037 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stnonglie.com Anchor DesignerTM r Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3 (d) is satisfied Ductility section for shear: 17.2.3.5.3 (c) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N„a [Ib]: -197 V... fib]: 0 V.., [lb]: -383 M.. [ft-lb]: 1022 May [ft-lb]: 0 M.. [ft-lb]: 86 <Figure 1> 1022 ft- i X 0 lb Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 2/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: C197 Ib Lai / 86 ft-lb Z ! ft-lb Y 383 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94508 Phone: 925,560.9000 Fax: 925.847.3871 www.stmngfie.mm Anchor DesignerTM t Software Version 3.1.2301.3 <Figure 2> Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 3/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 w .strongtie.com Anchor Designer TM ®Software r r Version 3.1.2301.3 Company: Date: A/2n/2023 Engineer: John Johnson PE, PLS Page: 4/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 3 Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, J(V...)'*(VUay)' (lb) N.. (Ib) V... (lb) V.ey (lb) 1 132.6 5.4 -75.2 75.4 2 576.1 -5.4 -75.2 75.4 3 132.6 5.4 -116.3 116.4 4 576.1 -5.4 .116.3 116.4 Sum 1417.2 0.0 Maximum concrete compression strain (%o): 0.02 Maximum concrete compression stress (psi): 96 Resultant tension force (lb): 1417 Resultant compression force (lb): 1614 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 1.92 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor in Tension fSec 17 4 11 Ne. (lb) 0 ON:. (lb) 12100 0.75 9075 5 Concrete Breakout Strength of Anchor in Tension ISec 17 4.21 Nb = ked.dfehd'6 (Eq. 17.4.2.2a) k. A. fe (psi) her (in) Nb (lb) 17.0 1.00 3000 2.250 3143 0.75ONmr=0.750(Awl AN.)P N%d,N'Y,N%nNNe(Sec. 17.3.1& Eq. 17A.2.1 b) Aw (In2) AN. (In2) ca.min (in) T.c,N yedN 1j,N -383.0 sts:i.ti <Figure 3> '..N o1 Nb (lb) 0 0. 6 Pullout Strength of Anchor in Tension ISec 17" 0.750Nn. = 0.750P p;6Nn(fo/2,500)" (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report) yc,r Al Np (lb) F. (psi) n 0 0.75¢Npn (lb) 1.0 1.00 2870 3000 0.50 0.65 1533 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Pastes Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3671 w .strongbe.com ®' Anchor DesignerTM r Software Version 3.1.2301.3 m 8. Steel Strength of Anchor in Shear (Sec 17 5 11 V., (lb) 09.1 0 0,.,tdV., (lb) 6510 1.0 0.65 4232 Company: Date: 3/20/2023 Engineer: John Johnson PE, PLS Page: 5/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 9 Concrete Breakout Strength of Anchor in Shear (Sec 17 5 21 Shear perpendicular to edge in x-direction: Vb, = min17(I,/d,)1�dd.A.4f,cm' 1; 9A,df.c.,' bi (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) d. (in) It. f, (psi) c.f (in) Vb. (lb) 2.25 0.500 1.00 3000 6.00 5383 01/ap = 0 (Avc/Avco) P,,,v%uvWc v9A,vVh. (Sec. 17.3.1 & Eq. 17.5.2.1b) A v.(in 2) Avc.(W) T6,,v %irV K, Ph,v Vb,(Ib) 0 011a,(lb) 72.00 162.00 1.000 1.000 1.000 1.500 5383 0.70 2512 Shear parallel to edge in patirection: Vb. = min17(I./d.)124d.A,Jf,c.,16; 9A.J/4c,A'i (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) d. (in) A. f. (psi) c.r (in) Vb (lb) 2.25 0.500 1.00 3000 6.00 5383 OVmey= 0 (2)(AvdAv..)T vw.avT, vY'h,V, (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1 b) A v.(W) Avc.(in 2) %,V 'P.d,v W,V Ph,v Vb.(Ib) 0 OV,bsr(Ib) 132.00 162.00 1.000 1.000 1.000 1.500 5383 0.70 9211 Shear parallel to edge in x-direction Vby = min17(I,/d.)124d.A.4f.c,11.5; 9d,df,cn151 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) 1. (in) d. (in) A. fc (psi) c.r (in) Vby (lb) 2.25 0.500 1.00 3000 6.00 5383 OVws. = 0 (2)(Av,/Au.) P.,v P.d.v7o, v4'n,vVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) Av. (in') Avc. (in') YK,v T.d,v 94,v Ph,V Vby (Ib) d gV,bo. (lb) 84.52 162.00 1.000 1.000 1.000 1.500 5383 0.70 5898 10 Concrete Prvout Strength of Anchor in Shear (Sec 17 5,31 OVcp = OkcpN,b = Okcp(ANc/AN,o) P.qN %NP,p,NN, (Sec. 17.3.1 & Eq. 17.5.3.1 a) kcp AN. (in2) ANco (Ind) P dN !i P.p.N Nb (lb) d gVcp (Ib) 1.0 43.47 45.56 1.000 1.000 1.000 3143 0.70 2099 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6 Tension Factored Load, N. (Ib) Design Strength, shin (lb) Ratio Status Steel 576 9075 0.06 Pass Concrete breakout 1417 3728 0.38 Pass (Governs) Pullout 576 1533 0.38 Pass Shear Factored Load, V.. (Ib) Design Strength, aV„ (lb) Ratio Status Steel 116 4232 0.03 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 w strongtie.com Anchor DesignerM r Software Version 3.1.2301.3 T Concrete breakout x+ II Concrete breakout y+ II Concrete breakout x+ Concrete breakout, combined Pryout Company: Dale: 3/20/2023 Engineer: John Johnson PE, PLS Page: 6/6 Project: UPTOWN NEWPORT Address: Phone: E-mail: 5 2512 0.00 Pass 11 9211 0.00 Pass 150 5898 0.03 Pass - - 0.03 Pass 116 2099 0.06 Pass (Governs) Interaction check N„ 10M Vd./Qy„ Combined Ratio Permissible Status Sec. 17.6.1 0.38 0.00 38.0% 1.0 Pass 1/2"0 CS Strong -Bolt 2, hnom:2.75" (70mm) meets the selected design criteria. 12. Warnings - Per designer input, ductility requirements for tension have been determined to be satisfied — designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simr 1 =ny Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847,3871 www.strongte.com , i-�. i t; _ i - r ik ' Builderso NLA FirstSource February 10, 2022 City of Newport Beach Attn: Yoko Tanaka Project: (M33224) 4239 UPTOWN NEWPORT DR. RE: Plan check Truss review This letter is in response to the review of the truss submittal for the UPTOWN NEWPORT project in NEWPORT BEACH, dated (2-7-22). Please find our responses to the review comments in the same order that the comments were received: STRUCTURAL COMMENTS 3. Truss: Clarify how additional dead load is added for truss design where mechanical platform occurs. Design for additional 25 psf per Truss notes on SN1. *See attachment for detail breakdown of additional loading. If you have any questions, please do not hesitate to contact us by phone or email. Sincerely, Miguel F. Nolasco Jr. Design Department Miguel.nolasco@bldr.com (951)801-8913 nllTPFPPnPM Tn[IAY TRAN.um TmmnPPnvit rr,' LOADING ATTACHMENT Standard Loading: Additional Loading: TCLL: 20 psf TCLL: 20 psf TCDL: 18 psf Total load on to chord 38 sf P P LExcept: LOAD C+ Roof Standard (balanced): 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 TCDL: 18 psf Added Mach: 30 psf 38 psf x 2ft spacing = 76 plf uniform Loads (plf) Total load on top chord 68psf Vert: 1-12=- 6, IM-136(17=-60 5-17=-76, 6-9=-20 68 psf x 2ft spacing = 136 plf am — 10 n STANDARD LOADING ADDITIONAL LOADING 60 plf 124" o.c. = 30 psf of load 0.25 12 Wi i _ _ 3x10 3x4= 4 16 -._ 5x10 = 2x4 II 5 m w8 MN FA 6 3x6 = ' \ l uilders7 W. F i stSource February 10, 2022 City of Newport Beach Attn: Yoko Tanaka Project: (M33224) 4239 UPTOWN NEWPORT DR. RE: Plan check Truss review This letter is in response to the review of the truss submittal for the UPTOWN NEWPORT project in NEWPORT BEACH, dated (2-7-22). Please find our responses to the review comments in the same order that the comments were received: STRUCTURAL COMMENTS 3. Truss: Clarify how additional dead load is added for truss design where mechanical platform occurs. Design for additional 25 psf per Truss notes on SN1. *See attachment for detail breakdown of additional loading. If you have any questions, please do not hesitate to contact us by phone or email. Sincerely, Miguel F. Nolasco Jr. Design Department Miguel. nolasco@bldr.com (951) 801-8913 BUILDING DIVISION BY: Y.T. ni1TDFPrnPM MAY TRANSFf1RM Tmmnppnw : 11 ' - n ixa 9L 4 S4 = VXC .. — 01%E lM nsz.o peoIjolsd0£='o'o.,tZ/11d09 ONIOVOI a m I IVNOUIONIOGOV OI OUVONViS Ad 9£ l = 6uloeds lJZ x;sd gg oz =s s'sr=us =d)ssr 's =Zt l uan ;sdgg pioyo dol uo peol Ielo1 (lld) speo1 --;wn did g� = 6uloeds SZ x;sd gg Isd Cr :yoaVq PaPPV SZ1=aS28Joal aleld'SZ 1=aseaioul iagwnj :(peoueleq) anll1ooa + Pee(] (l. }sdg£ pjoya dol uO pe01 1e101 adaoxg pjepuelc(S)35Vo OVOI }sd el �1001 isd 8L :IOOl 1sd OZ IIOl dsd OZ 1101 :6ulpeol leuOglppV :6ulpeol piepuelg 1N3WHOVIIV ONIOVOI TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: UPTOWN BUILDING 1 LOCATION: NEWPORT BEACH DEVELOPER: UPTOWN NEWPORT DEVELOPMENT COMPANY LLC CUSTOMER: STANDARD FRAMING Project No: 3322 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 Phone / (951) 657-0486 Fax DATE: NOVEMBER 22, 2021 E S R #1311 MA I IARR-25338 23665 Cajalco Road, Perris, CA 92570 Phone: (951) 657-7491 / Fax: (951) 657-0486 Truss Structural Calculations Project: UPTOWN NEWPORT LOT 1 Location: NEWPORT BEACH Developer: UPTOWN NEWPORT DEVELOPMENT COMPANY LLC Customer: STANDARD FRAMING Date:11/22/2021 Kevin Chae Kim My license renewal date for the state of California is June 30 2023. NOTES: Truss Engineer's responsibility is solely for the design of individual trusses based upon the design parameters as shown on the referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer/Engineer of Record, not truss Engineer, per ANI/TPI-1 Chapter 2. The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and approved by the truss design engineer as indicated by the Engineer's seal and wet signature on this cover page. This review and approval apply solely to the attached truss design drawing pages that are bou4together. 3LOG 1 I AM GABLE 3x4 = 5x6= 8 6 3x8 = 6x6 = 4x4 II 7710 Plate Offsets L,�zL.0 7 4 0-1_4]�[7 0-i 1 0 0-3;1LL3 0 2-i S,E661 [5 0-3-8,( SPACING- 0 - - NG- 2-0-0 CSI. LOADING 2018.TC 0.76 TCDL Plate Grip 1.25 TCDL 18.0 Lumber DOL BC 0.78 1.25 WS 0.93 BCLL 0.0 ' Rep Stress Incr YES Matrix-S BCDL 10.0 Code IBC2018/rP12014 - LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x6 DF No.2 G *Except` W3,W4,W5: 2x4 OF StudlStd G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4-68910-3-8 (min. 0-1-8), 23=68910-5-8 (min. 0-1-8) Max Horz 23=156(LC 29) Max Uplift4=-266(LC 30), 23=-315(LC 27) Max Grav4=699(LC 31), 23=746(LC 34) Scale = 1:31 7-7-10- 0 1 - -:- A-8,0 2 OL[13:0-1 10 0 1 0], L19-0-1- - -- - -_-- DEFL. in PLATES GRIP (loc) Ildefl Ud MT20 220119E Vert(LL) -0.23 4-5 24 >419 Vert(CT) -0.41 4-5 180 HOrz(CT) 0.02 4 nla 'Ia Weight. 99 lb FT = 20V BRACING - TOP CHORD Sheathed or 3-9-12 oc pur ins, except end veticals. BOT CHORD Rigid ceiling directly applie2do r 5-8-4 on eradnq. WEBS 1 Row at midpt MiTek recommends that Stabilizers and required cross h•a ;inC be installed during truss erection, in acardarlce with Stabilizer Installation guide. FORCES. (lb) - Max, Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26-0� 16811033 26-27 �643/486, 3-27- 4381306, 3-4� 371193 2 25=-13241409, BOT WEBSHORD 6_53-11035/1927525=395139102-4=1765/01P8324, 4-29=-119311744 NOTES- 1) Unbalanced roof live loads have been considered for this design. BCDL=6.Opsf; h=25ft; B=45ff{ L=24ft; eave=2ft; Cat. 11; Exp 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Gable End Details wind loads in or consult qualified fled hutlding designly. For nersasxper ANSIRPIposed to d1(normal to the face), see Standard Industry 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit This the bottom chard and any other members. 9) A plate rating reductlon of 20 % has been applied for the green lumber members. 9) Bearing at joints) 23 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. at j 11) One RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT t(s) 4. This connection is for uplift only am does not consider lateral forces. 12) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 23. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlT 14) This truss has been designed for a moving concentrated load of 250.o1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss [o resist drag Jonipadsdaon %botom chord from 0-0-0 to 15-3-3 for 131.0 plf.ge russ Truss Type OG 1 I AA1 GABLE NOTESID�Sgiz2nsEHw7AafB9zg3cmxyyl[ 16) Graphical hical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard pRoFE SS/ON v�v�v� Ym Exp. 6/3C/23 * No. C53S21 �9/F F CAUFIjP/ lob (Truss Truss Type IOty ILDG 1 A 2 Momopitch 5 3x4 = 6,16 = 5x6 = 6 4x4 II 4x6 = 4z6 = Plate Offsets (X,Y)�:0-2-15,Edge] LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep St..lner YES BCDL 10.0 Code IBC201 BITP12014 LUMBER - TOP CHORD 2x4 OF N0.2 G SOT CHORD 2x4 OF No.2 G WEBS 2x6 DF No.2 G `Except' W3,W4,W5:2x4 OF Stud/Std G Scale = 1.30 0 CSI. DEFL. in (led) I/deft Lid PLATES GRIP .. TC 0.76 Vertft-Q -0.23 4-5 >733 240 MT20 - 220/195. " BC 0.78 Vert(CT) -0.41 4-5 >419 180 WB 0.52 HOrz(CT) 0.02 4 We n/a Weight: BS lb FT = 2A o Martz-S BRACING- ^ TOP CHORD Sheathed or 3-9-12 on purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracine WEBS 1 Row at midpt 2-4 MiTek recommends that Stabilizers and regjired cross bracing be installed during truss erection, in ac�,rdanoe with Stabillz9r installation guide._. REACTIONS. (lb/size) 4=689/0-5-8 (min. 0-1-8), 9=68910-5-8 (min. 0-1-8) Max Horz 9=156(LC 9) Max Uplift9=-7(LC 8) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6-9=0/314,1-9=-621/207,1-10=-1329I177,10-11=-1324/177, 2-11=-1324/178,3-4=-371/93 BOTCHORD 6-14=-261/272,5-14=-261/272,5-15=-281/1324,4-15=-281/1324 WEBS 1-5=-355/1270, 2-4=-12681338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; S=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 9. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �pEESS/ONE Exp. 6/130/23 4c No (53821 00 ILDG t M3 aty 2 3x4 = 6xt6= 3x6= 10 Scale = 1:31 Plate Offsets (X Y)-- LOADING(psf) SPACING- 2-0-0 CSI. TCLL 26.v F late Grip DOL 1.25 DEFL. in (loc) Wall L/d PLATES GRIP TC 0.22 TCDL 18.0 lumber DOL 1.25 BC 0.43 Vert(LL) -0.11 Vert(CT) -0.20 5-6 >999 240 MT20 220/195 5-6 >861 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(CT) -0.02 180 11 We rue BCOL 'O.0 Code IBC2018/TPI2014 Matrix-S Weight: 1991b FT=20% LUMPEP- BRACING- — -� — — -- - - TOP GHOkU 2x6 F No.2 G GOT CHOE[` 2x4 ONo.22G F TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. WEBS 2x6 OF No.2G'Except- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5,W6,W7,W3: 2x4 DF Studl G REACTIONS. fib/size; 5=586/0-5-8 (min. 0-1-8), 11=689/0-5-8 (min. 0-1-8) Max Hor 5=-2500(LC 27) Max UPH`5=- ('_C 9), 11--1931(LC 27) Max Grav5=91-,(LC 28), 11=2960(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-2885/1841,1-12=-1878/1129, 2-12=-1877/1131,2-13=-2109/151,13-14=-2109/152, 3-14=2105/153, 4-5=-384/101 BOT CHORD 7-18=-1121/1870, 6-18=-1121/1870, 6-19=-772/2587, 5-19=-772/2587 WEBS 2-6=-311/1961, 3-6=-523/196, 3-5=-2045/375, 2-7=-2510/1626, 1-7=1743/3009 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-pry truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4— 1 row at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity QROFE S $/� of bearing surface. 13) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at tits) 5. This connection is far uplift only and F� F1 ��' does not consider lateral forces. /cr. 14) One LUGT2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only -� and does not consider lateral forces. _ 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Y rzi -ontinued on page 2 w ,r Exp. 6/30/73 z 4t No, C53821 f of ca��Fo lob 'Truss Truss Type SLOG 1 W Monopitch 2 NOTIFS- 16) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 17) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 18) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 19) Minimum of a double stud required directly beneath this truss to attach LUGT2 tiedown. 20) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 He down and 2500 lb up and 2500 Ho left and 2500 to right at 2-0-0 on top chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except 27) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Herz: 2=2500(F) 28) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) 29) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) 30) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Horz: 2=-2500(F) �QROFESSI�N�, Exp. 61/30/23 a �c No. C53821� ��9r �IVI�- \� rr Job SLOG 1 Ply 3x4 = 4x6 = 1 0.25 112 3x10 = 48 = 46 — 46 2 47 3 — W 1 14 13 53 12 54 4x6 = 5x6 = 46 = 7-8-3 15-2-6 P7-e-3 7-6-3 Pella Offsets X,_ — 2-3 5 C,0 LOACING(ps) SPACING- 2-0-0 CSI. TCLL 2W 1 Plate Grip DOL 1.25 TC 0.71 TCDL 18.0 Lumber DOL 1.25 BC 1D0 BCLL U.0 * Rep Stress Incr YES WB 0.66 BC 10.0 Code IBC2018ffP12014 Matrix-S LUMCEF- TOP CHORD 2x4 OF N0.2 G BOT CI IORD 2x4 OF N0.2 G -Except* B2:2x4 DF No.i&Btr G WEBS 2x4.OF Stud/Std G *Except* W1,W12,1N2: 9x5 OF No.2 G OTHERS 2x4 OF Stud,St(; G REACTIONS. (lb/size) 8-140310-3-8 (min. 0-1-9), 45=140310-3-8 (min. 0-1-8) Max Hor 45=126(LC 10) Max Uplift8=-461(LC 30). 45=-472(LC 27) 5x6 = 4849 4 50 11 10 55 5x8= 6x8= a- 4-10-10 55 22 -2 -2 � Scale = 1:50 4x6 = 454— 4xa= 16 L51 6 52 2 S 6 S S 5 1 S a S 9 56 4x6 = 6 6x6 = DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) -0.29 9-11 >999 240 MT20 220/195 Vert(CT) -0.98 9-11 >359 180 Horz(CT) 0.16 8 n/a We Weight: 1751b FT=20% BRACING - TOP CHORD Sheathed or 2-5-12oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-14, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-45=-557/1358, 145=-334/50, 1-46=624/570, 2-46=-1196/1146, 2-47=-33791849, 347=-3375/657,3-48=440711353,4849=44021702,4-49=4402/667, 4-50=-4402/703, 5-50=4406/1341, 5-51=-3518/542, 6-51=-3522/804, 6-52=-1242/1161, 7-52=-632/536, 7-8=-341 /43 BOT CHORD 13-14=-1427/2743, 13-53=-765/2546, 12-53=-737/2546, 12-54=-1002/4040, 11-54=1360/4040, 10-1 1=-1283/4097,10-55=-455/4097, 9-55=-917/4097, 9-56=-560/2706, 8-56=-1425/2982 WEBS 2-14=-3033/1389, 2-12=-728/1546,3-12=-1325/875,3-11=1099/1453, 4-11=-270/67, 5-11=1138/1377,5-9=-1212/875,6-9=-774/1507, 6-8=-3153/1549 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing atjoint(s) 45 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 8. This connection is for uplift only and does not consider lateral forces. I 12) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 45. This connection is for uplift only and does not consider lateral forces. continued on page.2 �ROFESS H� fix\ 1 Y Z z *r Exp. 6/30/23 4 No. C53821 *� l� P tP \\c )F CAO 'i" Job Truss (Truss Type SLOG 1 AA4 GABLE NOTFS- 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 7000 lb. Lumber DOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-1-13 for 232.2 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job 3I Gi Type 5-3-2 3x4 = 4x6 = Scale = 1:50 46 — 4x4 5x10= 4x4 4x6 _ 7-8-3 15-2-6 22-5-10 30-1-13 7-8-3 7-6-3 7-3-3 Plate Offsets(X,Y)— L7 0-3-1,Edge], [10:0-5-0,0-34]_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP TCLL 2C.0 f late Grip DOL 1.25 TC 0.71 Vert(LL) -0.28 10-11 >999 240 MT20 2201195 TCDL 18.0 I umber DOL 1.25 BC 0.76 Vert(CT) -0,96 10-11 >365 180 BCLL C.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) -0.14 15 We n/a BCDL 1n,0 Code IBC2018/TP12014 Matrix-S Weight: 14816 FT=20% LLIMRLR- TOP CHORD 2x4 OF No.2 G BOT r.HORR 2x4 OF No. 1&8t, G WEBS 2x4 OF S:6d/St6 G *Except* W1,W12,W7,W2: 2x6 OF No.2 G REACTIONS, (lb/size) 8=14U3/0-5-8 (min. 0-1-8), 15=1403/0-5-8 (min. 0-1-8) Max Hor 8=-.25(LC 10) 14 BRACING - TOP CHORD Sheathed or 2-5-12 oc purins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 2-12, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-15=-51/1230,1-15=-334/48,2-17=-3379/212,3-17=-3375/213, 3-18=-4406/225, 18-19=-4402/225,4-19=-4401/225,4-20=-4402/225, 5-20=44061225, 5-21=-3517/119, 6-21=-3521/118, 7-8=-341/38 BOT CHORD 12-23=-138/2546, 11-23=138/2546, 11-24=-227/4039, 10-24=-227/4039,10-25=-305/4097, 9-25=-305/4097, 9-26=-290/2707, 8-26=290/2707 WEBS 2-12=-2728/206, 2-11=-7/1107, 3-11=-889/149, 3-10=-22/583, 4-10=-270/69, 5-10=10/531, 5-9=-799/131, 6-9=0M 068, 6-8=-2855/207 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25R; B=45ft; L=24ft; eave=4ft; Cat IC Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber WL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 9) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ��ROFESS/ON� o ' r� � G z 6- Exp. 6/30/23 'r] -lir No. C53821 \�j,' C11 V \F OF CA0 Job (Truss (Truss Type 1LGG 1 AASA Common .Scale = 1:50 3x4 = 4x6 = 14 3x8 = 4x4 — 6x8 = 4x4 — 4x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.29 9-10 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.98 9-10 >359 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.21 12 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 147 It FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 2-5-6 oc purlins, except end verticals.. _ BOT CHORD 2x4 DF N0.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except. B1: 2x4 DF No.1 &Btr G 2-2-0 oc bracing: 9-10. WEBS 2x4 DF Stud/Std G'ExcepC WEBS 1 Row at midpt 2-12, 6-8 W1,W11,W2: 2x6 DF No.2 G MiTek recommends that Stabilizers and :egjired cross bracing be installed during truss erection, in accordance with StaNllzeg Installation guide. REACTIONS. (lb/size) 8=1403/0-5-8 (min. 0-1-8), 12=1231I0-3-8 (min. 0-1-8), 15=173/0-5-8 (min. 0-1-8) Max Horz8=-126(LC 10) Max Upliftl5=-24(LC 8) Max Grav 8=1403(LC 1), 12=1231(LC 1), 15=334(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ih) or less except when shown. TOP CHORD 1-15=-334A8,2-17=-3378/212,3-17=-3375/213,3-18=-4407/225, 18-19=-4403/225, 4-19=-4402/226, 4-20=-4402/226, 5-20=4407/225, 5-21=-3517/119, 6-21=-3520/118, 7-8=-338/37 BOT CHORD 12-23=-138/2546, 11-23=-138/2546, 11-24=-227/4039, 10-24=-227/4039, 10-25=-305/4087 9-25=-305/4087, 9-26=-289/2636, 8-26=-289/2636 WEBS 2-12=-27281206,2-11=-7/1107,3-11=-889/149,3-10=-23/585, 4-10=-271/69, 5-10=-111541, 5-9=-801/132, 6-9=0/1130, 6-8=-2798/206 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Bearing atjoint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.011c live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,�OFESS/0 O N9; \ F — s Z vi lu # No Cis 8 I lob Truss Truss Type City iPly 3LDG i AA6 Common 2 O Scale = 1:51 3x4 = 10x12 = 2x4 11 6x6 = 3x10 = 5xe = 3x10 = 3x4 11 Plate Offsets (X,Y)--11 0 7d Od-9] [2 0 3 8,0d-8], [8.0 3 8,0-1-8] L O 3-12,0-3 0 L10:0-3-8,0-14 LOAH:I:C u-0 SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) TCDL :8.0 Lumber DOL 1.25 BC 0.68 Vert(CT) B Rep Stress Incr NO WB 0.90 Horz(CT) BCDL 10.0 Code IBC2018ITP12014 Matrix-S LUMBER - TOP CHOPD 2x6 DF No 9 C- BOT CHORC 2x4 DF Nj.2 C WEBS 2x4 DF Slud/Std G *Except' W1,W11,W2: 2x6 OF Na.2 G, WI0: 2x4 OF No.2 G in (Ioc) I/deft Lld PLATES GRIP -0.17 9-10 >999 240 MT20 220/195 -0.52 9-10 >669 180 -0.09 15 n/a n/a Weight: 342 lb FT=20% BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size; 7=1403/0-5-8 (min. 0-1-8), 15=1403/0-5-8 (min. 0-1-8) Max Hcrz7=-2500(LC 27) Max t;plift:5=1156(LC 27) Max Grav7=1686(LC 30), 15=3962(LC 29) FORCES. (Ili - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-389211064, 1-16=-2574/577,2-16=-2573/579,2-17=-6622/265, 3-17=-6618/265, 3-18=-6438/239, 18-19=-64321239,4-19=-6429/240,4-20=6436/242, 20-21=6438/241, 5-21=-6444/241, 5-22=-4773/168, 6-22=d7791166, 6-7=-1605/118 BOT CHORD 12-23=-118/302, 11-23=118/302, 11-24=-569I2564, 10-24=-569/2564, 10-25=-165/5541, 9-25=-165/5541, 9-26=-298/6059, 8-26=-298/6059, 8-27=-2278/2658, 7-27=-2278/2658 WEBS 2-10=-198/3730, 3-10=1110/149, 3-9=-195/2165, 4-9=-435/105, 5-9=76I1732, 5-8=-l069/155, 6-8=-231/4691, 2-11=-3388/861, 1-11=-813/4084 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult-95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Two RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15. This connection is for uplift only and does not consider lateral forces. continued on page 2 �Q�OFESg/�A� �O 9- � c � � m Exp. 6/30/23 * No. C53821 C 1 V I L P OF C4V\F� 14 loti Truss (Truss Type A Oty Ply 3UCG1 6 (Common 2 �r NOTFS- 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 18) Double installations of RTBA require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 to down and 2500 lb up and 2500 to left and 2500 Ib right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-6=-76(F), 7-12=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 28) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-76(F), 4-6=-76(F), 7-12=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 29) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=-76(F), 4-6=-76(F), 7-12=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Harz: 2=-2500(F) 30) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-6=-76(F), 7-12=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) 0FES5/6 �9CFy LJ tU Exp_ 6/30/23 No C53821 \\CIA \ 0r CAS �/ Job 3LDG 1 Truss A 7 Type 2 4a6 = Scale = 1:47 14 8x8 — 3x6 — Bx8 — 4x4 — 4x6 — 6-6-0 -11- fi-9-3 7-fi-3 7-5-3 Plate Offsets (X Y)— 11J.J-4-0,0-4-121 (12:0-4-0 0-4-41 LOADING(ps,l) SPACING- 2-0-0 CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 209 Fate Grip DOL 1.25 TC 0.52 Vert(LL) -0.38 10-11 >899 240 MT20 220/195 TCDL 18.0 umber DOL 1.25 BC 1.00 Vert(CT) -0.65 10-11 >528 180 BCLI 09 Rep Stress Incr NO WB 0.75 Horz(CT) 0.14 8 n/a n/a BCOL 1J.0 Code IBC2018/TPI2014 Matrix-S Weight: 3691b FT=20% LUM3EN2 BRACING. TOP CHORD 2x6 DF No.2 . TOP CHORD Sheathed or 4-8-13 cc pur ins, except end verticals. BOT ,1-13.3J 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 DF Stud/Std G'Except' WEBS 1 Row at midpt 2-12 W1,W11,W3: 2x6 DF No.2 G, W2: 2x4 OF No.2 G REACTIONS. (lb/size) lz=1377/0-5-8 (min. 0-1-14),8=1377/0-5-8 (min. 0-1-8) Max Horz 12=-2500(LC 30) Max Uphill 2=-,53(LC 27) Max Grad 12=2508(LC 29), 8=2101(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 2=-394/54, 1-15=-461/162, 2-15=-453/162, 2-16=-10895/4279, 3-16=-10893/4283, 3-17=-9376/296, 17-1 8=-9373/296, 4-18=-9372/300, 4-1 9=-9374/300, 5-19=-9378/296, 5-20=60521137, 6-20=-6055/137, 7-8=-363/41 BOT CHORD 12-22=A283/10893, 11-22=-4283/10893, 11-23=-2461/10616, 10-23=-2461/10616, 10-24=-30517615, 9-24=-305/7615, 9-25=-1 97/4533, 8-25=-197/4533 WEBS 2-12=-9567/3060,3-11=-2206/336,3-10=-1366/2376, 4-10=-355/71, 5-10=-1279/1911, 5-9=-1997/235, 6-9=0/2024, 6-8=4652/215, 2-11=-230/1472 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131'72.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This 10) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will E S$/� fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12. This connection is for uplift only ROF 2 N� \ and does not consider lateral forces. �\ 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. z 7ontinued on page 2 xp. 6/3 23 a * No. C53821 l C l V l� OF CAA -CFO lob (Truss (Truss Type 3LmG 1 AA7 Common L NOTES- 14) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of FITS require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 to right at 6-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-12=20(1`) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 1-4=-76(F), 4-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) Job 1LDG 1 Ply 4xfi = Scale = 1:47 4x6 = axv — 8x8 = 4xr — 46 — 3x6 — Plate Offsets (X Y)— ;1:0-3-1,�d f8:0-3-1 Edges 12:0-3 LOA9'RC(,)cf) SPACING- 2-0-0 TCLL 20.0 Pate Grip DOL 1.25 TCDL '. 9.0 Lumber DOL 1.25 BCLI 0.0 ' Rep Stress Incr YES BCDL 10.0 Cade IBC2018(TP12014 LUM3ER TOP CHORD 2x4 OF I4o.2 G BOT CHORC 2x6 OF rlc.2 G WEBS 2x4 OF Shld/Std G `Except' W1,W12,W7: 2x6 OF No.2 G 16 »-11 = - -- — - izL CSI. DEFL. in floc) I/deft L/d PLATES GRIP TC 0.58 Vart(LL) -0.21 11 >999 240 MT20 2201195 BC 0.63 Vert(CT)-0.8010-11 >430 180 WB 0.62 Horz(CT) 0.14 9 n/a n/a _ Matrix-S Weight: 1651b FT=20% BRACING - TOP CHORD Sheathed or 2-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-14, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. READTIONS- (lb/size; 14-'377/0-5-8 (min. 0-1-8), 9=1377/0-5-8 (min. 0-1-8) Max horz 14=125(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=337/38, 2-18=-3438/228, 3-18=-3434/229, 349=4370/251, 19-20=-4366/251, 4-20=-4365/251,4-5=-4368/252,5-21=-4367/251,21-22=-4367/250, 6-22=-4371/250, 6-23=-3455/134, 7-23=-3459/133, 8-9=-341/39 BOT CHORD 14-25=-327/2604, 13-25=-327/2604, 13-26=-348/3988, 12-26=-348/3988, 11-12=-307/4366, 11-27=-294/4090, 10-27=-29414090, 10-28=-19612740, 9-28=-196/2740 WEBS 2-14=-2738/224, 2-13=-13/1078,3-13=-794/142, 3-12=-36/591, 4-12=-234/331, 6-11=-31/483, 6-10=825/139, 7-10=0/969, 7-9=-2854/216, 5-11=-496/82 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction or 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ilQROFESSIpN H/j L �\ G � m Exp. 6/30/73 J it, No. C53821 T ' P \� OF C40 Job 3LDG 1 Type K 4x6 Scale = 1:47 15 Bx8 = 3x6 = 10xl2 = 40 = 4x6 = 6-6-0 9-11-3 6-9-3 7-fi-3 7-5-3 Plate Offse�,Vj— [11�0 5-4,0-5-0L13:0-4-0,0-4-4L LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.38 11-12 >900 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.65 11-12 >529 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 3731b FT=20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Sheathed or 4-8-13 oc purlins, except end verticals. BOT CHORD 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G `Except' WEBS 1 Row at midpt 2-13 W1,W12,W3: 2x6 OF No.2 G, W2: 2x4 OF No.2 G REACTIONS. (lb/size) 13=1377/0-5-8 (min. 0-1-14), 9=1377/0-5-8 (min. 0-1-8) Max Harz 13=2500(LC 29) Max Upliftl3=-753(LC 27) Max Grav 13=3508(LC 29), 9=2101(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-394/54,1-16=-461/162, 2-16=-453/162, 2-17=-10896/4280, 3-17=-10894/4284, 3-18=-9391/317,18-19=-9388/318,4-19=-9387/320, 4-5=-9382/314, 5-20=-9329/262, 20-21=9330/261, 6-21 =-9334/261, 6-22=-6055/137, 7-22=-6058/136, 8-9=-363/40 BOT CHORD 13-24=-4283/10894, 12-24=-4283/10894, 12-25=-2456/10612, 11-25=-2456/10612, 11-26=-303/7626, 10-26=-303/7626, 10-27=-198/4529, 9-27=-198/4529 WEBS 2-13=-9567/3060, 3-12=-2213/341, 3-11 =- 1345/2347, 6-11=-1163/1850, 6-10=2008/254, 7-1 0=-1 712033, 7-9=-4647/216, 2-12=-233/1477, 5-11=434/245 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom E S S/ON9, chord and any other members. QguV 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13. This connection is for uplift only \ and does not consider lateral forces 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -onnnued on page Exp. 6/30��-3 n= �# No_ C53V I * / lJ lob (Truss Truss Type - Oty Ply ;LOG 1 A 9 (Common 2 i NOTES- 14) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chard and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 to up and 2500 lb left and 2500 lb right at 6-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(plf) Vert: 1 A=-76(F), 4-8=-76(F), 9-13=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-76(F), 4-8=-76(F), 9-13=-20(F) Concentrated Loads (lb) Vert: 2=25D0(F) Horz: 2=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-76(F), 4-8=-76(F), 9-13=-20(F) Concentrated Loads (16) Vert: 2=-2500(F) Horz: 2=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-76(F), 4-8=-76(F), 9-13=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Herz: 2=2500(F) QROFESE/p� Y ✓ / kk C� Exp_ 3/30/23 / 4( \ No. USS621 CIVIL ��E OF CA `rF Y lob SLOG 1 Aam Type m Structural Gable Ply 4x6 = Scale = 1:47 ......— _. 6aE Plate Offsets 1 0 3 1,Edge],[6_0-2 00,0-0-4], L.--1,Edge] [10 0 2-0,0-0 121,[1 - 7-s 3 - LX,Y — )]� 030:0-4-00.34]r. 15:0-113,0_1-0],_(_27:0-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 TCDL 18.0 Plate Grip DOL 1.25 TC 0.68 Vert(L-) in (Joe) -0.28 9-10 Wall >999 L/d 240 BCLL 0.0 ' Lumber DOL 1.25 Rep Stress Incr YES BC 0.93 WB Vert(CT) -0.95 9-10 >363 180 BCDL 10.0 Code IBC2018fFP12014 0.61 Matrix-S Horz(CT) 0.20 8 n/a n/a LUMBER- TOP CHORD 2x4 DF No.2 G BRACING - BOT CHORD 2x4 OF N1.2 G `Except" TOP CHORD 82: 2x4 DF No.1&Btr G BOP CHORD WEBS 2x4 DF Stud/Std G `Except" WEBS Wl,W12: 2x6 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) 12=137710-5-8 (min. 0-1-8), 8=1377/0-5-8 (min. 0-1-8) Max Horn: 12=-126(LC 32) Max Uplift12=-339(LC 27), 8=-340(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-337/43, 1-47=-569/464,2-47=-1013/970, 2-48=-3342/748,3-48=-3338/533, 3-49=-4240/1060, 49-50=-4236/606, 4-50=-4235/496, 4-51=-4236/632, 5-51=4240/11211 5-52=-3364/501,6-52=-3367/619, 6-53=-976/899, 7-53=-514/408, 7-8=-341/43 BOT CHORD 12-54=-1227/2522, 11-54=-702/2522, 11-55=-790/3871, 10-55=110213871, 10-56=-1076/3979, 9-56=-847/3979, 9-57=-510/2653, 8-57=-1153/2659 WEBS 2-12=-2726/1118, 2-11=-554/1355, 3-11 =1 024/624, 3-10=-788/1139, 4-10=-270/67, 5-10=-881/1091, 5-9=-1079/751,6-9=-566/1236,6-8=-2808/1253 PLATES GRIP MT20 2201195 Weight: 172 lb FT=20% Sheathed or 2-7-2 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 2-12. 6-8 MiTek recommends that Stabilizers and requ;red cross bmciny be installed during truss erection, in accordant^ w'!I_ Stabilizer Installation uide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT stills) 12. This connection is for uplift only and does not consider lateral forces. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) S. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlb TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011, live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. I Jontinued on page 2 �Rr�F E S c;NN t Exp. Jr 7 ' 10 lob - Truss Truss Type ;LDG 1 A 10 Common slruc[ursl Gable NOTES- 14) This truss has been designed for a total drag load of 5200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-1-13 for 178.4 plf. LOAD CASE(S) Standard �QROFESS/O/j�, Exp. 6/30/23 No. C53821 \�\F OF CPS F��/ lab (Truss (Truss Type City 3LDG1 AA11 GABLE 1 06 = Plate Offsets (X,) LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018ITP12014 0,26 F12 3x4 - 3x4 = -9],[14_0-1-110-1-01,[25_0-1_11,0-1-01 _ CSI. DEFL. in floc)/deb L/d TC 0.68 Vert(LL) -0A6 5-6 >503 240 BC 0.81 Vert(CT) -0.84 5-6 >276 180 WB 0.67 Horz(CT) 0.07 5 n/a n/a Matrix-S LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No.1&Blr G BOT CHORD WEBS 2x4 DF Stud/Std G `Except` WEBS W1: 2x6 OF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) 7=930/0-3-8 (min. 0-1-8), 5=930/0-3-8 (min. 0-1-8) Max Horz 7=85(LC 29) Max Uplift7=-394(LC 27), 5=-324(LC 30) Max Grav7=988(LC 34), 5=930(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-362/73, 1-30=-633/537, 2-30=-1259/1198, 2-31=2040/862, 31-32=-2015/792, 32-33=-20111493, 3-33=-20061563,3-34=-1243/1148, 4-34=-616/521, 4-5=-358/71 BOT CHORD 7-35=-1615/2494, 6-35=-77111918, 6-36=-982/1860, 5-36=-1288/2167 WEBS 2-7=-2540/1545, 2-6=-619/865, 3-6=-598/919, 3-5=-2201/1354 Scale = 1:31 4x6- 9 6x6 - PLATES GRIP MT20 220/195 Weight: 113 to FT=20% Sheathed or 3-5-13 oc purlins, except end verticals Rigid ceiling directly applied or 5-1-9 oc bracing. 1 Row at micipt 2-7, 3-5 MiTek recommends that Stabilizers and recurred cress brac:.lg be installed during truss erection, in accordance witti Stabilizer Installation. guide. _ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25tt; B=45ft; L=2411; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7 and 5. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 12) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate gdp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-0 for 176.5 plf. LOAD CASE(S) Standard /ROFEss/o\ n ( Exp. 8/30/23 a 4 No C338_t *, Job 3LDG I Type 5xe = 4-6-0 14-4 14-1-7 1fi-0-0 19-10-0 4-6-0 4-10_4 4-9-3 2-2-9 3-15 0.25 12 Scale = 1:31 3x6 = 1 8x8 = 2x4 II 10x10 = 3x8 II 16 17 4 is 5 19 14 2 5 3 6 1 1 2 W3 4 NEW8 W1 BI 20 10 21 22 8 23 602 — 4x8 = 2x4 6x6 = 4-6-0 19-7-7 0-1-0 2-1-9 3-5-14 Plate Offsets (_X,Y)— (3:0-4-0,0-4-81 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.45 Vert(LL) -0.18 9-10 >943 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.33 9-10 >504 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 236 Ito FT = 20 LUMBER- BRACING. TOP CHORD 2x6 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 Ur No 2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DS 3'.ud/Std G *Except* W1„W3,V/8: 2x6 DF No.2 G, W2: 2x4 DF No.2 G RFACTrONS. (lb/size] 11=57210-5-8 (min. 0-1-8), 7=23/0-5-8 (min. 0-1-8), 9=1265/0-5-8 (min. 0-1-10) Max I lorz11=2500(LC 27) May Uplift's 1=-1379(LC 27), 7=1182(LC 32), 9=471(LC 28) Mix G,av :1=2523(LC 29), 7=1228(LC 34), 9=3000(LC 30) FORCES. (Ib) - Mix. Cji.ip./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-41=-24/7/1370,1-14=-4755/3027,2-14=-4749/3033,2-15=-5672/3944, 3-15=-5669/3950, 3-16=-1555/2431,16-17=-1550/2434,4-17=-1550/2436,4-18=-1549/2425, 5-18=-1546/2428, 6-7=-305/39 dOf CHORD 11-20= 2310/2593, 10-20=-2510/2593, 10-21=-1217/2362, 9-21=-1217/2362, 9-2P=-1757/1405, 8-22=-1757/1405, 8-23=-1757/1405, 7-23=-1757/1405 A E81; 1-10=-322515030,2-10=-2766/2070, 3-10=-2988/3620, 3-9=-4125/1901, 4-9=-571/99, F-9=-2b98/2134, 5-7=-1630/2105 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0, 131"xZY) nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 no. Bottom chords connected as follows: 2x4- 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 13) Two RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 3ontinued on page 2 �ROFE H/A �C Exp. 6/30/23 4 No. C53821 �j,� el V \� OF CAS-\F lob Truss eLOG 1 j Truss Type NOTGs. JI Run: 8.42n s Apr 16 2a21 Pp� g pp s AP, 16 2�21 MiTek IndusMes Inc Fn Nov 1 g p2 Z62 14) One RT7 USP connectors recommended to connect truss to bearin Oonal 12 15) This truss is designed in accordance g ID:8gIz2nsEHw7A,M4zg3cmx ylpw- 17) Load cases with the 2018 International Buf d ^allCode section 2306t 1t and referenced standard gN51lfPl 1 CBIiaw2hg6pGyWkOgiO1904 s W O 27,.28, 29, 30, 31, 32,UPLIFY P 103av7: 17) This truss has been designed for moving concentrated load of 250.01b live located at all mid panels and at all panel points alon 33, 34 has/have been modified. Building designer 1 ) 9. This connection r for uplift only and nonconcument with any other live loads. y does not consider lateral forces. 19) Double installations of RTI6-2 require installation on both interior and exterior sides. must review loads to verify that they are correct for the intended use of this truss. 19) Double installations of RTBA require (he two hurricane ties interior ri installed on o 20) Hanger(s)9 [he Top Chord and Bottom Chord, e Provo . ded and 500Ib down rand 250016 upmaction vice(,) shall and 250016beft and 25001b sufficient to at 16- (s) 250016 down and 250016 u pposite sides of [op plate to avoid nail interference in single I truss support concentrated load LOAD CA UP/RIGHT. HT.StaLurtl Exce g 4-0 on top chord. The design/selection of such connection devi e(s) istheresponsibili 27 EBM pt p and device500 ) is and 25001b right at 4-6-0, UP/RIGHT: Lumber Increase=1.15, plate Increase=1.15 Uniform Loads (plf) Vert: 1- tY of others. Concentrated Loads 6(lb) 7 11 -20(F) Vert: 2=2500(F) 28 EB Horz: 2=2500(F) M UP/LEFT: Lumber Increase=1.15, Uniform Loads (plplate Increase=1.15 f) Vert: 1-6=-76(F), 7-11=20(F) Concentrated Loads (lb) Vert: 2=2500(F) 29 EBM D Horz.2-2500(F) OWN/LEFT: Lumber Increase=1. Uniform Loads (pl15, Plate Increase=1.15 f) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=_2500(F) 30 EBM D Horz. 2-2500(F) OWN/RIGHT: Lumber Increase=1.15, plate Increase Uniform Loads (fill - Vert: 1- '1.15 Concentrated Loads (lb) 7 11 20(F) Vert: 2=-2500(F) Horz: 2=2500(F) 31) EMB#2 UP/RIGHT: Lumber Increase=1.15, Plat Increase - Uniform Loads (plf) Vert: 1- -_ '1.15 Concentrated Loads (lb' 7-11=-2p(p) Vert; 5=2500(F) Horz: 5=2500(F) 32) EMB#2 UP/LEFT: Lumber Increase=1- Uniform Loads (plf) .15, plate Increase- Vert: 1- -_ 1.15 Concentrated Loads (Ib) Vert: 5=2500(F) 33) EBM#2 Horz: 5 -2500(F) OWN/LEFT: Lumber Increase=1.15 plate Increase- - Uniform Loads (plf) Vert: 1-6=- 7 () 11=20 F 1.15 Concentrated Loads (lb) ( ) Vert: 5=-2500(F) . Herz: 5=-25(10 F 34) E8M#2 DOWN/RIGHT: Lumber Increase-1 Plate Increase - Uniform Loads (plf) - Vert: 1-6-- O 11=20 F -1.15 Concentrated Loads (lb) 7 O _ Vert: 5=-2500(F) Horz: 5=2500(F) " Type 6x6 = 3x4 I I LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCOL 10.0 11 15 14-t ^fi Scale =1:31 0.25 i2 3x4= 14 13 3 3x4 = 2 2 17 16 6 7 3x4 = 40 = 7.2-8 — ----- 7-2-8------------------- 15,EdgeL_---=_ ____--- -_ ----___-- DEFL. --- in (lac) SPACING- 2-D-TC CS1. 0.75Vert(CT) T Vert(LL) -0.20 7-9 -0.34 7-8 Plate Grip DOL 1.25 1.25 BC 0.65 Horz(CT) 0.02 6 Lumber COL YES WB 0.38 bx6 = 1l 3x6 = PLATES- -GRIP lldeft Lid MT20 2201195 >842 240 >490 180 We ale Weight: 97 In FT = 20% Rep Stress Incr Matax-S Code IBC201 BITP12014 - - _ - - BRACING- h d or 4-3-4 oc pudins, except end verticals. bracing. LUMSER- TOP CHORD 214 DF No.2 G SOT CHORD 2x4 DUF StudlStd G'Except' WEBS W1 2,6 CF No.2 G 5=8110-5-8 TOP CHORD Shea t a lied or 6-0-0 oc BOT CHORD Rigid tailing directly applied 2 fi WEBS 1 Row at rat P1 in accordance with Stabilizer MiTek recommends that Stabilizers and required cross bracin be installed during truss erection, Installation uide. FEACT:ONS. (lblslze) 8=594I0-5-e (mm. 0-1-8). - (min. 0-1-8), 6=118510-5-8 (min. 0-1-8) Max Hora b-85(LC 9) Max Cplift0=-11(LC 35) Max Grav 8=596(LC 37), 5=297(LC 40), 6=1185(LC 1 1-11=10011117, 2-11=-9961118, 2-12=631262, 12-13=-fi21266, FCPCES. (to) -Max . Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown 13 TOP CHORD 1-8- 5301117, 4 5--330152 3-13=-611271, 6-17=-266157, 5-17=-266157 7 16= 18g1996, 6-16= 1891996, 3-5=-471328 LOT CHORD 921 2-6=-13241193, 3-6=-6401166, 1yc9R 1-r=-156I NO7ES- hI TCDL=6.OpsI. BCDL=6 Opsf, h=25ft; B-45ft; L=24ft; save=oft; Cat. ll; Exp 3 second gust) Vasd=75mp for 1) Unhalanced roof live loads have been considered for this design. DOL=1.60 2) Wind ASCE 7-16; Vult=95mph (- cantilever left and right exposed ;end vertical left and right expose Enclosed; MWFRS (directional) and 11 Comsons aer(3) Lumber DOL=1 60 plate gdp members and forces & MWFRSrevent water ponding. far reacOther live loads. 3) Provide adequate drainage to p by 4) This truss has been designed for 10.0 pat bottom chord live load noncchord in oncurrent with any 5) `This truss has been designed for ol�ryyrlrteemberof s.Opsf on green bottom lumber members II areas where a 5 cThis IconneOCiionl s for0uplift'only and between the bottom chord and any lied for the g walls due to UPLIFT at it(s) 6) A plate rating reduction of 20 % has been applied Dints along - 7) One RT4 USP connectors recommended to connect buss to hearing does not consider lateral forces. other live loads. truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel p 8) This truss is designed in accordance with the 20181nternational Building Code section 2306.1 and referenced standard ANSI 9) Thisnonconcurrent with any Top Chord and Bottom Chord, LOAD CASE(S) Standard jOFES5I0N� t — Y w Exp. 30/23 a C53821 P� \F OF CA��j lob Truss Truss Type Qty Ply 3LDG 1 AA14 Monopitch Structural Gable 1 1 Job Reference (optional) Run: 8420 s Apr 16 2021 Print: 8.420 s Apr 16 2021 MiTek Indusldes, Inc Fd Nov 19 07:32:24 2021 Pag ID:8giz2nsEHw7AafB9zg3cmxyYlDw-obGW7GylDHMXW GbWsRBATSEHIIVv_ftMi Dc9mpyH - 7-2-8 14-1-6 19-10-0 7-2-8 6-10-14 5-8-10 Scale = 1:31 0.25 12 6x6 = 4x6 = 1 10 4x4 = 4x4 = 29 3 30 4 27 2 28 W1 T T T W5 t1 W8 T T ST8 T 31 8 32 Will 9 4x6 = 4x4 = 6x6 = 3x611 7 33 6 34 5 7-2-8 13-11-10 14r1-6 19-9-14 19-10-0 7-2-8 6-9-2 0- -12 5-8-8 0-0-2 Plate Offsets (X, [4:0-2-15 Edge] [22:0-1-10 0-1-Oj LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.20 8-9 >849 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.34 8-9 >494 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 4-3-4 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-7-7 oc braomg. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Raw at midpt 1-8, 2-7 - W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and regdired cross braaiu9 OTHERS 2x4 DF Stud/Std G be installed during muss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 5-10-4 except Qt=length) 9=0-5-8. (lb) - Max Herz 9=85(LC 29) Max Uplift All uplift 100 lb or less at joint(s) 7 except 9=313(LC 27), 5=436(LC 30), 6=-149(LC 59) Max Grav All reactions 250 lb or less at joint(s) except 9=687(LC 34), 5=470(LC 31), 7=1181(LC 1), 7=1181(LC 1), 6=265(LC 65) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-646/411, 1-27=-1669/1152,2-27=-1139/625, 2-28=-954/1068, 28-29=-4031538, 3-29=-212/333,3-30=-883/848, 4-30=40W340, 4-5=-330/55 BOT CHORD 9-31=-617/611,8-31=-1191/1183,8-32=-501/1183, 7-32=-1248/1705, 7-33=-363/186, 6-33=-5711394, 6-34=-882/639, 5-34=-1110/990 WEBS 1-8=-111311678, 2-8=-335/411, 2-7=-1802/1144, 3-7=-810/588,3-5=-1065/1278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=41t; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 9. This connection is for uplift only and does not consider lateral forces. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7 and 6. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the ;ont%t�ed o page Bottom Chord, nonconcurrent with any other live loads �"4114 RCFE55l�\ 11 Exp. 6i 30/E3 ) mn �At No. Cnd l l 'IV lob (Truss Truss Type itAG 1 I A 14 I Monoe ch Structural Gable NOTES- 15) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-0 for 151.3 plf. LOAD CASE(S) Standard ROFESS/01 Exp. 630/23 A # No. C53821 \\ of CA \O lob Truss Truss Type ]LDG.1 AA15 I Monolxtch Scale = 1.23 6x6 = 0.25 F12 5x6 = 7 3x4 11 4.6 = _. Plate Offsets (X,Y}- _E3: LOADING (psf) TCLL 20.0 TCDL 18.0 SCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 OF No.2 G CSt. DEFL. TC 0.77 Vertl-L) BC 0.72 Vert(CT) WB 0.48 Horz(CT) Matrix-S REACTIONS. (lb/size) 6=670/0-5-8 (min. 0-1-8), 4=670/0-5-6 (min. 0-1-8) Max Horz 6=85(LC 9) in (loc) I/deft L/d PLATES GRIP -0.20 4-5 >838 240 MT20 220/195 -0.34 4-5 >490 180 0.02 4 n/a nla Weight 75 to FT = 20% BRACING - TOP CHORD Sheathed or 3-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordnrce 'Adth Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-601/160,1-12=-1259/185, 12-13=-1254/186,2-13=-1254/187,3-4=-363/84 BOT CHORD 5-17=-266/1254, 4-17=-266/1254 - - - WEBS 1-5=-258/1193, 2-4=12161259 .. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24J eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 2R0FESS �r I_ lob ILDG 1 5X10 = Scale = 1:23 0.25 iZ SX6 = 11 0 2X4 II 16 2x4 II 2 4x6 = 17 18 3 I 1 15 w1 w2 S73 4' v 2x�A ST1 I... S72 r 22 5 23 4x10= 4 9 19 8 20 7 21 6 6x6 = 3x6 20 2X4 5-3-9 7-2-8 14-5-0 5-3-9 1-10-15 Plate Offsets X,Y}_ LL0-5-12,0-2-12),(1:0-2-0 0-0-101 I3:0-2-15,Edgelr5:0-3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.18 4-5 >592 240 MT20 2201196 TCDL 18.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.37 4-5 >293 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.03 4 We n/a BCDL 10.0 Code IBC201 SITP12014 Matrix-S Weight: 77 16 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 3-11-4 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 -G BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. WFBS 2x4 Dr Stud/Std G `Except* WEBS 1 Row at al 1-5, 2-4 Wt: 2x6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing O7 HERS 2x4 of otud,Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACT:ONS. All bearings 5-3-9 except Qt=length) 4=0-5-6, 6=0-3-8. (lb) - Max Herz 9=85(LC 9) Max Uplift MI uplift 100 He or less at joint(s) 7, 6 except 9=-733(LC 27), 4=-485(LC 30), 8=-137(LC 30) Max Grav All reactions 250 Ile or less at joint(s) 7 except 9=985(LC 34), 4=859(LC 31), 8=319(LC 62), 6=362(LC 64) FoPCFS. (Ih) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-C87/668,1-15=-2450/1979,15-16=-1667/1416,2-16=-1600/863, 2-17=-1789/1703, 17-18=-842/728, 3-18=-444/364, 3-4=-361/85 BUT CHORD 8-:9=-Z98.237, 8-20=419/285, 7-20=-783/722, 7-21=-1045/983, 6-21=-1306/1244, 6-22=-1472/1454,5-22=-1805/1703,5-23=-97411266, 4-23=-1652/2221 WEBS 1-5r-1913'2481, 2-5=-659/658, 2-4=-222811877 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 10) One RTBA USP connectors recommended to connect buss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7, 8, and 6. This connection is for Q2OF E SS/0 uplift only and does not consider lateral forces. p q 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Y Zn loads alonq bo om chard from 0-0-0 to 14-5-0 for 242.8 fill, -onhnued on page�2 Exp. 6/30/23 �c No. C53821 CI V �� \F OF CAS CFO lob 3LDG 1 Type 1 I t NOTES• 15) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard /QR�FESS/� Z 62 62 rr Exp. 6/50/)3 a �41 No. C5J821 �F qT\ C I V 01F CA' lob 3LDG 1 0.25F1_2 8 Scale =1:21 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 TCDL 18.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Btd G *Except* W 1: 2x6 DF No.2 G REACTIONS. (Iblw2�) 6=438/0-5-8 (min. 0-1-8), 4=43810-5-6 (min. 0-1-8) Max Horz 6=83(LC 9) Max Grav 6=505(LC 27), 4=505(LC 30) FCRCES. Ile)- Max romp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=439/167, 1-9=-472/120, 2-9=-466/121 BCT CI;ORD 5-'2=-139/A67, 4-12=139/467 WFRR 1-5=192/338, 2-5=0/282, 2-4=-713/205 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.16 5-6 >682 240 MT20 220/195 Vert(CT) -0.27 5-6 >406 180 Horz(CT) 0.D0 4 n/a n/a Weight: 541b FT=20% — BRACING--- TOP CHORD Sheathed or 6-0-0 be purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. N(riES- 1) Unbalacced roof live'Dar's have been considered for this design. 2) Wind: ASCE 7-16, Eult=U5mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11: Exp B; Encicsed; MWFRS (j'•ectional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �QROFESS/�� Exp. 6/130/23 * No. C53821 CI V OF CpO Job (Truss Truss Type 11012 1 A 18 GABLE 4x6 = 0.25 12 Scale=1:23 5x6 = US 11 Sx8 = 6x6 = 4-44 2_-104 _ _ _ 74_-0_ _ Plate Offsets (X,Y)--14:0-2-15 Edge] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.68 Vert(LL) -0.18 5-6 >672 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.30 5-6 >394 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 76 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No-2 G TOP CHORD Sheathed or 4-7-13 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bmcing. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at midpt 3-5 W1: 2x6 OF No.2 G MiTek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=70/0-5-8 (min. 0-1-8), 5=412/0-5-7 (min. 0-1-8), 7=86910-3-8 (min. 0-1-8) Max Ho¢ 19) ' Max Uplift8=-590(LC 27), 5=-376(LC 30), 7=-102(LC 30) - Max Grav 8=633(LC 34), 5=634(LC 31), 7=869(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. - TOP CHORD 1-8=-583/608,1-11=-112411278,11-12=-797/879,2-12=-732/839, 2-13=-289/398, 3-13=-364/475, 3-14=1 55V1473, 14-15=-772/735, 4-15=-414/335, 4-5=-371/96 BOT CHORD 8-16=-575/419,7-16=-927/964,7-17=-901/996,6-17=-3981549, 6-18=-601/724, 5-18=-1188/1485 WEBS 1-7=-1451/1360, 3-6=0/361, 3-5=-146511360, 2-7=-338/86, 3-7=-1228I808 - - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 8. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 5. This connection is for uplift only and does not consider lateral forces. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the / �y n0 E S S/ ON Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed fora total drag load of 3000 fit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 14-6-8 for 206.3 plf. _ n\ LOAD CASE(5) Standard lob 1LGG f Type 46 = 0.25 12 Scale = 1:23 5.6 = 3x4 II 3.8 = 4x6 = - Plate Offsets (X,Y)- [4:0-2-15 Edqel _ LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.18 5-6 >681 240 TCDL 18.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.30 5-6 >399 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 OF, No.2 G BOT CHORD 2x4 DF No.2 9 WEBS 2x4 OF Stun/Std G *Except* W1: 2x6 OF No.2 G BRACING- TOPCHORD BOT CHORD REACTIONS. (lb/size) 8=38/0-5-8 (min. 0-1-8), 5=425/0-5-7 (min. 0-1-8), 7=890/0-3-8 (min. 0-1-8) Max Horz 8=85(LC 9) Max Gplift8=40(LC 39) Max Cr; v8=772(LC 37), 5=498(LC 40), 7=890(LC 1) FORC_S. (Ib) - Marc Ccmp IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11- 33/2b3, 11-12=-53/253, 2-12=-53/255, 2-13=-51/254, 3-13=-50/255, 4-5=-371/92 BOT CHORD 7-17=-110/424, 6-17=-110/424, 6-18=-110/424, 5-18=-110/424 WFBS 1-7=-325/137, 3-6=0/362, 3-5=-355/94, 2-7=-340166, 3-7=-832/151 PLATES GRIP MT20 2201195 Weight: 76 lb FT = 20 Sheathed or 6-0-0 oc pudins, except end verticals Rigid ceiling directly applied or 10-0-0 on bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1)'Jnbalansed roof lK e, loads have been considered for this design. 2) Wind: ASCE 7-1o; Vurl=55mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI1TPl 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �pOFE55/�N Exp. 5/30/23 * \ No. C53821 \IV IA- � OF C40 Job Truss (Truss Type 3LDG 1 Bill GABLE _,..-,--......._........-...............-.........-" 6-2-17 12-1-13 18-3-0 fi•2-11 5-11-3 6-1-3 416 = Plate Offsets (X,Y)- 11 6-3-1,Edgle 2:0-2-0,0-0-81L LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G *Except* WI: 2x6 OF No.2 G OTHERS 2x4 DF Stud/Std G CSI. DEFL. in (loc) I/deft TC 0.77 Vert(LL) -0.43 6-7 >499 BC 0.99 Vert(CT) -0.75 6-7 >287 WB 0.50 Horz(CT) 0.06 6 n/a Matrix-S REACTIONS. (lb/size) 9=858/0-3-8 (min. 0-1-8), 6=85810-3-8 (min. 0-1-8) Max Horz9=133(LC 30) Max Uplil Ift-C 27), 6=-262(LC 30) F 6x6 = Scale = 1:34 L/d PLATES GRIP 240 MT20 220/195 180 n/a Weight: 105 lb FT = 20% BRACING - TOP CHORD Sheathed or 4-0-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-9.3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-354/72, 1-26=-604/557, 26-27=-646/881, 2-27=-1054/1037, 2-28=-1736/747, 3-28=-1727/548, 3-29=-875/812, 4-29=-795/734, 4-5=-4191356, 5-6=-347/64 BOT CHORD 8-9=-1313/1979, 8-30=-806/1647, 7-30=-72211647, 7-31=-806/1558, 6-31=-1034/1680 WEBS 2-9=-2054/1112, 2-7=-443/689, 3-7=-454/738, 3-6=-1742/1092 - NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2R; Cat. II; Exp - - - B; Enclosed; MWFRS (directional) and C-C Corner(3)zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for ' members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending, 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 6. This connection is far uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 12) This truss has been designed for a moving concentrated load of 250.OI1b live located at all mid panels and at all panel points along the ---- Top Chord and Bottom Chord, nonconcurrent with any other live loads. L 13) This truss has been designed for a. total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-3-0 for 137.0 pif. LOAD CASE(S) Standard-- lab (Truss - (Truss. Type. 'Qty BB2 3LDG1 Monopitch 'i5 1-0-0 12-0-13 18-3-0 tin 5-2-3 5-10-11 6-2-3 4x6 — LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.78 TCDL 18.0 Lumber DOL 1.25 BC 1.00 BOLL 0.0 ' Rep Stress Incr YES WB 0.41 BCDL 10.0 Cade IBC2018fTP12014 Matrix-5 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 CF No.2 WEB5 2x4 OF Stuo/Std G *Except` - - W1: 2x6 OF No.2 G REACTIONS. (lb/size) 7=858/0-5-6 (min. 0-1-8), 5=858/Mechanical Max horz 7= i 33(LC 9) DEFL. in (loc) I/dell L/ Vert(LL) -0.44 5-6 >491 24 Vert(CT) -0.77 5-6 >280 18 Horz(CT) 0.06 5 n/a n/ Scale: 3/8"= d PLATES GRIP 0 MT20 2201195 0 a Weight: 921b FT=20h BRACING - TOP CHORD Sheathed or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and requiredcross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CNCRD 1-7--35^/67, 1-1 1=-323/210,11-12=-322/210, 2-12=321/210, 2-13=-1738/236, 3-13— 1730,237, 4-5=348/63 BOT CHORD 7-16=393/1641, 6-16=-393/1641, 6+17=-308/1571, 5-17=-308/1571 WFBO 2-7=-1637/371, 2-6=-15/329, 3-6=0/409, 3-5=-16061317 NOTES- 1)'Nind: ACCE 7-16; Vult-95mph (3-secand gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enciosed; MW FRS -(directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. LOAD CASE(S) Standard �qyOFESS/G/V n Exp. 6/30/23 * No. C53821 V F \\ OF A �� lob aLDG 1 Type Ply 10 6x6 = 3x6 I I 4x12 Scale = 1:34 3-0.0 6-1-8 9-1-8 Plate Offsets (X Y)__[4 0. 4-0,0-4-1 81 .0-4-12,0-1-8]_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ion) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.20 6-7 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.26 BC 0.62 Vert(CT) -0.38 6-7 >560 180 BCLL 0.0 " Rep Stress [nor NO WB 0.64 Horz(CT) 0.06 6 n/a nla BCDL 10.0 Code IBC2018lTP12014 Matnx-S Weight: 213 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. WEBS 2x4 OF Stud/Std G *Except' W1,W3: 2x6 OF No.2 G, W2: 2x4 OF No.2 G REACTIONS. (lb/size) 9=85810-5-6 (min. 0-1-12), 6=858/Mechanical Max Horz 9=-2500(LC 23) Max Uplift9=-1537(LC 23) Max Grav9=3253(LC 25), 6=1528(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-3185/1527, 1-11=-4158/2141, 2-11=-4154/2145, 2-12=-5861/3845, 12-13=-5859/3847, _ 3-13=5857/3850, 3-14=-4522MO09, 4-14=-4517/1014, 5-6=-351/61 BOT CHORD 9-17=-2524/2605, 8-17=-2524/2605, 8-18=-2125/5463, 7-18=-2125/5463, 7-19=325/3393, 6-19=-325/3393 _ WEBS 3-8=-2060/474,3-7=-1160/1369,4-7=-1036/1406, 4-6=-3527/344, 2-8=-2528/2174, 1-8=-2504/4870 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 N2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 on. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. IC Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. RQF E 5 SI 11) Refer to girder(s) for truss to truss connections. Q Nq 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral. forces. 2 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended -_ z use of this truss. 3ontinued on page Job (Truss buss Type - pty - Ply 3LBG1 BB3 Monopitch 2 q NOTES- 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 lb right at 3-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) �ROFESS/OHA c)� Exp. 6/30/23 �mD No. C5389I ��Tq �' I V �F OF CAS-\F' lob 3LGG i Type I Qty 46 = Scale = 1:36 33 3x6 3x4 — 5 11 28 10 29 9 30 8 31 7 32 6 6x6 = Plate Offsets (X,Y)-- [1:0-3-1,Edge], [11:0.2-0,0-0-8i. LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G'Excepr W1: 2x6 OF No.2 G OTHERS 2x4 OF Stud/Std G 12-7-14 18-3-0 3-6-6 5-7-2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.58 Vert(LL) -0.08 5-6 >782 240 MT20 220/195 BC 0.44 Vert(CT) -0.12 5-6 >530 180 WB 0.88 Horz(CT) 0.01 5 n/a n/a Matrix-S Weight: 104 lb FT=20% BRACING - TOP CHORD Sheathed or 5-10A oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Sta6ii¢er Installation guide. REACTIONS. All bearings 12-7-14 except Qt=length) 5=Mechanical. (Ib)- Max Horz11=133(LC 30) Max Uplift All uplift 100 Ito or less at joints) 9 except 11=-409(LC 27), 5=-379(LC 30), 8=-139(LC 29), 7=-168(LC 59) Max Grav All reactions 250 to or less at joint(s) 6, 7 except 11=571(LC 34), 5=552(LC 31), 8=890(LC 1), 6=373(LC 59), 9=277(LC 62), 10=331(LC 61) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-348/71, 1-23=-618/607, 23-24=1083/1092, 2-24=-1177/1187, 2-25=-569/684, 3-25=-600/720,3-26=-1032/995,26-27=-870/887, 4-27=-488/439, 4-5=-345/66 BOT CHORD 11-28=-1085/1174, 10-28=-793/797,10-29=-429/444, 9-29=-264/280, 9-30=-405/414, 8-30=-638/653, 8-31=-595/627, 7-31=-367/399, 7-32=-342/374, 6-32=-156/263, 6-33=-609/642, 5-33=-972/1095 WEBS 2-11=-1235/1186, 2-8=-959/858,3-8=-1054/862, 3-5=-1129/1109 NOTES- 1) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=379. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 8, 7, and 9. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard AN51/TPI 1. continued on page 2 lob Truss - Truss Type `OTy TPly 1- — -- -- - - 3LDG 1 a64 Gg LE 1 t NOTES- 14) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcunent with any other live loads. 15) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-3-0 for 164.4 plf. LOAD CASE(S) Standard ��ROFESS)0� m � Exp. 6/30/23 � # No. C53821 f �sT�CIVIL �OF CAS\EO Job Tru: ILDG i BB5 4x6 = Plate Offsets Ml-- [1 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 Scale:3/8"= Y — 4x6 = -- SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.33 5-6 >610 240 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.65 5-6 >313 180 Rep Stress Incr NO WB 0,56 Horz(CT) 0.08 5 We n/a Code IBC2018fTP12014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud/Std G'Except* WI: 2x6 DF No.2 G REACTIONS. (lb/size) 7=115210-5-6 (min. 0-1-8), 5=1158/Mechanical Max Horz 7=133(LC 9) PLATES GRIP MT20 2201195 Weight 86 lb FT=20% BRACING - TOP CHORD Sheathed or 2-9-9 oc purms, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.oracing WEBS 1 Row at micipt 2-7. 3-5 MiTek recommends that Stabilizers and n_quireJ cross yreur,g be installed during truss erection, in accordanre with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-373/39, 1-9=-342/192, 9-10=-340/192, 2-10=-338/196, 2-11=-2351/0, 3-11=-2343/0, 4-5=-372/32 BOT CHORD 7-14=0/2275, 6-14=0/2275, 6-15=0/2192, 5-15=0/2192 WEBS 2-7=2324/0, 2-6=-40/291, 3-6=0/392, 3-5=-2285/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for - - - - members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29. 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) —__ Vert: 1-9=-76, 9-13=-136(F=-60), 4-13=-76, 5-7=-20 -_ - - - 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 " 0� , Uniform Loads (pit) Vert: 1-9=66, 9-13=-t26(F=-60), 4-13=-66, 5-7=-20 - d�� _ 7ontinued on page 2 fob (Truss (Truss Type 3LDG 1 BB5 Monopitch LOAD CASE(S) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-36,9-13=-96(F=-60), 4-13=-36,5-7=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-9=24,9-13=-36(F=-60), 4-13=24,5-7=-12 Horz: 1-7=10, 1-8=48, 1-4=-36, 4-5=17 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=24,9-13=-36(F=-60), 4-13=24, 5-7=-1 2 Horz: 1-7=-17, 1-8=-28, 1-4=36, 4-5=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-42, 9-13=-102(F=-60), 4-13=42, 5-7=-20 Horz: 1-7=-12, 1-8=18, 1-4=6, 4-5=-16 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-42, 9-13=-102(F=60), 4-13=-42, 5-7=-20 Horz: 1-7=16, 1-8=28, 1-4=6, 4-5=12 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=8, 9-12=-52(F=-60), 12-13=-60(F=-60),4-13=0, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-12=20, 4-12=-12, 4-5=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=0, 9-10=-60(F=-60), 10-13=-52(F=60), 4-13=8, 5-7=-12 Horz: 1-7=-9, 1-8=-24, 1-10=-12, 4-10=-20, 4-5=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=96(F=-60), 4-13=36, 5-7=-20 Horz: 1-7=13, 1-8=24, 1-4=0, 4-5=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=4, 1-8=-24, 1-4=0, 4-5=-13 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=3, 9-13=-57(1`=60), 4-13=3, 5-7=-12 Harz: 1-7 -'2, 1-9=-16, 1-4=-15, 4-5=12 13) Dead + 0.6 M WFF:S Wind {Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9= 2, 9-113=-62(F=-60), 4-13=-2, 5-7=-12 Horz: 1-7=-+Y,-1-8=-16, 1-4=-10, 4-5=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 L'niforT Loads (plf) Vert: 1-9=-b6, 9-1j=96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=' 1-8=-16, 1-4=0, 4-5=7 15) Lead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Ccibr:c Loads (p'j Vert: 1-9=-:,6, 9-1.I=-96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-4=0, 4-5=7 16) 1 lead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (p'f) Vert: 1-9=-36, 9-13=-96(1`=60), 4-13=-36, 5-7=-20 17) Dead + C.75 Roof Live (Sol.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Unitorm Loads (p,f) Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66, 5-7=-20 Horz: 1-7=10, 1-8=18, 1-4=0, 4-5=3 18) Dead + 0.75 Roof Live (ball+ 075(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66, 5-7=-20 Horz: 1-7=-3, 1-8=-18, 14=0, 4-5=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-9=-66,9-13=-126(F=-60), 4-13=-66,5-7=-20 Harz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66, 5-7=20 Horz: 1-7=-5, 1-8=-12. 1-4=0, 4-5=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=28, 9-13=-88(F=-60), 4-13=-28, 5-7=-12 Horz: 1-7=-16, 1-8=33, 1-4=16, 4-5=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 tj 3ontinued on page 3 c� Exp. 6/30/73 AK No. C53821 �T\F OF Job `Truss (Truss Type Qty Ply 3LDG 1 ga$ Monopirch 4 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-9=4, 9-13=-56(F=-60), 4-13=4, 5-7=-12 Horz: 1-7=16. 1-8=33, 1-4=-16, 4-5=16 23) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (to) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-I3=-96(F=-60), 4-13=36, 5-7=-20 Concentrated Loads (to) Vert: 9=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 11=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (to) Vert: 13=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=96(1`=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 4=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 2=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 3=-250 30) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 14=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(1`=60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 15=-250 32) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (to) Vert: 7=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4.13=-36, 5-7=-20 Concentrated Loads (to) Vert: 6=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 5=-250 /R0F E S S I C,-- H4e \F� z Ezp. 6,' 30/23 NL C53821 I - , P/ \ F ICE lob Truss Truss Type - - rOry rely SLOG 1 BB6 Monopitclr d 2-0-0 5-10-3 11-4-13 17-3-0 2-0-0 310-3 5-6-11 5-10-3 10 Scale = 1:32 2-0-0 6-7-8 8-7-8 Plate Offsets (X V)-- [4:0-4-0 04-8j 8I .0-2-12 0-1-12]_ _ -- - - -- -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/de9 Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.17 6-7 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.35 6-7 >581 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Ho¢(CT) 0.07 6 n/a n!a BCDL too Code IBC2018/TP12014 Matrix-5 Weight: 204 In FT=20% LUMBER- BRACING. TOP CHORD 2x6 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 u BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF St-L/Ctd G *Except* W1,W3: 2x6 DF No.2 G REACTIONS. (lb/size) 9=i152/0-5-6 (min. 0-1-15), 6=1158/Mechanical Max Horz 9=-2500(LC 47) Max Uplift9=-1885(LC 47), 6=-98(LC 30) Max Crav 9--3C89(LC 50), 6=1720(LC 49) FORCES. (Ib) - Max. Comp./;Aax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-361511333, 1-11=-3113/1130,2-11=3111/1133,2-12=-5039/3052, 12-13=-5037/3053, 13-14=-5035/3057, 3-14=5033/3061, 3-15=-4572/0, 4-15=4564/0, 4-16=-1388/1296, 16-17=-820/873, 5-17=-662/581, 5-6=-380/34 BOT CHORL 9-18=-2544f2322, 8-18=-2544/2622, 8-19=-680/5306, 7-19=-680/5306, 7-20=013653, 6-20=-964/3(,53 WEBS 3-8=-2707/550, 3-7=-931/1104, 4-7=-812/1166, 4-6=-38321709, 2-8=-2531/2009, 1-8=-152714?84 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 04-0 or, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 as. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.0psf BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. E S $I 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to for truss to truss ROF !� Q ON/ girder(s) connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6. 13) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. s 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. m Jontinued on page 2 cy, Exp. 6j 30/73 * No. C5382I s, � , 9- 1c v ` �F CAUF Job (Truss Truss Type 3LDS 1 BB6 Monopitch NOTES- 15) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 151 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 , 47, 48, 49, 50, 51. 52, 53, 54, 55, 5157, 58, 59, 60, 61, 62, 63, 64, 65, 66 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.011c live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nonconcurrent with any other live loads. 17) This truss has been designed for a total drag load of 4000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-3-0 for 231.9 Pf. 18) Double installations of RT16-2 require installation on both interior and exterior sides. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 to left and 2500 Ib right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-12=-76, 12-17=-136(F=-60), 5-17=-76,6-9=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-12=-66, 12-17=-126(F=-60), 5-17=-66, 6-9=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-12=-36, 12-17=-96(F=-6(), 5-17=-36,6-9=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=24, 12-17=-36(F=-60), 5-17=24,6-9=-12 Horz: 1-9=10, 1-10=48, 1-5=-36, 5-6=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=24, 12-17=-36(F=-60), 5-17=24,6-9=-12 Horz: 1-9=-17, 1-10=-28, 1-5=-36, 5-6=10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (p8) Vert: 1-12=42, 12-17=-102(F=-60), 5-17=42, 6-9=-20 Horz: 1-9=-12, 1-10=18, 1-5=6, 5-6=-16 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-12=42, 12-17=-102(F=-60), 5-17=-42, 6-9=-20 Horz: 1-9=16, 1-10=28, 1-5=6, 5-6=12 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=8, 12-16=-52(F=-60), 16-17=-60(F=-6(g,.5-17=0, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-16=20, 5-16=-12, 5-6=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=0, 12-14=-60(F=-6(), 14-17=-52(F=-60), 5-17=8, 6-9=12 Horz: 1-9=-9, 1-10=-24, 1-14=12, 5-14=-20, 5-6=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-12=-36, 12-17=96(1`=-60), 5-17=-36, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead + 0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=3, 12-17=-57(F=-6(g, 5-17=3, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=15, 5-6=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=-2, 12-17=-62(F=-60), 5-17=-2, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-10, 5-6=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (off) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.6D, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads(plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 17) Dead + 0.75 Roof Live (bal.) + 0]5(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert. 1-12= 66,12-17=126(F=-60), 5-17=-66,6-9=-20 Harz: 1-9=10 1 10=18, 1 5 0, 5-6=3 18) Dead + 0.75 Roof Live (ball + 0 75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60, Plate Increase=1.60 continued on page 3 lob 1Trnss --1T6-d T"- - - -- 3LDG 1 Iuse LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-12=-66, 12-17=-126(F=-60), 5-17=66,6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-65,12-17=-126(F=-6G), 5-17=-66,6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 20) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-17=-126(F=-60),5-17=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-28, 12-17=88(F=-60), 5-17=28, 6-9=-12 Horz: 1-9=-16, 1-10=33, 1-5=16, 5-6=-16 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-12=4,12-17=-56(F=-60), 5-17=4,6-9=-12 Horz: 1-9=16, 1-10=33, 1-5=-16, 5-6=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=29, 12-17=-3l(F=6n, 5-17=29, 6-9=-12 Horz: 1-9=-17, 1-10=-28, 1-11=11094, 2-11=11094, 2-12=1 1094,12-13=1 1094, 3-13=11094, 3-15=11094, 4-15=11094, 4-16=11094, 5-16=11094, 5-6=-10 Drag: 6-9=-232 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=20, 12-17=-40(F=-60), 5-17=20,6-9=-12 Horz: 1-9=-17,1-10=-28, 1-11=-11166, 2-11=-11167, 2-12=-11167, 12-13=-11166, 3-13=-11166,3-4=-11167,4-16=-11166, 5-16=-11166, 5-6=-10 Drag: 6-9=232 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag 1-C#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-12=-37,12-17=-97(F=-60), 5-17=-37,6-9=-20 Horz: 1-9=16, 1-10=-28, 1-11=11136, 2-11=11136, 2-12=1 1 136,12-13=11136, 3-13=11136, 3-4=11136, 4-16=11136, 5-16=11136, 5-6=12 Drag: 6-9=-232 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-12=-47,12-17=107(F=-60), 5-17=-47, 6-9=-20 Harz: 1-9=16, 1-10=-28, 1-11=-11124, 2-11=-11124, 2-12=11124, 12-13=-11124, 3-13=-11124, 3-15=-41124, 4-15=-11124. 4-16=11124, 5-16=11124, 5-6=12 Drag: 6-9=232 27) Dead +0.6 MWFR3 Wind (Pos. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=13, 12 16=-47(F=-60),16-17=-55(F=-60), 5-17=5,6-9=-12 Horz: 1-9=6 1-10=24, 1-11=11110, 2-11=11110, 2-12=11110, 12-13=11110. 3-13=11110, 3-4=11110, 4-16=11110, 5-16=11118, 5-6=9 Drag: 6-9=-232 28) Died + n,6 MWFRS Wind (Pos. Internal) Left + Drag 1-C#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vrrt: 1-12=3, 12-ih=-57(F=-60),16-17=-65(F=-60), 5-17=-5, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-11=-11150, 2-11=-11150, 2-12=11150, 12-13=-11150, 3-13=-11150, 3-15=-11150, 4-15=-11150, 4-16=-11150, 5-16=-11142, 5-6=9 9rag: 6-9=232 29) Dead+ 0.3 MWFRS VAnd ;Pos. Internal) Right +Drag LC#1 Left:. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=5, 12-14=-55(F=-60), 14-17=-47(F=-60), 5-17=13,6-9=-12 Him: 1-9=-9, 1-10=-24, 1-11=11118, 2-11=11118, 2-12=1 1 118,12-13=11118, 13-14=11118, 3-14=1Ill 0. 3-4=11110, 4-16=11110, 5-16=11110, 5-6=-8 D-ag: 6-9=132 30) Deaa - J.6 MWFF 5 WSnd iPos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-5, 12-14=-65(F=-60), 14-17=-57(F=-60),5-17=3, 6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-11=-11142, 2-11=-11142, 2-12=-11142, 12-13=-11142, 13-14=-11142, 3-14=-11150, 3-15=-11150, 4-15=-11150, 4-16=11150, 5-16=11150, 5-6=-8 Drag: 6-9=232 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-12=-32, 12-17=-92(F=-60), 5-17=-32,6-9=-20 Horz: 1-9=13, 1-10=24, 1-11=11130, 2-11=11131, 2-12=11131, 12-13=11130, 3-13=11130, 3-4=11131, 4-16=11130, 5-16=11130, 5-6=4 Drag: 6-9=-232 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#i Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-41,12-17=-101(F=-60),.5-17=-41, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-11=-11130, 2-11=-11130, 2-12=-11130,12-13=-11130, 3-13=-11130, 3-15=-11130, 4-15=-11130, 4-16=-11130, 5-16=-11130, 5-6=4 Drag: 6-9=232 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 7ontinued on page 4 H oNq( vl 4i � q s CIVIL � OF CA FO� lab (Truss Truss Type Oty Ply 3LGG 1 BB6 Monoptcb 4 2 LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-12=-32, 12-17=-92(F=-60), 5-17=-32,6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-11=11130, 2-11=11131, 2-12=11131, 12-13=11130, 3-13=11130, 3-4=11131, 4-16=11130, 5-16=11130, 5-6=-13 Drag: 6-9=-232 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=-41, 12-17=-101(F=-60), 5-17=41, 6-9=-20 Horz: 1-9=41-10=-24, 1-11=-11130,2-11=-11130, 2-12=-11130, 12-13=-11130, 3-13=-11130,3-15=-11130, 4-15=-11130, 4-16=-11130, 5-16=-11130, 5-6=-13 Drag: 6-9=232 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-12=8, 12-17=-52(F=-60), 5-17=8, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-11=11115, 2-1 1=1 1115, 2-12=11115, 12-13=11115, 3-13=11115. 3-4=11115, 4-16=11115, 5-16=11115, 5-6=12 Drag:6-9=-232 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-1, 12-17=-61(F=-60), 5-17=-1, 6-9=-12 Herz: 1-9=-12,1-10=-16,1-11=-11145,2-11=-11146,2-12=-11145,12-13=-11145,3-13=-11145,3-4=-11145,4-16=-11145, 5-16=-11145,5-6=12 Drag:6-9=232 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert :1-12=3,12-17=-57(F=-60), 5-17=3,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-11=11120, 2-11=11120, 2-12=11120, 12-13=11120, 3-13=11120, 3-4=11120, 4-16=11120, 5-16=11120, 5-6=12 Drag: 6-9=-232 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-7, 12-17=-67(F=-60), 5-17=-7, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-11=-11140, 2-11=-11140, 2-12=-11140, 12-13=-11140, 3-13=-11140, 3-15=-11140, 4-15=-11140, 4-16=-11140, 5-16=-11140, 5-6=12 Drag: 6-9=232 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-32, 12-17=-92(F=-60), 5-17=-32, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=11130, 2-11=11131, 2-12=11131, 12-13=11130, 3-13=11130, 3-4=11131, 4-16=11130, 5-16=11130, 5-6=7 Drag: 6-9=-232 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=41, 12-17=101(F=-60), 5-17=41, 6-9=-20 Horz: 1-9=-7,1-10=-16, 1-11=-11130, 2-11=-11130, 2-12=-11130, 12-13=11130, 3-13=-11130,3-15=-11130,4-15=-11130, 4-16=-11130, 5-16=-11130, 5-6=7 Drag: 6-9=232 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#i Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-32, 12-17=-92(F=-60), 5-17=-32, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=11130, 2-11=11131, 2-12=11131, 12-13=11130, 3-13=11130, 3-4=11131, 4-16=11130, 5-16=11130, 5-6=1 Drag: 6-9=-232 - 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-12=41, 12-17=-101(F=-60), 5-17=41, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=-11130, 2-11=-11130, 2-12=-11130, 12-13=-11130, 3-13=-11130, 3-15=-11130, 4-15=11130, 4-16=-11130, 5-16=-11130, 5-b=7 Drag: 6-9=232 - 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) ,. Vert: 1-12=-31, 12-17=-91(F=-60), 5-17=-31, 6-9=-20 Herz: 1-11=11130,2-11=11130,2-12=11130,12-13=11130,3-13=11130,3-4=11130, 4-16=11130, 5-16=11130 Drag: 6-9=-232 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=41, 12-17=-101(F=-60), 5-17=-41,6-9=-20 Horz: 1-11=-11130,2-11=-11130,2-12=-11130,12-13=-11130,3-13=-11130,3-15=-11130, 4-15=-11130, 4-16=-11130, 5-16=-11130 Drag: 6-9=232 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-17. 12-17=-53(F=-36), 5-17=-17, 6-9=-12 Horz: 1-11 =1 1130, 2-1 1=1 1130, 2-12=1 1 130,12-13=1 1130, 3-13=1 1130, 3-15=1 1130, 4-15=1 1130, 4-16=11130, 5-16=11130 Drag: 6-9=-232 46) 0.6 Dead -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-26, 12-17=-62(F=-36), 5-17=26, 6-9=-12 Horz: 1-11=-11130, 2-11=-11130, 2-12=-11130, 12-13=-11130, 3-13=-11130, 3-4=11130, 4-16=-11130, 5-16=-11130 Drag: 6-9=232 47) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-76(F), 12-17=-136(F), 5-17=-76(F), 6-9=-20(F) t S�fo Concentrated Loads(Ib) - ��r)F Vert: 2=2500(F) Hoe 2=2500(F) 48) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 I r" 7ontinued on pages Job 3L0G i 2 LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-12=-76(F), 12-17=136(F), 5-17=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 49) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-76(F), 12-17=-136(F), 5-17=-76(F), 6-9=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 50) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-76(F), 12-17=-136(F), 5-17=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 51) tat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=36, 6-9=-20 Concentrated Loads (lb) Vert: 1=-250 52) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Concentrated Loads (lb) Vert: 11=-250 53) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=36, 12-17=96(1`=-60), 5-17=-36, 6-9=20 Concentrated Loads (lb) Vert: 13=-250 54) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Concentrated Loads (lb) Vert: 15=-250 55) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12�-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Cwcentr2'ed Loads (Ib) Vert: 17=L50 56) 6th Moving Load:'"mher increase=1.60, Plate Increase=1.60 Uniform goads (plf) `,art: 1-12=-36, 12-17=96(1`=-60), 5-17=-36,6-9=-20 Concentrated Loads (Ib) Vrrt: 5=-25(I 57) An Movng Load: Lumber Increase=1.60, Plate Increase=1.60 L'ii`c rn Loads (plf) Vert 1-12=-30, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Concentrated Loads ('b) Jnrt: 2=-250 58) 8'h Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Umforrn Loads (pit) V.rt: 1-12= 36, 12 17=-96(F=-60),5-17=-36, 6-9=-20 Concentrated Loads (lb) Vert: 3=-250 59) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60),5-17=-36, 6-9=-20 Concentrated Loads (lb) Vert: 4=-250 60)10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Concentrated Loads (lb) Vert: 18=-250 61) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads Jolt) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 19=-250 62) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 20=-250 :ontinued on page 6 CJ � rzj Exp. 6/30/23 \F OF CAO Job 3LDG1 IBBB IMonopllah LOAD CASE(S) Standard 63) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 lniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (lb) Vert: 9=-250 64) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (p11) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 8=-250 65) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (lb) Vert: 7=-250 66) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 6=-250 QROFESSION HA �,,,/ Exp. 6/30/23 i No. (53821OF CAO� �� / lob Truss `Truss Type 3LDG 1 BB7 IGABLE 5-10-3 11-4-13 17-3-0 5-10-3 S-6-11 5-10-3 4x6 = 3x4 11 4 a W6 O NC� EHI Scale = "M 6x8 = 4x6 - 11 25 10 26 9 27 8 28 7 29 6 6x10 = 8-7-8 11-7-14 17-3-0 8-7-8 3-0-6 5-7-2 Plate Offsets (X Y)-_L1 0-3-1,EdgeL 2[ 0-1-15 0-0-0], [3:0-1-10,0-0-0]_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 5-6 >804 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.12 5-6 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.01 6 n/a We BCDL 10.0 Code IBC2018/TPI2014 - - - - Matrix-S - Weight: 98 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 3-9-15 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 4-0-0 on bracing. WEBS 2x4 DF S:uTSA G *Except` WEBS 1 Row at midpt 2-11, 3-5 W1: 2x6 DF Nn.2 G, W2: 2x4 OF No.2 G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF 3tLJ/StC G be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIUNS. All bearings 11-7-14 except (jt=length) 5=Mechanical. (lb)- Max Her- 11=123(LC 29) Max Upliq All uolift 1001b or less at joints) 9 except 11=-1003(LC 27), 5=-931(LC 30), 8=-196(LC 29), 7=-220(LC 59) Max Gmv All reactions 250 Ib or less atjoint(s) 6,7 except 11=1151(LC 34), 5=1100(LC 31), 8=841(LC 1), 6=410(LC 59), :0=318(LC 61), 9=286(LC 62) FORGLS. (;bi -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP "HORD 9-11=-343/7b,1-20=-1103/1280,20-21=-1811/1965,2-21=-2520/2538, 2-22=-1297/1392, 3-22=,237/1 C08, 3-23=-2409/2375, 23-24=-1807/1822, 4-24=-1187/1160, 4-5=-340/68 BOT OHORO 11-25=-2434/7600, 10-25=-180411626, 10-26=-1018/1026, 9-26=-600/275, 9-27=-658/620, 8-27= 1233/1244, 8-28=-1343/1372, 7-28=-826/855, 7-29=-769/798, 6-30=-1216/1245, 5-30=-2137/2397 WEBS 2-11=-2768/2717,2-8=-1787/1706,3-8=-1932/1765, 3-5=-2533/2517 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb) 5=931, 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8, 9, and 7. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 201E International Building Code section 2306.1 and referenced standard ANSIfrPI 1. Continued on page 2 s Exp. 6/30/23 4 No C53821 �s� TF OF CM -A Job 3LDG 1 Type NOTES- 14) This truss has been designed for a moving concentrated load of 250.011, live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16Yi Phis truss has been designed for a total drag load of 7200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-3-0 for 417.4 plf. 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard �QR9FESS/� o� r ,:p. 6/30i23 lob 3LDG 1 Type 4x6 pelu nffactc lX V1_ frn-3-1 Fdnel fd 0-❑-R.O-t Al - - - - LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 TCDL 18.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress ]nor NO WB 0.64 BCDL 10.0 Code IBC2018/TPI2014 Malclx-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No. I&Bt- G WEBS 2x4 DF Swd,S,d G `Except' W1: 2x6 OF Nr.2 G REACTIOY._. (Ib/size) 7=115210-5-6 (min. 0-1-8), 5=1158/Mechanical Max Hor 7=15 (LC 29) Max Gra '=11 ^l (LC 34), 5=1158(LC 1) Scale: DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) -0.33 5-6 >610 240 MT20 220/195 Vert(CT) -0.65 5-6 >313 180 Horz(CT) 0.08 5 n/a n/a Weight: 86 lb FT = 20% BRACING- TOP CHORD Sheathed or 2-9-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (IS) - Max.:omF./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-373,43,1-9=-644/529,9-10=-668/611, 2-10=1051/1002,2-11=-2351/0,3-11=-2343/0, 3-12=-8f7/809, 12-13=-521/488, 4-13=A42/365, 4-5=-372/34 BOT,:H-1RU 7-14=0/2677-6-14=0/2275,6-15=0/2192,5-15=-240/2398 WEBO 2-7-2795/23?, 2-6=487/672, 3-6=-458/735, 3-5=-2519/254 NOTES- 1) Winn: ASOE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-3-0 for 144.9 plf. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-76, 9-13=-136(F=-60), 4-13=-76, 5-7=-20 :ontmued on page 2 Q �QFESS/0� H �. L cu � rn o� Exp. 6/30/013 * No. C5382I \� OF CAUF�/ lob Truss (Truss Type Oty 1LDG 1 BB8 Monopitch 1 LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66, 5-7=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-9=24,9-13=-36(F=-60),4-13=24,5-7=-12 Horz: 1-7=10, 1-8=48, 1-4=-36, 4-5=17 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=24,9-13=-36(F=-60), 4-13=24,5-7=-12 Horz: 1-7=17, 1-8=-28, 14=-36, 4-5=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-42, 9-13=-102(F=-60), 4-13=-42, 5-7=-20 Horz: 1-7=-12. 1-8=18, 1-4=6, 4-5=-16 7) Dead + 0.6 C-C Wind (Neg. Intemal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=-42, 9-13=-102(F=-6(g, 4-13=-42, 5-7=20 Horz: 1-7=16, 1-8=-28, 1-4=6, 4-5=12 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=8, 9-12=-52(F=-60), 12-13=-60(F=-60), 4-13=0, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-12=-20, 4-12=-12, 4-5=9 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=0, 9-10=-60(F=-60), 10-13=52(F=-60), 4-13=8, 5-7=-12 Horz: 1-7=-9, 1-8=-24, 1-10=12, 4-10=-20, 4-5=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=13, 1-8=24, 14=0, 4-5=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=-4, 1-8=-24, 1-4=0, 4-5=-13 12) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=3, 9-13=-57(F=-60), 4-13=3, 5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-4=-15, 4-5=12 13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=-2, 9-13=-62(F=-60), 4-13=-2, 5-7=-12 Horz: 1-7=-12, 1-8=-16, 14=-10, 4-5=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1 -9=-36, 9-13=-96(1`=-60), 4-13=-36,5-7=-20 Harz: 1-7=-7, 1-8=-16, 1-4=0, 4-5=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=-36, 9-13=96(1`=-60), 4-13=-36, 5-7=-20 Harz: 1-7=-7, 1-8=-16, 14=0, 4-5=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 17) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66, 5-7=-20 Horz: 1-7=10. 1-8=18, 14=0, 4-5=3 18) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66,5-7=-20 Horz: 1-7=-3, 1-8=-18, 1-4=0, 4-5=-10 19) Dead + 0.75 Roof Live (bal.)+ 0.751 MWFRS Wind (Neg. Int) 1 at Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66,5-7=-20 Horz: 1-7=-5, 1-8=-12, 14=0, 4-5=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-9=-66, 9-13=-126(F=-60), 4-13=-66,5-7=-20 Harz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-9=-28, 9-13=-88(F=-60), 4-13=-28, 5-7=12 Horz: 1-7=-16, 1-8=33, 1-4=16, 4-5=-16 continued on page 3 'a0FESsi01' Eep. G; 30�?� -IK No C93K 1 , OF Job 'Truss ITnics Tvna 3LDG 1 I B88 LOAD CASE(S) Standard 22) Dead + 0.6 C-C Wind Min, Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=4, 9-13=-56(F=-60), 4-13=4, 5-7=-12 Horz: 1-7=16, 1-8=33, 1-4=-16, 4-5=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9=27, 9-13=-33(F=-60), 4-13=27, 5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-10=6920, 2-10=6920, 2-3=6920, 3-12=6920, 4-12=6920, 4-5=-10 Drag: 5-7=145 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9=21,9-13=-39(F=-60), 4-13=21,5-7=-12 Horz: 1-7=-17, 1-8=-28,1-9=-6993, 9-10=-6993, 2-10=-6993, 2-3=-6993, 3-12=-6993, 4-12=-6993, 4-5=-10 Drag: 5-7=145 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag 1-C#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9=-39, 9-13=-99(F=-60), 4-13=39, 5-7=-20 Horz: 1-7=16, 1-8=-28, 1-9=6962, 9-10=6962, 2-10=6962, 2-3=6962, 3-12=6962, 4-12=6962, 4-5=12 Drag: 5-7=145 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-45, 9-13=-105(F=-60), 4-13=-45, 5-7=-20 Horz: 1-7=16,1-8=-28, 1-9=-6950,9-10=-6950, 2-10=-6950, 2-3=-6950, 3-12=-6950, 4-12=-6950, 4-5=12 Drag: 5-7=145 27) Dead + 0.6 MWFRS Wind (Pas. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=1 1, 9-12=-49(F=-60), 12-13=-57(F=-60), 413=3, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-9=6936, 9-10=6936, 2-10=6936, 2-3=6936, 3-12=6936, 4-12=6944, 4-5=9 Drag: 5-7=-145 28) Dead +0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=5, 9-12=-55(1`=60), 12-13=-63(F=-60), 4-13=3, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-9=6976, 9-10=-6976, 2-10=-6976, 2-3=-6976, 3-12=-6976, 4-12=-6968, 4-5=9 Drag: 5-7=145 29) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-9=3, P 10=-57(F=-60), 10-13=49(1`=60), 4-13=11, 5-7=-12 Horz: 1 =6, 1-8=-24, 1-9=6944, 9-10=6944, 2-10=6936, 2-3=6936, 3-12=6936, 4-12=6936, 4-5=-8 Drag: 5-7=-145 ?0) Dead + 0.6 M'NFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9 --3, 9-10=-63(F=60), 10-13=-55(F=-60), 4-13=5, 5-7=12 Horz: 1 7=-9 '-8=-24, 1-9=-6968, 9-10=-6968,2-10=-6976,2-3=-6976,3-12=-6976, 4-12=-6976, 4-5=-8 Drag: 3-7=,45 31) Lead + 0.6 MWFHS Wind (Neg. Internal) Left Drag 1-C#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads iplf) Vert: 1-P= 33,'1-13=-93(F=-60), 4-13=-33, 5-7=-20 .Horz: 1-7=13, 1-8=24, 1-9=6957, 9-10=6957, 2-10=6957, 2-3=6957, 3-12=6957, 4-12=6957, 4-5=4 Drag: 5-7=145 3P) D=ad 0.6 MWFRS 4V-ncl (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (M') Vert: 1-9=-39. 9-13=-99(F=60), 4-13=-39, 5-7=-20 Horz: 1 J=13. 1 8=24, 1-9=6956, 9-10=-6956, 2-10=-6956, 2-3=-6956, 3-12=-6956, 4-12=-6956, 4-5=4 Drag: 5 =145 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-33, 9-13=-93(F=-60), 4-13=-33, 5-7=-20 Horz: 1-7=-4, 1-8=-24, 1-9=6957, 9-10=6957, 2-10=6957, 2-3=6957, 3-12=6957, 4-12=6957, 45=-13 Drag: 5-7=-145 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag 1-C#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-39, 9-13=-99(F=-60), 4-13=-39, 5-7=-20 Horz: 1-7=A, 1-8=-24, 1-9=-6956, 9-10=-6956, 2-10=-6956, 2-3=-6956, 3-12=-6956, 4-12=-6956, 4-5=-13 Drag: 5-7=145 35) Dead + 0.6 MWFRS Wind (Pos. Internal) list Parallel + Drag 1-C#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=6, 9-13=-54(F=-6D), 4-13=6,5-7=-12 Herz: 1-7=-12, 1-8=-16, 1-9=6941, 9-10=6941, 2-10=6941, 2-3=6941, 3-12=6941, 4-12=6941. 4-5=12 Drag: 5-7=-145 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag 1-C#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-9=0, 9-13=-60(F=-60), 4-13=0,5-7=-12 Horz:1-7=-12,1-8=-16,1-9=-6972, 9-1 0=-6972, 2-1 0=-6972, 2-3=-6972, 3-12=-6972, 4-12=-6972, 4-5=12 Drag: 5-7=145 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 continued on page 4 ��ROFESS/pN� rn � Exp. 6/30/23 i� No. C53821 ���F lob Truss 3LDG 1 668 Type LOAD CASE(S) Standard Uniform Loads(plf) Vert: 1-9=1,9-13=-59(F=-60), 4-13=1,5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-9=6947, 9-10=6947, 2-10=6947, 2-3=6947, 3-12=6947, 4-12=6947, 4-5=12 Drag: 5-7=-145 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 1-9=-5, 9-13=-65(F=-60), 4-13=-5, 5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-9=-6966, 9-10=-6966, 2-10=-6966, 2-3=-6966, 3-12=-6966, 4-12=-6966, 4-5=12 Drag: 5-7=145 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9=33, 9-13=-93(F=-60), 4-13=-33, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-9=6957, 9-10=6957, 2-10=6957, 2-3=6957, 3-12=6957, 4-12=6957, 4-5=7 Drag: 5-7=-145 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-39, 9-13=-99(F=-60), 4-13=-39,5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-9=-6956, 9-10=-6956, 2-10=-6956, 2-3=-6956,3-12=-6956, 4-12=-6956, 4-5=7 Drag: 5-7=145 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-33, 9-13=-93(F=-60), 4-13=-33, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-9=6957, 9-10=6957, 2-10=6957, 2-3=6957, 3-12=6957, 4-12=6957, 4-5=7 Drag:5-7=-145 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9=39, 9-13=-99(F=-60), 4-13=-39, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-9=-6956, 9-10=-6956, 2-10=6956, 2-3=-6956, 3-12=-6956, 4-12=-6956, 4-5=7 Drag: 5-7=145 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-33, 9-13=-93(F=-60), 4-13=-33, 5-7=-20 Horz: 1-9=6956, 9-10=6956, 2-10=6956, 2-3=6956, 3-12=6956, 4-12=6956 Drag: 5-7=-145 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-39, 9-13=-99(F=-60), 4-13=-39, 5-7=-20 Horz: 1-9=-6956, 9-10=-6956, 2-10=-6956, 2-3=-6956, 3-12=-6956, 4-12=-6956 Drag: 5-7=145 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-19, 9-13=-55(F=-36), 4-13=-19, 5-7=12 Horz: 1-9=6956, 9-10=6956,.2-10=6956, 2-3=6956, 3-12=6956, 4-12=6956 Drag: 5-7=145 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-9=-25, 9-13=-61(F=-36), 4-13=-25, 5-7=-12 Harz: 1-10=-6956, 2-10=-6956, 2-3=-6956, 3-12=-6956, 4-12=-6956 Drag: 5-7=145 47) let Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 1=-250 48) 2nd Moving. Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 9=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36,9-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 11=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-6Q), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 13=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate. Increase=1.60 Uniform Loads (plf) Vert: 1-9=36, 9-13=-96(F=-60), 413=-36, 5-7=-20 Concentrated Loads (lb) Vert: 4=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(1`=60), 4-13=-36, 5-7=-20 .continued on page 5 lob (Truss iTruss Type Cry Ply 3LDG 1 BBa Monop,trh t LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert :1-9=-36,9-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 3=-250 54) 8[h Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-50), 4-13=36, 5-7=-20 Concentrated Loads (lb) Vert: 14=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=60), 4-13=-36, 5-7=-20 Concentrated Loads (to) Vert: 15=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=36, 5-7=-20 Concentrated Loads (lb) Vert: 7=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=20 Concentrated Loads (lb) Vert: 6=250 58)12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-9=-36, 9-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 5=250 QRDFESg/�� �40 �H,� Exp. 0 jj"3 �* No. C53821 ! � lob Truss ITruss Type 3LOG1 RB9 IWriopitch I Oty I Ply 516 = 5:9-2 11-2-12 16-8-6 17-10- 5-9.2 5-5-10 + 5-5-10 Scale = 1:36 10x1D it '^V - Plate Offsets (X,V)_- [3:0 4 0 0 3-�7:0-3-12,0-3-0] j_9 0 0-2,0-5_OL [11:0-1-12,0-1-0 LOADING (psf) SPACING- 2-0-0 1 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 18.0 Lumber DOL 1.25 SC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 BCDL 10.0 Code IBC2018FFP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G *Except* W1: 2x6 OF No.2 G REACTIONS. (lb/size) 9=146810-11-8 (min. 0-1-11),6=1342/0-4-0 (min. 0-1-8) Max Horz 9=135(LC 29) Max Uplift9=-20(LC 27), 6=-62(LC 30) Max Grav9=1519(LC 34), 6=1342(LC 1) i-B 3-0-0 -_- - -47-0 _ DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.24 7-8 >999 240 MT20 220/195 Vert(CT) -0.74 7-8 >359 180 Horz(CT) 0.15 6 n/a n/a Weight: 11416 FT=20% BRACING - TOP CHORD Sheathed or 2-0-7 no pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or B-9-11 oc bra^mg. WEBS 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and required cross bradng �I be installed during truss erection, in accordarce with Stabilize+ Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-360146, 1-14=752/599, 14-15=-791/743, 2-15=1264/1212, 2-16=-3444/0, 16-17=-3437/0, 3-17=-3430/0,3-18=-3117/220,18-19=-3075/0, 19-20=-3075/0, - 4-20=-3073/0, 4-21=-1100/1048, 5-21=-538/526, 5-6=-335/59 BOT CHORD 9-22=0/3553, 8-22=0/3101, 8-23=013847, 7-23=0/3847, 7-24=0/2592, 6-24=-483/2778 WEBS 2-9=-3750/355, 2-8=-365/1020, 3-8=-1206/697,3-7=-1495/468, 4-7=-189/1187, 4-6=-2959/506 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 6. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50. 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62 has/have been modified. Building , designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the with any other live loads. Top Chord and Bottom Chord, nonconcurrent 10) This truss has been designed fora total drag load of 4200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag from 0-0-0 to 22-5-8 for 187.0 �,� yq loads along bottom chord plf. loads applied to the face of the truss are noted as front (F) or back (S). it 11) In the LOAD CASE(S) section, „ LOAD CASE(S) Standard I 1 cxp. 6j 30/23 Continued on page 2 ti 7382 fob ITruss ITmss Type - ICry 3LOG 1 I6139 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-15=-76, 15-20=-136(F=-60), 5-20=-76, 6-9=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (of) Vert: 1-15= 66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber tncrease=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-15=-36, 15-20=-96(F=60), 5-20=-36, 6-9=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=21, 15-20=-39(F=-60), 5-20=21, 6-9=-1 2 Horz: 1-9=9, 1-10=43, 1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=21, 15-20=-39(F=-60), 5-20=21, 6-9=-12 Horz: 1-17. 1-10=-27, 1-5=-33, 5-6=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-42, 15-20=-102(F=-60), 5-20=42, 6-9=-20 Horz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-42, 15-20=-102(F=-fi0), 5-20=-42, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=8, 15-18=52(F=-60), 18-20=-60(F=-60), 5-20=0, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-18=-20, 5-18=-12, 5-6=9 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right Lumber lncrease=t6Q Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=0, 15-17=-60(F=-60), 17-20=-52(F=-60), 5-20=8,6-1 Horz: 1-9=-9, 1-10=-24,1-17=-12, 5-17=-20, 5-6=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=96(1`=-60), 5-20=-36, 6-9=-20 Harz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead + 0.6 MVGF73 Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Unifo,m Loads (pig Vert :-1b=-3B, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) F)ead + 0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 W,rorm Loads golf) Vert: 1-15=3,-,5-20=-57(F=-60), 5-21 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-15, 5-6=12 13) Dead + 0.6 MW, RS 4,nd (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 L,mfurm Loads (N`) Vert: 1-15=-2, 15-20=-62(F=-60), 5-20=-2, 6-9=-12 Horz: 1-9=-12, 1-10=16, 1-5=10, 5-6=12 le) Cead 0.6 MWF IRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1_60, Plate Increase=1.60 Uniform Loads (plf� Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=20 Horz: 1 9=-7, 1 10=-16, 1-5=0, 5-6=7 15) Dead + 0.6 MWFr23 Wind (Neg, Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15= 36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=20 17) Dead + 0.75 Roof Live (bal.) + 0.751 MWFRS Wind (Neg. Int) Left): Lumber Increase=l.6Q Plate Increase=1.60 Uniform Loads (of) Vert: 1-15=-66, 15-20=-126(F=-60),5-20=-66,6-9=-20 Horz: 1-9=10, 1-10=f8, 1-5=0, 5-6=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-20=-126(F=-60), 5-20=-66,6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 95-20=-126(F=-60), 5-21 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 20) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-66,15-20=-126(F=-60), 5-20=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0. 5-6=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 :ontmued on page 3 /RpFESS/0/� "j F �� Exp_ 6/30/7_3�� 41 \ No C5M21 lob 18139 T.u.pit pe hly Pi 3LnG 1 Manopilch 1 BB9 LOAD CASE(S) Standard Uniform Loads(plf) Vert: 1-15= 28, 15-20=-88(F=-60), 5-20=-28, 6-9=-12 Horz: 1-9=-16, 1-10=33, 1-5=16, 5-6=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=4, 15-20=-56(F=-60), 5-20=4, 6-9=-12 Horz: 1-9=16, 1-10=33, 1-5=-16,5-6=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=25, 15-20=-35(F=-60), 5-20-25, 6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-14=8945, 14-15=8945, 15-16=8945, 16-17=8945, 17-19=8945, 19-20=8945, 20-21=8945, 5-21=8945, 5-6=-9 Drag: 6-9=-187 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=17, 15-20=-43(F=-60), 5-20-17, 6-9=-12 Horz: 1-9=-17,1-10=-27,1-14=-9010,14-15=-9010,15-16=-9010,16-17=-9010,17-19=-9010,19-20=-9010,20-21=-9010, 5-21=-9010, 5-6=-9 Drag: 6-9=187 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=38, 15-20=-98(F=-60), 5-20=-38, 6-9=-20 17-19=8983, 19-20=8983, 20-21=8983, 5-21=8983, 5-6=11 Horz: 1-9=151 i-10=27, 1-14=8983, 14-15=8983, 15-16=8983, 16-17=8983, Drag: 6-9=-187 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-46, 15-20=-106(F=-60), 5-20=-46, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-14=-8971, 14-15=-8971, 15-16=-8971, 16-17=-8971, 17-19=8971, 19-20=-8971, 20-21=-8971, 5-21=8971, 5-6=11 Drag: 6-9=187 27) Dead + 0.6 MWFRS Wind (Pos. internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=12, 15-18=-48(F=-60), 18-20=-56(F=-60), 5-20=4, 6-9-12 Horz: 1-9=8, 1-10=24, 1-14=8957, 14-15=8957, 15-16=8957, 16-17=8957, 17-.18=8957, 18-19=8965, 19-20=8965, 20-21=8965, 5-21=8965, 5-6=9 Drag: 6-9=-187 28) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=4, 15-18=-56(F=-60), 18-20=-64(F=-60),5-20=-4, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-14=-8997, 14-15=-8998, 15-16=-8997, 16-17=-8998, 17-18=-8997, 18-19=-8989, 19-20=-8989, 20-21=-8990, 5-21=-8989, 5-6=9 Drag: 6-9=187 -- 29) Dead + 0.6 MWFRS Wind (Pos. internal) Right Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - Vert: 1-15=4, 15-17=-56(F=-60), 17-20=-48(F=-60), 5-20=12, 6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-14=8965, 14-15=8965, 15-16=8965, 16-17=8965, 17-19=8957, 19-20=8957, 20-21=8957, 5-21=8957,5-6=-8 Drag: 6-9=187 30) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-4,15-17=-64(F=-60),17-20=-56(F=-60), 5-20=4,6-9=-12 Horz: 1-9=-9,1-10=-24, 1-14=-8989,14-15=-8990, 15-16=-8989,16-17=-8990,17-19=-8997, 19-20=-8997, 20-21=-8998, 5-21=-8997, 5-6=-8 Drag: 6-9=187 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-33, 15-20=-93(F=-60), 5-20=-33, 6-9=-20 Horz: 1-9-13, 1-10=24, 1-14=8978, 14-15=8978, 15-16=8978, 16-17=8978, 17-19=8978, 19-20=8978, 20-21=8978, 5-21=8978, 5-6=4 Drag: 6-9=-187 ' 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-40, 15-20=-100(F=-60), 5-20=40, 6-9=-20 Horz: 1-9-13, 1-10=24, 1-14=-8977, 14-15=-8977,15-16=-8977,16-17=-8977,17-19=-8977, 19-20=-8977, 20-21=-8977, 5-21=-8977, 5-1 Drag: 6-9=187 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#i Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-33,15-20=-93(F=-60),5-20=-33,6-9=-20 Horz: 1-9=-4,1-10=-24,1-14=8978,14-15=8978,15-16=8978,16-17=8978,17-19=8978,19-20=8978, 20-21=8978, 5-21=8978 , 5-6=-13 Drag: 6-9=-187 34). Dead +0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-40, 15-20=-100(F=-60), 5-20=-40, 6-9=-20 Horz: 1-9=-4,1-10=-24,1-14=8977,14-15=-8977, 15-16=-8977,16-17=-8977,17-19=-8977, 19-20=-8977, 20-21=-8977, 5-21=-8977, 5-6=-13 Drag: 6-9=187 35) Dead + 0.6 MWFRS Wind (Pos. Internal) list Parallel + Drag LC#1 Left: Lumber Increase=1-33, Plate Increase=1.33 ?gO�cS7;O�y :ontinued on page 4 Job (Truss Truss T e YP iDry iPly r 3LDG1 BB9 Monopitch t 1 _ ..7......,. LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-15=7, 15-20=53(1`=-60), 5-20=7, 6-9=-12 Herz: 1-9=-12, 1-10=-16, 1-14=8962, 14-15=8962, 15-16=8962, 16-17=8962, 17-19=8962, 19-20=8962, 20-21=8962, 5-21=8962, 5-6=12 Drag: 6-9=-187 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-15=-0, 15-20=-60(F=-60), 5-20=-0, 6-9=-12 Horz: 1-9=-12, 1-10=-16,1-14=-8993, 14-15=-8993, 15-16=-8993, 16-17=-8993,17-19=-8993,19-20=-8993, 20-21=-8993, 5-21=-8993, 5-6=12 Drag: 6-9=187 37) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=2, 15-20=-58(F=-60), 5-20=2,6-9=-12 Herz: 1-9=-12, 1-10=-16, 1-14=8968, 14-15=8968, 15-16=8968, 16-17=8968, 17-19=8968, 19-20=8968, 20-21=8968, 5-21=8968, 5-6=12 Drag: 6-9=-187 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-6, 15-20=-66(F=-60), 5-20=-6,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-14=-8987, 14-15=-8987, 15-16=-8987, 16-17=-8987,17-19=-8987,19-20=-8987, 20-21=-8987, 5-21=-8987, 5-6=12 Drag: 6-9=187 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-33, 15-20=-93(F--6% 5-20= 33,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-14=8978, 14-15=8978, 15-16=8978, 16-17=8978, 17-19=8978, 19-20=8978, 20-21=8978, 5-21=8978, 5-6=7 Drag: 6-9=-187 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-40, 15-20=100(F=60), 5-20=-40, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-14=-8977, 14-15=-8977, 15-16=-8977, 16-17=-8977,17-19=-8977, 19-20=-8977, 20-21=-8977,5-21=-8977, 5-6=7 Drag: 6-9=187 41) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-33, 15-20=-93(F=-60), 5-20=-33, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-14=8978, 14-15=8978, 15-16=8978, 16-17=8978, 17-19=8978, 19-20=8978, 20-21=8978, 5-21=8978, 5-fi=7 Drag: 6-9=-187 42) Dead + 0,6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1d=-40, 15-20=-100(F=-60), 5-20=40, 6-9=-20 Horz: 1 9= 7, 1-10=-16, 1-14=-8977, 14-15=-8977, 15-16=-8977, 16-17=8977, 17-19=8977, 19-20=-8977, 20-21=8977, 5-21=-8977, 5-6=7 Drag: 6-9=1 P7 43) Dead Drag LC#1 Left: Lumber Increase=1.33, Plate Increase= 133 Uniform Loads )plf) Vert: 1-1E=-32, 15-20=-92(F=-60), 520=-32, 6-9=-20 Horz: 1-14=8917, 14-15=8977, 15-16=8977, 16-17=8977, 17-19=8977, 19-20=8977, 20-21=8977, 5-21=8977 Drag: 3-9=-18-, 4 )) Lead -Drag LC# I Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - - Vert: 1-15=40, 15-20=-100(F=-60), 5-20=-40,6-9=-20 Horz: 1-14=-8977, 14-15=8977, 15-16=-8977, 16-17=8977, 17-19=8977, 19-20=-8977, 20-21=-8977, 5-21=-8977 Drag: 6�9=187 4F) 0 6 De3d-Drag L. Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (rIP Vert: 1-15=-18, 15-20=-54(F=-36), 5-20=18, 6-9=-12 Horz: 1-14=897', 14-15=8977, 15-16=8977, 16-17=8977, 17-19=8977, 19-20=8977, 20-21=8977, 5-21=8977 Drag: 6-9--187 46) 0.6 Dead -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-25, 15-20=-61(F=-36), 5-20- 25, 6-9=-12 Harz: 1-14=-8977,14-15=-8977, 15-16=-8977,16-17=-8977,17-19=-8977,19-20=-8977, 20-21=-8977, 5-21=-8977 Drag: 6-9=187 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 14=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 16=-250 PROF E S S, 0 50) 4thUniform Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) O N Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 A; � F 9�� 7ontinued on page 5 4�E x p 6 j 3023 No. C53821 OF rq�AF� Truss Truss Type Oty Ply lob 1 3LDG1 13139 iMonopitch LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 19=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36 , 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 21=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads elf) Vert: 1-15=-36 , 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 5=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 2=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads Of) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 3=250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 4=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 22=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 23=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (Ib) Vert: 24=-250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-20=96(F=-60), 5-20=-36, 6-9=20 Concentrated Loads (lb) Vert: 9=250 60) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 8=250 61) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert. 1-15=-36,15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 7=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=96(F=-60), 5-20=36, 6-9=-20 Concentrated Loads (lb) Vert: 6=-250 lob (Truss [Tmss Type 3LDG.1 aa10 Dly PT1 MonopitcM1 2 I 1 Sx6 = 10 '-ru Plate Offsets fgX)-_ [3:0 4 0 0-21A, LO 3-12,0_3-01 [9-O 0-2,0 5-OL[71_0-1-12,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 18.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 * Rep Stress Incr NO WB 0.76 BCDL 10.0 Code IBC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF N1.2 G ECT GFURD 2x- DP No.1 &Btr G WEBS 2x,: DF 3.ud/Std G *Except` W1: 2x6 OF N0.2 G R=AOTIGNS. (lb/size) 9=146810-5-8 (min. 0-1-9)16=1342/0-4-0 (min. 0-1-8) MaxAorz a-135(LC 9) Scale = 1.36 4x6 = DEFL. in Vert(LL) -0.24 (Joe) I/den L/d PLATES GRIP 7-8 >999 240 Vert(CT) -0.74 7-8 >359 180 MT20 220/195 Horz(CT) 0,15 6 n/a n/a Weight:114lb FT=20% BRACING- - - - -- -- TOP CHORD Sheathed or 2-0-7 oc pudins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midi 2-9, 4-6 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORP,FF. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-360/41, 1-14=-311/187, 14-15=-310/187, 2-15=-307/190, 2-16=-3444/0, 16-57=-34,7/0,3-17=-3430/0,3-18=-3083/0, 18-19=-3075/0, 19-20=-3075/0, 4-20=-3073/0, 5-6=-335/F7 BOT r.HORD 9-22=013101, 8-22=0/3101, 8-23=0/3847, 7-23=0/3847, 7-24=012592, 6-24=0/2592 W--BS 2-P=-3219M, 2-8=0/611, 3-8=-538/0, 3-7=-931/0, 4-7=0/870, 4-6=-2758/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=451111[; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 37,. 38 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-15--76, 15-20=-136(F=-60), 5-20=-76, 6-9=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-15=-66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 continued on page 2 F EHq r a N n,4r `r1n r� 1 Exp. 6�30�23 4 ,� No. C53821 \ CA, Job Truss ( Truss Type I Qty 3LDG1 6910 iMonmptch 3 LOAD CASE(S) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-15=21,15-20=-39(F=-60), 5-20=21,6-9=-12 Harz: 1-9=9, 1-10=43, 1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=21, 15-20=39(F=-60), 5-20=21, 6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-5=-33, 5-6=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-42, 15-20=-102(F=-60), 5-20==42,6-9=-20 Horz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=42,15-20=-102(F=-60), 5-20=-42,6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=8, 15-18=-52(F=-60), 18-20=-60(F=-60), 5-20=0,6-9=-12 Horz: 1-9=8, 1-10=24, 1-18=-20, 5-18=12, 5-6=9 9) Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=0, 15-17=-60(F=-60), 17-20=-52(F=-60), 5-20=8, 6-9=12 Horz: 1-9=-9, 1-10=-24, 1-17=-12, 5-17=20, 5-6=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 5=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-15=-36, 15-20=-96(F=-60),5-20=-36,6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead + 0.6MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=3, 15-20=-57(F=-60),5-20=3,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-15, 5-6=12 13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber I ncrease= 1 .60, Plate I ncrease= 1 .60 Uniform Loads (plf) Vert: 1-15=-2, 15-20=62(1`=-60), 5-20=-2, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=10, 5-6=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-15=-36,15-20=-96(F=-60),5-20=-36,6-9=-20 Horz: 1-9=-7, 1-10=16, 1-5--0, 5-6=7 15) Dead +0.6 MWFRS Wind (Neg. Internal)2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-15=-66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 Horz: 1-9=10, 1-10=18, 1-5=0, 5-6=3 18) Dead +0.75 Roof Live (bai.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-15=-66, 15-20=-126(F=-60),5-20=-66, 6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=10 19) Dead +0.75 Roof Live (bal.)+ D.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-20=-126(F=-60),5-20=-66, 6-9=-20 Horz: 1-9=-5, 1-11 1-5=0. 5-6=5 20) Dead +0.75 Roof Live (be[.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66,15-20=-126(F=-60),5-20=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-28, 15-20=-88(F=-60), 5-20=-28,6-9=-12 Horz: 1-9=-16, 1-10=33, 1-5=16, 5-6=-16 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 continued on page 3 Ibb 'Truss (Truss Type lLDGI Bala IMonapitch Qty Ply 2 1 LOAD CASE(S) Standard Uniform Loads (Jiff) Vert: 1-15=4, 15-20=-56(F=-60), 5-20=4, 6-9=42 Horz: 1-9=16, 1-10=33, 1-5=-16, 5-6=16 23) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (to) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=20 Concentrated Loads (lb) Vert: 14=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 16=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 19=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (Ib) Vert: 21=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert- 1-15=-36,.15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 5=250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (!S) Vert: 2=�50 SJ) 8th Moving L-ad: Lrmber Increase=1.60, Plate Increase=1.60 Uniform Loads (D ) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 3= 250 31) 9th Gloving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-15=30, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Lc3!s (IL) Vert: 4=-250 32110th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniforr.i Loads (plf) Vert: 1-1`= 36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Ccr.cai.trated Loads (Ibl Vert: 22=-257 33) 11th Moving Load: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-95(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 23=-250 34) 12th Moving Load: Lumber Increase=1.50, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 24=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:. 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 9=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.50 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 8=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 7=-250 -ontinued on page 4 ��ROFEHq SSIO�� � / W chi ill m *�Exp - 30123 No. 53821 ��F OF CA0���� Job Tvss ITvss Type vry I Ply t BB10 Monopltrh 2 3LDG 1 t Prr LOAD CASE(S) Standard 38) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36 , 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 6=-250 "' I I mss Type 3LDG 1 I Bar I Monopitch aty [Ply L ! 21 2-6-D 5-9-2 11212 - iD:8glz2nsEHw7AafB9zg3cmxyVll- 2-6-0 3-3-2 i6-8-6 5-5-10 5-5-10 8x8 11 6x6= 2-6-0 5-1-0 Plate Offsets (X,Y)- [1:0-0-12,0-4-Oj, (40-4-0,0-4-18, LO-3-0,0-3-01 f1.00-3-0,0-1 LOADING(psf)- -- SPACING- 2-0-0 CS]. — — - TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 18.0 Lumber DOL 1.25 BC 0,68 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 BCDL 10.0 Code IBC2018/iP12014 _ Matrix-S LUMBER- - - TOP CHORD 2x6 DF NO.2 G POT Cl IORD 2x» DF No 2 G WEBS 2x/ OF 3:ud/Std G'Except- W104: 2x6 DF No:2 G. W3: 2x4 DF No.2 G REACTIONS. (lb/size). 11-1168/0-5-8 (min. 0-1-15), 7=1087/0-4-0 (min. 0-1-8) Max X jrz 11=2500(LC 23) Max Uplifll+=-1303(LC 23) Ma:: GrLv1 ;=3640(LC 25), 7=1573(LC 26) 4x4 - DEFL. Vert(LL) in -0.14 floc)/dell 8-9 L/d PLATES GRIP GRIP --Vett(CT) - -0.30- 8=9- _999 >8E _ 24p -jig — MT20 5 — -- — - - Horz(CT) 0.09 7 n/a n/a 2671b FT = 20% BRACING - TOP CHORD Sheathed or 6-0-0 Oc pudins, except end verticals. 130T CHORD Rigid ceiling directly applied or 6-0-0 on bracing. FURCtb. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOI C; 1JZD 1-11=-3599/1282, 1-16=-3880/1436, 2-16=-3877/1440, 2-17=-5835/3390, 17-18=-5834/3391, 3-'8=L832/3397, 3-19--5923/751, 19-20=-5919/751,4-20=-5917/755, 4-21=-3930/133, 21-22=-3926/133, 5-22=-3926/134, 6-7=-348/49 801 L;HOP,D 11 21=-2o�0/2612, 10-24=-2530/2612, 10-25=-1464/6162,9-25=-1464/6162,9-26=-255/5233, 8-2F=-255,5233, 8-27=-196/3183, 7-27=-196/3183 WEBS 3-10=2291/111, 3-9=-371/1085, 4-9=-1349/801, 4- =- 5-7=-3379/205, 2-10=-2573/2094, 1-10=-1775/4898 1527/471, 5-8=-107/1199, NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0A 31"x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: AS CE 7-16; Vu'T actph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Ezp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left -and ri members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6� pa^d-h9hFexPosed;E-Cior 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Two RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I continued on page 2 ��9,OFESS)0�� � Exp. 6/30/23 # q Non C✓ 3�21 N j n� T � ��� GF Job Truss ITruss Type �Q_ty �Ply 3LOG1 B811 �Monopitch �� 2 Job Reference (optional_ Run. a 420 s Apr 16 2021 Pnnt 8.420 s Apr 16 2021 5Gd Industries, Inc Fri Nov 19 SgBOG2021 Pag ID:BgIz2nsEHw7Aaf69zg3cmxyYlDw-1 bgL69Gc5GdrdGaW NvfGWxJp7EM?46gBOGwXhJyHf NOTES- 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live leads. 15) Double installations of RT8A require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ile down and 2500 lb up and 2500 Ile left and 2500 Ile right at 2-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-17=-76, 3-17=-136(F=-60), 3-6=-76, 7-1 1=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-17=-66,3-17=-126(F=-60), 3-6=-66, 7-1 1=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plt) Vert: 1-1 7=21, 3-17=-39(F=-60), 3-6=21,7-11=-12 Horz: 1-11=9, 1-12=43, 1-6=-33, 6-7=17 5) Dead + 0.6 C-C Wind (Pas. internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=21, 3-17=-39(F=-60), 3-6=21,7-11=-12 Horz: 1-11=-17, 1-12=-27, 1-6=-33, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=42, 3-17=-102(F=-60), 3-6=42, 7-11=-20 Horz: 1-11=11, 1-12=18, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=42, 3-17=-102(F=-60), 3-6=42, 7-11=-20 Horz: 1-11=15, 1-12=-27, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=8, 3-17=52(F=-60), 3-21=8, 6-21=0, 7-11=A2 Horz: 1-11=8, 1-12=24, 1-21=-20, 6-21=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=0, 3-17=-60(F=-60), 3-20=0, 6-20=8, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 11-20=-12, 6-20=-20, 6-7=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (all Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Horz: 1-11=13, 1-12=24,1-6=0, 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1-60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Horz: 1-11 -4, 1-12=-24, 1-6=0, 6-7=-13 12) Dead +0.6 MWFRS Wind (Pas. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=3,3-17=-57(F=-60), 3-6=3,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7-12 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-2, 3-17=-62(1`=60), 3-6=-2, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60),3-6=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-1 7=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 17) Dead + 0,75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-66,3-17=-126(F=-60), 3-6=-66, 7-11=-20 Horz: 1-11-10, 1-12=18, 1-6=0, 6-7=3 18) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. let) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-66,3-17=-126(F=-60), 3-6=-66, 7-1 1=-20 Horz: 1-11=3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 :�ontinued on page 3 ESS/C� Erp. 6,'30/3z �3_ C53S2I n �/ Job Truss ITruss Type 'pty 'ply SLOG 1 Bell - Monopitch 2 2 LOAD CA S)Standard Except - - --- - -- -- Uniform Loads (pit) Vert:. 1-17=-66, 3-17=-126(F=-60), 3-6=-66, 7-11=20 - Horz: 1-11=-5, 1-12=12, 1-6=0, 6-7=5 20) Dead 10.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-66,3-17=-126(F=-60), 3-6=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-17=-28, 3-17=-88(F=-60), 3-6=-28, 7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-17=4, 3-17=-56(F=-60), 3-6=4, 7-11 =-1 2 Horz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert :1-17=-76(F),3-17=-136(F), 3-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-17=-76(F), 3-17=136(F), 3-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25�FQM DOWN/LEFT;__Lumber Inncmwe="L15 P_Pll_ _r Inctea_ az-�LI-5_-Uniform Loads (plf)- --Vert:-1-17=76(F)-347=-Qe(q,as _ Concentrated Loads (lb)-- Vert:2=-2500(F) - _ Hor;r 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 -- Uniform Loads (plf) Vert: 1-17=-76(F), 3-17=-136(F), 3-6=-76(F), 7-11=-20(F) Concentrated loads (b) Vert: 2= <5JJ(F) Horz: 2=2500(F) 2 r) 1 st Moving Load. Lurnoer Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-17--36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads ;",t) Vert: 1--256 2L) 2nd Moving Load: Lumber Increase=t60, Plate-Increase=1.60 - - Uniform Loads (pit) Vert: 1 -1 '--36, 3-17=-96(F=-60), 3-6=-36, 7-11 =-20 : rc3ntrated Loads (lb) Vert: 16=-250 29,` 3r7 Moving Loao: Lumher Increase=1.60, Plate Increase=1.60 Uniform Loads (p'f Vert: 1-17=-36 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Conrentrated-Lads (Ib) - Vert:18=-260 30) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=36, 7-11=-20 Concentrated Loads (lb) Vert: 19=-250 31) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36,3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 22=-250 32) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) 33) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads plf) - -- - "- -- Vert: 1-17=-36,3-17=-96(F=-60), 3-6=-36, 7-1 1=-20 Concentrated Loads (lb) Vert. 6-250 34) 8th Moving Load: Lumber Increase 1.60, Plate Increase=1.60 Uniform Loads (plf) - VeM 1-17-=-36, 3-17=-96(F : 60), 3-6=-36 7-1 1=-2(1_- Jontinued on page 4 OFESS/C Exp 8�3C�23 # Eio. C33821 lob (Truss (Truss Type 3LGG 1 BB11 Monopitch LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-250 35) 91h Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 3=-250 36) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 4=-250 37) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 5=-250 38) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 24=-250 39) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 25=-250 40) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=36, 3-17=-96(F=-60), 3-6=-36, 7-11=20 Concentrated Loads (lb) Vert: 26=-250 41) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 7=-36, 3-17=-96(F=-60), 3-6=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 27=-250 42) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 11=-250 43) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 7=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 10=-250 44) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 9=-250 45) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36,3-17=-96(F=-60), 3-6=-36,7-11=-20 Concentrated Loads (Ib) Vert: 8=-250 46) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-36, 3-17=-96(F=-60), 3-6=-36, 7-11=-20 Concentrated Loads (lb) Vert: 7=-250 lob (Truss (Truss Type SLOG 1 B812 Monopltch Qty Ply 12-1-2 5-10-13 4x6 - Scale.= P_35 ur a 3x6 - 7-5-3 14-6-13 17-10-8 17- 1-15 22-0-0 7-5-3 7-1-11 3-3-11 0-1-7 4-0-0-- Plate Offsets (X,Y)-- [1:0 3-1,Edgej, [3 0-0 0 Edge] [4 0-4-0,0-0-0], [7 0 2-12,Edge1 _ _----- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d. PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.82 Vert(LL) -0.24 6-7 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.68 7-8 >381 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 HOrz(CT) 0.14 6 We n/a BCDL 10.0 Code IBC2018/TP12014 Matnx-S Weight: 110 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF N0.2 G *Except* TOP CHORD Sheathed or 2-8-6 oc pur ins, except end verticals. Ti: 2xa DF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 CF IJo.2 G *Except* WEBS 1 Row at midpt 2-9 B7: 2x4 OF No.1 &Str G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud/Std G *Except* be installed during truss erection, in accordance with Stabilizer W1: 2x6 OF No.2 G Installation guide. RDACTIONS. (lb/size) 971440/0-5-8 (min. 0-1-9), 6=1326/Mechanical Ma:. Hot, 9=135(LC 29) FORCES. (lb) - Max. Comp./Max.. Ten. - All forces 250 fib) or less except when shown. TCF CFiUkD 1-9=,374/1: 1-12=-617/448, 2-12=-920/860, 2-13=-3369/0, 3-13=-3360/0, 3-14=-2982/0, 14-15=-297.3/0, 4-15=-2973/0, 4-16=-479/440, 5-6=299/33 BOT CHORD 9-17=0/3212, 8-17=0/3200, 8-18=0/3656, 7-18=0/3656, 7-19=0/1858, 6-19=-117/1858 WEBS 2-9=-3356i0,2-8=-178/596, 3-8=-863/542, 3-7=-1065/115, 4-7=0/1519, 4-6=-2161/131 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 11 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31. 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57,. 58, 59, 60, 61, 62 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-0-0 for 113.6 plf. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard OFESS/ �� QR ri n 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-76, 12-15=136(F=-60), 5-15=-76, 6-9=20 -j- v � �I lontlnued on page 2_xp- 6j 30�23 it` Nc- C53821 lob (Truss (Truss Type Cry 3LDG 1 iBB12 Monopiich 3 LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert :1-12=-66,12-15=-126(F=-60), 5-15=-66,6-9=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=36, 12-15=-96(F=-60), 5-15=-36, 6-9=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=21, 12-15=-39(F=-60), 5-15=21,6-9=-12 Horz: 1-9=10, 1-10=44, 1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=21, 12-15=-39(F=-60), 5-15=21,6-9=-12 Horz: 1-9=-17, 1-10=-27. 1-5=33, 5-6=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=-42, 12-15=-102(F=-60), 5-15=-42,6-9=-20 Horz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-42, 12-15=-102(F=-60), 5-15=42, 6-9=-20 Horz: 1-9=15, 1-10=27, 1-5=6. 5-6=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=8, 12-14=-52(F=-60), 14-15=-13 -60), 5-15=0, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-14=-20, 5-14=-12, 5-6=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=0, 12-13=-60(F=-60), 13-15=-52(F=-60), 5-15=8, 6-9=-12 Horz: 1-9=9, 1-10=-24, 1-13=-12, 5-13=-20, 5-6=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Horz: 1-9=13,1-10=24, 1-5=0, 5-6=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=3, 12-15=-57(F=-60), 5-15=3,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-15, 5-J 13) Dead+ 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=-2, 12-15=-62(F=-60), 5-15=-2, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-10, 5-6=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pff) Vert: 1-12=-36, 12-15=-96(F=-60),5-15=-36,6-9=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66,12-15=-126(F=-60), 5-15=-66, 6-9=-20 Horz: 1-9=10, 1-10-18, 1-5=0, 5-6=3 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (off) Vert: 1-12=-66, 12-15=126(F=-60), 5-15=-66, 6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-12=-66,12-15=-126(F=-60), 5-15=-66,E-9=-20 Horz: 1-9=-5, 1-10=12, 1-5=0, 5-6=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-15=-126(F=-60), 5-15=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-28, 12-15=-88(F=-60), 5-15=-28, 6-9=-12 Horz: 1-9=-16, 1-10-33, 1-5=16.5-6=-16 -ontinued on page 3 ` - - 4 fob (Truss ITruss Type Oty Ply 3LDG 1 BB12 Monopitch 3 1 LOAD CASE(S) Standard 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=4, 12-15=-56(F=-60), 5-15=4,6-9=-12 Horz: 1-9=16, 1-10=33, 1-5=16, 5-6=16 23) Dead + 0.6 C-C Wind (Pas. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=23, 12-15=-37(F=-60), 5-15=23, 6-9=-12 Harz: 1-9=-17, 1-10=-27, 1-4=5422, 4-16=5422, 5-16=5422, 5-6=10 Drag: 6-9=-114 24) Dead + 0.6 C-C Wind (Pas. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=19, 12-15=-41(F=-60), 5-15=19, 6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-4=-5488, 4-16=-5488, 5-16=-5488, 5-6=-10 Drag: 6-9=114 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-40, 12-15=-100(F=-60), 5-15=40, 6-9=-20 Harz : 1-9=15, 1-10=-27, 1-4=5461, 4-16=5467, 5-16=5467, 5-6=11 Drag: 6-9=-114 26) Dead +0.6 C-C Wind (Neg. Internal) Case 2+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-44,12-15=-104(F=-60), 5-15=-44, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-4=5449, 4-16=-5449, 5-16=-5449, 5-6=11 Drag: 6-9=114 27) Dead +0.6 MWFRS Wind (Pas. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=11, 12-14=-49(F=-60),14-15=-57(F=-60), 515=3,6-9=-12 Harz: 1-9=8, 1-10=24, 1-14=5435, 4-14=5443, 4-16=5443, 5-16=5443, 5-6=9 Drag: 6-9=-114 28) Dead + 0.6 MWFRS Wind (Pas. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=6, 12-14=-54(F=-60), 14-15=62(F=-60), 5-15= 2, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-14=-5475, 4-14=-5467, 4-16=-5467, 5-16=-5467, 5-6=9 Drag: 6-9=114 29) Dead + 0.6 MWFRS Wind (Pas. Internal) Right+ Drag LC#i Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (left) Vert: 1- i2=3, 12-13=-57(F=-60), 13-15=49(F=-60), 5-15=11, 6-9=-12 Harz : 1-9 -3, 1-10=24, 1-13=5443, 4-13=5435, 4-16=5435, 5-16=5435, 5-6=-8 Drag: 6-9=114 3u) Dead + 0.6 Ml'1F17.S Wind (Pas. Internal) Right+ Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12 =-2, 12-13=62(F=-60), 13-15=-54(F=-60), 5-15=6, 6-9=-12 Harz: 1-9=-9, 1 10=-24, 1-13=-5467,4-13=-5475,4-16=-5475, 5-16=-5475, 5-6=-8 Drag: 6 9=1 14 31) Daad , 0.6 MWFRS Wind (Neg. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Unirorm Loads (plf) Vert: 1-19=-34, 12-15=-94(F=-60), 5-15=-34,6-9=-20 Horz: 1-9=13, 1-10=24, 1-4=5455, 4-16=5455, 5-16=5455, 5-6=4 Drag: 6-9=-114 32, Uead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads PIF). Vert: 1-12=-39. 12-15=-99(F=-60), 5-15=-39,6-9=-20 Horz: 1-9=13 1-10=24, 14=-5455, 4-16=-5455, 5-16=-5455, 5-6=4 Drag: 6-9. 114 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=-34,12-15=-94(F=-60), 5-15=-34, 6-9=-20 Horz: 1-9=4, 1-10=-24, 1-4=5455, 4-16=5455, 5-16=5455, 5-6=-13 Drag: 6-9=-114 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-39, 12-15=-99(F=-60), 5-15=-39, 6-9=-20 Harz : 1-9=4, 1-10=24, 1-4=-5455, 4-16=-5455, 5-16=-5455, 5-6=-13 Drag: 6-9=114 35) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel + Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=6, 12-15=-54(F=-60), 5-15=6,6-9=-12 Horz: 1-9=-12, 1-10=-16, 14=5440, 4-16=5440, 5-16=5440, 5-6=12 Drag: 6-9=-114 36) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=1, 12-1 5=-59(F=-60), 5-15=1, 6-9=-12 Herz: 1-9=-12, 1-10=-i 6, 14=-5470, 4-16=-5470, 5-16=-5470, 5-6=12 Drag: 6-9=114 37) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 continued on page 4 loROFE55/�� Z G I\ Exp. 6/30/23 , i No. L'53821 lob (Truss (Truss Type 3L0G1 BB12 Monopitch LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-12=0, 12-15=-60(F=-60), 5-15=0, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-4=5445, 4-16=5445, 5-16=5445, 5-6=12 Drag: 6-9=-114 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-5, 12-15=-65(F=-60), 5-15=-5, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-4=-5465, 4-16=-5465, 5-16=-5465, 5-6=12 Drag: 6-9=114 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=-34, 12-15=-94(F=-60), 5-15=-34, 6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-4=5455, 4-16=5455, 5-16=5455, 5-6=7 Drag: 6-9=-114 40) Dead + 0.6 MWFRS Wind (Neg. Internal) fat Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-39, 12-15=-99(F=-60), 5-15=-39, 6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-4=-5455, 4-16=-5455, 5-16=-5455, 5-6=7 Drag: 6-9=114 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=-34, 12-15=-94(F=-60), 5-15=-34, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-4=5455, 4-16=5455, 5-16=5455, 5-6=7 Drag: 6-9=-114 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-39,12-15=-99(F=-60), 5-15=-39,6-9=-20 Horz: 1-9=-7, 1-10=-16,1-4=-5455, 4-16=-5455, 5-16=-5455, 5-6=7 Drag: 6-9=114 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-1 2=-34, 12-15=-94(F=-60), 5-15=-34,6-9=-20 Horz: 1-4=5455, 4-16=5455, 5-16=5455 Drag: 6-9=-114 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pl1) Vert: 1-1 2=-38, 12-15=-9B(F=-60), 5-15=-38,6-9=-20 Horz: 1-4=-5455, 4-16=-5455, 5-16=-5455 Drag: 6-9=114 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-19, 12-15=-55(F=-36), 5-15=-19, 6-9=-12 Horz: 1-4=5455, 4-16=5455, 5-16=5455 Drag: 6-9=-114 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-24, 12-15=-60(F=-36), 5-15=-24, 6-9=-12 Horz: 1-4=-5455, 4-16=-5455, 5-16=-5455 Drag: 6-9=114 47) let Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (of) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 12=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=36, 6-9=-20 Concentrated Loads (Ib) Vert: 13=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 15=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-12=-36,12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 16=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 -ontinued on page 5 Sc/�\NAB N Ex(]. 61,'3C//23 it No S3871 / \\�/ OF CALIF Job ITmss Truss Type 3LDG 1 B812 Monnoitch LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (Ib) Vert: 2=-250 54) Sth Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 3=250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 4=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 17=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 18=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pH) Vert: 1-12=-36, 12-15=96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 19=-250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12= 36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 9=-250 60) 14th Moving Lc3d: umber Increase=1.60, Plate Increase=1.60 UnYocn Loads (plf) Vert: 1 12--36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) - Vert: 8=-2110 61) 15t:1 .`loving Load: Lrr-ber Increase=1.60, Plate Increase=1.60 Unifarn Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads ('jr, Vert: 7=-250 62) 16rh Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 52-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 6=-250 �QR0 SS/ >\\ u Y��Iz Exp. 6/30/223 # No. C3381� �T C I V OF lob Truss Truss Type ILbG 1 6813 Monopuch 22-U-U 9-10-13 4x6 = 7-5-3 7-1-11 3-3-11 Plate Offsets (X,Vl-- [1 0 3 1- Edge], L3 0-4-o,Edgel, [4:041-0,0-0-01, [/.0-2-12,Edgei— LOADING(psf) SPACING. 2- I CSI. DEFL. in (Ioc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.24 6-7 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.93 Ved(CT) -0.68 7-8 >381 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(CT) 0.14 6 n/a n/a BCDL 10.0 Code IBC2018rTP12014 I Matnx-S LUMBER - TOP CHORD 2x4 DF No.2 G *Except* T1: 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.2 G *Except* B1: 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G REACTIONS. (lb/size) 9=1440/0-5-8 (min. 0-1-9), 6=1326/Mechanical Max Ho¢ 9=135(LC 9) Scale = 1:35 PLATES GRIP MT20 220/195 Weight: 110 lb FT=20% BRACING - TOP CHORD Sheathed or 2-8-6 oc pur ins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,. WEBS 1 Row at midpt 2-9 MiTek recommends that Stabilizers and required cross brecing be installed during truss erection, in accordance with Stabilil Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-374/40,1-12=-314/186,2-12=-310/191,2-13=-3369/0, 3-13=-3360/0,3-14=-2982/0, 14-15=-2973/0, 4-15=2973/0, 5-6=-299/33 BOT CHORD 9-17=0/3200, 8-17=0/3200, 8-18=0/3656,7-18=0/3656, 7-19=0/1858, 6-19=0/1858 WEBS 2-9=-3280/0,2-8=0/441,3-8=-439/52, 3-7=-934/0,4-7=0/1366,4-6=-216110 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24H; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and anyother members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI1TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 3T 38 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ------ Uniform Loads (plf) Vert: 1-12=-76, 12-15=-136(F=-60), 5-15=-76, 6-9=-20 - 2) Dead + Loa Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Loa Uniform Loads Vert: 1-12=-66, 12-15=-126(F=-60), 5-15 66 6-9=-20 Jontinued on page 2 - - - Job Truss 'Truss Type - IOty 3LeG 1 13613 Acropitch I LOAD CASE(S) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-00 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=21, 12-15=-39(F=-60), 5-15=21,6-9=-12 Horz: 1-9=10, 1-10=44, 1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-12=21, 12-15=-39(F=-60),5-15=21, 6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-5=-33, 5-6=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-42, 12-15=-102(1`=60), 5-15=42, 6-9=-20 Horz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-12=-42,12-15=-102(F=-60),5-15=-42, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=8, 12-14=-52(F=-60), 14-15=-60(F=60), 5-15=0, 6-9=-12 Harz: 1-9=8, 1-1 0=24,1-14=-20, 5-14=-12, 5-6=9 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=0, 12-13=-60(F=-60), 13-15=-52(F=-60), 5-15=8,6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-13=-12, 5-13=-20, 5-6=8 10) Dead + 0.6 MWFRS Wind (Neg. internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36,12-15=-96(F=-60), 5-15=-36,6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F= 60), 5-15=-36,6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead +0.6 MWFRS Wind (Pos. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase= 1 .60 Uniform Loads (lou) Vert: 1-12 12-15=-57(F=-60), 5-15=3, 6-9=-12 Horz: 1-9=-17 1-10=-16, 1-5=-15, 5-6=12 1 J) Dead - 0.6 MV.'FF`S W(nd (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12r-2, 12-15=62(F=-60), 5-15=-2, 6-9=-12 Horz: 1-9=12- +-10=-16, 1-5=10, 5-6=12 14) Dead +0.6 MWFRS Wi,,d (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate I ncrease= 1.60 Uwforn, Loads (pif) Vert: 1-12 -36, ,2-15=-96(F=-60), 5-15=-36,6-9=-20 Horz: 1-9=-7, 1-'0=-16, 1-5=0, 5-6=7 151 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12= 36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Herz: 1-9=�, 1 '0=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Jniform Loads (rif) Vert: 1-12--36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66,12-15=-126(F=-60), 5-15=-66, 6-9=-20 Horz: 1-9=10, 1-10=18, 1-5=0, 5-6=3 18) Dead + 0.75 Roof Live (bal..) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=-66,12-15=-126(F=-60), 5-15=-66,6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 2=-66, 12-15=-126(F=-60), 5-15=-66, 6-9=-20 Harz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-15=-126(F=-60), 5-15=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-28,12-15=-88(F=-60),5-15=-28, 6-9=-12 Horz: 1-9=-16, 1-10=33, 1-5=16, 5-6=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 3ontinued on page 3 gROFESSIO� /��O��rr -� F -VI- I-, � Exp 6/30/23 # No C53S21 �* ��F Of lob Tmss Truss Type 3LeG 1 BB13 Monopitch Qty Ply 13 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-12=4, 12-15=-56(F=-60), 5-15=4,6-9=-12 Hoa: 1-9=16, 1-10=33, 1-5=-16, 5-6=16 23) tat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 1=250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36,12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 12=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 13=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (A Vert: 1-12=-36, 12A5=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 15=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=35, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 16=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 5=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 2=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 2=-250 30) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-1 5=-36, 6-9=-20 Concentrated Loads (lb) Vert: 3=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 4=-250 32) 10th Moving Load: Lumber Increase=1-60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 17=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 18=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 19=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36,6-9=-20 Concentrated Loads (lb) Vert: 9=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads elf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 8=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=-60), 5-15=-36, 6-9=-20 Concentrated Loads (lb) Vert: 7=-250 continued on page 4 lob SLOG 1 Truss Type Qty Ply Monopitcb 3 LOAD CASE(S) Standard 38) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-15=-96(F=60), 5-15=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 6=-250 EsS1��\ c Exo. 6/3023 �No. C53821 q. CIVIC ��P lob Truss 'Truss Type 1Dty Ply 3LDG1 BB14 Monopitch 2 2 12 _ 2-6-0 6-2-5 12-1-2 ~ 2-6-0 3-8-5 5-t0-13 1 6x6 = 3x6 11 5x10 = '"' 22-0-0 9-10-13 Scale = 1.35 2.4 11 firrs�� II' W11 7 3x6 Plate Offsets (X,Y)_ L4:04-0,0-4-81, C5 0 4 0,0-0_11, [8:0-2-f12,03_-01[10_0.3-0,0 1 8]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Val-0.12 8-9 >999 240 M720 220/195 TCOL 18.0 Lumber DOL 1.25 BC 0.75 Vart(OT) -0.33 8-9 >790 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(CT) 0.10 7 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 259 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Sheathed or 6-0-0 cc pudins, except end vemcais. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc braci,ig. WEBS 2x4 DF Stud/Std G `Except` W1,W3: 2x6 DF No.2 G, W2: 2x4 OF No.2 G REACTIONS. (lb/size) 11=1440/0-5-8 (min.0-2-1),7=1326/Mechanical Max Horz 11=-2500(LC 47) Max Uplift11=-1031(LC 47), 7=-176(LC 30) Max Gray 11=3911(LC 49), 7=1822(LC 50) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-3834/1011, 1-14=-4195/1134, 2-14=4192/1137, 2-15=-6136/3073, 15-16=-6135/3074, 3-16=-6133/3081, 3-17=-6780/0,4-17=-6771/142, 4-18=4641/189, 18-19=-4634/28, 5-19=-4633/0,5-20=-1022/977, 6-20=-487/463, 6-7=-309/35 BOT CHORD 11-21=-2522/2619, 10-21=-2522/2619, 10-22=-402/6932, 9-22=-402/6932, 9-23=0/5927, 8-23=0/5927, 8-24=012709, 7-24=-560/2709 - - WEBS 3-10=-3076/566, 3-9=-545/971, 4-9=-1684/1260, 4-8=-1739/561, 5-8=-494/2330, 5-7=-3124/648, 2-1 0=-2587/2109, 1-10=-1386/5308 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 cc, 2x4 -1 row at 0-9-0 on. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit —� between the bottom chord and any other members. �0� r S S 10) A plate rating reduction of 20 % has been applied for the green lumber members. Z' I 11) Refer to girders) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 7=176 13) Two RT7 LISP connectors recommended to connect truss tobearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only i and does not consider lateral forces. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. -ontinued on page 2 X lob (Truss Truss Type SLOG 1 BB14 Monopitrh 2 NOTES- __,_. _..._.._._......,... 15) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 , 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70 has/have been modified. Building designer must review loads to verify that they are. correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) This truss has been designed for a total drag load of 5600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-0-0 for 254.6 of. 18) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 to right at 2-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15=-76, 15-19=-136(F=-60), 6-19=-76, 7-11=20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pH) Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=-66, 7-11=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert :1-15=-36,15-19=-96(F=-60), 6-19=-36,7-11=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=21, 15-19=-39(F=60), 6-19=21, 7-11=-12 Horz: 1-11=10, 1-12=44, 1-6=-33, 6-7=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=21, 15-19=-39(F=-60), 6-19=21, 7-11=-12 Horz: 1-11=-17, 1-12=-27, 1-6=-33, 6-7=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-42, 15-19=-102(F=-60), 6-19=42, 7-11=-20 Horz: 1-11=-11, 1-12=18, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=42, 15-19=-102(F=-60), 6-19=-42,7-11=-20 Horz: 1-11=15, 1-12=-27, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Aind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-15=8, 15-18=-52(F=-60), 18-19=-6O(F=-60), 6-19=0,7-11=-12 Horz: 1-11=8, 1-'2=24, 1-18=20, 6-18=-12, 6-7=9 9) Dead + 0.6 MWFRS Wed (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 U.ufono Loads (plf) Vert: 1-15=0, 15-17=-6O(F=-60), 17-19=-52(F=-80), 6-19=8, 7-1 1=-12 Horz: 1-11=-9 1= 2=-24, 1-17=-12, 6-17=-20, 6-7=-8 101 Dead +0.6 MWFi2d Wind (Neg. Internal) Left: Lumber I ncrease= 1.60, Plate Increase= 1. 60 Uniform Loads (p') Vert: 1-.5=-36, 5-19=-96(F=-60), 6-19=-36, 7-11=-20 Horz: 1-11=13, 1-12=24, 1-ti 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 lin.iunn Loads (pl') '/art:1-1S=3e,15-19=-96(F=-60), 6-19=-36,7-11=-20 Horz: 1-11=41, 1-12=-24, 1-6=0, 6-7=-13 12) Oead + C.6 MWFRS Winn (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 U.,uorm Loads (plf; Vert: 1-15=3, 15-19=-57(F=-60),6-19=3,7-11=-12 Horz: 1-11=-12, l-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-2, 15-19=-62(F=-60), 6-19=-2, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60),6-19=-36,7-11=-20 Horz: 1-1 1=-7,1-12=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-19=-96(F=-60),6-19=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 PIL metal=0.90 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=36, 7-11=-20 17) Dead +0,75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 5=-66, 15-19=-126(F=-60), 6-19=-66, 7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 continued on page 3 �QRrjFESS/0N I Exp. 6/ 30/23 K� No. C53821 �� lob Truss imss I 3LGG 1 IBB14 jMonopitch LOAD CASE(5) Standard Except: Uniform Loads (pig Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=-66,7-11=-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIf) Vert: 1-15=-66,45-19=-126(F=-60), 6-19=-66, 7-1 1=-20 Horz: 1-11=-5, 1-12=-12, 1-6=.0, 6-7=5 20) Dead + 075 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1 -1 5=-66 , 15-19=-126(F=-60), 6-19=-66, 7-1 1=-20 Horz: 1-1 1=-5,1-12=-12, 1-6=0, 6-7=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-28, 15-19=-88(F=-60), 6-19=-28, 7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=4,15-19=-56(F=-60),6-19=4, 7-11=-12 Horz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) Dead + 0.6 C-C Wind (Pas. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-15=26,15-19=-34(F=-60),6-19=26, 7-11=-12 Horz: 1-11=-17, 1-12=-27, 1-14=12186, 2-14=12186, 2-15=12186, 15-16=12186, 16-17=12186, 4-17=12186, 4-19=12186, 5-19=12186, 5-6=12186, 6-7=-10 Drag: 7-11=•255 24) Dead + 0.6 C-C Wind (Pas. Intemal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-15=16, 15-19=-44(F=-60), 6-19=16,7-11=-12 Horz: 1-11=17, 1-12=-27, 1-14=-12252, 2-14=-12252, 2-15=-12252, 15-16=-12252, 16-17=-12252, 4-17=-12252, 4-19=-12252, 5-19=-12252, 5-6=-12252, 6-7=-10 Drag: 7-11=255 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-37,15-19=-97(F=-60), 6-19--37,7-11=-20 Horz: 1-11=15, 1-12=-27, 1-14=12225, 2-14=12225, 2-15=12225, 15-16=12225, 16-17=12225, 4-17=12225, 4-19=12225, 5-19=12225, 5-6=12225, 6-7=11 Drag: 7-11=-255 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-47, 15-19=-107(F=-60),6-19=-47,7-11=-20 Horz: 1-11=15, 1-12=-27, 1-14=-12213, 2-14=-12213, 2-15=-12213, 15-16=-12213, 16-17=-12213, 4-17=-12213, 4-19=-12213, 5-19=-12213, 5 F= 12213, 6-7=11 Drag: 7-11=255 - -. 27) Dead + 0.6 MWFRS Wind (Pas. Intemal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-15=13,15-18=-47(F=-60),18-19=-55(F=-60), 6-19=5,7-11=-12 Horz: 1-11=8,1-12=24, 1-14=12199, 2-14=12199,2-15=12199,15-16=12199, 16-17=12199, 4-17=12199, 4-18=12199, 5-18=12207, 5-6=12207, 6-7=9 Drag: 7-11=-255 - - 28) Dead + 0.6 MWFRS Wind (Pas. Internal) Left+ Dreg LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=3,15-18=-57(F=-60),18-19=-65(F=-60), 6-19=-5,7-11=-12 Horz: 1-11=8, 1-12=24, 1-14=-12239, 2-14=-12239, 2-15=-12239, 15-16=-12239, 16-17=-12239, 4-17=-12239, 4-18=-12239, 5-18=-12231, 5-6=-12231, 6-r=9 Drag: 7-11=255 - - 29) Dead + 0.6 MWFRS Wind (Pas. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1 5=5, 15-17=-55(F=-60), 17-19==17(F=-60), 6-19-13,7-11=-12 - 1 1-11=-9,1-12=-24,1-14=12207,2-14=12207,2-15=12207,15-16=12207,16-17=12207, 4-17=12199, 4-19=12199, 5-19=12199, 5-6=12199, 6-7=-8 Drag: 7-11=-255 30) Dead + 0.6 MWFRS Wind (Pas. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-5,15-17=-65(F=-60),17-19=-57(F=-60), 6-19-3, 7-11=-12 Horz: 1-11=-9,1-12=-24, 1-14=-12231, 2-14=-12231, 2-15=-12231, 15-16=-12231,16-17=-12231, 4-17=-12239, 4-19=-12239, 5-19=-12239, 5-6=-12239, 6-7=-8 Drag: 7-11=255 31) Dead +0.6 MWFRS Wind (Neg. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pi Vert: 1 -1 5=-31, 15-19=-91 (F=-60), 6-1 9=-31, 7-11 =-20 Horz: 1-11=13,1-12=24,1-14=12220,2-14=12220,2-15-12220,15-16=12220,16-17=12220, 4-17=12220, 4-19=12220, 5-19=12220, 5-6=12220, 6-7=4 Drag: 7-11=-255 32) Dead +0.6 MWFRS Wind (Neg. Intemall Left+ Drag LC#1 Right: Lumber I ncrease= 1 .33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1 5=-42, 15-19=-102(F=-60), 6-19=-42, 7-11=-20 Horz: 1-11=13, 1-12=24, 1-14=-12219, 2-14=-12219, 2-15=-12219, 15-16=-12219, 16-17=-12219, 4-17=-12219, 4-19=-12219, 5-19=-12219, 5-6=-12219, 6-7=4 --- _ Drag: 7-11=255 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33. Plate Increase=1.33 continued on page 4 lob Truss I Truss. Type - Qty Ply SLOG 1 B814 Monopitch 2 21 LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-15=-31, 15-19=-91(F=-60), 6-19=-31, 7-11 =-20 Horz: 1-11=-4, 1-12=-24, 1-14=12220, 2-14=12220, 2-15=12220, 15-16=12220, 16-17=12220, 4-17=12220, 4-19=12220, 5-19=12220, 5-6=12220, 6-7=-13 Drag: 7-11=-255 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#i Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads. (pit) Vert: 1-15=42, 15-19=-102(F=-60), 6-19=-42, 7-11=-20 Horz: 1-11=4, 1-12=-24, 1-14=-12219, 2-14=-12219, 2-15=-12219, 15-16=-12219, 16-17=-12219,4-17=-12219,4-19=-12219,5-19=-12219, 5-6=-12219, 6-7=-13 Drag: 7-11=255 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plt) Vert: 1-15=9, 15-19=-51(F=-60), 6-19=9, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-14=12204, 2-14=12204, 2-15=12204, 15-16=12204, 16-17=12204, 4-17=12204, 4-19=12204, 5-19=12204, 5-6=12204, 6-7=12 Drag: 7-11=-255 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-2, 15-19=-62(F=-60), 6-19=-2, 7-1 1=-12 Horz: 1-11=-12, 1-12=-16, 1-14=-12235, 2-14=12235, 2-15=-12235, 15-16=-12235, 16-17=-12235, 4-17=-12235, 4-19=-12235, 5-19=-12235, 5-6=-12235, 6-7=12 Drag: 7-11=255 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=3, 15-19=-57(F=-60), 6-19=3,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-14=12209, 2-14=12209, 2-15=12209, 15-16=12209, 16-17=12209, 4-17=12209, 4-19=12209, 5-19=12209, 5-6=12209, 6-7=12 Drag: 7-11=-255 38) Dead + 0.6 MWFRS Wind (Pos: Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-8, 15-19=-68(F=-60), 6-19=-8, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-14=-12229, 2-14=-12229, 2-15=42229, 15-16=12229,16-17=-12229, 4-17=-12229, 4-19=-12229, 5-19=-12229, 5-6=-12229, 6-7=12 Drag: 7-11=255 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-31, 15-19=91(F=-60), 6-19=-31, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-14=12220, 2-14=12220, 2-15=12220, 15-16=12220, 16-17=12220, 4-17=12220, 4-19=12220, 5-19=12220, 5-6=12220, 6-7=7 Drag: 7-11=-255 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1j'-42, 15-19=-102(F=-60), 6-19=42, 7-11=-20 Horz: 1-11- 7, 1-12=-16, 1-14=12219, 2-14=-12219, 2-15=-12219, 15-16=-12219, 16-17=-12219, 4-17=-12219, 4-19=-12219, 5-19=-12219, 5-6=-12219, 6-7=7 Drag: 7-11=255 41 1 Dead + 0.6 MWFRS Wi;.d (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads tp,f) Vert: 1-15= 31, 15-19=-91(F=-60), 6-19=-31, 7-11=-20 Horz: 1-11=-7,.1-12=-16, 1-14=12220, 2-14=12220, 2-15=12220, 15-16=12220, 16-17=12220, 4-17=12220, 4-19=12220, 5-19=12220, 5-6=12220, 6-7=7 Drag: 7-11=-^55 42) Dead + 3.6 MWFRS Wind (Neg. Intemal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Unifurm Loads (pl`) Vert: 1-15=-42, 15-19=-102(F=-60), 6-19=-42, 7-11=20 Horz: 1-11=-7, 1-12=-16, 1-14=-12219,2-14=-12219,2-15=-12219,15-16=-12219, 16-17=-12219,4-17=-12219,4-19=-12219,5-19=-12219, 5-6=-12219, 6-7=7 Drag: 7-11=255 43) Jean-Urag LC#1 Left: La,nber Increase=1.33, Plate Increase=1.33 'Jniforo -oads (ptfl Vert: 1-15=-31,15-19=-91(F=-60), 6-19=-31,7-11=-20 Eorc:1-14=12219.2-14=12219,2-15=12219;15-16=12219,16-17=12219,4-17=12219,4-19=12219, 5-19=12219, 5-6=12219 Drag: 7-11r-255 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=41, 15-19=-101(F=-60),6-19=-41, 7-11=-20 Horz: 1-14=-12219, 2-14=-12219, 2-15=-12219, 15-16=-12219, 16-17=-12219, 4-17=-12219, 4-19=-12219, 5-19=-12219, 5-6=-12219 Drag: 7-11=255 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-16, 15-19=52(F=-36), 6-19=-16, 7-11=-12 Horz: 1-14=12219, 2-14=12219, 2-15=12219, 15-16=12219, 16-17=12219, 4-17=12219, 4-19=12219, 5-19=12219, 5-6=12219 Drag: 7-11=-255 46) 0.6 Dead -Drag LC#i Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-27, 1549=-63(F=-36), 6-19=-27, 7-11=-12 Horz: 1-14=-12219, 2-14=-12219, 2-15=-12219, 15-16=-12219, 16-17=-12219, 4-17=-12219, 4-19=-12219, 5-19=-12219, 5-6=-12219 Drag: 7-11=255 47) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) _ Vert: 1-15=-76(F), 15-19=-136(F), 6-19=-76(F), 7-11=-20(F) �OFC c J1 y Concentrated Loads (Ib) Q 0 Vert:2=2500(F) Horz: 2=2500(F) -ontinued on page 5 Exp 5/30/23 i 7 # N0 C 5 3 8 2, P/ lob Truss (Truss Type Oty (ply 3LGG 1 B814 Monopitch 2 �f LOAD CASE(S) Standard Except: 48) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-19=-136(F), 6-19=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 49) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-15=-76(F), 15-19=-136(F), 6-19=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 50) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-19=-136(F), 6-19=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) 51) tat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 1=-250 62) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 14=-250 53) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 16=-250 54) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert. 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 17=-250 55) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 19=-250 56) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-15=-36, 15-19=-96(F=-60),6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 20=-250 57) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 6=-250 58) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=36, 15-19=96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 2=-250 59) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-1 1=-20 Concentrated Loads (Ib) Vert: 3=-250 60) 10th Moving Load: Lumber Increase=1.60, Plate Increase=l.60 Uniform Loads (pit) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 4=-250 61) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 5=-36, 15-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 5=-250 62) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 21=-250 -ontinued on page 6 Job (Truss Truss Type city -Ply 3LDG i BB14 Monopitch 2 2 LOAD CASES) Standard 63) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 22=-250 64) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 23=-250 65) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 5=-36, 15-1 9=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (Ib) Vert:24=-250 66) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36,15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 11=-250 67) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 10=-250 68) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 9=250 69) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 8=-250 70) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl.) Vert: 1-15=-3n,15-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (Ih) Vert: 7=-2F0 /eR0FFSS/ON\ q K�Exo. 6�30/23 No. C53821 \Ci \F -- F lob Truss Truss Type Oty 'Ply 3LGG 1 BB15 GABLE 1 0 S94 11-3-0 16-8-12 5_94 5-5-12 5-5-12 n4x6 = 15 11 W1 n 31 1 ] ST2 W2 ST1 v N -iL _ 0-25 12 4x6 = 2 TI r-1 JFT5 54'6 L' ST4 Q W4 W3 32 33 5x6 - 34 35 ST9 SS10 ST11 ST8 JWS W6 6x6 = 4x6 = 14 37 13 38 12 39 11 40 10 41 9 42 8 43 7 6x5 = 3x10 = Plate Offsets X,Y)-- [1:0 3 i Edgel, [3 0 3-0,0-3-01, j3:0-1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 1&0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [net YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 DF No2 G BOT CHORD 2x4 DF No2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G OTHERS 2x4 DF Stud/Std G 4x6 = 3z411 4 36 5 T2 _t win A 44 CSI. DEFL. in (loc) I/defl L/d TC 0.52 Vert(LL) -020 6-7 >455 240 BC 0.63 Vert(CT) -0.33 6-7 1273 180 WB 0.76 Horz(CT) 0.01 9 n/a n/a Matrix-S PLATES GRIP MT20 2201195 Scale = 1:41 rvT Weight: 130 Ito FT = 20% BRACING - TOP CHORD Sheathed or 4-3-6 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bra,ang. WEBS 1 Row at midpt 2-14, 4-6 MiTek recemmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-0-0 except Qt=length) 6=Mechanical. (Ib) - Max Horz 14=135(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10, 12 except 14=-712(LC 27), 6=-687(LC 30), 7=-125(LC 30), 11=-377(LC 29), 8=-244(LC 63) Max Grav All reactions 250 lb or less at joint(s) 8 except 14=838(LC 34), 6=871(LC 31), 7=786(LC 1), 7=786(LC 1), 11=729(LC 32), 9=312(LC 69), 10=272(LC 68), 12=294(LC 66), 13=300(LC 65) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-1 4=-340/59, 1-31 =-930/1019, 2-31=-2024/2034, 2-32=-618/738, 32-33=-638f755, 3-33=-1536/1652, 3-34 =-1 564/1616, 34-35=-685/1006, 4-35=-612/633, 4-36=-1917/1872, 5-36=-925/849, 5-6=-338/53 BOT CHORD 14-37=-180411812, 13-37=-1342/1265T 13-38=-880/821, 12-38=-547/288, 12-39=-493/479, 11-39=-926/934, 11-40=-1328/1345, 10-40=-1094/924,10-41=-860/877, 941=-260/277, 9-42=-267/284,842=-560/551,8-43=-917/934,7-43=-1234/1251, 7-44=-444/486, 6-44=-1632/1728 WEBS 2-14=-1933/1896, 2-11=-1104/1005, 3-11=-2045/1896, 3-7=-1896/1825, 4-7=-1239/1079. 4-6=-1817/1811 NOTES- 1) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDI-4.0psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Conrl zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualNed building designer as per ANSI1TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit _---- between the bottom chord and any other members. - 8) A plate rating reduction of 20% has been applied for the green lumber members. - 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=11b) 6=6B7 11) One R78A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 14. This connection is for uplift only and does not consider lateral forces. - :�ontinued on page 2 - - - - - Job (Truss 'Truss Type - iOty 3LnG 1 IBB15 (GABLE 1 NOTES- 12) One RT4 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 7, 8, 10, and 12. This connection is for uplift only and does not consider lateral forces. 13) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) This truss has been designed for a total drag load of 7500 lb. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-6-0 for 333.4 plf. LOAD CASE(S) Standard FESS,O I ii Z C�' Exp 6/JD/2-1 # vo. C53821 cIA/I�- OF lob (Truss Truss Type Cry Ply 3LGG 1 Sul Monopitch 1 1-0-0 6-1-11 11-11-13 98-1-8 1-0-0 6N1111 5-10-3 6-1-11 3x4 = 30 = 3 16 Plate Offsets XYL11:0-3-1,Edgej, 14:0-3-0,Edge], [5:0-0-8,0� __ D LOADING(psf)1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.43 6-7 >497 240 TCDL 18. I Lumber DOL 125 BC 0.99 Vert(CT) -0.75 6-7 >2&4 180 BC LL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) D.06 6 n/a n/a BCDL 10.0 1 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G SOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1: 2x6 OF No.2 G REACTIONS. (lb/size) 9=852/0-5-6 (min. 0-1-8), 6=852/Mechanical Max Horz 9=133(LC 9) Scale:3/8"= 0.25112 4x6 = 3x4 = 4 5 lry N 4xfi PLATES GRIP MT20 220/195 Weight: 91 lb FT = 20 BRACING - TOP CHORD Sheathed or 4-1-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc brac,ng. WEBS 1 Row at midpt 2-9, 3-6 MiTek recommends that Stabilizers and requirrod cross brac.ng be installed during truss erection, in accordance with Stabili-per Installation guide. FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-353/67, 1-13=-323/210,13-14=-322/210,2-14=-322/211, 2-15=-1715/236, 3-15=-1707/237, 5-6=348/63 BOT CHORD 8-9=-392/1619, 8-17=-392/1619,7-17=-392/1619, 7-18=-307/1550,6-18=-307/1550 WEBS 2-9=-1616/370, 2-7=-16/327, 3-7=0/406, 3-6=-1586/316 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob iTruss (Truss Type 3LDG 1 B81 ] Monopitch Ginter Ply 4x6 = dx8 = Lx4 I •x`• JL24 JL24 Scale = 1 �34 Plate Offsets (X,V)— L;0 3 1, 1, L8 0 4-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP o TCLL 20.0 Plate Gdp DOL 1.25 TC 0.62 Vert(LL) -0.17 8-9 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.41 8-9 >525 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 HOr2(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC201 B/TP12014 Matnx-S Weight 106Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 Dr No 2 G TOP CHORD Sheathed or 2-10-14 oc pudins, except end verticals. BGT CHOPD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 I IF St•N/Std G *Except* WEBS 1 Row at midpt 2-9 Wt: 2x6. DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=-,071/0-5-6 (min. 0-1-8), 6=1236/Mechanical Max Herz 9= 132(LC 36) Max JpliftJ=,9(LC 5) Max Grav 9=1117(LC 19), 6=1445(LC 24) FOPCES. (;o) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9= 336i i6, 1-1 1=-259/151, 2-1 1=-258/152, 2-12=-3183/29, 12-13=-3183/30, 3-13=-$181/30, 3-14=3182/31, 14-15=-31311'32, 4-15=-3180/32, 5-6=-318/14 BOT CHORD 9-17=-i35/ 101, 8-17=-135/2101, 8-18=-58/2219, 7-18=-58/2219, 7-19=-58/2219, 6-19=FP12219 WEBS 2-9=-2181/98, 2-8=0/1346, 3-8=-392/42, 4-8=0/1222, 4-7=0/770, 4-6=2519/55 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 9. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Use USP JL24 (With 4-16d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 9-11-2 from the left end to connect truss(es) BB20 (1 ply 2x6 DF) to back face of bottom chord. 12) Use USP JL24 (With 4-1 Od nails into Girder & 2-10d x 1-1 /2 nails into Truss) or equivalent at 14-0-10 from the left end to connect truss(es) BB21 (1 ply 2x6 DF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (rOAD CASE(S� Standard ntlnued ..oon pp ge 2 lob Truss ''!Truss Type Qty iPly 3LDG 1 I BB17 I Monopitch Girder 2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-76, 6-9=-20 Concentrated Loads (lb) Vert: s=-366(B)7=-235(B) Job (Truss (Truss Type 3LD61 B1318 Monopitch 4-11-3 9-10-6 4-11-3 4-11-3 4x6 — 6 3x4 11 3x4 — 4x4 Scale = 134 4-11-3 9-10-6 _ _ 411-3 LOADING(psf) SPACING- 2-0-0 r CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.07 4-5 >999 240 MT20 220/195 TCDL 1&0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.11 4-5 >999 180 BCLL 0.0 Rep Stress liner YES WB 0.31 Horz(CT) 0.01 4 Wa n/a BCDL 10.0 Code IBC2018/rP12014 Matnx-S Weight: 56 lb FT = 20% LUMBER - TOP CHORD 2x4')F No.2 G BOT CHORD 2x4 Dr Igo.2 G WLBS 2x4 DF StuJ/Std G'Except* WI: Gx6 DF No.2 G RE.3.UIONa. (lb/size) 6=456/0-5-6 (min. 0-1-8),4=456/Mechanical Max Hu¢ 6=129(LC 9) Max U jl:36=-21(LC 8), 4=-23(LC 9) Max Grav6-F16(LC 23), 4=516(LC 26) FORCES. (;J) - Max. Gomp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHUHD 1-6=-472/213, 1-8=-618/230, 2-8=-616/231, 3-4=-325/67 BOT CI'CCL 6-10=-272/A27, 5-10=-272/420, 5-11=-262/616,4-11=-262/616 WEBS 1-5= 353/j36. 2-4=-649/265. BRACING - TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTcc- 1) WIn1: F.SOE 7-16; 010=95nph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does nat consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0I1a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(5) Standard ��RNEES5%D -7 HA F y m z Exp. 6�30/23 No. 153821 Jn lab iTruss 3LDG 1 131319 Type Qty Ply itch 1 3x4 = 0,25 12 1 5 9 31 t Scale: 314= 4 3x4 2x4 4-0-2 4-0-2 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OAS Vert(LL) -0.05 3-4 >827 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.07 3-4 >603 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.02 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code IBC2018F-PI2014 Matrix-P Weight: 22 lb FT=20% LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Bill G REACTIONS. (lb/size) 4=178/Mechanical, 3=178/Mechanical Max Horz4=43(LC 9) Max Uplift4=5(LC 8), 3=-7(LC 9) Max Grav4=354(LC 23), 3=354(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-317/99, 2-3=-317/77 BRACING - TOP CHORD Sheathed or 4-0-2 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requlreo gross bracing be installed during truss erection, in accordanre with Stab- izer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job. Trus, 3LDG t B820 Truss Type Flat Girder JL24 Scale = 1:15 4x4 2x4 a0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.06 3-4 >745 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2018FrP12014 MaMx-P Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purtins: 1-2, except end verticals. BCT CKZGRD 2x6 OF No.2 9 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 PF SIJI/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=403/Mechanical, 3=388/Mechanical Max Huiz4=b7(LC 7) Max U]li114"-22(LC 4), 3=-21(LC 5) Max Grav4=61 O(LC 19), 3=593(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOR't 1-4=-217/23, 2-3=-317/15 NOTF<- 1) V. ind: ASCE 7-16; bult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFF.S (dirc:tional); cantilever left and right exposed ; end vertical left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 9) This truss has been designed for a moving concentrated load of 250.0 b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP JL24 (With 4-1 Od nails into Girder & 2-1 Od x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect trusses) BB18 (1 ply 2x4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=76, 3-4=20 QRoFESS�O�� Concentrated Loads (lb) Vert 6=436(F) (17� H—/ 1 Exp. 6/30/23 2 41� No C53821//* J" CILIA- �� OF CAUFS� lob Truss 3LDC1 �BB21 Type Qty Ply Ner 1 1I 2x4 6 3 JL24 4x4 LOADING(psf) 1- SPACING- 2-0-0 T CSI. 4.0-0 DEFL, in (too) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(L-) -0.03 3-4 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0A1 Vert(CT) -0.04 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 n/a n/a BCOL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x6 OF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=260/Mechanical, 3=255/Mechanical Max Horz4=-39(LC 6) Max Uplift4=-13(LC 4), 3=-13(LC 5) Max Grav4=526(LC 19), 3=515(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-317/27, 2-3=-317/15 Scale = 1:15 PLATES GRIP MT20 220/195 Weight: 241b FT=20% 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracinq. MiTek recommends that Stabilizers and requireu cross bracing be installed during truss erection, in accordance with Stablizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ;. end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the punin along the top and/or bottom chord. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect tmss(es) BB19 (1 ply 2x4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-2=-76, 3-4=-20 Concentrated Loads (lb) Vert: 6=-158(B) lob Truss Truss Type 3LGG 1 B322 GABLE 4x6 = 4xb — 6X8 = Scale = 1-34 Ism Plate OffsetsjX_Yi-- [1:0 3 1,Edye], [4 0 3-O,Edgej, (5 0-0-8 0-1-8] [7:0-i-14,01 Ol, [9:0-0-4,0-3-0 , 9:0-14_0 1 01,j13:0-1 11,0-1-01, 124 0-1-11 0-1-01 LOADING(psf) SPACING- 2-0-0 T CSI. OEFL. in (loc) Ildefl L/d r PLATES GRIP TOLL 20.0 Plate Grip DO L 1.25 TO 0.77 Vert(LL) -0.43 6-7 >497 240 MT20 220/195 TOOL 18.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.75 6-7 >284 180 BOLL 0.0 Rep Stress Incr YES WS 1-00 Hmr (CT) 0.06 6 n/a We BCDL 10.0 Code IBC2018ITP12014 Matrix-S Weight: 107 lb FT=20% LUMBER- BRACING - TO? C' ZRD 2x4 DF No.2 G TOP CHORD Sheathed or 3-11-3 oc pur ins, except end verticals. BO F CHORD 2x4 L`F Nc.2 G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 OF Clud/Std G *Except* WEBS 1 Row at midpt 2-9,.3-6 W1: 2x6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DI` Sb isl�td G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/sizc) 9 C52/0-3-8 (min. 0-1-9), 6=85210-3-8 (min. 0-1-8) Max rinrz 9=133(LC 29) Max Uplift9=-847(LC 27), 6=-716(LC 30) Max Grav9=1389(LC 34), 6=1256(LC 31) FOrCES. (.o) - Max. romp.,Max. Ten. - All forces 250 (Ib) or less except when shown. TOP r,Hr1P.f1 1-9=-353/78,1-28=-1107/1151, 28-29=1760/2014,2-29=-2337/2322,2-30=-2431/1550, 3-30=-1908/+033, 3-31=-2203/2140,4-31=-1878/1874,4-5=-1033/985, 5-6=-348/69 BOT CHORD 8-9=.'_.719/3401, 8-32=-1487/1944, 7-32=-1222/1875, 7-33=-1596/2235, 6-33=-2225/2864 WEBS 2-9=-3557/2627, 2-7=-1272/1520, 3-7=-1255/1530, 3-6=-3001/2358 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=B.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp 6; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 6. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 11) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 6500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag PROF E S'S" loads along bottom chord from 0-0-0 to 18-1-8 for 358.6 plf. ��Q 13) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard 1 Exp. 6/30/23 No. C53821 �1 lob (Truss (Truss Type Qty Ply 3LDG 1 BB23 Monnpitc6 6 10 2-0-0 5-9-t1 11-3-13 17-1-8 2-0-0 3-9-11 5-6-3 5-9-11 Sx6 — 9 3x6 11 5x10 = 3x4 3x6 Scale = 1:32 2-0-0 B-6-12 17-1-8 2-0-0 6-6-12 1 8-6-12 --__-' Plate Offsets (X,V)— [4:0-4-0,0-4-8], [8 0 2-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.17 6-7 >999 240 MT20 220/195 TCOL 18.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.31 6-7 >652 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC2013fTP12014 Matnx-S Weight: 2u3 to FT=20% LUMBER- BRACING- ' TOP CHORD 2x6 OF No.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end iertirals ' BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Sld G *Except' W1,W3: 2x6 DF No.2 G REACTIONS. ill 9=804/0-5-6 (min. 0-1-13). 6=804/Mechanical Max Horz 9=-2500(LC 23) Max Uplift9=-1733(LC 23) Max Grav 9=3341(LC 25), 6=1370(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-3272/1677, 1 -1 1=-2793/1449, 2-11=-2791/1451, 2-12=-4715/3368, 12-13=-4712/3371, 3-13=-4711/3374, 3-14=-3724/647, 4-14=-3719/652, 5-6=-345/59 BOT CHORD 9-17=-2555/2611, 8-17=-2555/2611, 8-18=-1541/4447, 7-18=-1541/4447, 7-19=-309/2819, 6-19=-309/2819 WEBS 3-8=-2091/303; 3-7=-916/1124,4-7=-828/1155,4-6=-2954/327, 1-8=-1989/3920, 2-8=-2473/2065 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0A 31'x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0. on. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been. provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-.0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. continued on page 2. Job Truss Truss Type Oty -rry 3LDG i BB23 MonopdcM1 6 2 Job Reference lcotion NOTES- 15) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 Ill up and 2500 Ib left and 2500 In right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(plf) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads(plf) Vert: 1-5=-76(F), 6-9=20(1`) Concentrated Loads (Ib) Vert: 2=2500(F) Herz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Herz: 2=2500(F) o�oFEH4/oN� 1 Exp. 6/3C/23 / irA No C5M-21 � 1 V P/ bb 'Truss Truss Type 3LDG 1 8B24 I Moaooitch Div _FUXafUXc61 4x6 = W1 Plate Onsets X,Y _11:0-3-1,Edge1_ LOADING (psf) SPACING• TCLL 20.0 Plate Gap DOL 1.25 TCDL 18.0 Lumber: 1.25 BCLL 0.0 " Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G 6.2s Fl2 3x6 = CSI. DEFL. in (loc) I/dell Ud TC 0.71 Vert(LL) -0.36 5-6 >556 240 BC 0.92 Vert(CT) -0.62 5-6 >326 180 WB 0.56 Horz(CT) 0.05 5 n/a n/a Matrix-S REACTIONS. fib/size) 7=804/0-5-6 (min. 0-1-8), 5=804/Mechanical Mau Horz7=133(LC 29) Max Uplift7=-479(LC 27), 5=-410(LC 30) Max Grav7=990(LC 34), 5=918(LC 31) 3X4 11 Scale = 1.31 bxli PLATES GRIP MT20 2201195 Weight: 85 IS FT = 20% BRACING- ,. TOP CHORD Sheathed or 4-6-7 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracirg. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross braur.g be installed during truss erection, in accc-dznce with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-347/71,1-9=-718/666,9-10=-860/1011,2-10=-1358/1338, 2-11=-1699/926, 3-11=-1513/665, 3-12=-1210/1154,12-13=-866/863, 4-13=-581/533, 4-5=-342/65 BOT CHORD 7-14=-1633/2200, 6-14=-827/1432, 6-15=-978/1534, 5-15=-1332/1888 WEBS 2-7=-2301/1477, 2-6=-681/905, 3-6=-678/928, 3-5=-1983/1418 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone;. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=410. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-1-8 for 204.4 plf. LOAD CASE(S) Standard �� Z lob Truss Truss Type rDry 'ply 36O0 1 131325 Monopitch 1 4x6 = oxa Scale = 1:31 8-9-12 8-9-12 - Plate Offsets X,Y) ji:0-3-1, Edge], I7:0-4-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.39 5-6 >525 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.68 5-6 >304 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 I - Code IBC2018/TPI2014 Matrix-S Weight: 87 lb FT=20% LUMBER- BRACING - TO;' CAJdD 2x4 DF NII G TOP CHORD Sheathed or 4-0-1 oc pur ins, except end verticals. BOY CHORD 2x4 CF NeZ G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEB3 2x4 DF Stud/Std G *Except* WEBS i Row at midpt 2-7, 3-5 W7: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7� E28/0-11-6 (min. 0-1-9), 5=828/Mechanical Max Hoff r=1 33(LC 29) Max Uplift7=-874(LC 27), 5=-743(LC 30) Max Grav7=1400(LC 34), 5=1267(LC 31) FORCES. (ro) - Max. Cnmp.iMax. Ten. - All forces 250 (Ib) or less except when shown. TOP r N(1P11 1-7=-350/77, 1-9=1095/1141, 9-10=-1645/1884, 2-10=-2331/2306, 2-11=2362/1533, 3-11=-1855/1031, 3-12=-2200/2140, 12-13=-1745/1744, 4-13=-1084/1038, 4-5=-345/68 BOT CHORD 7-14= 2724/-338, 6-14=-1212/1826, 6-15=-1577/2176, 5-15=-1942/2820 WEBS 2-7=-3498/2627, 2-6=-1293/1529, 3-6=-1272/1536, 3-5=-2968/2362 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except Qt=1b) 5=743. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 6500 Ilb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-7-8 for 368.8 plf. 12) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in �Q E S S , 0qv single ply truss. , r LOAD CASE(S) Standard iujY �iT - -xp. �No- C53821 j OF CACF� lob I Truss (Truss Type Oty 3LnG1 BB26 Monopitch 6 4x6 = Scale: 3/8"= 8-9-12 17-7-8 8-9-12 B-9-12 Plate .Edge] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.74 Vert(LL) -0.39 5-6 >525 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.68 5-6 >304 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 871 FT - 20% LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G REACTIONS. (lb/size) 7=828/0-5-6 (min. 0-1-8), 5=828/Mechanical Max Horz 7=133(LC 9) BRACING- - TOP CHORD Sheathed or 4-4-1 oc purlins, except end-vertir:al.=. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc br c;ag. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross br rang be installed during truss erection, in accordance with Stab!'izer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD 1-7=-350/66, 1-9=-324/210, 9-10=323/210, 2-10=-323/211, 2-11=-1616/234, 3-11=-16081235, 4-5=-345/62 BOT CHORD 7-14=-385/1524, 6-14=-385/1524, 6-15=-301/1462, 5-15=-301/1462 WEBS 2-7=-1 527/363, 2-6=-1 7/318, 3-6=0/392, 3-5=-1502/310 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.01 bottom chord live load nonconcument with any other five loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob Tms SLOG 1 BB27 2-6- 2-6- 5x6 = 10 Truss Type Manopitch Oty Ply Scale = 133 4x12 2-6-0 16-3-12 — 8-9--' — 0-4 0,0--s o s 0,6-1-e Plate Offsets (X 1� (a: _4 1,e. L — — _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.13 6-7 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.34 6-7 >608 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.96 Holl 0.05 6 n/a n/a BCDL 10.0 - -Code IBC2018/TP12014 Matrix-S LUMBER- TOF CHOHU 2x6 Dr No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF S'ud/Std G "Except* W1,W3: 2x6 DF No.2 G PLATES GRIP MT20 220/195 Weight: 208 In FT=20% BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACT'ONB. (lb/size; 9=828/0-5-6 (min. 0-1-12), 6=828/Mechanical Max Ho,z 9= 2500(LC 23) Max CpliftS=-I536(LC 23) Max Grav9=3292(LC 25), 6=1450(LC 26) FORAc3. 31n) - Max. Comp Pdax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORC 1-9= 3223,16J7, 1-11=-3479/1813, 2-11=-3475/1817, 2-12=-5286/3621, 12-13=-5284/3623, 3-13=-6282/3626, 3-14=-4110/842, 4-14=-4105/847, 5-6=-348/60 BOT CHORC 9-17=-2540 2j09, 8-17=-2540/2609, 8-18=-1846/4942, 7-18=-1846/4942, 7-19=-316/3094, 6-19=-116/3004 WEBS 3-8=-2076/400,3-7=-1040/1248,4-7=-936/1281, 4-6=-3230/335, 2-8=-2500/2132, 1-8=-2253/4363 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right expose$C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7ontinued on page 2 QROFESS — I � 1 Exp_ 6/30/23 No. C53821 / F of cA�✓F° lob 3LDG 1 2 NOTES- 15) This truss has been designed for a moving concentrated load of 250.0 b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrant with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 Ib left and 2500 in right at 2-6-0 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) //RO'rESS;C\\ tiq / A U�Y SIT s� No. C53821 Job Truss -Truss Type 3LDG 1 B328 GABLE Qty Ply 4x6 = 4x6 = Style = 1:33 9-1-3 8-6-5 Plate Offsets X,Y)-- [1 0 3 1,Edy� [2 0 4 0 0-0-4j[3'0-2-0,0-0-4],L13:0-1-12,0-1-0] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.39 6-7 >525 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.69 6-7 >301 180 BCLL 0.0 " Rep Stress Incr YES WB 0.95 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code ISC2018/TPI2014 Matrix-S Weight: 104 lb FT = 20% LUMBER- TCP CI'CF.D 2x4 DF No.2 G BOT CHOkD 2x4 IIF NqR G WEE 2x4 DF Stud/Std G'Excepr W1: 2x6 OF No.? G OTHERS 2x4 DF Stuu/otd G REACTIONS. (Ib/sizr) 7 —28/0-3-8 (min. 0-1-8), 5=828/0-3-8 (min. 0-1-8) Max :iorz 7= . 33(LC 29) Max Uplift7=-257(LC 27), 5=-218(LC 30) BRACING - TOP CHORD Sheathed or 4-3-1 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-7 MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORL:Eb. ilb) -Max. Comp 'Max. Ten. -All forces 250 (Ib) or less except when shown. TO^ CHORD 1-7--352,71. 1-25=-537/499, 25-26=-571/684, 2-26=-906/891, 2-27=-1604/644, 3-27=-1600/492,3-28=-670/618,28-29=-539/539, 4-29=-321/262, 4-5=337/59 BO-CHORD 7-30=1140/,752, 6-30=-665/1551, 6-31=-692/1406, 5-31=-842/1414 WEBS 2-7='F17/934, 2-6=362/593, 3-6=-379/662, 3-5=-1487/898 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrfPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 2000 Ile. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-7-8 for 113.5 plf. LOAD CASE(S) Standard QROFFSS/�N, 6- �Exp. 6/30/7_3 I i No- C53821 sJ �C I V I L ��P CAY�� lob iTruss 3LDG 1 CC1 Truss Type MonePuch 3x6 = 4-3-2 a-e-ii 14-5-12 4-3-2 - 4-11-9 5 3 1 3x4 = 4x6 — 6 a 14 14-5-12 -14 7-8-14 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES TCLL 20.0 Plate Grip COL 1.25 TC 0.61 Vert(LL) -0.26 5-6 >652 240 MT20 TCDL 18.0 Lumber COL 1.25 BC 0.79 Vert(CT) -0.43 5-6 >390 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 771b LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1: 2x6 OF No.2 G REACTIONS. (lb/size) 7=677/0-3-8 (min. 0-1-8), 5=677/Mechanical Max Horz 7=163(LC 9) Max Uplift7=-12(LC 8), 5=-14(LC 9) Scale = 1:37 GRIP 2201195 FT=20% BRACING - TOP CHORD Sheathed or 5-5-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-15 oc blaring. MiTek recommends that Stabilizers and reyuirtd cross bracing be installed during truss erection, in accordarce with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-317/51,1-9=-534/349,9-10=-533/349,2-10=-533/350,2-11=-1083/297, 3-11 =-1 077/298, 4-5=-332/61 BOT CHORD 7-14=-444/997, 6-14=-444/997, 6-15=-329/1034, 5-15=-329/1034 WEBS 2-7=-1022/364, 2-6=86/339, 3-6=-35/273, 3-5=-1076/345 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp 3; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing waits due to UPLIFT atjt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob Truss 3LDG i CC2 Truss Type Oty Ply z 1 3x6 = r- 6x6 = Scale = 1:37 6-8-14 94-5-12 6-_8-14 7-8-14 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Veri -0.26 5-6 >652 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.79 Verl(CT) -0.43 5-6 >390 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2018lrP12014 Matrix-S Weight: 77 lb FT=20% LUMBER- BRACING - TOP CHORII 2x4 OF No.2 G TOP CHORD Sheathed or 5-5-14 oc pur ins, except end verticals. BOT Cl IOCD 2x4 D.- No.2'G BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 D° Stc94Std G `Except" MiTek recommends that Stabilizers and required cross bracing W 1: 2x6 OF No.2 G be installed during truss erection, In accordance with Stabilizer Installation guide REACTIONS. (lb/sir.) 7=6'7/0-3-8 (min. 0-1-8), 5=677/Mechanical Max Holz 7=1 o3(LC 29) Max Up'ift7= 2.38(1C 27), 5=-299(LC 30) Max Grai=765(LC 34), 5=724(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-3'7/51, 1-9=-534/522, 9-10=-533/564, 2-10=-843/900, 2-11 =-1 202/703, 3-11=-1077/516,3-12=-753/706, 12-13=-354/351, 4-13=-266/219, 4-5=-332/63 BOT CHOP) 7-14=-963/1352, 6-14=-73511034, 6-15=-733/1090, 5-15=-974/1331 WEBS 2-7=-1a22/715', 2-6=-468/700, 3-6=-457/616, 3-5=-1408/1046 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dreg loads along bottom chord from 0-0-0 to 14-5-12 for 138.1 plf. LOAD CASE(S) Standard ,�2OFESS/0� �� a F- lob Truss 'Truss Type fQty Ply kDG 1 CC3 Monopitch Girder 1 4-3-2 10-0-0 14-5-12 ~- 4-3-2 5-8-14 4-5-12 8 4x6 = o 0 4x6 = 4.10 11 8x10 - THD26-2 Special LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 TCDL 18.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.22 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.06 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER. -- �- - BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x6 OF No.2 G BOT CHORD WEBS 2x4 OF Stud/Std G *Except* WEBS W1,W7: 2x6 DF No.2 G, W5,W6: 2x4 DF No.2 G REACTIONS. (lb/size) 8=1594/0-5-8 (min. 0-1-11), 5=2958/Mechanical Max Horz 8=161(LC 37) Max Uplift8=-33(LC 4), 5=-453(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=311/13, 1 -1 0=-312/260, 10-11=-312/260, 2-11=-310/261, 2-12=-3858/560, 3-12=-3853/564, 4-5=-319/14 BOT CHORD 8-15=-232/2771, 7-15=-232/2771, 7-16=-1287/4920, 6-16=-1287/4920, 6-17=-1287/4920, 5-1 7=-1 287/4920 WEBS 2-8=-3031/131, 2-7=-669/1408, 3-7=-1286/876,3-6=-1590/2884, 3-5=-5392/1438 (loc) Vast Lrd PLATES 6-7 >999 240 MT20 6-7 >756 180 5 n/a n/a Weight: 91 lb Scale = 139 GRIP 220/195 FT=20% Sheathed or 2-6-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc b-scinC. 1 Row at midpt 2-8, 3-5 MiTek recommends that Stabilizers and requited cross b.acingg be installed during truss erection, in acc�rlancq with Stabilizer Installation guide. _ NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water podding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 8. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to. UPLIFT at Ills) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 10-0-1 from the left end to connect truss(es) CC6 (2 ply 2x8 DF) to back face of bottom chord, skewed 0.0 degfo the right, sloping 0.0 deg. dawn. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 343 Ib down and 16 lb up at 14-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard -ontinued on page 2 Job 'Truss (Truss Type ;LDG i GC3 Monop➢ch Girder LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-76, 5-8=-20 Concentrated Loads (lb) Vert: 5=-167(B)6=-3039(B) �,�,OF ES S/ ON H q q F E^p 6/'30/2E I s do. C538'_11 lob Tmss (Truss Type 3LeG1 'CC4 Monopitch 9-10-8 3-4-8 Scale = 1:41 025 r2 4.6 = 3x1= 11 Sx8 = 3x6 = 1 9 2 10 3 11 4 2 \ 5 �N 12 6 13 5 0 7 6x6 = 4x12 = 3x6 11 Plate Offsets LY)-- Ak3-7,0-2-81, (6:0-2-4,0-1-81 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2018/TP12014 LUMBER. TOP CHORD 2x6 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G 'Except* W 1. W4: 2x6 OF No.2 G s.6-3 o 9-m-a 6-&0 -48 CST. DEFL, in (loc) I/deft L/d ) PLATES GRIP TC 0.37 Vert(LL) -0.06 6-7 >999 240 MT20 220/195 BC 0.44 Vert(CT) -0.10 6-7 >999 180 WS 0.99 Horz(CT) 0.02 5 n/a n/a Mai a Weight: 13F lb FT-20/o BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end eartical. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bredng. REACTIONS. (lb/size) 7=456/0-5-8 (min. 0-1-8), 5=456/Mechanical Max Hors 7=-2500(LC 27) Max Uplift7=-950(LC 27), 5=-1751(LC 28) Max Grav7=1862(LC 29), 5=2663(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-327/108,1-9=-569/325,2-9=-568/326,2-10=-4544/3547,3-10=-4541/3549, 3-11=-3732/2732, 4-11=-3730/2737 BOT CHORD 7-12=-2503/3532, 6-12=-2503/3532 WEBS 2-7=-3496/2472, 2-6=-1831/1785, 3-6=-2620/2202, 4-6=-3302/4502, 4-5=-2629/1751 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 do. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; 13CDL=6Apsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Cerner(3) zone;. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gold DOL=1 SO 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live Toads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 7=950 5=1751. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfTPI 1, 15) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. :ontinued on page 2 �pR1� `: J'(74✓ n H,q A -c J F�"F` fir\ C = E m 1 ,p Fj3i/i ;ti �c �, No 5382 I � � lob (Truss Truss Type (city (Ply - - - - ;LDG 1 GC4 MonopdcM1 t 2 .1nh Rpfprenre (nntinnnh NOTES- -._„,__.....,.._..___.,.,...__..................... ,.,,..�,�.���s��y 16) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 lb right at 6-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-4=-76(F), 5-7=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-7=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-7=-20(F) Concentrated Loads (lb) Vert: 3=-2500(F) Horz: 3=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-7=-20(F) Concentrated Loads. (Ib) Vert: 3=-2500(F) Horz: 3=2500(F) /�R�FES S/ C1 Nq I Exp. 6j30/? 4 Nic. C53621 P� OF CAU` lob ITruss Truss Type. ILDG 1 CCS Monopitrh TQ>v 3x6 — Plate Offsets (X,Y)- L6:0-2-4,0-1-81-- LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ` Rep Stress Inc, NO BCDL 10.0 Code IBC2018/TPI2014 i 10-10-8 3-4-8 Scale = 1:37 '�� — 4x12 — 3x6 11 LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1,W4: 2x6 OF No.2 G, W5: 2x4 OF No.2 G 7-6-0 10-10-8 1 7-6-0 3.4-8 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.37 Vert(LL) -0.10 6-7 >999 240 MT20 220/195 BC 0.48 Vert(CT) -0.16 6-7 1766 180 WB 0.57 Horz(CT) 0.02 5 n/a his Matrix-S Weight: 145 lb FT = 20 BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=504/0-5-8 (min. 0-1-8), 5=504/Mechanical Max Horz7=-2500(LC 27) Max Upltft7=-768(LC 27), 5=-1731(LC 28) Max Grav7=1776(LC 29), 5=2739(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=345/103, 1-9=-567/332, 2-9=-566/333, 2-10=-4831/3674, 3-10=4828/3677, 3-11=-3864/2707,4-11=-3862/2711 BOT CHORD 7-12=-2423/3739, 6-12=-2423/3739 WEBS 2-7=-3834/2595, 2-6=-1757/1534, 3-6=-2620/2249, 4-6=-3270/4662, 4-5=-2712/1726 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 5=1731. 14) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 7. This connection is for uplift only and does not consider lateral forces. 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7ontinued on page 2 lob Truss: Truss Type Qty Ply iLMG 1 GCS. Monopitch 1 q NOTES- 16) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 17) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 18) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ib down and 2500 lb up and 2500 lb left and 2500 lb right at 7-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-7=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=76(F), 5-7=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=76(F), 5-7=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-7=-20(F) Concentrated Loads (Ib) Vert: 3=-2500(F) Horz: 3=2500(F) /QRo' E$S/ON A �,p_ 6j30�23 �i No. 1 53821 �P Job Truss 3LDG 1 CC6 Truss Type Qty FLAT GIRDER 1 3x6 3x4 — T T1 THD28-2 THD28-2 5x6 Scale = 1:15 LOADING (pail SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1-25 BC 0A1 Vert(CT) -0.04 3-4 >999 180 BC LL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 j Code IBC2018/TPI2014 Mal Weight: 53 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x8 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Sod G REACTIONS. (lb/size) 4=3059/Mechanical, 3=2661/Mechanical Max Horz4=37(LC 7) Max Uplift4=-1729(LC 25), 3=-1433(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-317/26, 2-3=-317/15 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with Sd (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 on. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 on. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply toply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girders) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except Qt=1b) 4=1729 3=1433. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 14) This truss has been designed for a moving concentrated load of 250.0110 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use USP THD28-2 (With 28-16d nails into Girder & 16-1 Dd nails into Truss) or equivalent at 0-10-3 from the left end to connect truss(es) CC4 (2 ply 2x4 DF) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 17) Use USP THD28-2 (With 28-16d nails into Girder & 16-1 Od nails into Truss) or equivalent at 2-10-3 from the left end to connect truss(es) CC5 (2 ply 2x4 DF) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 18) Fill all nail holes wherehanger is in contact with lumber. LOAD CASE(S) Standard :�ontinued on page 2 lob Truss �TrussType - 7ty - Ply 3LGG 1 CC6 FLAT GIRDER 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-2=-76, 3-4=-20 Concentrated Loads (lb) Vert: 6=-2646(B)8=-2719(B) Q�,v"ESS � / q � n u IY �I m Exp 6/H/23 #� x!o, C53821 lob Truss (Truss Type Qty SLOG1 Gc7 Flat Girder 1 1 Run'. 8420 e u 1 2x4 LOADING (psi SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018FFP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF Stud/Std G WEBS 2x4 OF Stud/Std G Lt81 B _. 3 4 3x4 - _. 4-0-0 CSI. DEFL. in (loc) I/detl L/d TC 0.45 Vert(LL) -0.06 3-4 >728 240 BC 0.99 Vert(CT) -0.08 3-4 >5-, 180 WB 0.02 HO¢(CT) 0.00 3 n/a n/a Matnx-P REACTIONS. (lb/size) 4=178/Mechanical, 3=178/Mechanical Max Horz4=-41(LC 10) Max Uplift4=-6(LC 8), 3=-6(LC 9) Max Grav4=354(LC 23), 3=354(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-317/101, 2-3=-317/76 PLATES MT20 GRIP 2201195 Scale = 1.15 Weight 22 lb FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.Dpsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type IOty Ply 3Ll 1 CC8 Monopitct Ginter 1 46 = 3x10 '. 8x8 = THO26-2 Special Scale = I:39 7111 11-0-0 153-11 7-8-14 I 3-3-2 Plate Offsets (X Y� [1:0-3-1,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ii L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Verl -0.15 6-7 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC a89 Verl -0.24 6-7 >744 180 BCLL 0.0 Rep Stress Incr NO WB a69 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Mal Weight: 96 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 2-7-11 oc pudins, except end verticals. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G `Except` WEBS 1 Row at midpt 2-8, 3-5 W1,W7: 2ri8 LF No.2 G, W5,W6: 2x4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REA.:TIONS. (Ib/size) 3=14,38/0-5-8 (min. 0-1-9), 5=2783/Mechanical Max Horz8=162(LC 21) Max Uplift8=-390(LC 19), 5=-379(LC 22) FORCLS. pb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-334/20,1-10=-638/601, 2-10=-1123/1057, 2-11=-3845/571, 3-11=-3840/540, 3-12=, 14/56 ,, 12-13=-385/404, 4-13=308/286, 4-5=-319/17 BOT CHORD 8-14=C71/3019, 7-14=-530/3019, 7-15=-873/4594, 6-15=-873/4594, 6-16=-873/4594, 5-16=-873/4594 WEBS 2-8=-3147/1076,2-7=-566/1068, 3-7=-909/879, 3-6=-1322/2514, 3-5=-5034/984 NOTES- 1) Wiou: ASCc 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Elcics�d; MWFr..S Idiec:ional); cantilever left and right exposed ; end vertical left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced. standard ANSUTPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonooncument with any other live loads. 10) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-5-11 for 161.6 plf. 11) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 11-0-0 from the left end to connect truss(es) CC6 (2 ply 2x8 DF) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 343 Ib down and 16 Ib up at 15-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES SI ndard ::ontinued on ge z1 Exp 6/30/73 / 41 0, 3821 / * 9r� CIVIL lob 3LDG 1 Type Qty IPly itch Girder i 1 LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1A=-76, 5-8=-20 Concentrated Loads (lb) Vert: 5=-1 67(F) 6=-2641 (F) lob Truss HLOGI ICC9 Type Qly Ply 4x6 — 6x6 — 0-0-1 7-8-14 155-12 0-6-1_ _ _ 7-&1_3 7-8-14 Plate Offsets (X Y)— [1:0 3-1,Edge)_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deFl L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.27 5-6 >678 240 MT20 GRIP 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.44 5-6 >412 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC20181TPI2014 Matrix-S Weight 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 5-1-12 oc pudins, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 5-4-14 oc bracing. WEBS 2x4 OF Stud/Std G "Except' MiTek recommends that Stabilizers and required cross bracing W1: 2x6 &F No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REA1717N4 (lb/size) 7='25/0-5-8 (min. 0-1-8), 5=725/Mechanical Max Harz 7=163(LC 29) Max Uplift7=388(LC 27), 5=-339(LC 30) Max Grav 7=846(LC 34), 5=795(LC 31) Scale = 1:37 FORCeS. tib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORO 1-7=-337/67, 1-9=-653/646, 2-9=-1117/1129,2-10=-1376/767, 3-10=-1251/598, 3-11=n72/82d, 4-11^ 421/375, 4-5=-333/62 BOT CHORD 7-12=' 223/1'S2, 6-12=-762/1197, 6-13=-793/1225, 5-13=-1059/1491 WEBS 2-7=1815/1038, 2-6=-529/719, 3-6=-533/739, 3-5=-1584/1138 NOTIIS- 1) Wind: ASCE 7-16; Vrlt =95cph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp B; E,ldused; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for merrbe-s and force3 & A'WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage in prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building. Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-5-12 for 161.5 plf. LOAD CASE(S) Standard F H^ � pis �I^ � \ Exp. 5;'30j23 i s # \ No. C53821 P� Job iTruss ILDG1 ccio Tress Type 'Oty Ply GABLE 1 1 4x6 = 10-2-10 15-5-11 _ 4-11-9 5-3-1 0.25112 _ 3x4 11 6x8 = Scale = 1 38 Plate Offsets (X;Y[1 0 3 1,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.61 Vert(LL) -0.27 5-6 >678 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.44 5-6 >412 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.90 Horz(CT) 0.04 5 n/a n/a BCOL 1D.0 Code IBC2018/TP12014 Matrix-S Weight: 94 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 4-1-2 oc pudins, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. WEBS 2x4 OF Stud/Std G'Exmpt' WEBS 1 Row at midpt 2-7, 3-5 W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std G be installed during truss erection, in accoroao a with Stabilizer Installation guide. REACTIONS. (lb/size) 7=725/0-3-8 (min. 0-1-8j, 5=725/0-3-8 (min. 0-1-8) Max Horz7=164(LC 29) Max Uplift7=-922(LC 27), 5=-802(LC 30) Max Grav7=1380(LC 34), 5=1258(LC 31) FORCES. (Ib) -Max. Comp.IMaz. Ten. -All forces 250 fill or less except when shown. TOP CHORD 1-7=-337/74,1-23=-105411116, 2-23=-2241/2279,2-24=-2058/1461, 3-24=-1644/1052, 3-25=-2022/1976, 4-25=-1015/978, 4-5=-333/66 BOT CHORD 7-26=-2290/2992, 6-26=-1236/1648, 6-27=-1472/1896, 5-27=-1818/2537 WEBS 2-7=-3158/2365, 2-6=-1294/1487, 3-6=-1284/1484, 3-5=-2720/2283 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and S. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. -- 12) This truss has been designed for a total drag load of 60001b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag , loads along bottom chord from 0-0-0 to 15-5-11 for 387.7 plf. ti9� 13) Double installations of R77 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in HA doJ single ply truss. LOAD CASE(S) Standard - lob Truss 'Tmss Type OIy 'Ply 3L¢Gi ccrl �Monopitch 2 q L .Inn 3x6 = V�V — 5x12 = 4x6o 7-6-0 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0,42 TCDL 18.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 BCOL 10.0 Code IBC2018/TPI2014 Matnx-S LUMBER - TOP CHORD 2x6 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1,W4: 2x6 OF No.2 G REACTIONS._ (Ib/size) 3-725/0-5-8 (min. 0-1-8), 6=725/Mechanical Max Harz 8=2500(LC 25) Max Ualift3=-922(LC 23), 6=-829(LC 24) Max Grav8=2371(LC 25), 6=2279(LC 26) Scale = 1:37 DEFL. in floc) Well L/d PLATES GRIP Vert(LL) -0.14 6-7 >999 240 MT20 220/195 Vert(CT) -0.24 6-7 >751 180 HOR(CT) 0.06 6 n/a n/a Weight: 1911b FT=20% BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. 0b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C'IORD 1-8—�52/C7,'-10=-505/316,2-10=-504/317,2-11=-6857/4200, 3-11=-6854/4204, 3-12=-6945/4292,4-12=-6944/4296, 5-6=-340/61 BOT CHORD 8-14=---483GC58, 7-14=-3483/5858, 7-15=-2416/4710, 6-15=-2416/4710 WEBS 2-8=-o319,29tN, 4-7=-2400/2858, 4-6=-5027/2638, 3-7=-2644/2433, 2-7=-2004/2379 NOTES- 1) SpeciJ connection rcquircd to distribute top chard loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Sp2JJ cjr.nection required to distribute web loads equally between all plies. 4) 2-plv foss to be connected Together with 8d (0.131"x2.5") nails as follows: Top chords connecteJ as fo:lows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 ri Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. I -ontinued on page 2 E SS /0 -_ (�IJ VCAW Z I rz-t a lob Truss d DG1 cciI NOTES- 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 17) Hanger(s) or other connection device (a) shall be provided sufficient to support concentrated load(s) 2500 Ib down and 2500 Ile up and 2500 Ib left and 2500 Ib right at 7-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (Ib) Vert: 3=2500(F) Horz: 3=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (Ib) Vert: 3=-2500(F) Horz: 3=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (Ib) Vert: 3=-2500(F) Horz: 3=2500(F) - - Ice 'Truss (Truss Type (Sty ILOG 1 DDt GABLE 11 5-3-13 Scale =1:18 3x6 = -j fi 19 T ST1 ST5 W1 ST3 \ ST4 W1 _ WI STT ST2 STS \\ 20 5 21 3x8 = � b 3x4 11 3x4 II 5-3-13 5-3-13 Plate Offsets (X,Y)- (7:0-1-14,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 5-6 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.13 4-5 >939 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC20181-rP12014 Matrix-S Weight 651b FT = 20% LUMBER. BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc pudins (6-0-0 max.): 1-3, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G FMiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Smd, Sid G be installed during truss erection, in accordance with Stabilizer Installation quide. REA( TIf1NA. (%/sizes 6=496/0-3-8 (min. 0-1-8), 4=496/0-3-8 (min. 0-1-8) Max Horz 0=44�LC 9) Max Grav6=540(LC 23), 4=540(LC 26) FORCES. (m) -Max. Cnmp.'Max. Ten. -All forces 250 (lb) or less except when shown. TOP Cl IORD 1-6=-4931134,1-18=-608/129,2-18=-608/129,2-19=-608/129, 3-19=-608/129, 3-4=-493/134 WEBS 1-5=-151/645, 2-5=-458/189, 3-5=-152/649 NOTES- 1) Wird 44r.F 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Gnc:oseo; MWFRS (direcoonal) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces P. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss desipned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gabl End Details a apflic.-.ble, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate dra+nage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �ROr'ESj!0S ED n G 1 Ex . 6/70�23 *No_ C53821 Job 'Truss Truss Type IOty Ply 3LOG 1 I PB1 I Blocking Supported 116 1 1-10-6 1-10-fi 1 3x4 - 22x4 I I 5 4 6 3 3x6 6x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 10.0 Cade IBC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=7511-10-6 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-530(LC 27), 3=-530(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) 1-10-6 10-6 DEFL. Vert(L-) Veri Hoa(CT) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4.=-562/540, 1-5=-368/373, 2-3=-278/32 BOT CHORD 4-6=-248/254; 3-6=-405/412 WEBS 1-3=-707/707 in line) I/defl L/d n/a - n/a 999 n/a - ri 999 0.00 3 n/a n/a Scale = 1'14 PLATES GRIP MT20 220/195 Weight: 13 Is FT=20% BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully. sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob 3LDG 1 Truss Type Qty 2 Ply 1-4-14 11-4-14 3x4 = 2x4 11 1 5 2 4 6 3 3x6 6x6 1 4-14 1-414 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.26 BC 0.10 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code ISC2018lTP12014 Matr1X-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Hnrz4=-35(LC 8) Max Uplift- 541(LC 27), 3=-541(LC 30) Max Grav4=514(LC 34), 3=574(LC 31) FORGES. (in) - Max. G+mp.rMax. Ten. - All forces 250 (Ib) or less except when shown. TOP Cl IORD 1-4=563/536, 1-5=-265/270, 2-3=270/23 BOT (:HURn 3-6=-3021309 WEBS 1-3=-662/66L BRACING- TOPCHORD BOTCHORD Scale = 1.14 PLATES GRIP MT20 220/195 Weight: 11 lb FT = 20% 2-0-0 oc pur ins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) WindA4CF 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. It; Exp B; Cnc:osec, MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces P. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Tress daa.iyned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gaolq End Uetails as aprliczble, or consult qualified building designer as per ANSIFFPI 1. 3) Provide adequate drandge to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QROFtSS/0N q 1 Exp 6/30/23 At No. C53821 Job Truss 3LDG 1 PB2 Blocking Supported LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 18.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 10.0 Code IBC201BITP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G Dty Ply 1 1 Run8 620 s Apr 16 2021 Pr ID' 8g1z2nsEHw7AaB9zg3 t-1-14 2x4 11 5 2 4 6 3 3x6 6x6 1-1-14 ----14 _. 1-1-14 DEFL. in (loc) Well Vert(LL) n/a - n/a Vert(CT) n/a - We Horz(CT) 0.00 3 n/a REACTIONS. (lb/size) 4=42/1-1-14 (min. 0-1-8), 3=42/1-1-14 (min. 0-1-8) Max Horz4=-35(LC 32) Max Uplift4=-550(LC 27), 3=-550(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-583/582, 2-3=-266/18 BOT CHORD 3-6=-246/252 WEBS 1-3=-653/653 L/d 999 999 n/a Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstalIgud NOTES- 1) Wind: ASCE 7-16; Vult=95roph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RVA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OI1a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-14 for 250.1 plf. 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �aOF�SSi�� O Job was Truss Type - Otq. 3LDGd pB3 Blocking Supported 4 1-8-12 1-8-12 1 3x4= 2x4'I 5 2 3x6 6x6 - 1-8-12 1-8-12 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 DEFL. in floc) I/defl Lld PLATES GRIP TC 0.22 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(LL) n/a Vert(CT) n/a - nla 999 MT20 220/195 999 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 - n/a 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P- _ ` Weight: 121b FT=20% LUMBER. BRACING- — - - TOP CHORD 2x4 F Ne.2 G BOB CHORD 2x4 ONo.2 G TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. WEBS 2z4 OFF S[ud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=09/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Installation guide Max Hors 4= 35(LC 28) Max Uolif,4=-533(LC 27),.3=-533(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (Ib) -Max. Comp IMax. Ten. -All forces 250 (lb) or less except when shown. TOP C;1ORD 1-4=-562/LA1. 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-375/381 WEBS 1-3=-fist/691 lil 1) WiM: 0 SCF 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; En,loseJ; MWFRo (i ire(.lional) and C-C Comer(3).zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 4 M WIRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Tlu.s ues.gned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable FM Details ,-s applic3ble, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drah,age ,o prevent water pending. 4) Gable requires continuous bottom chard bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 13) This truss has been designed for a moving concentrated load 250.01b live of located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. R(J E S S/CN Q 15) Graphical pur in representation does not depict the size or the orientation of the pudir along the top and/or bottom chord. LOAD CASES) Standard H,�y ti \ \�\ I Exo. 6/30/23 f m * No. C73821 Job Truss Truss Type 3LDG 1 P84 BLOCKING SUPPORTED 0 1-4-14 1-4-14 3x4 = 5 4 6 3 3x6 6x6 - 1-4-14 1- 14 Scale: 3W= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.31 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.29 Harz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC201 B/TP12014 Matnx-P Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF N0.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Installation guide. Max Horz 4=41(LC 10) Max Uplift4=-630(LC 27), 3=-630(LC 30) Max Grav4=664(LC 34), 3=664(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-660/659, 1-5=-267/273, 2-3=-270/23 _ BOT CHORD 3-6=-310/318 WEBS 1-3=-756/756 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USE connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pill Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Job Tmss Tlvss Type 3LDG 1 IP85 BLOCKING SUPPORTED I Ply LOADING(psf) SPACING- 2-0-C TCLL 20.0 Plate Grip DOL 1.25 TCDL 1&0 Lumber DOL i.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 8 2 —1 182 30 = 2 2x4 11 1 5 MB1 3x6 6x6 Scale = 1:14 1-8-2 1_-8-2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.25 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.13 Vert(CT) n/a - n/a 999 WB 0.26 Horz(CT) 0.00 3 n/a n/a Matnx-P Weight: 121b FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 'IY£7/1-8-2 (min. 0-1-8), 3=67/1-8-2 (min. 0-1-8) Max Horz 4=35(LC 8) Max U,^.lift 1= 5:4(LC 27), 3=-534(LC 30) Max GGav4=576(LC 34), 3=576(LC 31) FOR(,ES. (.b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHOR9 1-4=-C62/E12,1-5=-325/331,2-3=-275/28 BOT .;HJRD 3-6=-363,370 WEBS 1-3=-6£5/687 NOTFF- 1) Wind: ASCF 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=2ft; Cat. II; Exp B; r�nc'osef; MWFRS (dircc:ional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces X MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Tr !cs dsiSned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate dra:c3ge tJ prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 Jost bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total dreg load of 250 fill. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-2 for 250.0 plf. 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �Q�OFESS)N�� G Exp. 6j 3C'j # No C53821� \t OF CA�1F / Job Tmss 'Truss Type 3LGG 1 I PB6 Blocking supported 1 Ply 1-9-9 t-9-9 1 3x4= 22x4 I 5 4 6 3 3x6 6x6 1-9-9 99 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCDL 18.0 LumberDOL 1.25. BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matnx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=72/1-9-9 (min. 0-1-8), 3=72/1-9-9 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-531(LC 27), 3=-531(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1-4=-562/541, 1-5=-352/358, 2-3=-277/31 BOT CHORD 3-6=-390/397 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 1-3=-699/699 _ NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for - - - - members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry - - Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding.- 4) Gable requires continuous bottom chord bearing. - 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. - --- 14) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-9 for 250.0 plf, 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S)Standard-- Job (Truss - Truss Type 3LDG 1 PB7 Blocking Supported Ply 1-8-13 1-8-13 3x4 = 2x4 I 1 5 2 3x6 6x6 1-8-13 1-8-13 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 SC 0.12 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Ina YES WB 0.26 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC2018rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF Ne.2 G WEBS 2x4 OF Stud/Sld G REACTIONS. (Ib/size) 4=69/1-8-13 (min. 0-1-8), 3=69/1-8-13 (min. 0-1-8) Max Horz 4=-35(LC 28) Max Upllft4=-533(LC 27), 3=-533(LC 30) Max G-av 1-576(LC 34), 3=576(LC 31) FO[tCEF. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-0621541, 1-5=-338/344, 2-3=-276/30 BO-C'1ORD 3-6=3'6/383 WEBS 1-3=-R92/692 Scale = 1.14 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that. Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTFS- 1) Wind: ASCE 7-16; Vu1t=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp E: Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for cambers and forces & Ml7FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Tmss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Cable End Details La applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provloe adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 all Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-13 for 250.1 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard �O u 9 A F F Exp 6/CC23 *� No. C5382', �F GF CPA AF lob Truss. (Blodin9 Truss Type ((Sty IPly ILDG'1 !Pea. 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BC LL 0.0 ' Rep Stress her YES BC DL 10.0 Code IBC2018(TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Studi G 1-4-5 45 Scale: 3/4"= 4 6 3 3x6 axis - CSL TC 0.31 BC 0.09 WB 0.29 Matrix-P REACTIONS. (Ib/size) 4=51/1-4-5 (min. 0-1-8), 3=51/1-4-5 (min.0-1-8) Max Horz 4=41(LC 33) Max Upli t4=-629(LC 27), 3=-629f -C 30) Max Grav4=662(LC 34), 3=662(LC 31) 1-4-5 1-4-5 DEFL. in floc) I/defl L/d I PLATES GRIP Vert(L-) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - in 999 HOrz(CT) 0.00 3 in n/a Weight: 12 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD "=-662/661, 1-5=256/263, 2-3=-269/22 BOT CHORD 3-6=-300/307 WEBS 1-3=-751/751 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp - - B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end verbcal left and right exposed;C-C for - members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' . - 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry - Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one dace or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 12) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-5 for 250.2 pit. ----- 14) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord - LOAD CASES) Standard - - fob (Truss (Truss Type ILDG 1 PB9 Blocking Supported Ply 1-8-12 1-8-12 3.4 = 2x4 11 1 5 2 3x6 6x6 1-8-12 1-8-12 Scale = 1:14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES' GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220I195 TCOL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a _---°- - - - -- BCDL 10.0 Code IBC2018/TPI2014 Matnx-P 1 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz 4=-36(LC 28) Max L.plift4=538(LC 27), 3=-538(LC 30) Max Omv�-582(LC 34), 3=582(LC 31) FOPCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-567/54i, 1-5=-337/343, 2-3=-276/29 BOT CI IORD 3-6=-[75/382 WEBS 1-3=4;96/696 NOTES- 1) Wind: ASCE 7-16; Vc't=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B tncioi MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-O for or ambers and fore. & V WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Trues designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Cable Eric Details E3 apF lbable, or consult qualified building designer as per ANSI/TPI 1. 3) Provmde adequate drainage. to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. - 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. _ 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 9).A plate rating reduction of 20 % has been applied for the green lumber members. - 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. - 11) One i USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. - 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag - / QROF E SS/0 loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 15) Graphical representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C q — purlin LOAD CASE(S) Standard U; C' I � j 1 Exp 5/30/23 #� No C53821*� V i V lob 'Truss (Truss Type Qty ply 3L11G1 P610 Blocking Supported 1 1-t0-8 3x4 — 2x4 1 5 2 T1 4 6 3 36 6x6 1-10-8 1-10-8 Scale= 1:14 LOADING(psf) SPACING- 2-0-0 CS'.DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 HOrz(CT) 0,00 3 n/a me BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF N1.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G Mi7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quid,. REACTIONS. (lb/size) 4=76/1-10-8 (min. 0-1-8), 3=76/1-10-8 (min. 0-1-8) - Max Horz4=36(LC 32) Max Uplift4=-536(LC 27), 3=-536(LC.30) - Max Grav4=584(LC 34), 3=584(1C 31) ; FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-568/545, 1-5=-370/376, 2-3=-279/32 BOT CHORD 4-6=-250/256, 3-6=-408/415 WEBS 1-3=-714/714 _ NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for - members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry - - Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. - - - - - 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.a. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed. for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 4. This connection is for uplift only and does not consider lateral forces - 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pif Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag E S S ,/'A loads along bottom chord from 0-0-0 to 1-10-8 for 250.0 plf. QROF '^ „ 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �'� 14< LOAD CASE(S) Standard 7- Gr ) w I 1 �r NC �� yr l6b (Truss Truss Type Qty Fly 3LDG 1 Pall Blocking Supported 17 1 1-10-6 1-10-fi 3.4 = 2x4 11 1 6 2 4 6 3 3x6 6x6 1-10-6 1-10-6 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) his, TCDL 18.0 Lumber DOL 1.25 BC OA4 Vert(CT) n/a BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P _ - -BRACING- LUMBER. - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 OF No.2 G BOT CHORD WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=7u/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz 4=36(LC 8) Max Uplift4=-536(LC 27), 3=-536(LC 30) Max Omv1=583(LC 34), 3=583(LC 31) FOPCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-568/5»5, 1-5=-368/374, 2-3=-278/32 BOT CPORP 4-6=241/255, 3-6=-406/412 WEBS 1-3=-712/712 (loc) I/deft L/d - n/a 999 - n/a 999 3 n/a n/a Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 13 lb FT=20% 2-0-0 oc pudins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; VuA=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B Enciosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &'AV.'FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Ene Details a� apF!i:able, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pif. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pit. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard �P?'02ESS/0� O ti 9 Exp. 6/30/33 I a No. C53821 / CI V I /F: Job 'Truss Truss Type 'Cry IPly 3LDG 1 I P912 Blocking Supported 1 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BC LL 0.0 Rep Stress Incr YES BC DL 10.0 Code IBC20181TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G t-B-9 1-8-9 3x4= 2x411 1 5 2 4 6 3 3.6 6x6 1-8-9 1-8-9 CSI. DEFL. in (loc) I/deft L/d TC 0.23 Vert(LL) n/a - n/a 999 BC 0.12 Vert(CT) n/a - me 999 WB 0.27 Ho¢(CT) 0.00 3 We n/a Matrix-P REACTIONS. (Ib/size) 4=6811-8-9 (min. 0-1-8), 3=68/1-8-9 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4=-539(LC 27), 3=-539(LC 30) Max Grsv4=582(LC 34), 3=582(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-567/547, 1-5=-334/340, 2-3=-276/29 BOTCHORD 3-6=-372/378 WEBS 1-3=-695/695 Scale =1:14 PLATES GRIP MT20 220/195 Weight: 12 to FT = 20 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or i oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6Apsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces ,5 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A.plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-9 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Trus: 3LDG 1 PB13 Blocking Supx,r ed 1-66-10-10 I 3x4 = 2.4 1 1 5 2 3x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 18.0 Lumber I 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WS 0.27 BCDL 10.0 Code I8C2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/siza) 4=6./1-6-10 (min. 0-1-8), 3=61/1-6-10 (min. 0-1-8) Max Horz4=37(LC 33) Max Lplift4=-567(LC 27), 3=-567(LC 30) Max t-mv�=905(LC 34), 3=605(LC 31) 6x6 Scale = 1:15 1-6-10 1-6-10 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 12 Ito FT = 20 BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FOPCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-532/515, 1-5=-298/304, 2-3=-273/26 BOT CHORD 3-6=-334/34F WELS 1-3=-703/703 NOTES- 1) Wind: ASCE 7-16; Vu't=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp S. Lnuosud; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members Ind fort-s & "4WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for .vend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details a-. aprli-able, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 23D6.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 250.0 Pf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard QROFEss/a\ z In Ex3 6/30/23 *' No. "51821 / lab 'Truss 'Truss Type ally Ply 3LJ1 '.1 PS14 I Blocking Supported 11 1-10-6 -10-6 3x4 = 5 2 4 6 3 3x6 6x6 1-10-6 _ _1-10.6 LOADING(psf) SPACING- 2-0-0 CSL I DEFL. in (loc) Udell L/d 1 PLATES TCLL 20.0 Plate Grip DOL 1 25 TC 0.29 Vert(L-) n/a - n/a 999 MT20 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.30 Hprz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight 14 It LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=41(111) Max Uplift4=-614(LC 27), 3=-614(LC 30) Max Grav 4=662(LC 34), 3=662(LC 31) FORCES. (lb) - Max. Comp./Maz. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-646/624, 1-5=-370/376, 2-3=-278/32 BOT CHORD 4-6=-256/263, 3-6=-413/420 WEBS 1-3=-786/786 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing Scale: 3/4"= GRIP 2201195 FT = 20% MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft;. eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corrt zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 00L=1.60 2) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10,01 bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One R78A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcunent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 of. 14) Graphics[ purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard lob Truss Truss Type 3LDG1 IPB14A Blocking i-10-6 1-10-6 4z4 = Scale: 3/4"= 1 5 2 6 3 2x4 4x4 1-106 1-10-6 Plate Offsets (X,V)-- Lge,0_1-8 3:Edge 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 1&0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.32 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-P Weight: 15 lb FT=O%F, 20%E LUMBER- BRACING. TOP CHORD 2x4 OF No.2 G(flat) TOP CHORD 2-0-0 no pudins: 1-2, except end verticals. BOT CHORD 2x4 OF N0.2 G(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G(flat) REACTIONS. (lb/sir.) 4=8x/1-10-6 (min. 0-1-8), 3=84/1-10-6 (min. 0-1-8) Max Ho.z 4=-44(LC 8) Max Cplift4=.657(LC 27), 3=-657(LC 30) Max Grav 4=769(LC 34), 3=709(LC 31) FOR.:Eo. (to) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-632/6P7, 1-5=-408/410, 2-3=-281/36 BOT CHORD 4-6=-275/27-i 3-6=-449/451 WETS 1-3=-837/837 NOTES- 1) Wind. t+ )CE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Er. _I3-c9; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for memuers and forces 8 M W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=L60 2) Provide adequate dri page to prevent water ponding. 3) Gable regnlres continuous hottom chord bearing. 4) Thic trLs3 has bee;: de=_ignod for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pit. 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard �Qr)-ESS/Q�I/ _I 1 Exp 6/30/23 A -K No. C53821 /* Job 3LDG 1 Type aty g suppoded 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code ISC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G SOT CHORD 2x4 DF Nc.2 G WEBS 2x4 DF Stud/Std G 1-6.7 67 3x4 = 5 2 Ti W1 W2 W1 B1 4 6 3 3x6 6x6 Scale: 3/4"= 1-6-7 _ _ __ 1-6-7 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.30 Vert(LL) We - n/a 999 MT20 220/195 BC 0.10 Vert(CT) n/a - We 999 WB 0.29 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 13 Ito FT = 20% BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ifil e) 4=60/1-6-7 (min. 0-1-8), 3=60/1-6-7 (min. 0-1-8) Max Horz 4=41(LC 32) Max Uplift4=-623(LC 27), 3=-623(LC 30) Max. Grav4=660(LC 34), 3=660(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-648/643, 1-5=-296/303, 2-3=-272/26 SOT CHORD 3-6=-339/347 WEBS 1-3=-758/758 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-7 for 250.1 off. 14) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard lab Truss Truss Type 3LDG 1 PB16 (Blocking Supported 10 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code ISC2018/TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G NON 1-10-6 3x4 = 1 5 T1 W1 �'W2 W1 B1 4 6 3 3x6 6x6 Scale = 1:16 1-106 1-10-6 CSI. DEFL. in (lac) War L/d PLATES GRIP TC 0,31 Vert(LL) n/a - We 999 MT20 2201195 BC 0.14 Vert(CT) n/a - n/a 999 WS 0.31 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 14 lb FT = 20% BRACING- TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-43(LC 10) Max Ualift4=-545(LC 27), 3=-645(LC 30) Max Cmv4 =F93(LC 34), 3=693(LC 31) FORSES. !Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-6,7/655. 1-5=-370/377, 2-3=-278/32 BOT CHORD 4-6=-29P/266 3-6=-416/424 WEBS 1-3=-816/816 NOTES- 1) Wind: ASCE 7-16; V0=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enulased; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right ezposed;C-C for mrmbers rnd forces & P1 W°RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wii id loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Grble End Details ar app"cable, or consult qualified building designer as per ANSI/TPI 1. 3) Proviue adequate urainage m prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip IDOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graph icat purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard QROFESS/ON Exp. 0/30/23 No_ C53821 \\ 1 �/ lob Truss 3LDG i PB16A Truss Type BLOCKING SUPPORTED Qry LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code IBC201 BFFP12014 LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-4-14 1-4-14 5 Scale = 1 r16 4 6 3 3x6 6.6 -_ 1-4-14 14-14 CSI. DEFL. in (too) I/deft Lid TIC 0.33 Vert(LL) n/a - n/a 999 BC 0.10 Vert(CT) We - n/a 999 WB 0.30 Horz(CT) 0.00 3 Na n/a Matdx-P REACTIONS. (Ib/size) 4=54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Horz4=-43(LC 10) Max Uplift4=-660(LC 27), 3=-660(LC 30) Max Grav4=693(1-C 34), 3=693(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 1 or less except when shown. TOP CHORD 1-4= 694/693, 1-5=-267/274, 2-3=-270/23 BOTCHORD 3-6=-313/321 WEBS 1-3=-787/787 PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 20 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One R78A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two R75 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 Intemafional Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurent with any other live loads. 14) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 pill 15) Graphical Dubin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard Job 3LDG I Blocking supported Oty Ply Run: 8 420 s Apr 16 202, Pi ID: 8g122rxEHW7AafE 1-4-8 s 2 4 6 3 3x6 6x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 18.0 Lumber DOL 1.25 Be 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 10.0 Code IBC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No-2 G WEBS 2x4 DF Stud/Std G 1-4-8 1-4-8 Scale = 1:1 B DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) ri - n/a 999 MT20 2201195 Vert(CT) n/a - me 999 Horz(CT) 0.00 3 n/a n/a Weight: 13 lb FT=20% BRACING- TOP CHORD 2-0-0 oc puffins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 4=5211-4-8 (min. 0-1-8), 3=52/1-4-8 (min 0-1-8) Max Horz4=43(LC 10) Max Uplift l= 561(LC 27), 3=-661(LC 30) Max Grav 4=R94(LC 34), 3=694(LC 31) FORCES- rib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-638/6£5, 1-5=-260/267, 2-3=-269/22 BOTCHORD 3-6=-306614 WEBS 1-3=487/787 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Ezp B; Ea;l.uce.i; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MbV�RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for %A A IoLds in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details a= applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Pro.iCe adequate rsain&ge to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-8 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. i LOAD CASE(S) Standard 220FESS/0N A CF t 3D/73 x r '1382' lob (Truss (Truss Type -Oty 1Ply 3LDG 1 PB18 Blocking Supported 1 1 i-9-NO -, 3x4= 2 5 4 6 3 3x6 6x6 1-9-0 1-9-0 Scale = 1'16 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - We 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC20181-rPI2014 - Matrix-P Weight: 141b FT=20% LUMBER- BRACING- -� TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=70/1-9-0 (min. 0-1-8), 3=70/1-9-0 (min. 0-1-8) ., Max Horz 4=43(LC 11) - - Max Uplift4=-648(LC 27), 3=-648(LC 30) Max Grav4=692(LC 34), 3=692(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 14=-677/661, 1-5=-345/352, 2-3=-276/30 BOT CHORD 4-6=-244/252, 3-6=-390/398 WEBS 1-3=-806/806 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24111; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to wnnect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.O11a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcunent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate gap DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-0 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss 3LnG 1 P819 nee Cry Supported 10 3x4 = 1-10-6 1-10-6� 1-10-6 -- vlas Scale: 3/4'= LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc)/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(l1) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018FFP12014 Matrix-P — Weight: 14 lb FT=20% — LUMBER- -- BRACING- TOP CHORD 20 OF No.2 G TOP CHORD 2-0-0 oc puriins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF StudlStd G MiTek recommends [ha[ Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio au de REACTIONS. (Ib/SlZL) 4=75:'1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=-41(LC 10) Max Udllft4=-312(LG 27), 3=-612(LC 30) Max Grav4=F60(LC 34), 3=660(LC 31) FORI:Eh. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=644/622, 1-5=-370/376, 2-3=-278/32 BOT CHORD 4-6=-2F6/263 3-6=-413/420 WEBS 1-3=-784/784 NOTES- 1) Wind: ASCE 7-16; Vu11=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; E.wlusaJ; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members end forces 8 �AWPRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss desiqned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applic9ble, or consult qualified building designer as per ANSI/TPI 1. 3) Pro�;Le adequate drainage ,o prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QROr L S $/G LOAD CASE(S) Standard H� Exo. 6/3O/23 # No ("M21 F Job 3LOG 1 Truss Type BLOCKING SUPPORTED LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G 1-414 1414 3.4 = 5 z 4 6 3 3x6 6x6 Scale: 3W= to-14 1-4-14 CSI. DEFL. in (Joe) I/deft Lid PLATES GRIP TC 0.31 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0AO Vert(CT) n/a - n/a 999 WB 0.29 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 12 lb FT=20% REACTIONS. (lb/size) 4=54/1-4-14 (min. 0-1-8), 3=5411-4-14 (min. 0-1-8) Max Horz4=41(LC 10) Max Uplift4=-626(LC 27), 3=-626(LC 30) Max Grav4=659(LC 34), 3=659(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-655/653, 1-5=-267/273, 2-3=-270/23 BOT CHORD 3-6=-310/317 WEBS 1-3=-750/750 BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard 4 lob (Truss (Truss Type 3LDG 1 PB20 Blocking Supported Qty IPly I 2 Scale: 3/4"= 4 6 3 3.6 6X6 --4-8 - - 14-8 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I l L/d PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.31 Vert(ILL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1,25 BC a09 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 3 n/a n/a Weight 121Y FT = 20 BCDL 10.0 Code IBC2018lTPI2014 Matnx-P LUMBER- �— BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 4=5Z'l-4-8 (min. 0-1-8), 3=52/1-4-8 (min. 0-1-8) Max Herz 4— 41(LC 10) Max UAiH4=-i27(LC 27), 3=-627(LC 30) Max Gtav4=659(LC 34), 3=659(LC 31) FORLES. (Ito - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-6` B/65-, 1-5=-260/266, 2-3=-269/22 BOTCHORJ 3-6=,031310 WEBS 1-3=-750/750 NOTES- 1) Wino: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; P:idcs,d; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MVOFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for w'rd loafs in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gaoua End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Prov'ds 3]equate d ainaje to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 Intemational Building Code section 2306.1 and referenced standard ANSVI-PI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-8 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard are tL S � I �� Job (Truss Truss Type Oty 3LDG1 P621 Blocking Supported 1 Ply 7-9-0 190 30 = 1 5 4 6 3 3x6 6x6 1-9-0 1-9-0 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 TCDL 18.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 10.0 Code IBC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=70/1-9-0 (min. 0-1-8), 3=70/1-9-0 (min. 0-1-8) Max Horz 4=41(LC 8) Max Ucift4=-615(LC 27), 3=-615(LC 30) Max Grav4=659(LC 34), 3=659(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-644/624, 1-5=-344/350, 2-3=-276/30 BOT CHORD 3-6=-387/395 WEBS 1-3=-773/773 Scale: 3/4'= DEFL. in floc)/defl L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2201195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 13 lb FT = 20% BRACING-� TOP CHORD 2-0-0 oc purl 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTe -recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quid.. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 12) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and atall panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-0 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. LOAD CASE(S) Standard lob (Truss (Truss Type ',6ty Ply SLOG 1 PB22 Blocking Supported 4 1 1-10-6 106 3x4 = 1 2 3x6 6x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 BCDL 10.0 Code IBC2018/rP12014 MatriX-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Hort-; l(LC 10) Max U(•I'rft4=-Al7(LC 27), 3=-617(LC 30) Max Gav:=66­;(LC 34), 3=664(LC 31) i-1 as i-10.6 DEFL, in (loc) I/deft Ltd Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a FORCE. (Ib� -Max. Comp./Max. Ten. -All forces 250 (It) or less except when shown. TOP CHORD 14=-649/629, 1-5=-370/376, 2-3=-278/32 BOT CI IORD 4-6= 256/233, 3-6=413/421 WEBti 1-3=-788/788 PLATES GRIP MT20 220/195 Weight: 14 Ito FT = 20 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 ec bracing Scale: 3/4'm MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wild. AdCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Frc'cs-d; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for me,nb,m a. id forces u MVJRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for w'-d loafs in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gaoia 2, Id Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 3) Prowdi 3^equate dr3inaCe t� prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncancument with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R78A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard PROFESS/ z Exp. 6/3023 *� No, C53821 f �J' Job Trus: 3LDG 1 P623 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2018fTP12014 LUMBER - TOP CHORD 2x4 OF No.2 G SOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G Truss Type Blocking Supported 1-1-14 1-1-14 5 2 4 6 3 3x6 6x6 1-1-14 1-1-14 CSI. DEFL. TC 0.29 Vert(L-) SC 0.07 Vert(CT) WB 0.26 HO¢(CT) Matrix-P REACTIONS. (lb/size) 4=42/1-1-14 (min, 0-1-8), 3=42/1-1-14 (min. 0-1-8) Max Horz 4=41(LC 29) Max Uplift4=-564(LC 27), 3=-564(LC 30) Max Grav4=590(LC 34), 3=590(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-613/612, 2-3=-266/18 WEBS 1-3=-672/672 in (too) I/defl L/d n/a - n/a 999 n/a - n/a 999 0.00 3 n/a n/a BRACING- TOPCHORD BOTCHORD Scale'. 3/1 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20% 2-0-0 oc pudins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bacing beinstalled during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-14 for 216.3 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chard. LOAD CASES) Standard Job Truss iTruss Type 3LDG 1 P824 Blocking Supported Ply 1 1 4-12 -12 � 3x6 6x6 -- LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 18.0 Lumber DOL 1.25 BC 0.12 BC LL 0.0 Rep Stress Incr YES WB 0.30 BC DL 10.0 Code IBC20181TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=69'1-8-12 (min. 0-1-8), 3=6911-8-12 (min. 0-1-8) Max Holz 4-41(LC 32) Max Unlift4=-320(LC 27), 3=-620(LC 30) Max Gav4=663(LC 34), 3=663(LC 31) Scale:3/4"= 1-8-12 1-8-12 DEFL. in (Joe) I/defl L/d PLATES GRIP Vert(LL) n/a - We 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight 131b FT=20% BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORLEL. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-6�9/631, 1-5=-339/346, 2-3=-276/29 SOT C,iORJ 3-6=-..83/390 WEBS 1-3=-775/775 NOTES- 1) Wiuu: A3CE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat II; Exp B; Snc!csi?; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces d MWY-RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for w'rdloEJs in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gage EnJ Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide 31equate d-ainz3e'o prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIf7PI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard f -VI Sjm Expfi/32/E3 i #� No. C53821 /* �9pE- OF Ca 1e 0 SLOG 1 P625 Block 61g SUGPoned 1 -10-8 1-10-fi ry Plate Offsets.(X,Y)--_ j2 Edge 0-3-8j, [3.Edge 0-3-8j LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grp DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2018,TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G 5x6 1' 1 5 2 4 6 3 5.6 5x6 1-10-6 1-70-6 CSI. DEFL. TC 0.48 Vert(LL) SC 0.40 Vert(CT) WS 0.00 Horz(CT) Matnx-R REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=-37(LC 27) Max Uplift4=-558(LC 27), 3=558(LC 30) Max Grav4=606(LC 34), 3=606(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250.(lb) or less except when shown. TOP CHORD 1-4=-306/284, 2-3=-324/322 in (loc) I/defl L/d n/a - n/a 999 n/a - n/a 999 0.00 3 n/a n/a Scale = 1:15 PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc puriins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water porting. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at fits) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1.3) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard SLOG 1 PB25A blocking Supported 1-6-7 67 3x4 — 2x4 11 5 2 3x6 6x6 1-6-7 1-6-7 Scale = 1:15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.24 Vert(-L) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Hmz(CT) 0.00 3 n/a n/a BCOL 10.0 Code IBC2018/TPI2014 Matnx-P _ Weight: 12 Ib FT = 20% _ LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=6011-6-7 (min. 0-1-8), 3=60/1-6-7 (min. 0-1-8) Max Hor_ 1: -37(LC 32) Max Unlift4=-566(LC 27), 3=-566(LC 30) Max G.av 1=603(LC 34), 3=603(LC 31) FORCE:. (It; - Max. Co�ap./Max. Ten. - All forces 250 (lb) or less except when shown. TOP UHORL) 1-4=-591/57q, 1-5=-295/301, 2-3=-272/26 BOT CHORD 3-6=--;;34/311 WEBS 1-3=-700i700 NOTES- 1) Wi e. A3CE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for me.nb-,rs a. id forces w MV:FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loans in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gail- =.ti Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) ProvidR griequate dr®maoe to prevent water ponding. 4) Gable requires continju3s bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ ­PI 1. 13) This truss has been designed for a moving concentrated load of 250.0I1c live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag 2�OF E S S/ 0/V loads along bottom chord from 0-0-0 to 1-6-7 for 250.1 plf. q 15) Graphical pudin representation does not depict the size or the orientation of the pudln along the top and/or bottom chord. H4 F lF\ LOAD CASE(5) Standard �\ Exp. 6, 3' No_ C53821 \ 9r��`P Job Truss Truss Type Qty 3LDG 1 P826 (BLOCKING SUPPORTED I Ply 1-8-2 182 3x4 = 1 8 2 4 6 3 3x6 6.6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 18.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 Rep Stress Incr NO WS 0.29 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=67/1-8-2 (min. 0-1-8), 3=67/1-8-2 (min. 0-1-8) Max Horz4=-41(LC 10) Max Uplift4=-621(LC 27), 3=-621(LC 30) Max Grav4=663(LC 34), 3=663(LC 31) 1-8-2 1-8-2 Scale: 3/4"= DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2201195 Vert(CT) n/a - n/a 999 HOrz(CT) 0.00 3 n/a n/a Weight: 13 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross b.acing be installed during truss erection, in accnrdance with Staniuzer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-4=-649/635, 1-5=-328/334, 2-3=-275/28 BOT CHORD 3-6=-371/379 WEBS 1-3=771/771 - NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp - - B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for - members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-2 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Tmss (Truss Type 3LDG 1 PB27 ( Blocking Suppaned Oty Ply 20 1 1-10-6 1-10-6 3x4= 22x411 1 5 3x6 6x6 1-10-6 1-10-6 Scale = 1'.14 LOADING(psf) SPACING- 2-0-0 CS1. OEFL. in (loc) I/deft L/d PLATES GRIP MT20 2201195 TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a Weight: 13 lb FT=20°Fo BCDL 10.0 Code IBC201 BrrP12014 Matrix-P LUMBER- TOP CHORD 2x4 DF No 2 G BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 D- No.2 C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF StudiStd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTrONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-35(LC 10) Max (lorIta—F32(LC 27), 3=-532(LC 30) Max Grm 4=530(LC 34), 3=580(LC 31) FORCES (lb) -Max. Coco.:Aax. Ten. -All forces 250 fib) or less except when shown. TOP CHOPU 1-4=-564/542, 1-5=-368/373, 2-3=-278/32 BOT CHORD 4-6=-243/255, 3-6=-406/412 WENS 1-3=-709/7n9 NOTES- 1) Wand: ASCE 7-16; Gelt=93.nph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (dire^tional) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connecttruss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RVA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q�CY t S $/ loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 'q 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard a Exp. 623 *� No C53821 P CI'/ lob 'Truss Truss Type Qty '.Ply 3LDG 1 , P627A BLOCKING SUPPORTED 3 i Job Reference (optional) Rua a 420 s Apr 16 2021 Pnrl 8,420 s Apr 16 2021 MiTek Industries, Inc Fri Nov 19 07 34.1 22021 Pat 1-4-14 ID: 8giz2nsEHw7AafB9zg3cmxyVlDw-6ZLj?VGgVm5350QSkgekORF1 l hgS030P5gWQ6?yHf 1-4-14 __� 3x4 = 2x4 I 5 2 3x6 6x6 1-4-14 1-4-14 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - nla 999 IS 0.0 Rep Stress Incr NO IN 0.25 Horz(CT) 0.00 3 In a n/a BCDL 10.0 Code IBC2018ffP12014 Matrix Weight: 11 lb FT=20% LUMBER -__- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/S[d G MiTek recommends that Stabilizers and required cross bacinq be installed during truss erection, in accordarce with StaSilizer Installation guide. REACTIONS. (lb/size) 4=54/1-4-14 (min. 0-1-8), 3=5411-4-14 (min. 0-1-8) Max Horz4=-35(LC 10) Max Uplift4=-543(LC 27), 3=-543(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. - TOP CHORD 1-4=-565/559, 1-5=-265/270, 2-3=-270/23 BOT CHORD 3-6=-302/309 WEBS 1-3=-664/664 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for - - - members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water porting. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to hearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 pill Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard col Is) Exp. oj3G;23 C53K1 �IJ � Job (Truss 'Truss Type Do, 3LnG.1 PB28 (Blocking supported 1 Ply 3x4 = 2x4 11 1 5 2 Ti W1 W2 W1 :1 UT— 61 EMBEEMEEMM 3x6 6x6 1-9-9 i-9-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1,25 TC 0.22 Ven(LL) n/a TCDL 18.0 Lumber DOL 1,25 BC 0.13 Vert(CT) n/a BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 BCDL 10.0 Code IBC201 BrFP12014 Matrix-P LUMBER- --- - -- BRACING - TOP CHORD 2x4 DF N>.2 3 TOP CHORD BOT CHORD 2x4 Dr No G BOT CHORD WECS - 2x4 OF Stud/Std G RE<_CT'ON£. (lb/size) 4=72/1-9-9 (min. 0-1-8), 3=72/1-9-9 (min. 0-1-8) Max Herz 4=-35(LC 10) Max L2plift4=-533(LC 27), 3=-533(LC 30) Max Grav4=5/8(LC 34), 3=578(LC 31) FORCES. (Ih) - Max. Cnmp.lMax. Ten. - All forces 250 fib) or less except when shown. TOP CI:CED 1-4=-563/542, 1-5=-352/358, 2-3=-277/31 BOT CHOPI) 3-6=-3901397 WECS 1-3=-730/7GC Scale =1:14 (Joe) I/deft L/d PLATES GRIP - n/a 999 MT20 220/195 n/a 999 3 We We Weight: 131b FT=20% 2-0-0 oc pur ins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES 1) Wmd ASCE 7-16; Vult-95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFR3 (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1,33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-9 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(5) Standard QQR�FESS/0N 4- � Z z Exo. C; 30 / 3 �No. C53821 -o/ A�`, lob �Truss Truss Type M-DG i P629 Blocking Supported Oty Ply 1 1 1-8-13 1-8-13 3x4 = 2x4 11 1 6 2 3x6 6x6 1-8-13 1-8-13 LOADING(leal SPACING 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.26 TC 0.22 TCDL 18.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 BCDL 10.0 Code IBC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=6911-8-13 (min. 0-1-8), 3=69/1-8-13 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-534(LC 27), 3=-534(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ila) or less except when shown. TOP CHORD 1-4=-5631543, 1-5=-338/344, 2-3=-276/30 BOT CHORD 3-6=-3761383 WEBS 1-3=-693/693 Scale = 1 14 DEFL. in (loc) I/deft Ltd PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/196 Vert(CT) n/a - We 999 Horz(CT) 0.00 3 n/a We Weight: 12 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc blacino. - MiTek recommends that Stabilizers and required cross blacinq be installed during truss erection, in accordarce vith Stahilizer Installation quide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B. Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at allpanel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-13 for 250.1 pit. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard a N,i. I 17 C Job `Truss (Truss Type Dry 3LDG 1 I PB3h Blocking Supported 1 1-4 5 1-45 3x4 = 2.4 1' 1 5 2 3x6 6x6 LOADING 'Ps' SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 18.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 ` Rep Stress her YES WB 0.25 BCDL 10.0 Code IBC2018F-P12014 Matrix-P LUMBER - TOP CHORD 2x4 OF Nx2 G SOT CHORD 2x4 Dr Not-G WEDS 2x4 OF Stud/Std G REPCTIONP. (lb/size) 4=51/1-4-5 (min. 0-1-8),3=51/1-4-5 (min. 0-1-8) Max Horz 4=-36(LC 28) Max UpliW—C44(LC 27), 3=-544(LC 30) Max Grav4=517(LC 34), 3=577(LC 31) Scale = 1:14 14-5 1-4-5 DEFL. in (lac) I/dell Lid PLATES GRIP Vert(L-) n/a - n/a 999 MT20 2201195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORGES. (Ib) - Max. Cnmp.rMax. Ten. - All forces 250 (lb) or less except when shown. TOP CI:ODD 1-4=-566/563, 1-5=-254/260, 2-3=-269/22 BOT CHORD 3-6=-292/299 WECS 1-3=-fiS1/60' NOTES 1) WindASLE 7-16; vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS{directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-5 for 250.2 off. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �Q�OFFSS/01� H"j P `< CJ jY � z rTl Exp 6/3073 i 4 tio. C53821 �* 3LDO.1 �li8— Blocking Supported wry I "y 1-8-12 1-8-12 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BC LL 0.0 ' Rep Stress Incr YES BC DL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 3x4 = 2x4 1 1 1 2 4 6 3 3x6 6x6 CSI. TC 0.22 BC 0.12 WB 0.26 Matnx-P REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-35(LC 32) Max Uplift4=-534(LC 27), 3=-534(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) Scale = 1 d4 1-8-12 1-8-12 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) dial - n/a 999 Horz(CT) 0.00 3 We n/a Weight: 12 lb FT=20% BRACING - TOP CHORD 2-0-0 on purlins: 1-2, except end verticals.. BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. MiTek recommends that Stabilizers and required cross bacing be installed during truss erection, in accordance with Staniiizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/543, 1-5=-337/343, 2-3=-276/29 BOTCHORD 3-6=-375/381 WEBS 1-3=-692/692 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT at file) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard L S IOD usa 3LDG 1 P632 Blocking Supported 1 1-10-8 1-10-8 1 3x4 — c 22x4 11 Scale = 1:14 3x6 6x6 1-10-8 _ 1-10-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wet] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vent(l)n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018rFP12014 Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No 2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 D7 No.2 C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF S1udiStd G MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REAL TIONF. (lb/size) 4=76/1-10-8 (min. 0-1-8), 3=76/1-10-8 (min. 0-1-8) Max Horz 4=-35(LC 28) Max Uplift4=-F32(LC 27), 3=-532(LC 30) Max Gm', 4=579(LC 34), 3=579(LC 31) FORCES. (lb) -Max. Con,p,Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/541, 1-5=-370/376, 2-3=-279/32 BOT CHORD 4-6=-253/256, 3-6=408/414 WEBS 1-3=-710/71(l NOTES- 1) Wand: ASCE 7-16; Fult=S5, nph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS.(dire^tional) and C-C Comer(3) zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing wails due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F\ LOAD CASE(S) Standard I ItL\ LX0. o/3C/?5 _�j #\No- C53821 a \q F,C; V / Job Truss (Truss Type 3LDG 1 PB33 Blocking Supported 1-e-9 89 3x4 — 2x4 1 5 2 3x6 6x6 1-e-9 1-8-9 LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 1 TO 0.22 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 I BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 OF No.2 G BOT CHORD WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=68/1-8-9 (min. 0-1-8), 3=68/1-8-9 (min. 0-1-8) Max Horz 4=-35(LC 10) Max Uplift4=-534(LC 27), 3=-534(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/543, 1-5=-334/339, 2-3=276/29 BOT CHORD 3-6=-372/378 WEBS 1-3=691/691 Scale = 1'14 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20% 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc blacinq MiTek recommends that Stabilizers and required cross biacing— be installed during truss erection, in accordance with Stahihzer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-9 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard / pRn j-LSj/o\ \, \�� T . No 38_' Job Truss Truss Type 3LDG 1 P834 Blocking Supponed Qty Ply i 3x4= 2x411 1 5 2 4 6 3 3x6 6x6 LOADING(psf) SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 18.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr YES WS 0.27 BCDL 10.0 Code IBC2018/TPI2014 Mal LUMBER - TOP CHORD 2x4 OF Ni 2 G BOT CHORD 2x4 D.— No.2 G WERS 2x4 DF Stud/Std G REACTIONS- (lb/size) 4=61/1-6-10 (min. 0-1-8), 3=61/1-6-10 (min. 0-1-8) Max Harz 4=37(LC 33) Max VpliftA=-867(LC 27), 3=-567(LC 30) Max Grav4=6J5(LC 34), 3=605(LC 31) 1-6-10 1-6-10 Scale = 1'.15 DEFL. in floc) I/defl Ud PLATES GRIP Vert(LL) n/a - We 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a. n/a Weight 121b FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORIIE3. (Ib) - Max. Comp.irvlax. Ten. - All forces 250 (lb) or less except when shown. TOP ('NOPD 1-4=-592/579, 1-5=-298/304, 2-3=-273/26 BOT CHORD 3-6=-33d/345 WEDS 1-3=-703/70? NOTES- 1) Wrid: AS( E 7-16; butt=93rnph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (diretional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 250.0 pit. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lFss/oN q of �m Exp 6/30/?3 No. C53821 \ FC C C lob Truss. Truss Type iCty ILDG 1 PB35 Blocking Supported 1 1-6-7 6-7 3x4 — 2.4 11 1 5 2 2x4 6x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 18.0 Lumber DOL 1.26 BC 0.10 BC LL 0.0 ` Rep Stress ]nor YES WB 0.18 BC DL 10.0 Code ISC2018/rP12014 Matrix-P LUMBER. TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=60/1-6-7 (min. 0-1-8), 3=60/1-6-7 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-360(LC 27), 3=-360(LC 30) Max Grav4=397(LC 34), 3=397(LC 31) Scale in 1:14 1-6-7 1-6-7 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(L-) n/a - n/a 999 MT20 220/195 Vert(CT) ri - n/a 999 Horz(CT) 0.00 3 nla role Weight: 121b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accoroance with Stabdlter Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-4=-385/369,2-3=-272/26 WEBS 1-3=-464/464 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; 13CDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R75 USP connectorsrecommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 13) This truss has been designed for a moving concentrated load of 250.011c live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 Ito. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-7 for 162.8 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob jTruss INss type ury 3LDG 1 P836 Blocking Supported 6 1-10-6 1-10-6 ry LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stuo/Std G 3x4 = 2x4 1 2 3x6 6x6 scale=l'15 1-10-6 1-10-6 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.24 Vert(LL) n/a - n/a 999 MT20 2201195 BC 0.14 Vert(CT) n/a - n/a 999 WS 0.28 Horz(CT) 0.00 3 n/a n/a Matnx-P Weight: 13 lb FT=20% -----� -- - BRACING- TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIOAS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz4=37(LC 10) Max Uplift4--o60(LC 27), 3=-560(LC 30) Max Ga14=C97(LC 34), 3=607(LC 31) FOPI F�% (lb) - Mar. Conp.'Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=- 62/56a, 1-5=-368/374, 2-3=-278/32 BOT CHORD 4-6=-2E11258, 3-6=-408/415 WE.3,; 1-3=-7341734 NOTES- 1) Wind: AS ;E 7-16; r'ult=CE nph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. I I; Exp B; Llwjosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 1 p) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QRQFE$S'/�� yr � c9jY �' n Exp 6//30/I23 T �3o- C5382'1 �aF, lob Truss (Truss Type 3LGG1 PB36A (Flat Qty LOADING (I SPACING- 2-0-0 TCLL 20A Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BOLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-45 1-4-� 2x4 . 5 2 4 6 3 3x6 6x6 1-4-5 1-_4-5 CS1. DEFL. TC 0.25 Vert(LL) BC 0.09 Vert(CT) WB 0.26 Horz(CT) Matnx-P REACTIONS. (Ib/size) 4=51/1-4-5 (min. 0-1-8), 3=51/1-4-5 (min. 0-1-8) Max Horz4=-37(LC 32) Max Uplift4=-573(LC 27), 3=-573(LC 30) Max Grav4=605(LC 34), 3=605(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-594/585, 1-5=-255/256, 2-3=-269/22 BOT CHORD 3-6=-290/291 WEBS 1-3=-680/680 in (loc) (/deft L/d PLATES n/a - n/a 999 MT20 n/a - n/a 999 0.00 3 We We Weight: 11 Ib Scale = 1:15 GRIP 220/195 FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc hracing. MiTek recommends that Stabilizers and required cross hracing be installed during truss erection, in accordance with StdLlllzdl Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ;. end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuvent with any other live loads. 5) * This truss has been designed for a live load of20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 11) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-5 for 250.2 pit. 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard Job Truss Truss Type ILOG1 PB36B lBi.king Oty LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 20 DF N0.2 G BOT CHORD 2x4 DF No.2 G- WEBS 2x4 DF Stuc/Std G 1-4-14 3x4 = 2x4 11 5 2 4 6 3 3x6 6x6 Scale = 1:15 1-0-14 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TC 0.24 Vert(LL) n/a - n/a 999 MT20 2201195 BC 0.09 Vert(CT) n/a - n/a 999 WS 0.26 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 12 lb FT = 20 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REAC;ION.i. (Ib/size) 4=54/1-4-14 (min. 0-1-8),3=54/1-4-14 (min. 0-1-8) Max Horz4=-37(LC 32) Max Uol.ft4=-6/1(LC 27), 3=-571(LC 30) Max Grev 1=6C5(LC 34), 3=605(LC 31) FORr•,F.F. 91b) - Max. Corn?./P1ax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-5641582, 1-5=-2651266, 2-3=-270/23 BOT CHORD 3-6=-30C'302 WEBd 1-3=-682/682 NOTES- 1) Wind: ASC- 7-16; VLlt=9Er._ph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Eadused; MWFkS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jte) 4. This connection is for uplift only and does not consider lateral forces. 8) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard �ROFESS/0� i ZI 6; 30/?3 i -- 1 3��^ Job 1LDG 1 Tress Type Blocking Supported Qty LOADING (pi SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1-25 TCDL 18.0 Lumber DOL 1.25 BCLL - -RelpStresslncrY'ES— -- BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G t-4-8 1-4-8� 13x4. 11 Z3x411 5 4 6 3 3x4 3.4 1-0$ 1-4-8 CSI. DEFL. TC 0.64 Vert(LL) BC 0.21 Ved(CT) WB 0.00 --- Horz(CT) Matrix-R REACTIONS. (Ib/size) 4=52/1-4-8 (min. 0-1-8), 3=52/1-4-8 (min. 0-1-8) Max Horz4=-35(LC 10) Max Uplift4=-404(LC 27), 3=404(LC 30) Max Gmv4=437(LC 34), 3=437(LC 31) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (Ill or less except when shown. TOP CHORD 1-4=-268/202, 2-3=-268/236 in floc) n/a - n/a - 0.00 3 BRACING - TOP CHORE) BOTCHORD Scale =1 14 1/defl L/dhis 999 MT20 220/195 n/a 999 - — - --- n/a r - _ � Weight: 8lb FT=20/ 2-0-0 oc pudins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc tfacing. Mil recommends that Stabilizers and required cross bracing be installed during truss erection, in acco. dance with Stab,ii-er Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=751 TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry - - Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord beading. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 no. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members.__- 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. -- 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrfPt1-=-- --- — - - - 12) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord -and Bottom Chord, ncnconcument with any other live loads. - -- - _ -_ -- - --- _ 13) This truss has been designed for a total drag load of 250 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag - loads along bottom chord from 0-0-0 to 1-4-8 for 181.8 plf.- 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. - - - - - -- --- - -- LOAD CASE(S) Standard 1 E<p, 60/2,- * No lob (Truss Truss Type Oty Ply SLOG 1 P838 Blocking Supported 1 1 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC20181TPI2014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF N0.2 G- WEBS 2x4 OF atud/dtd G 3x4 = 2x4 I 1 2 4 6 3 2x4 3x4 1-9-0 1-9-0 CSI. TC 0.15 BC 0.12 WB OA6 Matrix-P REACl1063. (lb/size) 4=70/1-9-0 (min. 0-1-8),3=70/1-9-0 (min.0-1-8) Max Horz4=-35(LC 8) Max Uorft4=-315(LC 27), 3=-315(LC 30) Max Gkv 4=319(LC 34), 3=359(LC 31) FOR'95 . 9b) -Max, Comp.ftlax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 14=3�1324, 2-3=-276/30 WEBS 1-3=42fJ426 DEFL. in Vert(LL) We Vert(CT) n/a Horz(CT) 0.00 BRACING- TOPCHORD BOT CHORD (Ioc) I/defl - n/a - n/a 3 n/a Scale = 1,14 L/d r PLATES GRIP 999 MT20 220/195 999 nla Weight: 12 lb Ff=20% 2-0-0 oc purins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing M'Tek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation guide NOTSS- 1) Wind: ASCE 7-16; Vu11=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosel; MWFRC (directional) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for menibe.s and forces & MWrRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at f (s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVrPI 1. 12) This truss has been designed for a moving concentrated load of 250.0I1rd live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-0 for 142.9 fill 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �ROFESS' 47i! Y 33K,1 . Job 'Truss iTruss Type 3LDG 1 00 Blocking Suppan.d I LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 - -- BCLL- - - -0.0- `- — - Rep Stress lncr YES BCDL 10.0 Code ISC20181TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G SOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G 1-10-6 1-10-6 1 3x4 = 6 22.4 11 4 6 3 3x6 6x6 1-106 - 1-10-6 - - - CSL TC 0.22 DEFL. in (Ioc) I/dell BC OA4 Vert(LL) n/a n/a WB 0.27 Ved(CT) Horz(CT) n/a alto 3 n/a n/a Matrix-P REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8)13=75/1-10-6 (min. 0-1-8) Max Horz4=-36(LC 10) Max Uplift4=-533(LC 27), 3--533(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-565/543, 1-5--368/374, 2-3--278/32 BOT CHORD 4-6=-248/255, 3-6=-406/412 WEBS 1-3=-710/710 BRACING- TOPCHORD BOTCHORD Scale = 1:14 ---- 1 - L/d PLATES GRIP 999 MT20 220/195 999 n/a Weight: 131b FT=20% 2-0-0 oc pudins: 1-2, except end verticals, Rigid ceiling directly applied or 6-0-0 or, I -racing, MiTek recmmmends that Stabilizers and required cross hracing be installed during truss erection, in accordance with Stat:fs�r Installation quid —I NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L-24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7AUSP connectors recommended to connect truss to bearing. walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag leads along bottom chord from 0-0-0 to 1-10-5 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss Type Qty Ply 3LOG 1 Pe39A (BLOCKING SUPPORTED Run ID'8giz2 sEHw7AafB9 1-4-14 1-4-14 3x4 = 2x4 11 1 5 2 4 6 3 3x6 6x6 1- 14 1-4-14 Scale = 1'.14 - -- - - — -- - - - - - SPACING- - - - - I 2-0-0 CSI. DEFL. in Ma floc) I/deft Lid PLATES GRIP - n/a 999 MT20 220/195 LOADING(psf) TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(CT TCDL 18.0 Lumber DOL 1.25 NO BBC 0.10 HO¢(CT) 0.00 3 nla Na Weight: 11 Ito FT = 20% BCLL 0.0 Rep Stress Incr Code IBC2018ITP12014 Matrix-P -- BCDL 10.0 - - -- _. LUMBER- BRACING- TOP CHORD 2-0-0 oc puffins: 1-2, except end verticals. TOP CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.2 G- MiTekMiTek recommend., Stabilizers and required cross bracing in with Stabilizer WEBS 2x4 OF Star,/std G be installed during Vuss erection, accordance Installa4on qu de REAC-IONS. (lb/size) 4-54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Ho¢4=-36(LC 10) Max Uol,ft4=-,3»4(LC 27), 3=-544(LC 30) Max G,, 1=577(LC 34), 3=577(LC 31) FORCFF. !'b) - Max. Oom}R lax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-566,560, 1-5=-2651270, 2-3=-270/23 BOT CHORD 3-6=-303'309 WEB„ 1-3=-6651665 NOTES - TES ASCU 7-16; Vdt=95s.ph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. I xp B; E.,Liosed; MWFHS fdaecdonal) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right ezposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the tonly. For studs exposed to wind (normal to the face), see Standard Industry russ Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonwncument with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R37A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) 20181nternational Building Code section 2306.1 and referenced standard AlThis truss is designed in accordance with the 12) This truss has been designed for a moving concentrated load of 250.o1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. LOAD CASE(S) Standard ��OFESSIO� DIY �li� txp. 61/30/23 z cv 3LDGi Pa40 Blocking Supported Dry IPly LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1 3x4 = 22x4 1 5 3x6 CSI. TC 0.22 BC OA2 WB 0.26 Matrix-P REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-536(LC 27), 3=-536(LC 30) Max Grav4=579(LC 34), 3=579(LC 31) 6x6 1-8-12 t-8-12 Scale = 1:14 DEFL. in ([cc) I/deft Ud PLATES GRIP Vert(LL) We - n/a 999 MT20 220/195 Vert(CT) n/a - We 999 - Horz(CT) 0.00 3 We n/a Weight: 12 lb FT=20% BRACING. TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers an[ re ;wires cross br;:cing� be installed during truss erection, in accordance with Stabili?er Installation guide. FORCES. (lb) - Max. Comp./Max. Ten, - All forces 260 (lb) or less except when shown. TOP CHORD 1-4=-565/544, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-375/382 WEBS 1-3=-694/694 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust)Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIFrPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.O1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4, This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf: 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob ITruss _3LDG 1_ __ __ P1341_ Truss Type TCLL 20 0 Plate Grip DOL 1.25 TCDL 1>T6 -- -umber DOL - -1-.25 - w BCDL 10 3 Code IBC2018lTP12014 - LUMBER - TOP CHORO 2x4 OF No 2 G BOT CHC37 2x4 OF N0.2 G WEBS 2x4 OF.Stud/bM G 1 3x4- 6 22x4 it 4 6 3 3x6 6x6 Scale = 1:14 s DEFL. in (loc.) I/deft L/d PLATES GRIP TC 0.22 Vert(-L) We - his 999 MT20 2201195 BC--O. 13- Vert(CT) n/a - We 999 _ -_ _ - _ Martz-P -. - - -_ _ Weight: 13 lb FT = 20 % - BRACING - TOP CHORD 2-0-0 no purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Mi I elk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REAL, IONS (lb/size) 4=72,1-9-9 (min. 0-1 -8), 3=7211-9-9 (min. 0-1-8) Max Horz 4--36(LC 10) Max Uplift4=-534(LC 27), 3=-534(LC 30) Max Grc+4=E83(LC 34), 3=580(LC 34) FORZ;=. AIL) -Max. Comp./Max. Ten. - All forces 250 (Ib)e 4ess except when shown. �Op�yORn �.a=,SbS/543 A-5-a53/358.2--3=•277/31 SOT CHORD 3-6=3^C1397 WEBS 1-3`-701/701 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; S=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has-been-cesigned for wive load of 20.0p§To a bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the -bottom chord andany other members. -- ---g)Aplate-rating =n rr ^^ ^t 20°l/.h ti hed-f - reenlumber members. —iB}pr�RT7USp connecC6 mmoconnesdue to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider. lateral forces.._ - is connecbon isis� l ft only -- ;6 - uronnectorsrecgmme--- Td --eonrleeF[russ to gw s ue to a[lts P Y and does not consider lateral farces. ---12YMs trusses des a id n_accor an e"�w tr ^e -g Code section 2306.1 and referenced standard ANSIITPI 1. d of live located at all mid panels and at all panel points along the -T3) This Truss has been designed for a moving c6ncerdratedT Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-9 for 250.0 plf. -. 15) Graphical purlin-representation does noEdepietihesize�uihear tizdisrvoi the purlin along the top and/or bottom chord. LOAD CASE(S) Standard (�F E SS/ 14 H-' � p 6, 2 /23 z Jr n382 %* fob (Truss (Truss Type 3LDG1 PB42 Blocking supported Dty Ply 1-2-13 1 2-13 22x4 11 5 4 6 3 3x6 6x6 1-2-13 1-2-13 Scale = 1.14 LOADING (I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 SC 0.08 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC2018rFP12014 Matrix-P Weight: 11 lb FT=@0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc puriins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers ane required crossbing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=45/1-2-13 (min. 0-1-8), 3=45/1-2-13 (min. 0-1-8) Installation guide. Max Horz4=-36(LC 32) Max Uplift4=-553(LC 27), 3=-553(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-581/580, 2-3=-267/19 BOT CHORD 3-6=-264/271 . WEBS 1-3=-660I660 - NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposeQC-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequatedrainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. _ - -- 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-13 for 250.1 plf. _ 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,1 LJot q lob Truss (Truss Type Oty rPly 3LDG 1 PB43 Blocking Supported 1 1 Run: 8,420 s Apr I J 2021 Pi ID:8gIz2nsEHw7AafBf 178 1 7-8 t 3x4= 22011 5 T--, — - ---_ LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 lumber DOL 1.25 -SCLL 0.0 `- - Rep Stress Incr --YES - - BCDL 10.9 Code IBC2018ITP12014 LUMBER - TOP CHORr) 2x4 DF No.2 G BOT :HO2') 2x4 DF No.2 G WEBS 2x4 DF5iud/Su,G 4 6 3 3x6 6x6 --: CSI. DEFL. in (loc) I/deft L/d TC 0.23 Vert(LL) n/a - n/a 999 BC 0.11 Vart(CT) n/a - nfa 999 WB- 0.26--- -�fiorz(CTr-9.00- 3- -nha-- nfa- Matnx-P REAL-i lOrld. (lb/size) 4=640-7-8 (min. 0-1-8),3=6411-7-8 (min. 0-1-8) Max Horz4=36(LC 9) Max Uplift»=-541(LC 27), 3=-541(LC 30) Max Gras 4=E9' (LC 34), 3=581(LC 31) FORCE:'. ('t) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-56V549, 1-5=-314/320, 2-3=-274/27 BOT CHORD 3-6=-3F2'359 WEBS 1-3=-685/685 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide 1 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI T. 12) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 off. Lumber DOL-(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-8 for 250.0 off. 14) Graphical pur in representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASE(S) Standard Job ITuuss (Truss Type Cry Ply 3LDG1 Pagq alockin Su g pported 1 1 1-7-14 14 - 1 3x4 = 6 22x4 11 1 T1 4 6 3 3x5 6x6 1-7-14 1-7-14 Scale = 1:14 LOADING (Pat) SPACING- 2-0-0 CSI. - - - - - - - - — - - - TCLL 20.0 Plate Grip DOL 1.25 DEFL. in (loc) I/deft L/d PLATES GRIP TCDL 18.0 TC 0.23 VertLL n/a - Lumber DOL 1.25 SC 0.11 ( ) n/a 999 MT20 220/195 BCLL 0.0 Rep Stress Incr YES Vert(CT) .n1a00 - n/a 999 BCDL 10.0 Code ISC2018/TPI2014 WB 0.26 Horz(CT) 0.00 3 We n/a LUMBER. 1 - - - - _ Matrix-P Weight: 12 lb FT=20/ TOP CHORD 2x4 DF N1.2 G BRACING- - - - - -- BOT CHORD 2x4 DF N1.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers an0 required cross bacing be installed during truss erection, in accordance with Stabilizur REACTIONS. (lb/size) 4-65/1-7-14 (min. 0-1-8)13=65N-7-14 (min. 0-1-8) Installeth.n de. Max Horz 4=-36(LC 28) _ Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-567/548, 1-5=-321/327, 2-3=-275/28 BOTCHORD 3-6=-359/366 WEBS 1-3=-689/689 - NOTES- 1) Wind: ASCE 7-16; Vult-95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h-25ft; 6-45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atit(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIRPI 1. 13) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This Imes has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along. bottom chord from 0-0-0 to 1-7-14 for 250.0 plf. i SRO; 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss Type Oty (Ply P645 (Blocking Supported SLOG 1 „__. o non � nor 1fi 2021 P 1-8-14 Scale = 1.14 3x4 = 2 2x4 11 - 2x4 3x4 1-8-14 1-8-14 -_-'- - -- - 1 SPACING- - - 2 0-0 - - CSI. - �- DEFL. in (loc) I/deft L/d - n/a 999 PLATES GRIP MT20 220/195 LOADING(psf) TCLL 20 0 Plate Grip DOL 1.25 I TC 0.15 0.12 Verl n/a Vert(CT) n/a - rue 999 TCDL 18 0 Lumber DOL --0;¢� - Repr Stress Incr 1.25 YES BC WB 0.16 Hcrz(CT) 0.00 3 rue We Weight: 12 Ib FT = -�CLt- Code IBC2018/TPI2014 Matrix-P - BCDL 10:.0 _ -- - - - - - LUMBER- BRACING- TOP CHORD 2-0-0 repudins: 1-2, except end verticals. 6-0-0 oc bracing. TOP CHORD 2x4 OF Not G BOT CHORD Rigid ceiling directly applied or and required cross bracing. BOT CHORD 2x4 DF No.2 G MiTek recommends that Stabilizers in with Stabilizer WEBS ,. 2x4 DF_Stud/Sto G be installed dudng truss erection, accordance Installation cu de REAGiIJrid. (lb/size) 4-69,1-8-14 (min. 0-1-8),3=69/1-8-14 (min. 0-1-8) Max Horz4=36(LC 9) Max Upli t4=-319(LC 27), 3=-319(LC 30) Max Grs i4=263(LC 34), 3=363(LC 31) FORCDC. (:t) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-3v8/nd. 2-3=-276/30 WEBS 1-3=42C430 NOTES- h?e 1) I trPe el B;Enclosed; MWFRS(diectional) and C-C Cone(3) zone; cantilever heft and night exposed; end vertical andght aposedPC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. accordance with the 2018 International Building Code section and referenced standard ANSVT 11) This truss is designed Inall mid 12) Tlms truss has been designed for a moving concentrated load of 250.0Ib live located of all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DO L=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 143.7 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purin along the tap and/or bottom chord. LOAD OASES) Standard— - �jT Exp. 6/30/23 �c\ Dlo. Cd821 F lob (Truss ITmss Type 3LDG 1 P846 I Blocking Supported 3x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 18.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.26 BCDL 10.0 Code IBC2018lTPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=6611-7-14 (min. 0-1-8), 3=66/1-7-14 (min, 0-1-8) Max Horz 4=-36(LC 32) Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) 1-14 14 3x4 = 2x4 11 5 2 6x6 1-7-14 1-7-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-567/548, 1-5=-321/327, 2-3=-275/28 BOT CHORD 3-6=-359/366 WEBS 1-3=-689/689 Scale = 1:14 DEFL. in (loc) I/deft Lid PLATES GRIP Ved(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a - Weight: 12 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - - MITe rrewmmends that Stabilizers anG required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 Intemattonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250Olelive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-14 for 250.0 pif. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASE(S) Standard lob ILOG I Type jOty Ply ig Supported 1 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Pep Stress Inv YES BCDL 10.3 Code IBC2018lFP12014 LUMBER - TOP CHORD 2x4 OF No 2 G BOT CHORD 2x4 OF No.2 G WEBS . 2x4 DF.Stud'StH G 1 3x4 = 22x4 II 5 4 6 3 3x6 6x6 - Scale = 1:14 2-0-8 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.16 Vert(CT) n/a - n/a 999 WB 0.28 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 131b FT=20% BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 4-8412-0-8 (min. 0-1-8), 3=84/2-0-8 (min. 0-1-8) Max Horz4=36(LC 9) Max Uplift4=-533(LC 27), 3=-533(LC 30) Max Grar4=S33(LC 34), 3=586(LC 31) FORULS. pb7 -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP Ci0Rr) 1-4—%9/544, 1-5=-408/413, 2-3=-281/36 BOT CHORD 4-6=-271;277, 3-6=-446/452 WEBS 1-3=-736/736 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-8 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard /�Rr3t ESS/0\ O q `= I z Exp. 6/30/23 #\ 33. C53821 OF AUF lob Truss Tmss Type any IPly 1LnG 1 PB48 I Blocking Supported 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress [net YES BCD- 10.0 Code IBC2018ITP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-7-10 1710 � 1 3x4= 22x4 6 4 6 3 3x6 6x6 1-7-10 i-7 10 CSI. DEFL. in (loc) I/defl L/d TC 0.23 Vert(LL) n/a - n/a 999 BC 0.11 Vert(CT) n/a - n/a 999 WB M26 Horz(CT) 0.00 3 n/a n/a Matrix-P I REACTIONS. (lb/size) 4=65/1-7-10 (min. 0-1-8), 3=65/1-7-10 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grev4=581(LC 34), 3=581(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb). or less except when shown. TOP CHORD 1-4=-568/549, 1-5=-316/322, 2-3=-274/28 BOTCHORD 3-6=-354/361 WEBS 1-3=-686/686 BRACING- TOPCHORD BOT CHORD Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 12 lb FT=20% 2-0-0 oc puffins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. - MiTek recommends that Stabilizers and required cross bmaing be installed during truss erection, in acuordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral farces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlFFPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-10 for 250.1 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lab (Truss Truss Type ILDG 1 PS49 Blocking Suppoded Oty Ply 1 LOADING (Pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 " Rep Stress Incr YES BCDL 10.19 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No 2 G BOT CH02D 2x4 DF N0.2 G WEBS _ 2x4 DF,Srud/Stu G i-9-6 1-9-6 1 3x4 — S 22x4 I� 3x6 6x6 Scale = 1:14 1-9-6 1-9-6 -_ _ _ r CSI. T DEFL. in (loc) I/deb L)d PLATES GRIP TC 0.23 Vert(-L) n/a - ri 999 MT20 220/195 BC 0,13 Vert(CT) n/a - n/a 999 WS 0.27 Horz(CT) 0.00 3 We n/a Matrix-P Weight: 131b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installafon guide REACiIJHs. (lb/size) 472,1-9-6 (min. 0-1-8),3=72/1-9.6 (min.0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grai4=E32(LC 34), 3=582(LC 31) FORCES. ('b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-Sti7/546..1-5= 349/355, 2-3=-277/31 BOTCHORD 3-6=-387.'394 WEBS 1-3=-7021702 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, noncencurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob 3LDG 1 Truss ITruss Type PESO IBlocking Supported Qty Ply 1 1 1-5-4 3x4 = 2x4 11 5 2 4 6 3 3x6 6x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 125 TC 0.23 TCDL 18.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 BCDL 10.0 Code IBC201BITP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=55/1-5-4 (min. 0-1-8), 3=55/1-5-4 (min. 0-1-8) Max Horz 4=36(1-C 28) Max Uplift4=-540(LC 27), 3=-54(ftLC 30) Max Grav4=574(LC 34), 3=574(LC 31) 1-5-4 1-5-4 Scale = 1:14 DEFL. in ((oc) Well L/d PLATES GRIP Vert(LL) n/a - We 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a his _ - Weight: 11 lb FT=?A% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and rer?uirer' cross brecing be installed during truss erection, in accord a,ice with Staoilizer Installation guide FORCES. (Ifie) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-563/554, 1-5=-272/278, 2-3=-271/23 BOT CHORD 3-6=-310/316 WEBS 1-3=-664/664 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be. fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-4 for 250.1 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard 4 AL lob Truss Truss Type SLOG 1 PB51 Blocking Supported i Oty Ply 1 1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18-0 '-umber DOL 1.25 BCLL 0.0 - Rep Stress Incr YES BCD'- 1010 Code IBC20181TP12014 LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHCPD 2x4 DF No.2 G WEBS 2x4 OF Stud/aid G 3x4 = 22x4 II 5 4 6 3 3x6 sx6 1-&10 CSL DEFL. in floc) I/defl Lid TC 0.23 Vert(LL) n/a - n/a 999 BC 0.10 Vert(CT) No - n/a 999 WB 0.26 Horz(CT) 0.00 3 nis nia Matnx-P REAJiVANS- fib/size) 4=66/1-6-10 (min. 0-1-8),3=60/1-6-10 (min. 0-1-8) Max Horz4=-35(LC 28) Max Uplifh4=-537(LC 27), 3=-537(LC 30) Max Gmv4=575(LC 34), 3=575(LC 31) FOR._3. ;IL) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-56215w5. 1-5=297/303, 2-3=-273/26 BOT CHORD 3-6=-33C/342 WEBS 1-3=-673/673 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 13) This truss has been designed for a moving concentrated load of 250.011, live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 250.0 plf. 15) Graphical pur in representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. LOAD CASE(S) Standard ROFESS/c Q Nq Fkp. 61130/23 jx No, Job 'Tmss 'Truss Type Cry 3LOG1 PB52 BLOCKING SUPPORTED 1 LOADING(psf) ` SPACING- 2-0-0 TCLL 20.0 Plate Grip DOE 1.25 TCDL 18.0 Lumber DOL 1,25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2018lTPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G 4 6 3x6 6x6 - 1-3-6 --3-6 TC 0.26 BC 0.09 WB 0.25 Matnx-P REACTIONS. (lb/size) 4=48/1-8-14 (min. 0-1-8), 3=48/1-8-14 (min. 0-1-8) Max Horz4=-35(LC 10) Max Uplift4=-545(LC 27), 3=-545(LC 30) Max Grav4=575(LC 34), 3=575(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/568, 2-3=-268/20 BOT CHORD 3-6=-274/281 WEBS 1-3=-655/655 Scale = 1:14 DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 11 le FT=20% BRACING - TOP CHORD 2-0-0 oc purlins. 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. M fek recommends that Stabilizers anti rquirad cross b—m-r n be installed during truss erection, in ac„ordsn, with Stabilizer Lnstallatidn guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This muss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 01 to 1-3-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job ITruss Tmss Type aty Ply 3LDG 1 PB54 Blocking Supported i Run: i n s Apr 16 2f ID:BgIz2sEHw7AafE -8-5 165 Scale = 1:14 3x4 = 22X4 11 1 6 3x6 6x6 1-8-5 1-8-5 LOADING(- SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Vd PLATES GRIP n/a 999 MT20 220/195 TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 BC 0.12 Vert(LL) n/a Verl n/a - n/a 999 TCDL 18.0 1 umber DOL 115 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a We Weight: 12 Ih FT = 20 BCDL 10A Code IBC2018ITP12014 Matrix-P — - -- —-- BRACING- LUMBER- TOP CHORD 2-0-0 no purlins: 1-2, except end verticals. TOP Cf 1ORO 2x4 DF No.2 G OF BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOP CHORD 2x4 No2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF,Slud/Stu G be installed during truss erection, in accordance with Stabilizer ' Installation guide. REACCIOAG. (lb/size) 4=67,-1-8-5 (min. 0-1-8), 3=67/1-8-5 (min. 0-1-8) Max Horz4=-38(LC 8) Max Up1ift1=536(LC 27), 3=-536(LC 30) Max Gr2,14=579(LC 34), 3=579(LC 31) FORRFS. ('h) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-565/545, 1-5=-329/335, 2-3=-275/29 SOT CHORD 3-6=-3F7'373 WEBS 1-3=-690/690 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for B; Enclosed; MWFRS (directional) members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 For exposed to wind (normal to the face), see Standard Industry 2) Truss designed for wind loads in the plane of the truss only. studs Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water printing. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 8)' This truss between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider latenal forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the 13) This truss has been designed Top Chord and Bottom Chord, nonconcurrent with any other live loads. has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q ftO ON9 14) This truss loads along bottom chord from 0-0-0 to 1-8-5 for 250.0 plf. top bottom chord. O c, HA F Fes\ 15) Graphical pudin representation does not depict the size or the orientation of the pur in along the and/or `�/ LOAD CASE(S) Standard ✓; "' .✓ �', '� Fxp. No- C3821 T ! j 3LDG 1 Pa55 Blocking.5upponed 1 3x4. = 2x4 11 5 2 4 6 3 3x6 6v6 1-5-7 -5-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vertl-L) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code I BC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=5611-5-7 (min. 0-1-8), 3=56/1-5-7 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-542(LC 27), 3=-542(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-566/556, 1-5=-2761281, 2-3=-271/24 BOT CHORD 3-6=314/320 WEBS 1-3=-668/668 Scale = 1:14 PLATES GRIP MT20 220/195 Weight -i910 FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and reouired cross bracing be installed during truss erection, in accordarc, with StaSilize: Installation guide- NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 on. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011d live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live leads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-7 for 250.4 plf. 14) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard 13 ;LOG 1 P356 Blocking Supportetl 1 1 18 -&10 40 3x4 — 2.4 11 1 5 2 T1 Wi W2 I W1 31 MEEMMMEMEEM 4 6 3 3x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 18.0 Lumber DOL 1.26 BC 0.12 BCLL 0.0 Rap Stress Incr YES WB 0.26 BCDL 10.0 Code IBC2018TTP12014 Matnx-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G 6x6 1-8-10 t-8-10 DEFL. in (lac) I/defl Vert(LL) n/a - n/a Vert(CT) n/a - n/a Horz(CT) 0.00 3 n/a WEBS 2x4 OF Stud/3td G REACT[CKS. (lb/sizo) 4=62/1-8-10 (min. 0-1-8), 3=69/1-8-10 (min. 0-1-8) Max Horz4=-36(LC 8) Max UpIif..4=-536(LC 27), 3=-536(LC 30) Max Grav4=1,79(LC 34), 3=579(LC 31) FORCES (Ih) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOF CHORC 1-4—E35/5=4, 1-5=-335/341, 2-3=-276/29 BOT CHORD 3-6=-371/379 WEBS 1-3=-692/692 BRACING- TOPCHORD BOTCHORD L/d 999 999 n/a Scale = 1:14 PLATES GRIP MT20 2201195 Weight: 12 lb - FT=20% 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at f(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-10 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord. LOAD CASE(S) Standard 2QFES3 0 Exp. 6/30/23 it No. C5382' l s� CIVIL Cry I Ply lob (Truss Truss Type 3LDG1 PB57 I Blocking Supponed 1 Rum 8 420 s Appr 16 20 I D: 8gIz2nsEHw7A; 1-3-1 13 22x4 11 3x6 6x6 _ 1-3 i - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES TCLL 20:0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - rile 999 MT20 TCDL 18.0 Lumber DOL 1.26 BC 0.08 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a _ BCOL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: I . ,b LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=46/1-3-1 (min. 0-1-8), 3=46/f-3-1 (min. 0.1-8) Max Horz4=-36(LC 28) Max Uplift4=-549(LC 27), 3=-549(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-575/574, 2-3=-267/20 BOT CHORD 3-6=-269/275 WEBS 1-3=-658/658 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing Scale = 1:14 GRIP 220/195 FT = 20% MiTek recommends that Stabilizers am, required cross bracing tie installed during truss erection, in accordaroe with St:.biliz^r Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Ezp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord five load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at lt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1. and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Double installations of RT4 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard lob Truss 'Truss Type ILDG i PB59 Blocking Supported Ply LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 * Rcp Stress Incr YES BCDL 10-0 Code IBC2018ITP12014 LUMbER- TOP C.`1ORO 2x4 DF No.2 G BOT CHORD 2x4 DF No2 G WEBS 2x4 OF Saud/:.tC G 1-2-13 11 2.4 11 6 2 4 6 3 Scale = 1:14 3x6 6x6 1-2-13 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.24 Vert(LL) n/a - n/a 999 MT20 220I195 BC 0.08 Vert(CT) n/a - nla 999 WB 0.25 Horz(CT) 0.00 3 n/a We Matrix-P - Weight: 11 He FT = 20% BRACING- TOP CHORD 2-0-0 cc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REAC1.19115. (IWsize) 4- 45'1-2-13 (min. 0-1-8), 3=45/1-2-13 (min. 0-1-8) Max Herz 4=3b(LC 32) Max Uplift l=-550(LC 27), 3=-550(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) FORCES. 0b) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 14=-578/577, 2-3=-267/19 BOT CHORD 3-6=-2641270 WEBS 1-3=-657/657 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf{ BCDL=6.Opsf; 1 B=451 L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 pi bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-13 for 250.1 plf. 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard OLESS,,G rr 9- I. � T i lob Truss Truss Type City SLOG 1 PB60 Blocking Supported 1 Ply 2-0-14 2-0-14 3x6 6x6 2-0-14 2-0-14 LOADING(psf) SPACING- 2-0-0 - CSI. DEFL. in floc) I/def Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.26 BC 0.16 Vert(CT) n/a - n/a 999 BCLL O.0 Rep Stress [nor YES WB 0.28 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=8512-0-14 (min. 0-1-8), 3=85/2-0-14 (min. 0-1-8) Max Horz4=-36(LC 8) Max Uplift4=-533(LC 27), 3=-533(LC 30) Max Grav4=587(LC 34), 3=587(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/544, 1-5=-415/420, 2-3=-282/36 BOT CHORD 4-6=-275/281, 3-6=-453/459 WEBS 1-3=-741/741 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 1,b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers anu ..q.,, d crass bracina be installed during truss erection, in accowith Stcbiliz^r Installation qurda�;e id. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One i USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfFRI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-14 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard 41\ N0. C938)1 lob 'Truss 'Truss Type 3LDS 1 PB62 Blopk'mg Spppenetl Qty LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rcp Stress Incr YES BCDL 10.0 Lode IBC2018/TPI2014 LUNI 6ER- TOP C:1ORO 2x4 DF No.2 G BOT,7HORD 2x4 OF No2 G WEBS _ 2x4 OF Stud/£tc G 1-8-10 1-8A0 3x4= 22x4I 5 4 6 3 3x6 6x6 - 1-8-10 1-8-10 CSI. DEFL. in (loc) I/deft L/d TC 0.22 Vert(L-) n/a - n/a 999 BC 0.12 Vert(CT) n/a - n/a 999 WB 0.26 Horz(CT) 0.00 3 n/a We Matr x-P _L _ _. REACTIONS. (lb/size) 4-:691-8-10 (min. 0-1-8), 3=6911-8-10 (min. 0-1-8) Max Horz4=-35(LC 32) Max Uplift:=-533(LC 27), 3=-533(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. IV - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/54^_, 1-5=-335/341, 2-3=-276/29 BOT CHORD 3-6=-373/319 WEBS 1-3=-690/690 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20 BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 no. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-10 for 250.0 off. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard 00 FES�/N�� O 9� Lxp 6/30/23 it No. C53821 ' lob iTruss ILOG:1 PH63 Truss Type Blocking Sul 1-3 6 3x6 6x6 - 1-3-6 1-3-6 22.4 11 Scale =1:14 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.26 TO DEFL. in (loc) I/deft L/d PLATES GRIP 0.24 TCDL 18.0 Lumber DOL 1.25 BC 0.08 Vert(LL) n/a Vert(CT) n/a n/a 999 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 BCDL 10.0 Horz(CT) 0.00 n/a 999 3 n/a n/a Code IBC2018/TPI2014 Matrix-P - - - — -. Weight: 11 b FT=20% LUMBER- TOP CHORD 2x4 DF N0.2 G BRACING- _ BOB CHORD 2x4 DF N0.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers any equiied cross bracin0 be installed during truss erection, in ac.ordta:e with Stobilri REACTIONS. (lb/size) 4-48/1-3-6 (min. 0-1-8), 3=48/1-3-6 (min. 0-1-8) Installationguide. Max Horz4=-36(LC 32) ,.. Max Uplift4=-545(LC 27), 3=-545(LC 30) Max Grav4=575(LC 34), 3=575(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/568, 2-3=-268/20 BOT CHORD 3-6=-275/281 WEBS 1-3=655/655 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=21t; Cat. 11' Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left. and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One RT7A USP connectors recommended to connect truss to bearing walls due t0 UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-6 for 250.4 pIf. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard lob ITruss Truss Type �Oty IPfy 3LDG 1 PBIA Blocking 1 2 1-8-5 1-8-5 3x4 = 2x4 3x4 = t-8-5 _ _.. 1-8-5 F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildetl n/a Lid 999 PLATES MT20 TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 BC 0.06 Vert(LL) nla Vart(CT) n/a n/a 999 TCDL 18.0 BCLL 0.0 Lumber DOL 1.25 l Stress Incr YES WB 0.15 Ho¢(CT) 0.00 3 n/a n/a Weight: 27 It, BCDL 10_0 Code IBC2018/rP12014 Matrix-P _ LUMBER- -� — _ BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. TOP CYORO 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOP CHORD 2x4 DF No:2 G WEBS 2x4 DF Stud/`Cl G REACTIONS. (lb/size) 4=67/1-8-5 (min. 0-1-8), 3=67/1-8-5 (min. 0-1-8) Max Horz 4--4/(LC 10) Max Upl:ft1=-V O(LC 27), 3=-640(LC 30) Max Grav4=683(LC 34), 3=683(LC 31) FORGES. (lb) - Max. Como.iNlax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-6C2'649, 1-5=332/333, 2-3=-275/29 BOT CHORD 3-6=-371/373 WEBS 1-3=-'80/780 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-M on. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide will 10) " This truss has been designed for a live load of 20.0psf on the bottom chord in all fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 14) Thistruss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-5 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Scale = 1:16 GRIP 2201195 FT = 20% RCF tVS/OA/� A. JiY � r'r a Exp- 6/30�23 z # No. C5382I t f � P qT� OQ' lob iTruss 'Truss Type 3LDG 1 pnn4 Ply 2 1-10-6 1-10-6 3x4 = 1 5 2x4 3x4 Scale = 1:16 1-10-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L!d PLATES GRIP TCLL 18.0 Plate Lumber D L 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 TCOL 18.0 LumberDOL 1.25 BC 0.07 Vert(CT) n!a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC201B(TPI2014 ` Matrix Weight: 2T.b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc urlins: 1-2, except end verticals. WE BS 2z4 CHORD 2x4 OF No.2 GF StudlStd G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. _ WE REACTIONS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz4=-02(LC 10) - Max Uplift4=-636(LC 27), 3=-636(LC 30) - Max Grav4=683(LC 34), 3=683(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-668/645, 1-5=-370/371, 2-3=-278/32 SOT CHORD 4-6=-252/254, 3-6=-409/411 WEBS 1-3=-796/796 - NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - i row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult-95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chard bearing. 9) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 10)' This truss has beendesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a. moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. F ESE/ 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag —�V H loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pif. 16) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss. - ITruss Type Qty Ply SLOG 1 �PB66 Blocking 1 % LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 1-5-7 1-6-7 Scale = 1:16 3x4 = 2x4 3x4 1-5-7 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Lid 999 PLATES GRIP MT20 220/195 Plate Grip DOL 1.25 TC OAS Vert(LL) Vert(CT) n/a - n/a - hills We 999 Lumber DOL 1.25 BC 0.05 WB OA5 Horz(CT) 0.00 3 hills We R,p Stress locr YES Weight 26 Ito FT=20 ' Code IBC201 BrTP12014 Matrix-P _ LUMGER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/StH G REACTIONS- (lblsize) 4=56/1-5-7 (min. 0-1-8), 3=56/1-5-7 (min. 0-1-8) Max Horz4=43il 33) Max Upli1LA=-6z8(LC 27), 3=-648(LC 30) Max Grav4=683(LC 34), 3=683(LC 31) FORGES. (lb, -Max. Como.,N.ax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-672'665, 1-5=-278/279, 2-3=-271/24 BOT CAORL) 3-6=-317/319 WEBS 1-3='65/795 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 12) Non Standard bearing condition. Review required. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 15) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-7 for 250.4 pit 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss (Truss Type 3LDG 1 P867 BloBeing 1-10-6 i 106 3.4 = 1 5 T1" __'�7 WY W2 W1 B1 scale = 1:16 2.4 3x4 - 1-10-6 LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (too) Ii L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 SC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 l Mai Weight: IC'S FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals: BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=42(LC 10) " Max Uplift4=-636(LC 27), 3=-636(LC 30) Max Grav4=683(LC 34), 3=683(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 1-4=-668/645, 1-5=-370/371, 2-3=-278/32 BOT CHORD 4-6=-252/254. 3-6=-409/411 WEBS 1-3=-796/796 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"xZT) nails as follows: Top chords connected as follows: 2x4 - 1 now at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (S), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph;TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 14) This truss has been designed for a moving concentrated load of 250.0I1p live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate gdp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 fill. 16) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 41 lob (Truss Truss Type Oty (Fly ii-i 1 1 PB68 ( Blocking 1 2 1-8-10 t 8-10 3x4 = 2 5 T1 Ni W2 W1 Scale = 1:16 4 6 3 2x4 3x4 1-8-10 LOADING(psf) SPACING• 2-0-0 CSI. DEFL. in (loc) I/dell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB OA5 Horz(CT) 0.00 3 n/a n/a Weight: 27 Ito FT = 20% BCDL 10.0 I- -- Code IBC2018rrPI2014 Matnx-P _ LUM]ER- TOP CHORD 2x4 OF N0.2 G BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT "'HORD 2x4 OF Nc.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G REA-:TIONS. fib/size) 4=69/1-8-10 (min. 0-1-8), 3=69/1-8-10 (min. 0-1-8) Max Holz4=-4:(LC 10) Max Upffl 27), 3=-640(LC 30) Max Grav4=683(LC 34), 3=683(LC 31) FORCEC. (IL) - Max. ComolMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-eF81848 1-5=-337/339, 2-3=-276/29 BOT C:iJ2D 3-6=-377/379 WEBS 1-3=183/783 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-.0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 14) This truss has been designed for a moving concentrated load of 250-Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-10 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard Qy,OFESS/ON Job Truss 311 1 Truss Type Dty iPly Blocking 1 Run 8.42ps Apr 162021 Pr 1-6-12 ID:e9lz2nsEHw7AafB<- 3x4 1 5 2 Wt M MEMEEMM 4 6 3 2.4 3z4 LOADING(psf) I SPACING- 2-0-0 TCLL TCDL 20.0 18.0 Plate Grip DOL 1.25 CSI. TC 0.15 BCLL 0.0 ' Lumber DOL Rep Stress I= 125 BC 0.06 BCDL 10.9 YES Code IBC2018/TPI2014 WB 0.15 - Matrix-P LUMBER - TOP CHORD 2x4 DF N1.2 G SOT CHORD 2x4 OF N1.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4-69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-42(LC 32) Max Upli t4=639(LC 27), 3=-6391 30) Max Grav4=683(LC 34), 3=683(LC 31) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 2501 or less except when shown. TOP CHORD 1-4=-668/648, 1-5=-340/341, 2-3=-276/29 SOT CHORD 3-6=-379/381 WEBS 1-3=-783/783 1-8-t2 1-8-77 DEFL. in (loc) I/dell L/d PLATES Vert(LL) n/a - n/a 999 MT20 Vert(CT) n/a 1 999 Horz(GT) 1 3 n/a n/a Weigh[: BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 no 5) All loads are considered equally applied to all plies, except if noted as front (F) or back face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (13), unless otherMse indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd-75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and des not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Top and ottom Chord, This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the ive loads. 15) This ttrrussdhas been designed for a total drag tl load of 250th any t alt. her ILumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads phical pur litom chord from 0-i to 1-8-12 e I nrepresentation does depict s not det the size or 16) Graphical the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) StandardIII GRIP 220/195 FT = 20% O'Ess" 0ti n � \ G. S:, 4iNL. J P Scale= 1:16 I Truss SLDG 1 Truss Type Qty 1 Ply 1 LOADING (Psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 SPACING- - 2-0-0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Incr YES Code IBC2018ITP12014 LUMDER- TOP CHORD 2x4 DF No.2 G SOT CHORD 2x4 DF Nc2 G WEBS 2x4 DF Stud/Ptd G Scale = 1,16 20 3x4 - 1-3-1 - - -_ - - - CSI. - -- - DEFL. in - (loc) 1/defl Ltd PLATES GRIP MT20 2201195 TC 0. Vert(LL) nla Vert(CT) rile - n/a 999 - rile 999 BC 0.04 WB 0.15 Horz(CT) 0.00 3 nla nia Weight: 24 lb FT = 20% Matrix-P- - - BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, excepte d ve isals- BOT CHORD Rigid ceiling directly applied bracing. REACTIUNS. (lb/size) 4-46r1-3-1 (min. 0-1-8), 3=46/1-3-1 (min. 0-1-8) Max Her 4=-:L(LC 32) Max Uplift4=-6in8(LC 27), 3=-658(LC 30) Max Grav4=687(LC 34), 3=687(LC 31) FORCE. (IL' - Max. Comp.Xax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-6871686, 2-3=-267120 BOT :;! 10"D 3-6=-2721274 WEBS 1-3=-7611791 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. ute loads 4) 2 special connection 2-ply truss to be connected togetherwithbwith 8d(0.131"x2.5'I) nails asly efollows: n all es. Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only Toads noted as (F) or (B), unless otherwise indicated. 6) B i Enclosed; MWFRS --95m(directh ) and (3-second g Comer(3) zone; cantilever left and right exposed ; end verticaftleft and right exposedtC�CEoP members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. current with any other live loads. 9) This truss has been designed for a 10.0 psf bottom chord live load noncon 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members mbor the green lumber members. 11) A plate rating reduction of 20% has been app 9 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT a[jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section all mid and referenced standard A is along 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 pit. Lumber DOL =(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard /�ROFESS/ON\ ELxo / v6/30%23 i a it No C53821 : \�T C11/ c I Iss 3LGG1 PB71 Truss Type Oty Ply Blocking i 2 Run 8 lzt3..44fr 16 2021 Pr ID:SgIz2nsEH 1-7-8 w7AafB9z 1 3x4 -- 2x4 3x4 1-7-8 1-7-8 Scale = 1:16 LOADING(psf) SPACING- 2_p_p - - - - TCLL 20.0 Plate Grip DOL 1.26 -0 CSI. DEFL. in Qoc) I/defl L/d - TCDL 18.0 Lumber DOL TC 0.15 Vert(LL) n/a _ n/a 999 BCLL 0.0 ' 1.25 BC O.D6 Vert(CT) n/a Rep Stress Incr PLATES GRIP MT20 2'ln/195 - YES WS 0 15 - n/a 99g BCDL 10.0 Code IBC2018rrP12014 Horz(CT) 0.00 3 n/a n/a - Matrix-P LUMBER- Weight 2J Ib FT = 20 TOP CHORD 2x4 DF No.2 G BRACING- BOT CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 no pudins: 1-2, except end verticals. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) 4-64/1-7-8 (min. 0-1-8) , 3=64/1-7-8 (min. 0-1-8) Max Horz4=-42(LC 8) Max UPIift4=-642(LC 27), 3=-642(LC 30) Max Grav4=682(LC 34), 3=682(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less TOP CHORD 1-4=-668/650, 1-5=316/317, 2except when shown. - -3=-274/27 BOT CHORD 3-6=-355/357 WEBS 1-3=-774/774 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 do. Webs connected as follows: 2x4 - 1 raw at 0-9-0 co. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph 0-second gust) Vasd=75mph; TCOL=6.0psf; BCDL=6.Opsf; h=25ft: B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed members and forces & MWFRS ; end vertical left and right exposed;C-C for for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 Psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 fit between the bottom chord and any other members. wide will 11) Aplate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection only and does not consider lateral forces. is for uplift 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 14) This truss has been designed and referenced standard ANSIfrPI 1. for a moving concentrated load. of 250.0 b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 If. Lumber DOL-( ) grip ( loads along bottom chord from 0-0-0 to 1- P - 1.33 Plate ri DOL= 1.33) Connect truss [o resist drag 7-8 for 250.0 0 purlin representation p OF L S' j CV�'q,A does not depict the size or the. orientation of the purlin along the top and/or bottom chord. LOADGraphical LOAD CASE(S) Standard 3MG 1 Qty I Ply TNSS T-mss Type oavo Blocktnq � 3x4= 2 2x411 _ 3x6 6x6 1-11-14 1-11-14 Scale =1:14 CSL DEFL. in PLATES GRIP (loc) I/deg Lld MT20 2201195 LC[-CING;psf) SPACING- Plate Grip DOL 2-0-0 1.25 TC 0.22 Vert(LL) nla Vert(CT) nla his 999 - n/a 999 TLLL 20.0 TCC- 18.0 Lumber DOL 125 gC 0.15 Wg 0.28 Horz(CT) 0.00 3 nla nla Weight: 13 Ito FT = 20 BC LL 0 0 Rep Stress Incr Code IBC2018/TP12014 YES Matnx-P - _ BCDL 10.0 � - - - - - BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. LU?ABE7- TOP CHORD 2x4 OF N�-2 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. required cross bracing SOT CHORD 2x4 OF No.2 G 2x4 DF Ctud/Std G Mil ek recommends that Stabilizers and be installed during truss erection, in accordance with Stabilizer WEBS Installatlo uide REACTIONS. (lb/size) 4=8111-11-14 (min. 0-1-8), 3=8111-11-14 (min. 0-1-9) Max Horz4=35(LC 8) Max U-IYt4= 528(LC 27), 3=-528(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) ) Max comp./Max. 5631539, i STen. - Alll forces rc s 250 315) or less except when shown TOP CHORD . BOT CHORD 4-6=-2641270, 3-6=-434/440 WEBS 1-3=-7241724 NOTES- TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp i) Wind: ASCE 7-16; VUlt=95mph (3-second gust) Vasd=75mph; B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever leftand right exposed ;end vertical left and right exposed;C-C or members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Truss designed for wind Ioadithe consult oath fed building Forstdesigds exper ANSIlTPIdt(nonnal to the face), see Standard Industry Gable End Details as applicable, 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by Z-0-0 wide will fit between the bottom chord and any other members. for the green lumber members. 9) A plate rating reduction of 20 % has been applied due [o UPLIFT at j 10) One RT7 USP connectors recommended to connect truss to bearing walls t(s) 4. This connection is for uplift only an does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing we due to UPLIFT a[ jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss Is designed in accordance with the 2018 international Building Code section 2306.1 and referenced standard ANSIITP 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-11-14 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ee<9' S S I CN� y IY �I T *� No. C53821�� lob Truss Truss Type 3LOG 1 _,—L 13 Block,n9 ' Su pported Oty ply i 1 1 1-8-14 - -_- 1-8-14 —� 1 3x4— 5 22x4 II 3x6 LOADING (psf) SPACING-2-0-1) TCLL 20.0 Plate Grip DOL 1 25 TCDL 18A Lumber DOL TC 0.22 BCLL 0.0 ' 125 Rep Stress [nor YES BCDL 10.0 BC 0.12 WB 0.26 Code IBC2018/TPI2014 Matrix-P LUMBER- '- - TOP CHORD 2x4 DF N1.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4-69/1-8-14 (min. 0-1-8)13=69/1-8-14 Max Horz4--35(LC 8) (min. 0-1-8) Max Uplift4=-533(LC 27), 3=-533(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) 6x6 1-8-14 1_6=14 Scale = 1:14 DEFL. in Vert(LL) n/a (too) I/defl L/d PLATES !` - aR-P Vert(CT) We n/a 999 - n/a 999 MT20 22C/195 Horz(CT) 0.00 3 We n/a _ Weight: 721b "T = 20% BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing rek recommends that Stabilizers and required crossd cross br be installed during truss erection, in accoldance with StabiJzer Installation uide. FORCES. (lb) -Max. Comp./Max. TOP Ten. - All forces 250 (Ib) or less except when shown. CHORD 1-4=-562/541, 1-5=-340/345, 2-3=-276/30 BOT CHORD 3-6=-377/384 WEBS 1-3=-692/692 NOTES- 1) Wind: ASCE 7-16; Vult-95mph (3-second gust) Vasd-75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp S; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the. 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.-S„/ LOAD CASE(S) Standard L VGL(�J � li Z n 1 Exn. 6i 50�-3 c Ibb Truss Truss Type 3LDG 1 PB74 I Blocking I Phte Offs,ts (X Y)-_ [1_Edge 0-1_4lLLEdge 0 1-81. LOADING(psf) SPACING Plate Grip DOL 2-0-0 1.25 TCL, TCDL ?0.0 18.0 Lumber DOL 1.25 BCU. 0.0 ' - -Rep Stress Incr Code IBC2018rTP12014 YES BCOL 10.0 - Qty Ply Job Reference o lional Rum 8p eglz2nsEHw7Aa189z93cmxyVlDwZmhfXE416i7178ikZwZHVRjMIfSGPHYfga HGpryH 1-8-13 Scale: 3/4"= 4.4- - 2 6 3II W1 W2 _ 8 x 2x4. 44_ 1-8-13 _ DEFL. in floc) 1/defl Lid PLATES GRIP MT20 220/195 CSI. 0.41 Vert(LL) 0.02 3-4 >811 240 TC BC 0.34 Vert(CT) -0.03 3-4 >698 180 WB 0.31 Horz( CT) 0.00 3 nla nla Weight: 151b FT = O%F, 20%E Matrix-P LL'VEEA' TOP CHOkD 2x4 DF No.2 G(flat) BOT CHORD 2x4 DF No.2 G(flat) WE- BE, 2x4 DF Stu4/Std G(flat) REACTIONS. (lb/size) 4-77/Mechanical, 3=77/Mechanical Max Kurz 4=44(LC 28) Max Lpl = 559(LC 27), 3=-659(LC 30) ft4 Max Grav4=708(LC 34), 3=708(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 2700,313) or less except when shown. TOP CHORD 1=1=-6921669, 1-5=-3791380, BOT CHORD 4-6=-2591261, 3-6=-4201422 WEBS 1-3=-8231823 BRACING - TOP CHORD 2-0-0 oc purling: 1-2, except e d verticals tic bracing. BOT CHORD Rigid ceiling directly applied NOTES- SCDL=6.0 sf; h-25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; p membeos and WFRorces 8. dirWFRS land C- reactions shown; zone; DOL=1 cantilever left and right plate grip exposed ; end vertical left and right ezposed;C-C for 2) Provide adequate drainage to prevent water pounding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurte al with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit the bottom chord and any other memberfor the green lumber members. s. 5) A plate rating reduction of 20 % has been applied 6) Refer to girder(s) for truss to truss connections. ing plate capable of withstanding 100 lb uplift 7) Provide mechanical connection (by others) of truss to bearat joint(s) except Qt=1b) 4=6 3his tr n 2306.1 and referenced standard ANSVTP. 8) This truss is designed in accordance with the 2018 International Building Code sectio 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist rag loads along bottom chord from 0-0-0 to 1-8-13 for 250.1 r t 11) Graphical Pullin representation does not depict the size or the orientation of the Pullin along the top andlor bottom chord. LOAD CASE(S) Standard �Q�OFESS, Exp 6/30/ 23 z No C53821 \F 0F CAL�Fp� lob iTruss Truss Type 3LOG 1 IPa75 — Stocking ON aly 1 1 2x4 Plate Offsets (X YZ (1 Edge,Ot-8j,.[3 Edge,0-1-81 1-B-14 1814 � 4 6 3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TOOL 18.0 Lumber DOL 1.25 BC 0.34 BCLL BCDL 0.0 ' 10.0 Rep Stress Incr YES WB 0.31 Code IBC2018ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G(flat) SOT CHORD 2x4 DF No.2 G(flat) WEBS 2x4 DF Stud/Std G(flat) REACTIONS. (lb/size) 4=78/Mechanical, 3=78/Mechanical Max Horz4=-44(LC 8) Max Uplift4=-659(LC 27), 3=-659(LC 30) Max Grav4=708(LC 34), 3=708(LC 31) 4x4 _ 1-8-14 DEFL. in (loc) I/defl L/ Vert(LL) 0.02 3-4 >806 24 Vert(CT) 0.03 3-4 >694 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-692/669, 1-5=-380/381, 2-3=-279/33 BOT CHORD 4-6=-259/261, 3-6=-421/423 WEBS 1-3=-823/823 BRACING- TOPCHORD BOTCHORD 0 d PLATES 0 MT20 a Weight: 15 Ib 2-0-0 no purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit. between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=659, 3=659, 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Scale: 3/4"= GRkP ^_20/195 FT=0 ,:. 20/E by n N i lob Truss Truss Type I Oty, ;Loe 1 �PB81 Blocking �1 LOADING;psf) SPACING- 2-0-0 - TCLL 20.0 Plate Grip COL I L25 T('DL 18.0 Lumber DOL 1.25 BGLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 1 LUMBER- TGF CHURD 2x4 OF No.2 G SOT (.,I'ORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 4-14 1 4-14 Scale = 1:15 3x4 = 2 2x4 11 5 4 6 3 3x6 6x6 1-4-14 _. 1-4-14 CSI. DEFL. in (lob) Ildefl L/d PLATES GRIP MT20 220/195 TC 0. Vert(-L) n/a Vert(CT) n/a - n/a 999 - We 999 BC 0.09 WB 0,26 Horz(CT) 0.00. 3 n/a We Weight: 12 lb FT = 20% -)__- BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REALTA I-S. (lb/size) 4=54/1-4-14 (min. 0-1-8), 3=5411-4-14 (min. 0-1-8) Max. Har, 4= 37(LC 32) Max Uplift4=-571(LC 27), 3=-571(LC 30) Max Grav4=605(LC 34), 3=605(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5941582, 1-5=-2651266, 2-3=-270/23 BOT CHORD 3-6=-300/302 WEBS 1-3=-682/682 NOTES- Exp 1) B;'Enc Enclosed; MWFRSt(di (directional) and C-C Cor ear(3) zone; cantiee er heft and right exposed ;; end verticaltleft and right exposed;C-4ft; Cat L for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcd iwith any other live loads. n al 5) - This truss has been designed for a live load of 20.0psf on the bottom chord n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f[ between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only an does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section t all mid and referenced standard ANts along 10) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 1 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �4, �1 Exp. 5/3C/'23 4t nlo. C53821 Cl V��� Job Truss (Truss Type SLOG 1 P882 Blocking Cry Ply 11 1-11-14 1-11-14 1 3x4= 6 22x4 i1 T1 W1 W2 W1 II B1 it !.....4� 4 6 3 3x6 6x6 - LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inter YES BCDL 10.0 Code I13C2018/TP12014 Ma CSI. TC 0.22 BC 0.15 W8 0.2Mai LUMBER - TOP CHORD 2x4 DF N1.2 G BOT CHORD 2x4 OF N0.2 G WEBS 2x4 OF Stud/Std G 1-11-14 7-11-14- -_-_-- DEFL. Veri Vert(CT) Horz(CT) REACTIONS. (Ib/size) 4-81/1-11-14 (min. 0-1-8), 3=81/1-11-14 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4--534(LC 27), 3=-534(LC 30) Max Grav4=585(LC 34), 3=585(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-568/544, 1-5=-396/397, 2-3=-281/35 BOT CHORD 4-6=-259/261, 3-6=-429/431 WEBS 1-3=-721/721 in (Joe) I/deft n/a - n/a n/a - n/a 0.00 3 n/a BRACING - TOP CHORD BOTCHORD L/d 999 999 n/a Scale = 1:14 PLATES GRIP MT20 220/195 Weight 13 lb FT=20% 2-0-0 oc pudins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross burring be installed during truss erection, in acwuance with Statilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2).Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.01 bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live (gad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 10) This truss has been designed fora moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-11-14 for 250.0 pit 12) Graphical pur in representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard (3i— lob (Truss Truss Type City Ply 3LOG1 i PB83 (Blocking 14 LOAUING(psf) - - - - �9PACING- 2-0-0� TCLL 20.0 Plate Grip DOL 1.25 TCDL 19.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCD[ 10.0 - Code IBC2018F-P12014 LUMBER - TOP G IOf2D 2x4 DJ Not G BOT CHnRD 2x4 DF N0.2 G WEBS 2x4 DF Smd/Std G REACT:Ct.' &. (lb/size) 4=73/Mechanical, 3=73/Mechanical Max Horz2=-25(LC 32) Max Up,ii L4=-537(LC 27), 3=-537(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) Scale = 1:14 3x4 2 = 2x4 t 5 Tt F W1 Wt W2 6 3 4 6x6 - 3x6 1-9-11 1-9-11 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 220/195 TC 0.22 Vert(LL) -0P.00 3-4 >999 240 MT20 BC 0.13 Vert(CT) -0.00 3-4 >999 180 I WS 0.27 Horz(CT) 0.00 3 n/a n/a Weight: 13 lb FT = 20 Matnx-P _ - - -- - — —. _- BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation au de FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-568/546, 1-5=-355M56, 2-3=-277/31 BOT CHORD 3-6=-388/390 WEBS 1-3=-6971697 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; ExP B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 SO 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=1b) 4=537, 3=537. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF- . 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-11 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Exp. 6/30/-,3 a 4it No C5M21 9 Cw 0- o: Truss. Truss Type Oty Ply 3L4t?a £ P884 Blocking I1 1 LOADING(psf) - SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 18.0 Lumber DOL 1.25 BC BCLL 0.0 Rep Stress Incr YES WB BCDL 10.0 Code IBC2018/fP12014 Matd LUMBER. TOP CHORD 2x4 DF N1.2 G BOT CHORD 2x4 OF N1.2 G WEBS 2x4 OF Stud/Std G F 1-3-1 1.3-1 22x4 1 36 6x6 1-3-1 1-3-1 DEFL. 0.24 Vert(LL) 0.08 Vert(CT) 0.25 Horz(CT) -P REACTIONS. (lb/size) 4-46/1-3-1 (min. 0-1-8), 3=46/1-3-1 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-552(LC 27), 3=-552(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-571/567, 2-3=-267/20 BOT CHORD 3-6=-264/266 WEBS 1-3=-649/649 in (loc) I/deft We - n/a n/a - n/a 0.00 3 n/a BRACING- TOPCHORD BOTCHORD L/d PLATES - 999 MT20 999 � — n/a Weight: 3.1 Ih GMP 223/195 FT = 20% Scale = 1:14 2-0-0 oc purlins: 1-2, except end verticals: Rigid ceiling directly applied or 6-0-0 oc bracing. Mil recommends that Stabilizers and required cross bmrino be installed during truss erection, in accordance with StaLdizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCOL=6.Opsf; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Conrl zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Aplate rating reduction of 20 % has been applied for the green lumber members. 7) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Truss Type I Cry lob - Tiuss Blocking 1 3L6G 1 �P885 1-5-4 i Ply 1 3x4 = 2 2x4 11 5 4 6 3 3.6 6x6 1-5-4 1-5-4 Scale = 1:14 - — - - - -- - -- -- - - - - _— — - - - - - SPACING• 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP - nla 999 MT20 220/195 LO✓.UING(psf) - TC 0.23 TCLL 20.0 Plate Grip DOL 1.25 Vert(LL) n/a Vert(CT) n/a - n/a 999 0.10 TCDL 19.0 Lumber DOL 12BC 5 BC 0.25 ' Rep Stress Incr YES Horz(CT) 0.00 3 n/a n/a Weight: 11 lb FT = 20 BCL0 L .0 BCD1 10.0 bode IBC2018lTPI2014 Matrix-P - - - - - LUMBEk- BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. 6-0-0 oc bracing. TOP 0I1OID 2x4 D.- No.2 6 BOT CHORD Rigid ceiling directly applied or Stabilizers and required cross bracing BOT CHORU 2x4 DF No.2 G WEBS 2x4 DF S.ud/Std G MiTek recommends that be installed during truss erection, in accordance with Stabilizer - Installation gguide. REPCT:Ct:C. (lb/size) 4=55/1-5-4 (min. 0-1-8),3=550-54 (min. 0-1-8) Max Horz�--'5(LC 28) Max Up;i64--546(LC 27), 3=-546(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-569/552, 1-5=-272/273, 2-3=-271/23 BOT CHORD 3-6=-305/307 WEBS 1-3=-660/660 NOTES- TCDL=6.0psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; xp 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT al jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlfPI I. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL =(1.33) Plate grip DOL=(1.33) Connect truss [o resist dreg loads along bottom chord from 0-0-0 to 1-5-4 for 250.1 plf. 11) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ESS/O/V� O q 1 Lxp 6/ 3Uj 2J Na. C53821 P T AIL "a The documents provided in the JOBSITE PACKAGE will help you perform your job quickly, safely and accurately. Los dooumenteis provistos on of PAQUETE DE OKRA fe ayudaran en hater su trabajo rapidam- ente, sin peligro, y COn preelsidn. This Package Contains: ❑ Truss Design Drawings Oxiijos de Errse__rio yF! Truss ❑ BCSI Summary Sheets for Handling, Installing, Restraining & Bracing Trusses BGSI Hoias Resumen ara e1 Manejo, Instalacidn, Restricci6n y .Arnostie de Ins Trusses ❑ Take off, Summary Sheet or Bill of Lading cimrento de Embarque Truss Placement Diagram Additional information SBCA StructuM BuflMrq Compenenp ♦eeoclrtfon 6300 Enterprise Ln Madison. WI 53719 608274-4849 • 60&274-3329 fael abcindustry.cam s e- A iJOBSITE PACKAGE -, xau aMtty 6tanoartl labsne PacM.age shown Take these Steps to Protect Yourself & Your Workers: Tome esters medldas Para Prategerse taste= Review these documents so You will have a better understand- ing of the components supplied for the job. Revise esters documeows para que usted tenga un entendimieni._ mejor de Jos componer7tes provis tos Para el trabajo. Urge all workers to follow these Proper handling and installation guidelines. Jnste a todos trabajadores a sigan estas Pautas del rnanejo e instalacion apropiada. Protect everyone from possible accidents from improper handling. Proteja todos de accidentes posibles por ei manejn incnrreet:: Understand the importance of these guidelines and the steps necessary to keep safe and get the job done right. Comprenda is rmporrancia deg is tas pautas y las medldas necesar ras Para man tener seguro y facer er trabajo correctamente. vnghtl'p; y ai FwtlmL Lazn,al P afL roc :e,+(ry-Jtt, n.n iav CY rc=rzOl T,f r ortgo.e mr _ osier pf Tp p015M1ea aM sh.!i[l appe9r'rr4�e[lpn pne Lqt PnnW m the USA IMG MH I9W_J!1 JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW ® WARNING The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation, the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint anti bracing requirements. Trusses with clear spans of Go a coor r gresultater InRegleered Design Professional. are vary dangerous to Install and may require complex temporary and Penns n6- PleaseExamino the building, the building's structural framing system, bearing locations and related installation conditions. Begin com- ponent ,nstalfation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damaye before installation. The enuosed Documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed or imposing any additional liabilities on, the component manufacturer, A any manner as expanding the scope of responsibility of, �ADi(ERTENC/A! EI manejo, almacenamiento, instalacibn, restdccibn y amostre diagonal de compo- n�ntes eOWct�rales de canstruccibn requieren entrenamiento especializada, procedimienIns claramente implementados y pianificarer, y comunicacibn cfara entre el contratista, operador de gNa, y los obreros de instalaci6n. El manejar a instalar los c�mponea[es sin entrenamiento suficiente, plan fxxc on y comunicacion adecuadas aumenta la probabilidad de un accfdente que resula en ;iareo a propiedad, herida seda o muerte. Antes de la instalacdn de componentes, los documentos adjuntos deben ser examinados y dn, dodos a todo at personal apropiado, edemas de! entrenamiento pertinence y un clam entendfmiento del plan de instalation, de todo requisRo aplicabie de la protecci6n contra la caida y de los requisites previstos de arriosfre y restr ccion. La Instaf ecidn de trusses con trWnos despejados y mas de 60 pies de largo as muy peligross y puede requiem el arriostre temporal y permanents, ctunplelm Por favor, consulte a un Profesional de Diseno Registrado. Examine la estructura, el sistema armaz6n estructural de edificio, ubicaciones de soporte a [as conditions de instalaci6n corre- spondientes y comenzar con la instalaci6n de los componentes s6to despu6s de haber corregido Coda condici6n insatisfactoria. No torte, modifique ni repare Jos componentes y informe cualquier dario descubierto antes de proceder a la instalaci6n. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de to incluido en este paquefe debe interp- retarse de manera que exceda all alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre aste. The text appearing below has been paraphrased and reproduced from ANSI/TPI 1-2014, Chapter 2, with permission from the publisher, the Truss Plate Institute (TPI) (tpinst,org). For reference, the numbers in renteses refer to ANSI/TPi 1 sections. Refer to ANSI/TPI 1 Chapter for complete textandspecific definitions. For information on design responsibilities contact your Component Manufacturer or SBCA at 608-274-4848 or sbcindustry,com. The Contractor shall not proceed with the Truss installation until the Truss Submittal Package has been The Building Designer shall review the Truss Submittal package for indicating that they have been reviewed and whether or not they have been found to be in general onforrm nce with the desigeviewed by the n of the Builder ing .4.2). a9 compatibility with the building design. All such submittals shall include a notation (2.3.2.3). The method of Permanent Individual Truss Member Restraint/Bracing and the method of anchoring or restraining to prevent lateral movement of all Truss members acting together as a system shall be accomplished by: (a) standard industry Lateral Restraint and Diagonal Bracing details In accordance with BCSI-B3 and/or BCSI-87 (2,3,3,1,1) (b) Permanent Individual Truss Member Restraint shall be reinforcement designed to prevent buckling (e.g., buckling reinforcement by T-reinforcement or L-reinforcement, proprietary (2.3.3.1.2), or a project specific Truss member Permitted to be replaced with shaft 3. permitted to project specified by the Building Permanent Lateral Restraint/Diagonal Bracing reinforcement, etc.) g Designer or an R o design for the roof or floor Building Structural System Y Registered Design Professional (RDP) (2,3.3,1,3). If a specific T member permanent bracing design for the roof or floor Framing Structural System is or any RDP, the method of Permanent Individual Truss Member Restraint and Diagonal Bracing for the Truss To members shall be in accordance Y not provided by the Owner. Budding Designer, with SCSI-83 or BCSI-87 (2,3.3.2). P Chord, Bottom Ctiorc, and Weh The Contractor is responsible for the construction means methods, techniques, sequences, roc the receipt, storage, handling, installation, restraining, and bracing of the Trusses 2,3, conditions are of sufficient strength and stability to accommodatepThe rocedures, programs, and safety in coiling support with with installation tolerances shown in BCSI-Bt, Temporary Installation applied dRestraint/Bracing for the Truss installation shall ensure that the 9uildirg support the toads applied during the Truss installation process. Truss inslaflaaori shall comply Restraint and Diagonal Bracing for the completed building and any other construction work related directly or indirectly to the Tru by the Contactor in accordance with the Construction Documents and/or the Truss Submittal P system and the permanent Truss sysem Latar:�f sses shall be insCaitcC The Contractor shall examine the trusses delivered to the job site and after the Trussesackage (2.3,4,6). cracked, dislodged or broken members, or any other dam structural integrity of erected the Truss (2.3.4.6/2.3.4,7)for dislodged or r In rh event that damage to a Truss is discovered that would likelyimpair the that may Impair the or that any area within the building supported P Truss alstructready integrity of the Truss, the Contractor shall ensure that the Truss r,ot be erbe[ed from occurrin g PPorted by any such Truss already erected shall be a g and shall remain Gear and free of any bad imposed b PProPnately shored or supported have been Properly completed (2.3,4.8). In the event of damage, the Contactor shall contact the Truss Manufacturer to determine an • adequate field urther e repair and construct the field repair in accordance with the written instructions and detail elrovi ed b an apical, bridging, bracing, etc. until field repairs P P Y Y RDP (2.3.4.9). s Manufacturer shall Provide the f suss review anMember Restraint and the method to be used (2.3,B.9)gto one or more of the foaceme: Building Official Building Designer and/or Contractor Drawings.Truss Placement Diagram, and the required permanent Individual for review and/or approval (2.3.6.7). The Truss Manufacturer shall also be allowed to provide detail drawings to the Contractor to document special application conditions (2.3.6,6). The Truss Placement Diagram identifies the assumed location for each individually designated Truss and references the corresponding Drawing. The Truss Placement Diagram shall be emitted can be more easily identified by the Contractor during field erection. When the Truss Placement Diagram to include identifying marks for other Products including structural Elements, so that they Truss Design and requires no for the Builring input or is not prepared by a RDP, it tloes not require the seal of an mandate a RDP for the Buildin s Pin serves only as a guide for Truss installation 9 (2.3.8.4). y RDP including cases where the Legal R In preparing the Truss Submittal Package, the Truss g Requirements in the Construction Documents or otherwise iU Truss in wdtln Manufacturer shall be permitted to rely on the accuracy The Truss Manufacturer shell determine the fabrication tolerance y the Building Designer and/or c1( and completeness of information furnished Contractor (2.3.6.8). with the final Truss Design Drawings, using the quality criteria required by in the truss design unless more s and manufacture the trusses accordance Owner in writing or through the Construction Documents (2.3.6.10). Y ANSI/TPI 1-2014 unless more and quality criteria is provided by the SBCA Structural Building Components Association 608-274-4849 , sbcindustry.com COPynghl © 2003-2016 -7s SBCA RESEARCH REPORT SUMMARY SHEET checklist for Handling and Installing Trusses Verificacion Para Manejar a Instalar Los Trusses Lists de rMON1l Ra.riew all the ininrmation provided endations�PropeRy damage, bsite package to ensure coraoliance with irniustry scrous bodily injury and/or death are possible when handling and iR>talling tresea without following the recommendations presented i th os bZh clear spans 60' and greater.is particularly �e when working with Ucc she following checklist when handling and erecting trusses. V Inspect IM trusses at the time of delivery and after installation for: (1) Conformance with the Truss Design n Drawings (2) Dislodged/missing connector psi (3) Cracked, dislodged or broke impair th e structural (4) Any other damage that may p f the trusses. Revise rode to ue cum len conas recomendaccOn Provista en at lones de Is iindus na. ate de obra Para asegurerse q Psibles cuando Dario a propiedad, hands seria y/o muer[e son pro manejar a installer trusses sin siguiendo las recomendaciones presentados an del Paquete de obra. EsPecialmente cuando trabajar con trusses de 60 pies de largo o mes. Use le siguiente lista de veriticaci6n cuando se manejan o se leventen /as trusser. ❑ Examine 10S trusses cuando se Ios entreguen y despu6s de la instalaci6n Para: (1) Contormidad con to$ Dibujos de Diseno del Truss (2) Places de conexi6n fuera de lugar a Perdidas (3) Miembros rotor, descolocados o partidos (4) Cualquierotfo dar3o que pueda perjudicarla integndad t cturat de los trusses. Integrity o Notify the truss manufacturer if truss repairs are needed. After installation, if damage to the trusses is discovered that could weaken them, temporarily brace or support the trusses to clear prevent further damage and make sure the c area rem ihearequi require of plumbing" electrical, mechanical runs, repairs have been properly completed. DO or remove truss metalOT cut, connec orrllPlate relocate, I youdhave received instr instructions from rmr the truss manufacturer. ❑ Protect deterioratioses nnwhenastored at the obsite. , corrosion, When trusses are stored at the site, use blocking, stringers, pallets, platforms or other means of support to keep the trusses off the ground or in a braced upright position to avoid damage. ❑ Carefully review the truss design drawings (TDD) and the truss placement diagram (TPD), 4 provided by contract, and all Jobsite Package documents prior to handling and installing trusses. ❑ Examine the building, the building's structural framing system, bearing locations and related installation conditions. Begin installing trusses only after any unsatisfactory been corrected. es ru Avise at fabncante de trusses si reparacidnas al truss son necerados. Despu6s de la instaleci6n, si dafio a /as trusses est6 descubierto qua pueden dabiiflta m6,s dal7so n a soportelos que trusses temporalmente Para p irevenirat 6rea queda libre de tuberias, las componenies e1611ncas o mec6nicas, etc, hasta qua todos for repareC6nes requendas son completados correctamente, NO Corte, Perfore, reubique, anada o quite nin n innfem ro del truss o conecor de metal haste qua hays del fabricante de trusses. ❑ Proteja los trusses del clime, de is corrosi6n de orCeduras latereles, daRo y deterioros cuando los guards en la obra. aletas, nos fuera de Cuando trusses son guardado an sifio, use bloquedos, p Plataformas u otros tfpos de soporte Para almacena to tierra o an posici6n vertical Para eviler quo se danen. dibujos de diserio del truss (TDD), Of ❑ Revise cuidadosamente Ios diagrams de instalaci6n de trusses (TPD) si est6 proviso, y todos for documentos del Paquete de obre antes de manejar a instalar 10r misses. ❑ Examine at edificio, el sistema l armaiciones relaaonadas con ubicaciones de las soportes y de SRRHlSCHECK 190920 ❑ Properly connect all beams and components that support trusses prior to installing the trusses. ❑ Girder trusses may consist of more than one truss, Review the TDD to determine the proper number of plies and the correct attachment methods to be used at the jobsite. ❑ Use a spreader bar 1/2 to 2/3 of the truss span for trusses over 30' but less than 60' and 2/3 to 314 of the truss span for trusses up to and over 60'. ❑ Install lateral restraint and diagonal bracing in accordance with the guidelines in the Jobsite Package to prevent trusses from toppling during installation. Erect trusses using the design spacing indicated, keeping the trusses vertical and parallel to one another. Anchor trusses securely at bearing points. Install trusses no more than plus or minus 1W from the TPD location. ❑ Refer to the construction documents, the TDDs or the TPD (if required by the contract) for the hanger locations. Hangers shall be correctly attached. Refer to hanger manufacturer's specifications for installation information. ❑ Install all permanent individual truss member restraint and bracing or member reinforcement depicted on the TDDs, BCSI-83 and the construction documents. ❑ Comply with the owner's, or the owner's retained registered design professional's, permanent building stability bracing, anchorage, connections and field assembly requirements. This information is typically provided in the construction documents. ❑ Install structural sheathing as soon as possible. Trusses hold their profiles best when they have been property plumbed, restrained and braced with structural sheathing. Sheath early.., sheath often! ❑ During construction, distribute material and equipment loads (e.g., Plywood, drywall, roofing, tools, etc.) on the trusses to stay within the design load limits for each truss. Make sure the trusses are adequately restrained and braced BEFORE placing any construction loads on them. Only install HVAC units, fire sprinklers, etc., on trusses if the trusses have been designed to accommodate these specific loads. Review the TDD for the assumed loads and locations. NOTE: Temporarily braced structures are NOT suitable for use or occupancy. Restrict access to construction Personnel only. DO NOT inhabit or store anything of value in temporarily braced structures. Under Industry guidelines, trusses that have been field altered on the robsite or overloaded during the installation phase of construction may null or void the truss manufacturer's limited warranty. Check the truss manufacturer's limited warranty for sWific information, la instalacibn. Comience a installer los trusses sdio despuds de haber resue/to cualquier condicibn destavorab/e. ❑ Conecte Corn ctamente lodes !as vigas y comPonentes qua apoyan cerchas antes de inslalar las trusses. ❑ Los trusses de travesano pueden consish'r en mas de un truss. Revise los TDDs Para determiner e/ numbro adecuado de capas y 10s methdos de conexi6n correctos Para ser usados an la obra. ❑ Use una Barra de extension a '/: haste % del vano del truss pars lips trusses que tengan entre 30 pies y 60 pies. Use una bars de extensidn 2h haste 3/e del vano del truss Para Ids trusses haste mas largo de 60 pies. ❑ Instate restriccion lateral y amostre diagonal de acuerdc con las direcMces an el Paquete de obra Para evitar que los trusses se caigan durante to instalaci6n. Levante los trusses usando el espacio de diserio indicado, y mantenge lips trusses verticales y para/elas con respecto at otro. Arriostre lips trusses de forma segura an Ids sopdrtes. Instale los trusses a una distancia no mas de 1/4 pulgadas de to ubicacion an el TPD. ❑ Refiera a lost documentos de construccidn, el TDD o el TPD (st requeddo por el contrato) Para las ubicaciones de los conectores. Coneclores deben sersujetados correctamente. Reffera a las especificactones del fabricante de los conectores Para informaci6n de instalocibn. - - ❑ Instals todes restricciones permanentes de miembros individuates del truss o refuerras de miembrosseccncarlos mostrados en e/ TDD, BCSI-B3 y lips documentos de construccion. - ❑ Cumpliese con lips requisilos de amostre permanents de estabilidad del edificlo, restricciones, conexitine,, y del ensamblaje en Campo del propieterio o del pro,i=srona; de diseriu registrado que es empleado Pon el propistario. Esta infom id.r as provista tlpicamente en lips doddmentoS de construcci6n. ❑ Instals e/ entablado estructurel cuanto antes. Leos [.asses se sostienen major cuando han sido aproptadamento colocados a plomadas, restringidas, amostradas y sujetavlos s5entablado estructural correctaments. IrAplique el entablado temprano... apllquelo con frecuencia! ❑ Durante Is construccidn, distn'buya lips matenales y cargos de equipo (al. contrachapado, herramientas. materiales, etc.) an los trusses Para quedese entre las limitas de capacidad Para coda truss. Asegorese que Jos trusses son restringidos y ardostrados adecuadamente ANTES de Poner algunas cargos de construCwbn encima de los. Solaments instate unidades tle HVAC, aspersores del fuego, etc., or, los trusses si /os trusses son diseltadds Para contenedos. Revise los TDD Para /as cargos y ubicaciones supuestos. NOTA: Esbucturas que son snioshados temporalmente NO SON apropiedos Para el use o la ocupaci6n. Restrinja la entracte a solamente /os obrems. NO habitar o guarder alguna rose de valor entre de estructuras que son atHostrados temporalmente. Belo lest guias Industna/es, lost trusses que han sido altemdos an la obra o wbmCar. garedosntdura fence la few dal insta/acidn cis fa consirucci6n, puedeo n anuiar invalidar la galimitada que ofrece is comperTia fabdcanre de sus trusses. Para intormacidn especifica, revise la garentia que Winds, la comperlia fabricante. SBCA Structural Building Components Association 6300 Enterprise Lane • Madison, WI 53719 608-274-4849 • sbcindustry.cdm COPYhtReproduction of this document m any form. sgpohi62 d wlthoutuwritteo AllIpennisso on�hom tSBCA Th sodocnmemtshoultl appear in more than one color aEsg s k 3Y eS =¢5 S $ FELp �83 %S yE y"�yg �e �S`tis a r se 9 � ' fiEb p55555gg $gj !Fit p 2Zt i a r as i a N` +� g�agip B i F'9 E3 S a 0 F ��d� 3 8€ o yes �8 nfi3� PE 9�R§ PPes H3 3225$���d �a E� Yg�ns'e w For Trusses up to 2-.0. Para dosses host.,, p' On Center and eon -or' in /,�� OR Centro y bast. " i Length ��Section Pies de / 2303.4:1.3 of the 2018 I ongitud Code nary installation Bon y trainVbraicin international to be designed by a registered designall fusses with clears Pans 60 fee, the tempo_ desi n 9 for Section 2303.4,13 Professional, eet (18.3 m laci6n to - Intemaiional Buildin ) °f greater Ostre (18.3 mJ oas dde es a P rr/amProfesiona dis rmazino n s co fop of ibes de 60 Pies senB por un amrazon qua la insia- m 0400 q Disregarding handling, installing, res feC°mmentlattons is the principal cause of truss twining and 6acing safety str� // Ufa P�ogWNas recomendaciones de rection/installation accidents. pa/ de !os accidentes durance is ere manelo rnstalacidn, restri rxion Lateral restraint is NOT adequate q ate self If Diagonal is Diagonal also req bracing require La Restriction bracing Lateral NO es ace,_ uade sin etgrn'ostre D Lateral restraint Maximum g For—rivrnsialacion Yamo- lagona/. de trusses, Ways diagonally brace for safety! E/ es ;paean To Chord Tern iSiemP a arnostre diagona/mente a Aaeiamiento Maximo Para /a 'Para se e restric ion lateral Restraint (TAR 9 ndadr ter./ ten+pora/ de /a cnerda superior (M ^ row'_ .. �roa•; TCTLThe graphic at left shbe ows the maximum on center GroR d bCng nott sho n from me table in Ste(oc Taring 9 or Patin On APpIY diagonal wn for clarity. P 2 on Page 2. Preferred met0ho applying strutctual sheathing sheathing rnmcd,tely, Fe, spans aPacinor irrrnedigtely is the Et TC7Z a base acerb. muestrd el espass miento maxi e de/ TCTLR an le pagina 2 rfo an /os tramos de es de la rabra ° on e re," se muesta el amostre en el Faso 1 •ApGque rnmediatamente &lde be�Paa clan".,! Check tuat (stuttuaI Sheathing) Arrbsta Diagonal e/ _ These It Pre(endo es entab/anos 9J Para tramos nlab/ado Estrus_ ems antes Starting mas de 60 pies el matodo estos pantos rtm4 Fuss E nmediaramente. antes de a �'�-'ction/Insta►lation ✓ Building dimensions match the construction /a ereccloll nstd/at�R n and Correct Las dimen as 1Yeeded siones del documents y Corrija/os cnando es edificio concuerdan menu. n t. ✓ Bearing supports (e. eon cos documen securely instal 9 , walls, columns, toS de construction. Los soportes Plumb and property braced. headers beams, etc.) are accurately W.gas, etcetera ue sostienen cargas (ejw y and arriostados a J p n rnnaente� SBguame Parades, y Conn precision,ls,gas de cabezera, Pro iada ✓ Hangers, fie-d Y Son nave/.dos y accessible. owns' he and bracing materials are on Los colgadores (hen a site and de restriction 9 rSJ' SOPOnes de ancla e Y amostre &Stan accesib/as e 1 (fie -down EreclioNinstallatton n ra oba. SJ Y matenelas restraint/diagonalaew is aware of installation 19 Personal e, abracing requirements . n Plan and lateral eraccionlnstetacipn es consci&rite d y ros ply it itos de restriction/amostre. ✓ Multi- e/ plan de lust./acion pipalrusses, including girders are correctlyf into Lox ram,....__ . Trusses are the correct dimension Los trusses son /a dimensidn comecte. TOPS Of ✓ n ve Res superioP�de bs s I evelItes and at the correct elevation. es Y a la elevation o'e coiinete son ✓ Jabsite is cleancOmBcta. Planas, La obre esta liiiand neat, and free of obstructions. mpra, ordenada Y sin obstructions The ground ing building c nflgurahbn.rocedure is based on she and El PnocedMemo de arhostre de Berra basaob en If terreno y /a configuracl. de/ ed rri o rimer f cuss as if ground fe°ol is to' ran Irom miss for extenor ground bracing, use mtehor ground bracing. Si el nivet del sue/o as all masiado lejos Para esar amostre de [Terra eklener us&arryosW Cie canna inlie terior �o m� v tN a� a. �a E� 3M �_ a u a - �� NE� 0 N V vq� �¢5 a ; EE s r mw m NV mgg3 gamma Cti y�u8 �_ 114 Install Top Chord Diagonal Bracing . Instale el arriostre diagonal de M cuerda superior Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include. Coloque el amostre diagonal a los pdmeros cinco trusses. Ejemplos de arriestre diagonal en los pdmeros cinco trusses incluyen: See Short Member Diagonal Temporary Lateral See Short Member Tem- See Short Member bracing, typ Restraint options p Diagonal pore Lateral Restraint 0 rY Diagonal Temporary Lateral page 3. bracing, typ. options page 3. bracing YP [ Restraint options page 3. r� EXTERIOR GROUND.RACwa ARRN)SiRE DE TU:RRAfXTEPoOR INTERbR GROUND BRACING AR1abad OE TIERRAlM1ERNNf INTERIM GROUND BRACING TO END wxu ARRIDarRE DE r'FRRA IWOMOR A" PARED DE ErTREND Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. O bien, empiece a splicer el entablado estructural. Ejemplo de antablado estructural instatado an los pdmeros cinm trusses. Install Web Member Diagonal Bracing a Instate el arriostre diagonal de miembros secandarios Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form tdangu!sticr perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. E/ arriostre diagonal temporal de his miembros secundados trabaja con Is restncc46n lateral y at arriostre diagonal temporales de is cuerda superD-r Interior pare former una triangulacOn perpendicular al piano del truss y evilat que his trusses se, inciirfen o caigan comp dominos. , Install diagonal bracing at about 45' to the horizontal on web members (verticals whenever possible) located at or near rows of bottom chord laterJ restraint. Web diagonal bracing must extend from the top chord to the bottom - Diagonal chord. Repeat at the intervals shown in the figure below. bracing Instale of arriostre diagonal a aproximadarriente 45 grados en los miembros web members secundados (venicales cuando sea posib/e) colocados an o terra de las fflas de restdocibn lateral de Is cuerda inferior. Amostre diagonal pans los miembros secundados tlene qua extender de Is cuerda superior a Is cuerda /nfertor. Repita a los intervalos mostrados an Is figure a Is derecha. _< ®The requirements for web pemlanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to BCS1433 for more information.' Los requisites pare Is restnm6n permanents de miembros indlviduales de truss Para miembros secundanos son especiffcados an el dibujo del diseno de truss. Vea el resumed BCSl433 pare mas informacion.' 10'-15max. Same spacing as bottom chord lateral restraint f�K 1 Bottom chords Diagonal braces every 10 truss spaces (20' max.) Note: Some chord and web members not shown for clarity. / 000, 'M Mono trusses, deep Flat trusses and other types of trusses with deep ends also require tem- porary lateral restrain( and diagonal bracing on the vertical web member at the deep end of the truss - A Los trusses de one sots pendfente, trusses planos y profundos y otros tipos de trusses con extremes profundos tambien requferen mstncc/6n lateral temporal y arriostre diagonal an los miembros secund- arios largos an at extreme protundo del truss. Install Bottom Chord Lateral Restraint and Diagonal Bracing Instale la restriction lateral y el arriostre diagonal de in cuerda inferior Bottom chord temporary lateral restraint and diagonal bracing stabilizes the bottom chord plane during installation and helps maintain proper spacing of the trusses La Reshicci6n lateral temporal y at arriostre diagonal de Is cuerda inferior estabflizan el plan de Is cuerda inferior durante la instalacfdn y asiste an mantener el espacfamiento apropiado de los trusses Install rows of temporary lateral restraint at 15' on center maximum. Remove, if desired, after aottom chord mremi rawdi the permanent ceiling diaphragm is in place. a4.12' or greater, lapsed aVW two lNases. instate files de restrirxibn lateral temporal a 15 pies an el Centro comic,maximo. Quitelos, si asi to desea, despues qua de el diatiagma permanents del tacho ests colocado. Bottom _ Install rows of permanent lateral restraint at 10' on center maximum. Required spacing may be chords less, check the TDD and/or with the building designer. _ Instate files de restriction lateral permanents a 10 pies an at centm Como maxima. E/ espacia- miento espectficado puede ser menr, vedfique e/ dibujo del diseno de truss con at dlsenador del edificio. � Install diagonal bracing at intervals of 20' maximum along the run of trusses. 101-1sUmax. instate el anfostre diagonal a interva/os de 20 pies maximo a to largo de Is lines de trusses. see last a mR Diagornl brace. every to tree. Spaces (20' max.) Note: Some chortl and vreb members rat shaven for Clarity. 8 Repeat Steps 4 Through 7 with Groups of Four Trusses Using Option A or B Repita los pesos 4 a 7 can grupos de coatro trusses usando la option A o In opcidn B Option A: Install the next four trusses using short member temporary Option B: Install diagonal bracing on each group of four trusses that have lateral restraint Options 1 - 3 per Step 4 on page 3. Add long -length been set with short member temporary lateral restraint per Step 4 on page 3. (minimum 2x4xl2') continuous lateral restraint (CLR) to tie trusses together. Instale at amostre diagonal en cada grupo de cualro trusses que han sido Overlap the ends of the CLR at least 2 trusses. Install diagonal bracing at colocados con la restriccdn lateral temporal de mtembros tortes por el paso intervals of 20' maximum along the run of trusses (see Figure below). Instate los sigufentes cuatro trusses uhlizando las options 1-3 por el Paso 4 an Is papina 3 de Is mstdod6rr, lateral de miembros cons. Made Is restric-ion let^cal continua (CLR) de longitud-largo (minimo 2x4xl2;' pars atarlunto fors trusses. Solaparse fas punters del CLR R mmmno de dcs trus..es. instate el arriostre diagonal cada 20 pies ../m�axetint ov�a to lar3� de la lines de trusses (vea Is Figure abajo). IlytJit�ii The maximum diagonal brace spacing provided in this Option 2ssumes nrouno Crating is properly installed and in place. , flispaciannento ioJUvino de arriostre diagonal on esta Opci6n asume _ que el amostre dattems ester an sih'o y as insta/ado comectamente. diagonal bmang Spacing between mws of required at earh end TCTLR is dependent on of Ut ilding between A truss span and path breaks erch row c`TCTLR (see Step 2 on page 2). nrd every 1h truss r spaces 120 lax ' 10 truss spaces !! max. (20' max. ) 10 truss spaces -�_ max. (20' max.) Note: Ground Bracing not shown for ctaniv. 4 an la pagma 3. WARNING After the initial group of five trusses are installed and braced (i.e., lateral restraint and diagonal bracing), DO NOT set mom than four trusses when using short member temporary lateral restraint before you STOP, and diagonally brace as shown. Option B is NOT permissible without diagonal bracing being installed wittt each group of four trusses. IADVER7TWIAl Despues de qua el primer grupo de cinco trusses sea instaledo y aroostrado (Ei. restdccIdn lateral y arriostre diagonal), NO coloque rues de cuatro trusses cuando se use is restrlce/on lateral temporal de los miembros cortos antes qua, usted IARA, y arri6strelo diagonalmente Como mostrado. Este opcidn B ND funclona sin e/ arriostre diagonal apticado a cadis grupo de cuatro trusses. Sparing between onus of TCTLR is dependent on -�� truss span and pitch breaks �r�t? (see Step 2 on page 2). ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED. ASEGURESE DUE TODOS Los TRUSSES ESTEN ARRIOSTRADOS D/AGONALMENT•E APROPUIDAMENTE. Apply structural sheathing early and often. Aplique at entab/ade estructural temprano y con frecu incta. DO NOT wait until all trusses are set to apply structural sheathing. NO ESPERE hosts que tonics Ids trusses estan co/ocados Para aplicar e/ entab/ado estructural. A '�,MA'101Aj Remove only as much top chord temporary lateral restraint and diagonal bracing as necessary to nail down the next sheet of structural sheathing. DO NOT exceed truss design load with construction loads. 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R sold g x said q ap seulwel aarle R uolel la us abaldw3 pep!I!gelsa ejed lemlow;so opelgews la anb!ldy -)lead aql of do slaags ,yx,y pue ,gx,q elewaile pue lae4 e431e ul6es 'Rnilgels jol 6w41eags lejnlonjls RIddV -ewaq el us sassnq ip odni6 is swoulepeidoide jegsoijje jf ji6uulsou R jetan!u imololsod lLooloo ;opero vu so apodods la anb aswnbasV puna6 atilt uo salnpow se sassn.q aqi aoejq pue ulegsw Rpadoid pue gwnid'uoyisod 'les '6uueaq Ianal ajnsu3 Je5nl ua Ol le;venal d Saul; el ua ol.len.e;suo3 :uo#se1e;Sul! ap ouaawe Opo;ady e11.1a meld o;ul ;l il!l pue punoi!) aq; no m piing .polgaW uol;epe;sul at "W Field Assembly and Other Special Conditions Ensamblaie de campo y otros conditions especiales Certain sizes or shapes of trusses require some assembly at the jobsite. Refer to the TDDs for speck instructions on assembly methods, unless the construction documents indicate otherwise. Ciertos tamatlos o tormas de trusses requieren algun ensamblaje en la core Consults a los dibujos del diseno de truss Para instructions especificas sobre mdtodos de montaje, a mans que los documentos de construccOn indiquen to contrado The contractor is responsible for proper field assembly. El contratists es responsable Para el ensamblaje de campo apropiado. Piggyback Trusses Trusses de p/gglYback The supporting (base) trusses shall be completely installed with all truss member AND permanent building stability bracing, as required, BEFORE installing the supported (cap) frames_ Los trusses soportantes seran completamente instalados con todos miembrus de trusses YW arriostre de estabilidad permanente de con- struccidn como es mquendo ANTES de installer los armazones (cap) soportanos. Lateral '�' typ Note: Some truss braGng restraint and lateral restraint not (green) \ J �.A � shown for tlarily, (base) busses 1NIAp/1N6 Adequately restrain and brace the Flat portion of the supporting trusses to prevent buckling. lADWIll ENCIAI Restnnja y andostre adecuadamente is parts Plana de los trusses soportantes pare preventr le distorsion. For more information on how to permanently laterally restrain and diago- nally brace piggyback truss assemblies refer to BCSM.' Para mars information spore como restnngirlatem/mente permanata- mente y arriostmr diagonalmente sistemas de trusses de piggyback reffere al BCSI.83.' Field Spliced Trusses Trusses empalmades en campo Splicing can be performed on the ground before Installation or the truss sections can be supported by temporary shoring after being hoisted into place and the splices installed from a safe working surface, Empalmsndo puede ser hecho an el suelo antes de la instalacion o las sections de trusses pueden ser soportedos por -shor- Field -spliced trusses with ing" temporal despuds de que son levan- temporary center support tedos an lugar y los empalmes se insta/en desde una superficie de tmbajo segura. Valley Set Frame Installation Instalacion de armaaun de conjunto de vafle The top chords of the supporting trusses must be braced properly. This can be accomplished by attaching structural sheathing or with rows of lateral restraint, spaced no more than the maximum on center spacing specified on the TDD, and diagonal bracing. Las cuerdas superiores de los trusses de soporte tienen que ser amo- strados apmpladamente. Esto puede ser hecho por sujetar el entablado estructuml o con files de restncclon lateral. espaciados no mars que el maximo an e/ espaciamiento del centm que es especificado en e/ dibujo del diseno de truss, y amostre diagonal. WF117; Valley sets as over -framing This document applles to all sloped and Flat chord trusses built with the wide -face of the lumber oriented vertically. Exanpla5 include: Este documento aplica a Was trusses de cuerda pandle.1te y p.'ar» construidos con la camncba de IS madera orfentada "-ficalmente, tales como: I I Gambrel truss Mono truss 2=1 Scissors truss Paracel chord truss l For parallel chord trusses manufactured with 3x2 or U2 lumber, see SC31.87: Para los trusses de cuerdas paralelas fabricados con madera 3,2 0 W, Year el resumen BCSI.87.' For trusses spaced more than T-O" on renter, see SCS14310: Para los trusses espaciados mss de 2 pies an e/ centi o, lea el Resumen SCSI 810.' 'Contact the component manufacturer for more information or consult a registered design professional for assistance. This document summarizes the information provided in Section B2 of the 201E Edition of Bolding Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright Q 21104 - 2019 Structural Building Components Association. All Rights Reserved. This guide or any part thereof may not be reproduced In any form without the whiten permission of the publishers. Printed in the United States of America. SBCA at9ettUSS 011111101. _ 6300 Entemrrse Lane • Madison, WI 53719 606-2I44649 • ip judo, com E EI $y gg '� Sr isg 5 y aygSg gf F-4qi1`a s a °g Mt saa�� ga _z a° „E aa§ 'e 3'��' `-§g ay x� o `i$ sae% % t RY fl9 EY g'pp�je{� €ag x�ia ey ER, ay' r 3 as aex° eg,�8 % Z 8 %9 i da 3ii..0 fl F&s a g sE{ y d a�� sx 4 i x��x a SMI' .3aMa � i&3IYN Yp! Y } a s 2: y Pa: =® s ax a a p is F�%? e ix n3x erb rms a S yy ii it a k p C 4 %•E g F € _ 59m• ie� � Tfl Ja c c° $ F8 • � a x a 2 e i98 p s :a�° g 3 i� 8� 6 Y5£ ' 3 r Y IL Yse � 3 Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads in- clude the weight of the work- ers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporar- ily creates construction loads. Make sure the truss assembly is properly restrained and braced according to the guidelines In BCSI-81-, SCSI482' and SCSI.87' as applicable, before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. WARNING Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible If this warning is not heeded. ® Trusses that have been over -stressed due to construc- tion overloading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Construction Loading DO's and Down (Si DON'Tstack materials on unbraced trusses. Qi DON'T overload the trusses. G DONT exceed stack heights listed in the table below. Cargas de construcci6n son las cargas qua esten impuestas a los edi- ficios incompletos Como resultado del proceso de construccon. Cargas de construction h1picas incluyen el peso de los trabajadores, el equipo y los materiales de construction, etc6tera. Por ejemplo, un Paquette de entablado contrachapado o tabla de yeso apila- dos temporatmente sobre Jos trusses Crean cargas de construcci6n. Asegilrese qua el Monti del truss ests adecuadamente restrin- gido y arriostrado segtin las pautas an BCSI-11111', SCSI-BZ y BCSI-87' antes de colocar alguna carga de construcci6n an la estructura. Solamente coloquen cargas de construccOn arnba de estructuras cuales son restringidos y arnostrados completa- mente. IADVENTENCIAIApilando cantldades excesivas de carga: de constnuccidn sobre trusses de piso o techo us uaa mictic3 peligrosa. Oarlo a la propiedad, hands personal y/o muerte so-1 posibles si no se atiende esta advertencia. Los trusses que han silo sobrecargados debido a uar- gas de constructi6n excesivas usualmente demuesiran una des- viaef6n excesiva, y por to menos una parte de estadesviacicn se quedarS adn despu6s de qua se haya quitado la csrga. En casos mas severos, miembros quebrados del truss y,'c junfuras fakadas pueden resultar. - Que NACgR y NO NAC:R Con Las 0tr9as Do Cianshwcion - NO apile matenales sobre trusses qua no esten amostrados. NO sobrecargue los trusses. NO exceea la altura de mont6n indicada en to tabla que sigue =Ivwn�wqiI%I-II Maximum Stack Height for Material on Trusses12 Maximus Altura de Mont6n Para Material encima de los Trusses Material - Material Height - Altura Gypsum Board - Tabla de Yeso 12" - 12 pulgadas Plywood or OSB - Madera Contrachapada u OSB 16" - 16 pulgadas Asphalt Shingles - Teja de Asfalto 2 bundles - 2 paquetes Concrete Block - Bloque de Horming6n 8" - 8 pulgadas Clay Tile - 7eja de Aralla 3-4 files - 3-4 azulejos I his table is based on trusses designed with a live load of 40 psf or greater. For other loading conditions, contact a Registered Design Professional. ' Limit stacking periods to approximately one week, unless alternative information is provided by the Building Designer. Truss Designer or Truss Manufacrurer Lateral Diagonal Bracing structural Sheathing Properly restrain and brace trusses before stacking construction materials on them. Refer to BCSI-81, BCSI.82 and BCSI-87 for additional information. BCSI L3 SUMMARY SHEET DO distribute loads over as many " trusses as possible. Position stacks of materials flat with the longest dimension perpendicular to the trusses, as shown. (S) DON'T allow the stack to lean against walls, or stack materials so they overload single or small groups of trusses. DO stack materials along exterior supports or directly over interior supports of properly restrained and braced structures. Note: Truss orating not shown for clarity. DON'T sfpcILC materials at or near the midsnan of the truss. Never exceed stark heights provided ii the table (see page 1) unless cltemative information is provided try the Bcildirg Designer, Truss Designer or Truss Manufacturer. DON'T drop materials on tresses. The impact can damage the trusties even if the weight of the material is light. Do leave construction materials on lifting equipment until installation, if possible. Si distribuye cargas sabre el mayor numero de trusses qua sea posible. Position perpendicular a los trusses iDS mon- tones de materiales lianas con -a dimension mes large coma se indica el dibu/o. NO permfte que el menton se incline contra ninguna pared, ni apile materialas pare que sobrecarguen uno u grupos pgquenos de trusses. St amontone materiales ai lado de los soportes exteriores o directamente sabre los soportes interiores de estructuras que esten restringidas y arriostradas apropiadamente. NO amonte IDS materiales an o cereal de la mitad del braguero. Nunca sobrepase alturas de monton indicadas an la table (vease la pagina 1) a menos que se proportion information alternative por el Dfsenador del Edificio, el Dis- enador del Braguero, o all Fabricante del Braguero. NO del caer cargas arriba de los trusses. El impacto puedo danar los trusses aunque si sea pequena la carga. Si deje materiales de construcccion encima del equipo de levantar hasta el momento de la instalacion, si es posible. NO amontone materiales en un lugar que puede producir inestabilidad coma an voladiza, salientes o ceree de las conecciones de trusses-a-travesano. nalle" II� _ ,,_ \ ,fl,/ DON'T pile cut-off tile andior other construction waste on cusses. NO apile teja de sobra y/o otros residuos de construction sobre los trusses. DONT stack materials at locations that will produce instability, such as on cantilevers, overhangs or near truss - to -girder connections. 'Contact the component manufacturer to obtain the referenced document or consult a Registered Design professional for more Information on this subject. This document summarizes the information provided in Section B4 of the 2018 Edition of Building Component Safety Information BCSI -Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright C 2004-2019 Structural Building Components Association. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publisher. Printed in the United States of America. SOCA wpp1RI5COUNCIL 6300 Enterprise Lane •Marion WI 53719 608-274-4849 • sbonrustry. WM Regulations on fall protection and erection installation of trusses in residential construction are contained in OSHAs Fail Protection Standard, 29 CFR 1926 Subpart M(the Standard), Section 1926.501(b)(13) of the Standard states in part: "Each employee engaged in residential construction activities 6 feet or more above lower levels shall be protect- ed by guardrail systems, scaffolding, a safety net system or a personal fall arrest system." Group of Trusses m DANGER Any part of an inad equately braced or sheathed group of roof or floor trusses used as an anchorage point for any type of personal fall arrest system is dangerous and will increase the risk of serious injury or death. WARNING Roof and floor trusses that are not properly braced per BCSI or sheathed are not able to resist lateral impact loads associated with falls. A falling worker attached to an inadequately braced group of trusses could cause all the previously set trusses to collapse in a domino effect. Refer to BCSI-Bt' and SCSI-B2' for recommendations on proper bracing of trusses. Refer to BCSI-B1' for recom- mendations on proper hoisting of trusses. m DANGER Do not walk on unbr trusses. ® DANGER Do not stand on trus hangs until structural sheathing applied to the truss and overhai Las regulaciones sabre proteccion contra caldas y le- vantamiento/instalaci6n de entramados en construcci6n residential se encuentran an la Regulaci6n de Protecci6n contra Caidas de OSHA, 29 CFR 1926 Subparte M (el Estbndar). La section 1926.501(b)(13) de la regulation establece an parte: "Coda empleado que participe en ac- tividades de construction residential a 6 pies o m3s par encima de niveles inferiores deberan estar protegidos par sistemas de rampas de proteccion, andamiaje, un siste- ma de red de seguridad o un sistema de proteccion per- sonal pare detenci6n de Caidas." Slstmaws de Entramama 1PELMX01 Cualquier piers de un sistema de entramado de ecbo o el piso apuntalado o forrado de forma :nadeccz- do que se utilice Como puhio dte anclaje pare cualquier Upo de sistema de protec- cion personal pare deterirrr;n We caldas es peligroso y aumentara el riesgo de lesions personates de cravedad o to muerte. ;AOVERTENCIA! Los sntramados ae techo y piso que no estan comectamente apuntalados segun BCSI a fcrrados io pueden resisdr cargas da impacto laterai asociadas con Caidas. Un trabajador que sufra una caida y que estb acoplado a un conjunto de entramados que no esten apuntalados adecuadamente podr£a pro- vocar que los entramados fijados previa- mente se colapsen con un efecto domino. Refrera el resimen SCSI-Bf y BCSI-B?'para tas recommendations sabre /a amostm de trusses. Consulte BCSPBI* sabre recomendaciones para el levantamiento correcto de los entramados. !PELIGRO! No camine sabre entramados no apuntalados. !PELIGRO! No se pare on voladizosdel braguero hasta que el revestimiento estructural se ha apli- cado a la armadura y voladizos. BlIFaIII90903 BCSI-Sit SUMMARY SHEET o y m mm°n �r°na ym. o .Q O°� ooPm 00 °m �0m6 mNN a,9 °m.A Oi�(�J ONm.ON dnCa mrypNay�O V N� Um� O PUm`p 9U NC=emu .4-E mnOP OCN Try �N mm�n�V�mvmi a�i Yyy w D a C Y L E E m C E.m 0 0 J m o° N ,°y a c E 9 'm c o `c c m o m � u N o 2 p m E° ° o E m o m E q m`L° Ea `o�m Eo o¢w'� �ym� a°ia u'mo yHozmmea >�mb 4 t m.c E E= o y.- m m ,m ° m u . P " '`°' E E o`- m n m m m E y LL n m E o `c c� e, 10p mmcm aca y$E° «om'm co o mE m m.- ma ¢°-°,amw m;gw yT a'¢ oy m mn o _m naF o. o cy../m nOam ci�`m �� o � ¢ mw'_° E< omE-�mEo'^ a:.cE �'�m'm n°aao Emw m mtvammohiac� �p a.E >.�'m ocaaQno� o¢m��c Ea yN amcovoi $omap �q@mE�mul�m�° 0 0 o I a m lu 0• mm `o IR aE nh `°mac? mEammm mmmn �Ea `w aPi' yC °io �a Pu OI N E P �o nam W<E Ou omm`^ m cmm n:9 ya mN m o mop �1¢F�aoo°' I 9.a mam mm nc yn�omam Qmc.yo�°a m�a° om12�N'3�yq� y'E m $� QEo E�+ ¢Cmmam ¢ as ma yy YVp J m`m NEo N°P nm2 m E °m o dtN^Ecm� VV ww mock 2pmona, y.H o-m �aE �.` �mEamc 9�', tO O't P1 = A &oE m mm ¢mK nE°mm` Nmmm y �m mdccm m �aay ';; : a. yymammcm m g 2 m m� m$ m°oo �nnm 'm�� a°� i �V 42b Wwn y'� UE¢¢EWum aamm Wc°i�a G�°nanav �mE¢a E'`. w ,gym nm w E �Eo c 9n$ o°ormc v S o m a ¢ omm a 2 ar Eo,E Em m omm¢ r m m o m m 3 LL m ZmL °i ELL E. D m E ma mmo ` �� Ls 0. L ° mma . 2 m. o m c L^? m c •' yE ='vor' �. °iEmT� `sr af° E`D m�� m oo cmo E mm amc `o nmoc�9 ammm� ooLL aam mo�r'mna� mhLmo� m o o c m m E Bost o n m .� W c t m m c N m a a L a°- H E 0 C N_ t m m N O C 'ri, "-E m d ui O l6 2 E` C L Il O1mo nmL�mP 3Eg90m m16m oaf a _ mo��i m.r ZmoEmmF �coEE ongVmmmmmrn Vw3`�'c -Wa 0 E 9�En9 �� mE i.m doom ��c Y2Lm wy°yM im�ocE 0 x m 2 `o m cm p cO- m o$ o E 9 G m [] rEo.m `o ttEa« ma�cdm9 giN�mc3w ■ -E C. , o m m `m cd oco � m M aWa$pW0¢q� AEsmm aP �� ocm 6o a° mm aO`�nwyaFoc omnaR �� am m®a� E_ §N 16O�maam m$'. aEmmm a mi+ wa m _ wm m no L aas?mmm5mm �oaEn mm cn na mo o ca E '0� 9 $m mHay mo`m¢ -ammo "m °o op v'`-m E �rn x c-:o y'mvm ¢amp `cmay 010 Tg oc oP' 3m'a` Mn- °" o 9A = aP V na.,c°: mmmyn aa $%n °' aoaa cc omm a n moa E� O CCI Cm`8.mrc rpm E� E b ° am m �m Damn .m dm m 6 y mm N Cm mm¢� Ua mm NO �ai` a ¢n 0 mm EE '°n O C C` C GW m mo oa q 0 o¢EQm mE9'-, P m¢a n m oa m A mn`m N EH,�Hm �'cyEom Eat �O mon�,'ma d°'m¢'m m° 'mcP�cy� ': ma@`w cm 9cd `c °"c�nb nm nm aan W O � �°nES aci m°>, MH mam nm si D d 02`._ N .S ^ m oy � E y-N T E AFL `�N mo m 6 Eva o c m .� _ nmm m =na mE m� ¢ a`m jm0TW 6YO QC` G� R,E Eo �dv-6 2 a y, nn o`m m.c_ c_00 N t a g y o o m mrc-E-co ~can y3 mH Nc me D � D me W mwmEa.2. 1O 'c-o mN - o.9 yyoNa'�°° `�9m as �c °my a a fim om a ii L'Em3cm °1c u';my wm �o 03° N M c � a Alternative Fall Protection Plans After conducting a JHA, 'd the qualified person is able to demon- strate that conventional fall protection measures are Infeasible (3) or present a greater hazard (4) to a particular worker or the entire protec- tioncrew, an plan employerin compl nce le withresidential ment a ritten alternative construction protection under 29 CFR 1926.501(b)(13). The fall protection plan's alternative measures must apply to suf- ficiently trained and experienced workers (5), and the plan must meet the requirements of 29 CFR 1926.502(k) and be site -specific. The use of alternative measures shall be used in conjunction with conventional fall protection systems (6), and the use of alternative methods shall be as limited as possible. Ground Assembly Pre -assemble a group of trusses on the gground. Fully laterally restrain and diagonally brace, per BCS11-0 and 6CSI-B2,` the bot- tom chord and web member planes. Completely brace, per SCSI- 81" and SCSI-62' or sheath the top chord plane, for adequate stability. Lift and set in place. This pre -assembled section may then be used as an attachment point for personal fall restraint anchorage. Definitions (1) Under 29 CFR 1926.503(a)(2), a qualified person is one who should have knowledge, and be able to provide training to others, in the fallowing areas. "the nature of fall hazards in the work area; the correct procedures for erecting, maintaining, disassembling, and inspecting the fall protection systems to be used; the use and operation of guardrail systems, personal fall arrest systems, safety net systems, warning line systems, safety morl Wring systems, controlled access zones, and other protection to be used; the role of each employee in the safety monforing system when this sys- tem is used; the limitations on the use of mechanical equipment during the performance of roofing work on low -sloped roofs; the correct procedures for the handling and storage of equipment and materials and the erection of overhead protection, and, the role of employees in fall protection plans." (2) Commentary E5.4.22 of ANSUASSE Z359.2-2007 states, 'The impact of fall forces on beams, columns and their supports other than anchorages are not addressed by this standard:' (3) Under 29 CFR 1926.500(b), infeasible means "that it is impossible to perform the construction work using a conventional fall protection system (i.e., guardrail system, safety net system, or personal Pali arrest system) or that it is technologically impossible to use any one of these systems to provide fall protection," (4) 29 CFR 1926.501(b)(2)(i) states, "there is a presumption that it is feasible and will not create a greater hazard to implement at least one of the [listed] fail protection systems. Accordingly, the employer has the burden of establishing that it is appropriate to implement a fall protection plan which complies with 1926.502(k) for a particular workplace situation, in lieu of implementing any of those systems." (5) 29 CFR 1926. 503(a)(1) states, "the employer program shall enable each employee to recognize the hazards of falling and shall train each employee in the procedures to be followed in order to minimize these hazards," (6) Under 29 CFR 1926. 500(b), conventional fall protection systems are: "guardrail system, safety net system, or personal fall arrest system:' A/ternativos de Protection Contra COdas Despues de realizar una evaluaci6n JHA, si la persona calf- ficada as capaz de demostrar qua Pas medidas wrivencionales de protecci6n contra caidas son irrealizables (3) o presentan un mayor peligro (4) para un trabajador an particular o la cuadrilla entera, un empleador puede implementar un plan de protecci6n contra caidas altemativo por escnto an cumplfmiento con 29 CFR 1926.501(b)(13) para protecci6n contra caidas an construcci6n residential. Las medidas alternativas del plan de protecci6n contra caidas deberAn aplicarse a trabeladores sufiaentemente capacitados y experimentados (5), y at plan deberA curei los requisites de 29 CFR 1926.502(k) y ser especffrcas para cads sitio. El use de medidas afternativas se utilizart an conjunci6n con sistemas de protecci6n contra caidas (6), y of use de met000s altemativos serA to mAs limitado posible. SBCA Menta/e en el terreno Realise of montaje previo de un sistema de entramado en at terreno. Restrinja fateralmenter por compfeto y apuntale diago- nalmente la cuerda interiorr2y los pianos de la pieza de enrelado g� l B $? so Torre el planto de lapcuterda superior, n para conseguir la estabilidad adecuada. Alce y establezca an su lugar Esta seccidn previamente mori puede utilizarse enton- ces como un punto de acoplamiento para anefa,e de rPstriccOn personal contra caidas. VeRnichMes calificada as aquella qu= (1) Bajo 29 CFR 1926.503(aK2), una personarcfonar caas a,qu lla c debe tener conocimientos y aptitud para propo otros, an las Areas siguientes: "la naturaleza de Los P "n r de colds an stores de trabajo; los procedimientos corractos para fevantor, manterer, desmontar a inspeccionsr Los sistemas de proteccbri contra caidas a utilizarse; at use y la operacon de sistemas de rampa> Pie protectii sistemas personales Para detention de caidas. sistemas cedes de seguridad, sistemas de linens de advertencias, sistemas de monitorea de seguadad, zonal de acceso contmiada y otra protecc16n a utilizame; to (union de cada empleado an at sistema de monitored, dal segurii cuando se utifice este sistema: las limitations sobre at esq de equipos mecAnicos durante Is reelizaridn de trabajo an tejados de bola penJi ante; Jos procedimientos correctos para of manjo y gimacelamrenlo dal equipo y matenales, y to construction de protection suw.or; y fa fund6n de los empleador an planes de protecdon contra caidas". (2) El comentario E5.42.2 de ANSUASSE Z359.2-2007 establece, "Ef impacto de las fuerzas de caida sobre vigas, columns y sus soportes 7 ue no sean andajes no se tfatan an esta normal 3) SrZtin 29 CFR 1926.500(b), irreafizable signifrca "qua as imposible flevar a Cabo el trabalo de construction usando un sistema conventional de protection contra caidas (por ejearli sistemas de rempas de protec- cidn, sistema de red de segundad a sistema de protection personal para detention de caidas), o qua as tecnologicamente imposible user cualqui- era de estos sistemas Para proporcionar prof c una dcontra ocaidas" dde (4) 29 CFR 1926.501(b)(2)(i) establece qua, "hay P que as realizable y qua no se crearA un peligro mayor at implementar at mends and, de los sistemas de protecdon contra caidas (ndicadosl. Por eonsguiente, at empleador ifene la responsabilided de establecer qua as apropiado implementar un plan de protecdon contra caidas qua se adhiera a 1926.502(k) pars una situad6n particular an at lugar de frabailo. an Lugar de implementar cualquiera de esos sistemas". (5) 29 CFR 1926.503(a)(1) establece qua "et programs del empleador permitiM a cada empleado poder reconocer fps peligros de cafdas y ca- pacitara a cada empleado an los procedimientos a seguir pare mimmizar astos peligros". (6) Segon 29 CFRcaod's 1926.500(b), los sistemas convenctonales de profec- redde nseguridad o sistemalerna de proeeccibn persas deonallpara detention de caidas" 'Contact the component manufacturer for more information or consult a Professional Engineer for assistance. �v woes nnlss csutral 6300 Enterprise lane - Medrson. wi 53719 - 606-274-0849 • sb srdusW.com on of ng afety Information to Good install) document Restraining & Bracing of Metal Plate Connected Wood Trusses CopyrighttQ 2004-20r19 Structural Btuilding ComponentsBAesocl tionaAll Rights ReservedrThis dling guide: or any pan thereof may not be reproduced in any form without the written permission of the publishers Printed m the United States of America. C T F I California TrusFrame. "People, Drive, Honor,.. Our Formula for Success!" To whom it may concern, Please be advised that the substitution of Douglas Fir Larch lumber with Southern Yellow Pine (SYP) in manufacturing trusses has no structural impact since SYP has better structural values. Should you require further clarifications, please contact our office. S;nce ely, Cnae Kim, P.E. \KER-SI F �? MOHAMMAD 0 N AHMADI to Expl r m p CIVIL do, a Ho. 2823� 23665 Cajalco Road, Perris, CA 92570 Ph 951.657,7491 Fax 951.657.0486 '1-001 Cifornia CTF' TruSFramale. Bm 9Je� ConPoreaGP dvr a �reeeer f tare TO WHOM IT MAY CONCERN Subject Stacking of tiles on roof Please be advised that precaution must be taken when stacking tiles on a roof prior to installation. To insure that the roof is not overloaded, a stack of 6 tiles can be laid down as shown. Stacks should be staggered from row to row. This is based on 10 psf tile installed. Should you require further clarifications, please contact our office. Sincerely, C244C 5;�Cvw 5rm Chae Kevin Kim, P.E. r;�-61;��OMIOHAMMA �F y AHMADI W xP. Z O VIE a� 'k00- 282331 23665 Cajalco Road., Perris CA 92570 Ph 951.657.7491 Fax 951.657.0486 b3UU Enterprise Lane , Madison, Wisconsin 53719 . 608-310-6702 September 21, 2021 Ref: Builders FirstSource, Plant #1073 To Whom It May Concern: Please be advised that Builders FirstSource, located in Perris, CA, is an active participant in good trusses. standing with the SBCRI Quality Assurance Inspection Program for metal plate connected wood The SBCRI program is recognized by the ANSI National Accreditation Board in accordance with ANSI/ANAB Report AI-2620 as a Type A (31d Party) Inspection Body it serves as a means for truss manufacturers to comply with International Residential Code (IRC) Sections and and International Building Code (IBC) Sections 1_. , 1 %u;, 1 )4 1 :; and ReseC on random, unannounced inspections and/or audits of in-house QC records conducted by SBCRI, the inetal plate connected wood truss design and manufacturing quality of Builders FirstSource located in Perris, CA, are in accordance with ANSI/TPI 1 referenced in ICC's IRC and IBC versions 2003, 2006, 2009, 2012, 2015 & 2018. Builders FirstSource, located in Perris, CA, is authorized to affix SBCRI's Quality Assurance Stamp P, ovided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012, 2015 & 2018 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. in the event of unsatisfactory performance (cycle of non -conforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of Builders FirstSource, located in Perris, CA, or any other of the SBCRI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at h.-n,ea_, for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, John Arne Director of Inspection Services September 21, 2021 Ref: Builders FirstSource, Plant #1074 To Whom It May Concern: Please be advised that Builders FirstSource, located in Hughson, CA, is an active participant in good standing with the SBCRI Quality Assurance Inspection Program for metal plate connected wood trusses. The SBCRI program is recognized by the ANSI-ASQ National Accreditation Board in accordance with ANSI/ANAB Report AI-2620 as a Type A (YO Party) Inspection Body (httpsa/wwwsbe4 j_ _— _ —,ode/186/sbcrr17020-certscopej�rlt); it serves as a means for truss manufacturers to comply with International Residential Code (IRC) Sections R109.2 R502.11 and :r.;ut 10 and International Building Code (IBC) Sections 110,4, 1703, 1704 2 S and 30 3.4. Based on random, unannounced inspections and/or audits of in-house QC records conducted by SBCRI, the metal plate connected wood truss design and manufacturing quality of Builders FirstSource luc>,ted in Hughson, CA, are in accordance with ANSI/TPI 1 referenced in ICC's IRC and IBC versions 2003, 2006, 2009, 2012. 2015 & 2018. Builders FirstSource, located in Hughson, CA, is authorized to affix SBCRI's Quality Assurance Stalnp.. provided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012, 2015 & 2018 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. In the event of unsatisfactory performance (cycle of nonconforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of Builders FirstSource, located in Hughson, CA, or any other of the SBCRI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at i,ft ww for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely John Arne Director of Inspection Services 6300 Enterprise Lane September 21, 2021 Ref: Builders FirstSource, Plant #377 To Whom It May Concern: Please be advised that Builders FirstSource, located in Sanger, CA, is an active participant in good standing with the SBCRI Quality Assurance Inspection Program for metal plate connected wood trusses. The SBCRI program is recognized by the ANSI-ASQ National Accreditation Board in accordance with ANSI/ANAB Report AI-2620 as a Type A (3rd Party) Inspection Body ( ;'ade/185/sbcri 17020-certscope,pcif); it serves as a means for truss manufacturers to comply with Intemational Residential Code (IRC) Sections 1 , :„_ '_1', and k and International Building Code (IBC) Sections 110.4, 1703 1704.2.5 and 303 4. — Based on random, unannounced inspections and/or audits of in-house QC records conducted by SBCRI, the metal plate connected wood truss design and manufacturing quality of Builders FirstSource located in Sanger, CA, are in accordance with ANSI/TPI 1 referenced in ICC's IRC and IBC versions 2003, 2006, 2009, 2012, 2015 & 2018. buiiaers FirstSource, located in Sanger, CA, is authorized to affix SBCRI's Quality Assurance Stamp provided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012, 201S & 2018 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. In the event of unsatisfactory performance (cycle of non -conforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of Builders FirstSource, located in Sanger, CA, or any other of the SBCRI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at Im for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, John Arne Director of Inspection Services CT ~I" California TrusFrame.. 'People, Drive, Honor Our Formula for Success!' 23665 Ca/alco Road. Perris. OA .92557 Phone: 951. 6577491 STANDARD ROOF TRUSS DETAILS AND TYPICAL REPAIR DETAILS CTFI California TrusFrameLL, "People, Drive, Honor... Our Formula for Success!" r� 2� MOHAMMAD AHMADI w Exp: 12/31/2022 1�p CIVIL- a 1 da A Late signed: 0113;2021 Page 1 of 36 CC California T�' I TrusFrame,.. "People, Drive, Honor... Our Formula for Success!" 23665 CMalre Road, Perris, CA 92557 Phone: 951. 657.7491 Fax: 951,6570486 Table of Contents 1. STANDARD ROOF TRUSS DETAILS...........................................................................................4 1.1 Reading an Engineering Drawing 1...........................................................................................5 1.2 Reading an Engineering Drawing 2.......•...................................................................................6 1.3 Standard Gable End Detail............................................•.............................................................7 1.4 Standard Gable End Detail..........................................................................................................8 LS Non -Structural Gable Stud Attachment.....................................................................................9 1.6 California Hip Framing Detail...................................................................................................10 1 'I Hip Ear Nailing Detail................................................................................................................11 1.8 Hip Flat Top Bracing Detail.......................................................................................................12 1.9 Open Jack and Corner Hip Rafter Detail ............... ............................................................... ....13 1.10 itandard Piggyback Truss Connection Detail .................................... ..................................... 14 1.11 standard Piggyback Truss Connection Detail ALT..................................::......................•......15 1.12 Standard Piggyback Truss Connection Detail (Perpendicular).............................................16 1.13 Conventional Valley Framing Detail........................................................................................17 1.11 Trussed Valley Set Detail (Beveled Bottom Chord)................................................................18 1.15 Trussed Valley Set Detail..........................................................................................................19 1.16 Support of BC of Standard Open -End Jack Using Pressure Blocks........................................20 1.17 Standard Cap Truss Connection Detail ................ ...... .............................................................. 21 1.18 Lateral Toe -Nail Detail..............................................................................................................22 1.19 Lateral Toe -Nail Detail_SP........................................................................................................23 1.20 Uplift Toe -Nail Detail.................................................................................................................24 1.21 Web Bracing Recommendations .................... ,......................................................................... 25 1.22 L-Brace Detail..............................................................................................._........................ 1.23 T-Brace/I-Brace Detail with 2x Brace Only ..................................... ..................................... , 27 1.24 T-Brace/1-Brace Detail ....... ............................................................... __.................................... 28 12a_,Scab Brace Detail.......................................................................................................................29 *4A D q y^1(F\ F r C 89385 x FOF C CALIF Date Sgnea 01113/2021 Page 2 of 36 ` California ��r 1 TrusFrame. "People, Drive, Honor ...Our Formula for success!" Fax: ss1.6570486 Phone: 951-657. 7491 23665 Cajalco Road. Perris, CA 92557 ' Table of Contents 2. TYPICAL. ROOF TRUSS REPAIR DETAIL ................. ...................... 2.1 Repair Detail For Broken Chords, Webs, and Damaged or Missing Chord Splice Plates ............ 31 2.2 Repair for Adding a False Bottom Chord........................................................... 2.3 Repair to Replace Broken Overhang .............................. ...................................................... ....... 33 2.4 Repair Detail for Overhang Removal......................................................................................... 34 2.5 Interior Bearing Offset Detail .............................................................................. „.36 2.6 Repair Detail for Broken/Missing Studs and Studs Added for Backing g.................................... �GINEER_S 0?Q MOHAMMAD 0 AHMADI wExp:12l31 Y2022 m CIVIL a/ -,X, Page3of36 Date signed 01/13/2021 CIFCalifornia usftame.,, "People, Drive, Honor Our Formula For Success!" 23665Ca1e1co Road. Parris. CA 92S Phone. 951.6577491 Fax951.5570486 Standard Roof Truss Details SNEER sT 9 o2P r MOHAMMAD o to AHMADI -n w E-P:1213li2022 z m 0 CIVIL ac o. 2823S Gate signed 01113+2021 Page 4 of 36 Symbols PLATE LOCATION AND ORIENTATION �4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0_11 r For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing ev if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing on Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Constructs DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System dimensions shown t fiscalal xteenths (Drawings not to scale) 1 2 TOP CHORDS BOTTOM CHORDS 7 i 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED { LObKWISE AROUND rHE TRUSS STARTING AT THE JOINT FAk i HEST TO THE LEFT. CHORDS AND WEBG ArE'IDENTIFIED 3Y END JOINT NUMBE6tS'LLTTERS. PRODUCT CODE APPROVALS ICC-E—S Reports: ESR-17i � l , 2SR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Y//, PMMA D Ay"l e\ G� C 89385 z �OF CA��F� © 2012 MiTek® All Rights Reserved rr MiTekg Page 6 of 36 ��. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with ,project engineer before use. ;". eview all portions of this design (front, back, words Z nd pictures) before use. Reviewing pictures alone not sufficient. 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A: Was og"5 g�yypp _M8 0-0-Z S-Out-9 b1-0-9 b1-0-9 0-OL a-a-L 0-0-1 0-0-b 0-0-04 0-0-9£ a-L-te b1-0-sz o-o-sl a-o-At 0-a- o-0-7 ..` l aced bIOZ EZ:09:80 LO JdV pull 'aul 'SOIJIMpul 4911W EIOZ 9Z nON s DOS L�I eg C 9 is � L £ ltlliO3H1tl0 z LdOHS � bEZI �Id 1�10 adAl ssnll ssn31 qo(' APRIL 12, 2019 �\\ F —In=I (Ell J r✓o L� A.J MiTek USA, Inc. ENGIEEPEDBY 10 �� llII L A MiTek AXlliare Standard Gable End Detail 'Ri Typical _x4 L-Brace Nailed To 2x_ Verticals Wit 0d Nails spaced 6" o.c. Vertical Stud SECTION B-B Vertical Stud (4) -16d Nails M I I-G E 110-001 MiTek USA, Inc. 16d Nails Spaced 6" o.c. (2)- 10d Nails into 2x6 \2x6 NStud o.2 or TRUSS GEOMETRY AND DONDITIONS 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY Typical Horizontal Brace R\ Nailed To 2x_ Verticals 2x4SNd SECTION A -A W/(4)-10d Nails 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING \ SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. \DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH \ (5) - 10d NAILS. ** '\ (4) - Bd (0.131" X 2.5") NAILS MINIMUM, PLYWOO 3x4= SHEATHING TO 2x4 STD DF/SPF BLOCK * - Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPETRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131"X 3") AND NAILS DESIGNATED 16d ARE (0.131- X 3.5") Roof Sheathin \ k24� Max / Max. NAILS X Max / t ,(2}- 10d MAILS d Jrus4i�q 24" o.c. / 2 6 AGONAL BRACE SPACED 48"C O.. Diag. Brace ATTACHED TO VERTICAL WITH (4) 16d at 1/3 point NAILS AND ATTACHED If needed TO BLOCKING WITH (5) - 10d NAILS End Wall HORIZONTAL BRACE (SEE SECTION A -A) Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2 DIAGONAL 2x4 ,DIAGONAL BRACES AT L-Brace BRACE 1/3 POINTS Maximum Stud Length 2x4 DF/SIRE Sto/Stud 12" O.C. 4-6-3 1 5-0-7 7-1-7 9-0-5 13-6-8 '2x4 DF/SPF Std/Stud 16" O.C. 4-1-3 4-4-5 1 6-2-0 B-2-7 12-3-10 2x4 DF/SPF Std/Stud 24" O.C. 3-5-6 3-6-11 5-0-7 6-10-15 10-4-7 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails S" o.c., with 3" minimum end distance. Brace must cover 90 % of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or ASCE 7-98, ASCE 7-02. ASCE 7-05 110 MPH ASCE 7-10. ASCE 7-16 140 MPH DURATION OF LOAD INCREASE 1.60 ��aG\NEER�STq 2Q MOHAMMAD �F h AHMADI O W Exp: t E'7 31i2C22 � o CIVIL a p- a� D. 2823�� Date Signed. 01'13,2021 STUD DESIGN IS BASED ON COMPONENTS AND CLAD CONNECTION OF BRACING IS BASED ON MW FRS. Page 7 of 36 APRIL 12, 2019 j Standard Gable End Detail MII-SHEET 2 MiTek USA, Inc. YENOM=EREQRY�[M A cortex Amna�e Roof ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE (SEE SECTION A -A) 1;-Y I � @ 24" o.c. MiTek USA, Inc. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE / NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d(3SN0.131")NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131"X 3.5") NAILS EACH. FASTEN PURLIN / \ TO BLOCKING W/ TWO 16d (0A 31" X 3.5") NAILS (MIN) Diag. Brace at1/3points if needed \ PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES _-SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131"X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO End Wall BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES iT OM WN AUGUST 1, 2016 R 1\/--]�EIL �o D71 n MiTek USA, Inc. E�NGINE�EPEEGI�BY _ G IMT¢k Omllafe NON-STRUCTURAL GABLE STUD ATTACHMENT MII- STUD ATTACHMENI MiTek USA, Inc. REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. S���tsEER_�r VARIES 12 AHMADI ICIVIL Date Signed 01/13/2021 NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (2) 10d (0.131" X 3") TOE -NAILS continuous bearing wall NOTE: GABLE STUDS MAY BE ATTACHE! WITH 1.50 OR 2X3 MITEK MT20 PLATES 09 WITH (31 16d t0.131" X 3-112"1 TOE -NAILS r C 89385 Vj �FOF CA�\FOj NOTE: GABLE STUDS MAY BE ATTACHED WITH IZX4 OR 2X3 MITEK MT20 PLATES OR WITH (6)-7116"x1-3J4" STAPLES ONE SIDE ONLY SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. gsns ,2 < FJ FNO .3Sn 01 LOINd O3UM038 SI IVAOUddV UO3 'SNVId 1"MOMIS NI a3NlllnO SlIV13O 3O33N3dnS 011NV3W LON St 1IV13O SlIV134 JNIWVH:i dIH VO F vl ¢ a _ a �ag`r c - Zd d� NEVgO �� ��OF a a z 0 W H NJ 1 W I � iw� Z i �LL a S J i i i 4 E I I I < I I I �pF NEVq� 4 J N o n rn x W N o �rss3io�'a 0 C3 a HIP FLAT TOP BRACING DETAIL CE W/(3)-10d NAILS @ EACH TOP CHORD DGER W/(5)-10d NAILS @ WEBS ����\NEER�slq Q- J. O MOHAMMAD rn AHMADI n W Exp: 12131/2022 O CIVIL a� Page 12 of 36 Date Signed: 0111312021 APRIL 12, 2019 �JIJ��I � ®R 0 0� �o MiTek USA, Inc. r—ENGINEERED 61 E A MiTek Affillrte Open End Jack PT,�U4= MAX Soo MIN 4.00 � SPAN (8-0-0 MAX) Max. overhang: 2-0-0 A B C 2X8 Corner Rafter D PITCH MAX 5ss 1z MIN 2.831112 j� Plate covers 1-1/2" min. 3x10- overbearing SPAN (11-3-12 MAX) Min. heel heigth: 0-3-15 Max. overhang: 2-10-0 TYPICAL CORNER FRAMING 2OG TRI ICCF.0 OPEN JACK AND CORNER _T — HIP RAFTER DETAIL MII-CORNER SET MiTek USA, Inc. SQUARE CUT Connection at A Connection at C 3'DE VIEW 610E VIEW v LS v`0 NEARSIDE NEARSIDE FAR SIDE FAR SIDE NEARSIDE - NEAR SIDE IOd (0.131"x 3") nails Connection at D Connect top of 2x8 rafter with (3) 10d (0.131" x 3") toe -nails into top chord of hip girder. Hip Gird I, ICI Hip Girder Corner Rafter to bear on block Attach 12" 2x6 SP No. 2 block with two rows of 10d (0.131" x 3") nails spaced 3" D.E. Use a min 3" member end distance 45 DEGREE ANGLE Connection at B BEVEL CUT SIDE VIEW A Lumber: SPF MISR 2100 I SE min. top chord required for top chord slopes between 5.01/12 and 8/12. SPF No. 2 min. top chord slopes between 5/12 and 4/12, SPF No. 2 min. bottom chord. SP No. 2 or better for corner rafter. Plates: All plates are MT20 installed on each face per TPI 1, Wind k Deflecti Loading 8 psf top chord deal load 0 Pat bottom chord live load 7 psf bottom chord dead load 10 psf non -concurrent bottom chord live load Conforms to: IRC 2000/2003/2006/2009/2012/2015/2018 IRC 2000/2003/2006/2009/2012/2015/2018 ���AALER, �,00I S. f7l aE )21 Page 13 of 36 January 8, 2019 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII-PIGGY-7-16 MITek USA, Inc � o0 n0 �o MiTek USA, Inc. ENGINEERED BY ����NEE A MiT& ARM. PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131"X 3.5") TOE -NAILED. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. A - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH 12) (T131"X 3.5") NAILS EACH. .2X _ X 4'-T SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TC ONE FACE, CENT ERED ON INTERSECTION, WITH (2) ROWS OF (0.13P X 31 NAILS @ 4" O.C. PROVIDED THE TOP CHORD SHEATHING SCAB MAY BE OMITTED IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 1, 2. WIND SPEED OF 116 MPH TO 180 MPH W ITH AMAXIMUM PIGGYBACK SPAN OF 12 ft. FOR WIND SPEEDS BETWEEN 116 AND 180 MPH, ATTACH / \ - MITEK NP37 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT BER. STAGGER AILS EDGE DISTANCE FROM OPPOSING FACES. ENSURE 0 5" NAIL EDGE (MIN. 2 PAIRS OF PLATES RED, REGARDLESS OF SPAN) B WHEN NO GAP BET J: EEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAIL ING r1F PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHC'A N, V'D INSTALL PURLINS TO BOTTOM EDGE OF BASE T,1IJS_1 TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAR NOTE FOR ALL WIND SPEEDS, ATTACH MITEK NP37 20 GA Nail -On PLATE: STAGGER NAILS FROM OPPOSING FACES4ENSURE 055 NAIL EDGE VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24" O.C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TOOL MINIMUM ASCE 7-10, ASCE 7-16 nI IRATION OF LOAD INCREASE: 1.60 IS NOT APPLIGACLt rvn I ERING DRAGNim nPRATIONSHBY BUILDINGrAR S). "G / III III T This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF MUST MATCH IN SIZE, IGGYBACK NTRUSSD BASE GRADE, AND MUST LINE UP AS SHOWN IN DETAIL, 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF i 0d (0.131" X 3") NAILS SPACED 47,VERTICAL WEBS OF PIGGYBACK AND BASE TRUS&) WTO MATCH (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM VIEW CONCENTRATED QUALIFIEDDENGINEOERIS REQUIRED ORLOA S GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS.. PIGGYBACKNUMBER OF PLYS OF 5) CONGER RATED LOADMUST BASE BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. Page 14 of 36 C 89 Dale Signed. 01,1.312021 JANUARY 8, 2019 STANDARD PIGGYBACK M11-PIGGY-ALT TRUSS CONNECTION DETAIL 7-16 L-o a 00 � �o E V E] MiTek USA, Inc. JI 1�=GI�EOBCJ n J{ o A MIT. AtfilieR PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131" X 3.5") TOE NAILED BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131"X 3.5") NAILS EACH. 2 X X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTEREE INTERSECTION, WITH (2) ROWS OF (0.131" X.T) NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 IT FOR WIND SPEED IN THE RANGE 116 MPH - 180 MPH ADD 9" x 9" x 1/2" PLYWOOD (or 7/16" OSR) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3 - 6d ((1113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL- 12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED 0szoj- TO CAP TRUSS REQUIRING A VERTICAL WEB: Q1q,(jF OAD 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ��,� q Cy P h MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) E OF C(0131" C 89385. TRUSS ASSEMBLY WITH 2 ROWS OF 1Do X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 1f+ 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM fM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW FOF BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS CA�"�� GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH G�NEER- Sjq THE PIGGYBACK AND THE BASE TRUSS DESIGN. �K�N 2P f� MOHAMMAD H AHMADI o Exp_12.!3112022 r�"T CIVIL a� d a� Page 15 of 36 7f028275S t� STANDARD PIGGYBACK TRUSS MII-PIGGY-PERP° APRIL 12, 2019 CONNECTION DETAIL (PERPENDICULAR) 00 00 s�� a MiTek USA, Inc. �E��ED B. YO A\WT(,e Nliliaie DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. PIGGY -BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. NEAR SIDE MiTek USA, Inc. MAX MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY II WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10, ASCE 7-16 125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) - 16d (0.131" X 3.5') NAILS TOENAILED. FAR SIDE NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY; 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. FLAT TOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. Page 16 o I APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL Mll-VALLEYI MOHAMMAD AHMADI W Exp: 12/31/2022 n�-r o CIVIL a� .2 Date Signed: 01/13/2021 RIDGE BOARD ( SEE NOTE #6 ) i MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS I VALLEY PLATE I (SEE NOTE #4 ) POST VALLEY RAFTERS V (SEE NOTE #8) ( SEE NOTE #2) POST SHALL BE LOCATED SHEATHING ABOVE THE 1 CHORD OF EACH TRUSS. PLAN DRAWING Toi icc rvoir4i I'LAIN Jtl, I Ivry GENERAL SPECIFICATIONS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING ON OP ISS I, WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING- ASGE7-10, ASCE 7-16 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO. EACH SUPPORTING TRUSS WITH (2) 16d (0.131' X 3.5") NAILS. 5. SET 2 .6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (0.131- X T) NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (0.131" X 3") TOE NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131" X 3.5') TOENAILS. FASTEN FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X 3.5") TOE -NAILS. T SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS // WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. Y 1 FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (0.131" X 3.5") NAIL '�' 8- POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER W ITH 2. ROWS OF 10d (0.131" X 3") NAILS 6" OD_. C 8938 Page 17 of 36 APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEY2 _ (BEVELED BOTTOM CHORD) UR I� / ...�� �' MITek USA, Inc_ �L NOTE: VALLEY STUD SPACING NOT MITek USA, Inc. GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF MAX TO EXCEED 48" O.C. SPACING ENGINEERED BY OR GIRDER TRUSS (MAX) D.O.L. INC = 1.15 ( ) U ASCE 7-10, ASCE 7-02, ASCE MWFRS MPH WIND A MIT&Alfirste ASCE 7-1Q ASCE 7-16 (MWFRS) S) 140 MPH WIND VII, / BASETRUSSES VALLEY TRUSS TYPICAL TYPICAL (24" O.C. ) (24" O.C.) VALLEY TRUSS TYPICAL GABLE END, COMMON TF 5 (24" O.C.) OR GIRDER TRUSS This detail Is applicable for trusses with chord a:lU Nab sizes using 7r3 and larger dimension lumber. P 12 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY -,r TRUSS X TOE - NAIL VALLEY TO TOE - NAIL VALLEY TO BASE TRUSS W/ BASE TRUSS W/ ( 2 ) 16d TOE -NAILS (2) 16d TOE -NAILS G4NEER- I DETAIL B oAIOHAMM/ (BASE TRUSSES SHEATHED) (NO SHEATHING) ,;AHI4ADI 1. INSTALL BASE TRUSSES. W Exp: 12f3112 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. yA �- DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. `of-y BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEYTRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 P USS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT Q DETAIL C SHEATHING) a M aC a� Date Signed- 0V13/2021 QRpFESS/pN AD qy , F W C 89385 � Page 18 of 36 APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEY3 aaaa ®R 00 ao a�aa MiTek USA, Inc. ENGINEERED aa�O C Mrtek AXIIiaM MiTek USA, Inc. GABLE END, COMMON TRUSS LIVE LOAD = 30 ESE (MAX) DEAD LOAD = 15 ESE (MAX) NOTE: VALLEY STUD SPACING NOT OR GIRDER TRUSS D.O.L. INC=1.15 TO EXCEED 48" O.C. SPACING \\\ ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH ASCE 7-10, ASIDE 7-16 (MWFRS) 125 MPH VALLEY (24" TRUSS O.C.) BASETRUSSES TYPICAL (24" O.C. ) TYPICAL GABLE END, COMMON TRUSS (lF (:IFf1FF TRI ICC TYPICAL TRUSS -ITL VALLEY i nn r 1. INSTALL BASE TRUSSES. 2. APPLY SHEATHING TO TOP CHORD OF SUPPOI TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.0), 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. TOE -NAIL VALLEY TO BASE TRUSS W/ (2) 16d (0,131 " X 3.5") TOE -NAILS VALLEY TRUSS RESTS ON 2x6 P F,2 12 ATTACH 2x6 CONTINOUS NO.2 SEE TO THE FACE OF THE ROOF W/ TWO 16d (0.131" x 3.5") NAILS INTO EACH TRUSS BELOW DETAIL A (GREATER THAN 3/12 PITCH) SEE DETAIL " A, B, OR BELOW (TYP.) 9312PITCH VELED 2x4 CONTINOUS O THE FACE OF THE ROOF d (0,131"X 3.5") NAILS INTO S BELOW CH VALLEY TO ELED 2x4 W/ 16d (0.131" X 3.5") NAILS DETAIL CTOE-NAIL VALLEY TO (GREATERTHABASE TRUSS W/ LESS THAN 12/12 PITCH) (2) 16d (0.131" X 3.5") P 0 MOHAMMAD y AHMADI Exp: 12/31/2022 Od CIVIL 0 o- a o, pg23'� Pagel n.i}P ."flf]ltP.(i' Di/ii/7Q7i 9 ATTACH 2x4 CONTINOUS NO.2 SEE BLOCK TO THE FACE OF THE ROOF W/ TWO 16d (0.131" x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HA7LOCK ATTACHED TO IT. TOE -NAIL VALLEY TO BASE TRUSS AND BLOCK W/ ') (2) 16d (0.131" X 3.5") TOE -NAILS ONE NAIL IN EACH DETAIL B (3/12 PITCH OR LESS) AUGUST 1, 2016 'SUPPORT OF B.C. OF STANDARD OPEN END MII-OPEN JACK -BLOCKS JACK USING PRESSURE BLOCKS CO CI LE 00 MiTek USA, Inc. ENGWMED BY HUME A MIT& Affiliate Loading (PSF): BCDL 10.0 PSF MAX 20 hot. chord C trier truss of jack ♦ R 2- (0.131" X Y MIN, BLS (typ) 2x4 block _ jack between jacks,7truss nailed to carrier be (typ) w/6 (0.131" X 3" MIN.) nails spaced at 3" o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(0131" X Y MIN.) NAILS (typ) -OM CHORD OF OPEN END JACK arrier BC w/ 6-(0.131" X 3" MIN.) NAILS Qa 3" o.c. py�aG\NEER-ST9 a MOHAMMAD AHMADI E:p.12/31/2022 nzi o CIVIL aE v �o 20 8233 Page 20 of 36 Date Signed_ 01113/2021 MiTek USA, Inc. - 0-0 STANDARD CAP MIF CAP APRIL 12, 2019 1 TRUSS CONNECTION DETAIL 0o C 00 L MiTek USA, Inc. ENGINEERED BY 1 J ° `l�� A MiTek Affiliate 2 x x 4'-O" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (OA 31" X 3") NAILS SPACED 6" O.G. AND STAGGERED MiTek USA, Inc. DESIGN CRITERIA LOADING (PSF) MAX MEAN ROOF HEIGHT = 30 FEET TCLL= 30.0 CATEGORY II BUILDING TCDL= 10.0 EXPOSURE B or C TOTAL= 40.0 ENCLOSED BUILDING ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH SPACING 2-0-0 ASCE 7-10, ASCE 7-16 115 MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE: 1.60 LUMBER INCR: 1.15 MIN UDEFL= 240 �F MAX. SPAN PIGGYBACK TRUSS 10,_0„ i WITH SP 2X4 NO. 2 LUMBER SLOPE MAY VARY FROM 3112 TO 12112 �CAPTRUSS JBASE TRUSS I, 1 SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" OD ). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d (0.131" X 3.5") NAILS. FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) INEER-Sl,`4 2 MDHAMMAD y AHMADI N.+ Ezp:1213112022 p CIVIL Kb(, a�Ei �233 Page 21 of 36 Date Signed_ 01/13/2021 NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII TOENAIL i_o ELL-IFIE MiTek USA, Inc. E OGIN EP��- AMF&Amnere 0 z 0 in m MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HE SPF SEE .131 88.1 80.6 69.9 68-4 59.7 .135 93.5 85.6 74.2 72.6 63.4 .162 118.3 108.3 93.9 91.9 80.2. .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 1 80.6 1 69.9 68.4 593 .148 106.6 97.6 84.7 82.8 72.3 .120 73.9 67.6 58.7 57.4 50A .128 84A 76.9 66.7 65.3 5TO .131 88A 80.6 69.9 68.4 59.7 _ .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162"X 3.3") NAILS WITH SPF SPECIES BOTTOM CHORD Fcr load dun'.tion'nc-ease of 1.15: 3 fna�is) X 91.9 Ilb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT \ VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE �\ NEAR SIDE -= -- ---.i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (8x6) 4 NAILS NEAR SIDE NEAR SIDE y�Vm�LR ems% 9j. MOHAM MAD F AHMADI Exp:12/31/2022 Z r+� CIVIL p a .2823'� Date Signed: 01/13/2021 C 89385 FOF CAl\F� Page 22 of 3 SIDE VIEW (2x6) 4 NAILS i NEAR SIDE i, NEAR SIDE NEAR SIDE NEAR SIDE I MAY 7, 2019 LATERAL TOE -NAIL DETAIL Mil -TOENAIL SP == vflD r- o LJ `A-J-IEI MiTek USA, Inc. ENGMEEPED 6V -1ti MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S .131 88.0 1 0.6 69.9 1 68.4 1 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri z Z .128 74.2 67.9 58.9 57.6 50S .131 75.9 69.5 60.3 59.0 51.1 .146 81A 74.5 64.6 63.2 52.5 m VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY VARY FROM VARY FROM 30°TO fiO° \ \. 30°TO 60° \ 45.00° QtZpF ESS *AAD qy�q yc\ 1NEER-sl9r MOHAMMAD w rmn y AHMADI 0 C 89385 z W Exp: 1213112022 nzi J R pd CIVIL 0 FOF CA��F� .28TSb page 23 of 36 Date Signed. 01113/21)21 SIDE VIEW (2x6) 4 NAILS NEAR SlOG NEAR SIDE NEAR SIDE NEAn SID2 ANGLE MAY VARY FROM 130°TO 60° 45.00 ° \ 45.000 MAY 7, 2019 UPLIFT TOE -NAIL DETAIL MII-TOENAIL_UPLIFT 0— 00 00 7ULTIE] MiTek USA, Inc. ENGMEERED BY _ la -TOE \� G MiTek M11. SIDE VIEW NEAR FAR SIDE MiTek USA. Inc THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP OFF SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE-NAI''L WITHDRAWAL VALUES PER. NDS 2018 (lb/nail) DIAM I SP DF HE SPF SPF-S .1311 59 46 32 30 20 _ 60 48 33 30 20 p .,35. - ;n .162� 72 58 39 37 25 m F Z ,128 54 42 28 27 19 w J 1's1 55 43 29 28 19 J a .148 62 48 34 31 21 a ¢ ai cry .120 46 36 25 24 46 O .128 49 38 26 25 17 J o .131 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. ENDVIEW I" FOR 3" NAIL 1-1/16" FOR 3.25" NAIL 1 -3/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d (0.162" X 3.5') NAILS WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 Ibs) Building Designer is responsible to specifiy a different connection. — USE (3) TOE -NAILS ON 2x4 BEARING WALL — USE (4) TOE -NAILS ON 2x6 BEARING WALL Page 24 c 9T MOHAMMAD AHMADI Ezp:12131i2022 m CIVIL . a Date Signed: 0111312021 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS I MII-WEBBRACE ���E MiTekk USA, �I�nc..��.,� ENGINEERED U ELJ LY J(J ]UNI JLqu1u AMnek Atlili. MiTek USA, Inc. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. _ BRACING MATERIAL TYPE B C D BRACING MATERIAL TYPE A B C D BRACING MATE]TTYPEA C 10'-0" 1610 1886 1886 2829 2358 3143 3143 4715 2358 2358 3536 - - - 1886 1886 2829 12-0" 1342 1572 1572 4715 7074 14'-0" 1150 1347 1347 16'-0.. 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 - - _ *Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INtO THE ROOF AND/OR CEILING O WPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED By q QUALIFIED PROFESSIONAL 1 X 4 IN D. 45 SP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2A. OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, ASTHE LATERAL BRACE MATERIAL. AND SHALL BE INSTALLED N SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRR (DF, HF, SPF) AT APPRO%. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-M M 131 2E , FOR Ix4 BRACES, 2-I Od (0.131"13") FOR 2,3 and 2x4 BRACES. AND 3-1 Gi (1) EVO') FOR 2x6 BRACES. 4, CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 Ed 10.131"X25') NAILS FOR 10 LATERAL BRACES. .Ind (01aV i") NAILS FOR SO and 2x4 LATERAL BRACES. AND 31 Ad S 131'✓3) FOR 26 LATERAL BRACES. B 2X3#3, STD, CONST(SIFF, OF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING CONSULT Ci 2X4#3, STD, CONST(SIFF, DF, HF, OR SP) C6B 39 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSII GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED S-JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PL ATE INSTORT E. WOOD TRUSSES vPwi.odndM o, corn and Ininiwg D 2X6#3 OR BETTER (SEE DF, HF, OR SP) i. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. - B, TABULATED VALUES ARE BASED ON A DOL-IA5 FOR STABILIZERS: FOR A SPACING OF 24" 0.0. ONLY, MITEK "STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,. STABILIZERS MAYBE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method Shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) TRUSS WEB MEMBERS QROFESS/pN 45 4!� C 89385 7 F� ql �= MOHAMMAD � N AHMADI LA, Exp: 12,131,12022 © CIVIL a� teae ao a. 282. Date Signed: 01/13/2021 Page 25 of 36\\F CA AUGUST 1, 2016 L-BRACE DETAIL MII - L-BRACE MiTek USA, Inc. MOHAMMAD � AHMADI h I uW fxp: V2Q22 E � CIV m dd CIVkL o MiTek USA, Inc. d d ENGNEEFEO 6YN0 Q- 2p*13� Anmen MMam Date Signed: UU 00111312021 Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" D.C. 2x4, 6, or 8 16d (0.131" X 3.5") 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Web Nails L-Brace must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. Page 26 of 2 L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 2x6 1 x6 *** 2x8 2x8 `** DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 "* *** DIRECT SUBSTITUTION NOT APLICABLE AUGUST 1, 2016 II�J, ^ ^^ o00 E MiTek USA, Inc. ENGINEERED BY ° � _ A MiTek Milia T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 Note: T-Bracing / I -Bracing to be used when continuous lateral bracint is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) Nails Nails Web Nails " I -Brace Nails MiTek USA, Inc. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6I-Brace 2x8 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 2x3 or 2x4 2x4 T-Brace 2:�P I -Brace 2x6 2x6 T-Brace 12x6 I -Brace 2x8 2x8 T-Brace 2xdl-Brace T-Brace / I -Brace must be same species and grade (or better) as web member. N 2 MOHAMMAD y AHMADI Date Signed- 01P13i2021 F4 8938 �OF C Page 27 of 36 AUGUST 1, 2016 mil\ 11 of MiTek USA, Inc. EN�GMEEPEO BY T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4or1x6 10d(0.131-X3") 8"o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T-Brace / 1-Brace (On Two-Ply's Nail to Both Plies) Nails t \ } / SPACING Nails - Section Detail T-Brace Web Nails�� Web Nails/ I -Brace T-BRACE MII - T-BRACE MiTek USA, Inc. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T-Brace 1x4 (*) I -Brace 2x6 1x6 (*) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 1-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x8 I -Brace I ER—S?. Q3� MOHAMMAD p C AHMADI n 'n Exp: 12/3 1 f2022 rzi o CIVIL a� do, dCs .2821 Date Signed: 01 /13/2021 T-Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brad For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/I Bracy Page 28 of 36 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE 00 JJo� u/�u MiTek USA, Inc. EIN I ,EEDOT 17 A MiTek Miliale MiTek USA, Inc. Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED, APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. \\\\ MAXIMUM WEB AXIAL FORCE = 2500lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE\� 2x4 MINIMUM WEB SIZE \ MINIMUM WEB GRADE OF #3 Nails / Section Detail Scab -Brace Web Web Scab -Brace must be same species grade (or better) as web member. NEERti , Zq MOHAMMAD y AHMADI W Exp:12/31/2022 nzi Wo CIVIL aj ,moo-P8233� Date Signed. ot11312021Page 29 of 36 Crnia r' TrusFramCalifoe«< "People, Drive, Honor.. Our Formula for Success!" 23665 Cajalca Road, Pevis, CA 92557 Pnon=: 351.657491 Typical Roof Truss Repair Details 2P MOHAMMAD O AHMADI cn Exp 12l3112022 m W p CIVIL A Faxssl,bsi 04a0 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS AUGUST 1, 2016 AND DAMAGED OR MISSING CHORD SPLICE PLATES M�� REP�1A1 �0 �v 00 00 I-i��!llnn �M��iiTTek USA. Inc. ENGINEERED BY O ONA\VIMT& Mfilwte MiTek USA, Inc. TOTAL NUMBER O NAILS EACH SIDE OFBREAK ' MAXIMUM FORCE (Ibs) 15%LOAD DURATION - x INCHES SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 _ 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2 774 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131"X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C-PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM. OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C BREAK Is • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CCNFIGURATIOI\ AND BREAK-0rATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3, THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4, WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES NO MORE THAN THREE BROKEN MEMBERS - y�Not"AlER�sl9 f� 2P MOHAMMAD N AHMADI W Esp:12/3112022 o CIVIL a� do 0.282'Sb Page 31 of 2 n�,. ci,n ninaionoi OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP10 A FALSE BOTTOM CHORD MiTek USA, Inc. MiTek USA, Inc. �ENGINEERED BY p rJLJVI�o A AfTek Rlfl11aR VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - 10d (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE,USED) 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. 1. LUADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). - BCTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. G\NEER'STP MOHAMMAD AHMADI W Exp:12/3112022 An- 0 CIVIL Ar v- (y a° .282 Page 32 of 36 Date Signed, OV1312021 OCTOBER 5, 2016 :R- 0 00 REPLACE BROKEN OVERHANG MII-REP13B M TRUSS CRITERIA: iTek USA. Inc. LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. MiTek USA, Inc. TOP CHORD: 2x4 OR 2x6 ENGINEERED BY PITCH: 4/12 - 12112 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION A MiTek NliIi. NOTES: 1 . ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1Od (0.131" X 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR. PLATES AT THE JOINTS OR SPLICES. 2x SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED (L) i (2.0 x L) 24" MAX 1 24" MIN IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. ntrtH I U INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES =P���rINEER�sl91 O MOHAMMAD y AHMADI Exp.-12131/2022 m o CIVIL Z Page 33 of 36 Date Signed: 01/13/2021 MII - REMOVE OVERHANG AUGUST 1, 2016 OVERHANG REMOVAL DETAIL D o� MiTek USA, Inc- -1 ENGNIEENEO By Tl- u L y` a A MiTek Willate 2-0-0 MAX 2X4 CHORD 3-0-0 MAX 2X6 CHORD MAIN BODY OF TRUSS _ OVERHANG MAY BE REMOVED PROVIDED PLATES ARE NOT DAMGED. MiTek USA, Inc. 2-0-0 MAX 2X4 CHORD 3-0-0 MAX 2X6 CHORD N, TES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT �) EACH ECAD JOINT SEDESIGN. MAN TRUSS ENGINEERING DESIGN Tii3 Page 34 of 36 Date Signed- 01/13I2021 AUGUST 1, 2016 o _. R MiTek USA, Inc. ENGWEER O6 � i MTek AMIialia le INTERIOR BEARING OFFSET DETAIL ill Mil - BEARING OFFSET MiTek USA, Inc. 'OFFSET ASSUMES A MINIMUM BEARING WIDTH OF 3-1/2" Z NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE WEB JOINT E d ��NG\NEER-sT,y l� 2� MOHAMMAD y AHMADI .N..' Exp:12l3112022 o CI IL a� do, ,AO .28733 Date Signed: 01/1312021 FC qa yrl 89385 5z TRIPLE WEB JOINT E DOUBLE WEB JOINT co n IVI\ Etv F0F lover Page 35 of 36 C�California r' TrusFrame:« "People, Drive, Honor Our Formula for Success!" 23665 Ga/alco Road. Perris. CA 9255: Studs Added for Backing Broken/ht;ssino Stud i r r [ r+L. r.emuee anu replace stud with a 2;, DF.No2 (same Isize as exis:inq; toe nailed with 1(3)-10d or (.-; 16d at each end Phone: 951. 6577491 NOTE: 1. This a typical repair to be used on full bearing and non full bearing trusses. P�>�GINEER�Sp4 a= M0HAM MAD TO v7 AHMADI -.. 2" a Exp:12l3112022 9 fi Page 36 of 36 Date Signed. O1/13I2021 Fax: 951. 657 0486 AUGUST 1, 2016 INTERIOR BEARING OFFSET DETAIL I MII - BEARING OFFSET L-_L= �o 00 �/-L-2- - Ia MiTek USA, Inc. NG11NEEI PEO BYp �I 1y � S, IN �Y nmrt&nnniam MiTek USA, Inc. 'OFFSET ASSUMES A MINIMUM BEARING WIDTH OF 3-1/2" �d Hd_ �� NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 112" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE WEB JOINT d * WEER-sTq li l� MOHAMMAD Cp AHMADI W Expc 1213112022 rz-� O CIVIL do, 0.2823''� Date Signed 0111312021 TRIPLE WEB JOINT dy Page 35 of 36 DOUBLE WEB JOINT i d CCalifornia f' TrusFrame... "People, Drive, Honor.. Our Formula for Success!" 23665 Gajalco Road. Perris. CA 92557 Studs Added for Backing BrckeMAis_Irp Stud Phone: 951 657 7491 NOTE: 1. This a typical repair to be used on full bearing and non full bearing trusses. *VAEER,S j4 ?P MOHAMMAD N AHMADI W Exp: 12/31/2022 o CIVIL a� do, ,ab o. 282 Page 36 of 36 Date Signed. 01031=C' Fae 9516570486 r1YOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT EAM SIZES NOTED PER STRUCTURAL PLAN SET. Parapet Height 5'.10" �LDG Parapet Height 5'-10" Parapet Height T-1" raraper neigni a-i u- FRU55E5 HANGING ON LEDGER WILL BE RECOMMEDED BUT NOT SUPPLIED BY US, IE ONLY SUPPLY TRUSS TO TRUSS CONNECTION HANGERS CALLED OUT ON LAYOUT. INGLE PLY TRUSSES - HUS26 - LEDGER BM 2-PLY TRUSSES - LUS28-2 - LEDGER ® REVIEWED ❑ REVISE AND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions. DALE CHRISTIAN / STRUCTURAL ENGINEER, INC. DATE 12/20/2021 BY VB U) g a m a cn a) Q C o qrf .E m I1 E N C O 0- 0 z_ ILL - a � S o Lu z z Q Q` w O O I— J n w Io a U 2 U � CINI w ��00 a m0� O W z z J d W U Z O m Q O to U O J Parapet Height 5'-10" Cq 1 T Z oN x N x BUILDING DIVISION innn W o h Ix 2 O o Lx z U Wz W W x BY: Y.T. (� ~Q x W W 0 coO ' x d .. _e. � ' 1 s a use � q �o � . `oy o an�� o a ti � �� a ., a . � � �.. a , .,. �. uo u i, u e ESR #1311 TRUSS PLACEMENT PLAN AND CALCULATIONS PROJECT: UPTOWN BUILDING 2 LOCATION: NEWPORT B"ACII DEVELOPER: UPTOWN NEWPORT DEVELOPMENT COMPANY LLC CUSTOMER: STANDARD FRAMING Project No: 3322 BUILDING DIVISION F F'? 7 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 Phone / (951) 657-0486 Fax BY: Y.T. DATE: NOVEMBER 22, 2021 LARR-25338 23665 Cajalco Road, Perris, CA 92570 Phone: (951) 657-7491 / Fax: (951) 657-0486 Truss Structural Calculations Project: UPTOWN NEWPORT LOT 1 Location: NEWPORT BEACH Developer: UM OWN NEWPORT DEVELOPMENT COMPANY LLC Customer: STANDARD FRAMING Date: 11/22/2021 Kevin Chae Kim My license renewal date for the state of California is June 30, 2023. NOTES: Truss Engineer's responsibility is solely for the design of individual trusses based upon the design parameters as shown on the referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer/Engineer of Record, not truss Engineer, per ANI/TPI-1 Chapter 2. The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and approved by the truss design engineer as indicated by the Engineer's seal and wet signature on this cover page. This review and approval apply solely to the attached truss design drawing pages that are bound together. Truss (Truss Type Oty I Ply lob (LOG z 2R GABLE Job Reference optional) Run-9420s Apr 162021 Print 8.420sApr i62021Industries Inc FrNov 081802202IgWffidcAzC2515cg9D3yWi6h-RAehtZyROKBUyTLBpdWRpwSZWXbvb70129RyHc11-314 16-7-9 54 67-11 Scale = 1:31 4.6 = 9 h 3x4 = 0.25 12 3x4 = Plate Offsets (X,YE- [4:0-2-15,Edge1, [22:0-1-12,0-1-0[ 8-3 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCDL 18.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.49 Vert(LL) -0.30 5-6 >631 240 BCLL 0.0 " Rep Stress her YES BC 0.84 WB 0.86 Vert(CT) Horz(CT) -0.51 0.03 5-6 5 >371 180 BCDL 10-0 Code IBC201 B/TPI2014 Matnx-S n/a n/a LUMBER - TOP CHORD 2x4 OF N1.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G'Except" W 1, W7, W2: 2x6 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) 5=754/0-3-8 (min. 0-1-8), 25=754/0-3-8 (min. 0-1-8) Max Horz 25=156(LC 30) Max Uplift5=-238(LC 30), 25=-287(LC 27) Max Grav5=754(LC 1), 25=760(LC 34) 6x6 = PLATES GRIP MT20 2201195 Weight: 101 It FT = 20% BRACING - TOP CHORD Sheathed or 4-10-3 oc purims, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc brazing. MiTek recommends that Stabilizers and required cross b --ing be installed during truss erection, in accurdance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-25=-283/698, 1-25=-335/77, 1-26=-397/350, 26-27=430/458, 2-27=-726/679, 2-28=-1345/451,3-28=-1340/315,3-29=-854/712,29-30=-528/445, 4-30=-526/337, 4-5=-340/71 BOT CHORD 7-31=-993/1455, 6-31=-602/1238, 6-32=-619/1238, 5-32=-821/1362 WEBS 2-7=-1576/802, 2-6=-377/602,3-6=396/590, 3-5=-14041943 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95nnph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exit, B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTPI 1. 4) Provide adequate drainage to prevent water pending_ 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joints) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 5. This connection is for uplift only and does not consider lateral forces. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 25. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI i. / 14) This truss has been designed for a moving concentrated load. of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. continued on page 2 t- lob 'Truss (Truss Type Qty Ply GABLE 3LGG 2 AA1 I I NOTES- 15) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from V,1-0 to 16-7-9 for 120.3 plf. 16) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job (Truss Truss Type 3LDC 2 AA2 Monopitch City (Ply 5-7-11 5-7-11 4x6 3x4 = 7 Plate Offsets (X,Y)— 14:0-2-15,Edge] LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.49 TCDL 18.0 Lumber DOL 1.25 BC 0.84 BOLL 0.0 * Rep Stress Incr YES WB 0.78 BCDL 10.0 Code IBC2018/TPI2014 MaMx-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF N0.2 G WEBS 2x4 DF Stud/Std G *Except* W1,W7,W2: 2x6 OF N0.2 G REACTIONS. (lb/size) 5-754/0-3-8 (min. 0-1-8), 10=754/0-5-8 (min. 0-1-8) Max Horz 10=156(LC 9) 5-4-3 Scale = 1:29 4xfi — 9 3x8 = DEFL. in (Joe) Well L/d PLATES GRIP Vert(LL) -0.30 5-6 >631 240 MT20 - 220/195 Vert(CT) -0.51 5-6 >371 180 Horz(CT) 0.03 5 n/a n/a - Weight: 90Ito FT=.2d`ro BRACING - TOP CHORD Sheathed or 4-10-3 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc oracinc. MITe rrecommends that Stabilizers and required cross .raring be installed during truss erection, in acxrdar:ce with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-10=-90/605,1-10=-335176,2-13=-1345/117, 3-13=-13401118, 4-5=-340/69 BOT CHORD 7-16=-333/1238, 6-16=-333/1238, 6-17=-231/1238, 5-17=-231/1238 WEBS 2-7=-1271/322, 2-6=-2/321, 3-6=0/338, 3-5=-1265/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/[PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job SLOG 2 Type I Div 2 2-0-0 5-7-11 + 10-11-14 5-7 11 2-0-0 3-7-11 `5 4-3 3x4 = 6x16 = Scale = 1-31 3x6 = 11 2x4 11 6x10 = �,. 3x6 = 2-0-0 6-3-12 8-3-12 Plate Offsets (X,Y)-- 1.1:0-10-8,0-3-91 LOADING(psf) SPACING- 2-0-0. CSI. DEFL, in (Joe) I/deft L/d PLATES GRIP MT20 220/195 TCLL 20.0 Rate Grip DOL 1.25 TC 0.37 Vert(L-) -0.14 6-7 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.25 6-7 >746 180 BCLL O.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) -0.04 12 n/a n/a Weight 211 Ib FT=20% BCDL 10P Code IBC2018lTPI2014 Matrix-S LUMBER- TOP CHOCO 2x6 DF No.2 G BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS -2x4 DF S.dJ/Std G "Except' W1,W9,VN14,W?. 2x6 DF No.2 G REACTIONS. (lb/size) 6=75410-3-8 (min. 0-1-8), 12=754/0-5-8 (min. 0-1-8) Max Horz 6=-2500(LC 27) Max UpliP12=-1855(LC 27) Max Grav 6=1261(LC 30), 12=3364(LC 29) FORCZ-S. III - Max. Cump.Wax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-3'92/17'6, 1-13=-2118/1128, 2-13=-2117/1130, 2-14=4121/3130, 3-14=-4119/3135, 3-15=-3374/650, 4-15=-3370/654, 5-6=-347/75 BOT CHORD 8-19=-663/3190, 7-19=-663/3190, 7-20=-941/3462, 6-20=-941/3462 WEBS 3-8=- 18941263, 3-7=-816/1 061, 4-7=-792/1 D48,4-6=-2649/340, 2-8=-2209/1889, 1-8=-1758/3401 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5) nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCOL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Cerner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) One LUGT2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12. This connection is for uplift on � and does not consider lateral forces. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Jontinued on page 2 ESS/�1� Exp. 6/30"23 11x * No. C53821 / F lob (Truss (Truss Type 3LDG 2 A 3 Monopitch NOTES- 15) Load case(s) 27, 28, 29, 30 has/have been modified, Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 18) Minimum of a double stud required directly beneath this truss to attach LUGT2 tiedown. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 lb right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Horz: 2=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-5=-76(F), 6-9=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) lob Truss 3LOG 2. AA4 Truss GABLE p3 N ei 3x4`- 3x10 = 12 4.6 = 11-1-8 16-6-8 21-3-11 �- 26-0-13 st-r-0 - 5-5-0 5-5-0 4-9-3 4-9-3 5-0-11 r Scale = 1:52 4x6 = 6xl0 MT18HS= 4x4 = 4x6 = 14 7-1-12 7-5-4 Plate Offsets (X,Y)- )_7:0-3-1,EEdqe], 117:0-1-13,0-1-01, [29:0-1-13,0-1-01 _ _ _ _ _ - - - _ - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in 1.00 Vert(L-) -0.34 (loc) I/deft L/d PLATES GRIP — 10-11 1999 240 MT20 _ 2ZO1195 TCLL 20.0 Flate Grip DOLL 1.25 TC I DOL 1.25 BC 0.92 Vert(CT) -1.15 10-11 >316 180 MT18HS 220/195 TCDL 18.0 umber BC LL O.J Rep Stress Incr NO WB 0.68 Horz(CT) 0.16 8 n/a n1a Weight: 1631b FT = 20 BCDL 1u.n Code IBC2018lFP12014 Matrix-S LUMPLP- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed, except end verticals. BOT CHORD 2x4 DF No.14611 G BOT CHORD Rigid ceiling directly applied or 6-8-2 oc bracing. WEBC 2x4 DF S,ud/SW G *Except* WEBS 1 Row at midpt 2-12, 6-8 W1,W12: 2x6 1)" No.2 G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF 3tud,Stb G be Installed during truss erection, in accordance with. Stabilizer Installation guide REACTIONS. (lb/size) 8=1454/0-5-8 (min. 0-1-9), 30=1454/0-5-8 (min. 0-1-8) Max Hor- 30=-126(LC 32) Max Upli?P=-363(LC 30), 30=-380(LC 27) FORCES ('h) -Max. r;omr./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-30=-372/1237, 1-30=-343/50, 1-31=-603/522, 2-31=-1129/1065, 2-32=-3792/249, 3-32=-3788/223,3-33=-4664/687,33-34=-4660/305,34-35=-4659/145, 4-35=-4657/146, 4-36=-4659/146,36-37=-4659/145, 5-37=-4663/523, 5-38=-3554/126, 6-38=-3558/217, --- 6-39=-10221945,7-39=-535/431, 7-8=-339/36 BOT CHORD 12-40=-989/2893, 11-40=-469/2893, 1141=499/4442, 10-41=-78814442, 10-42=-55414201, 9-42=-231/4201, 9-43=-144/2724, 8-43=-839/2746 WEBS 2-12=-3138/1053,2-11=-521/1496,3-11=-11921667,3-10=-992/1308,4-10=-268/68, 5-10=-1011/1264, 5-9=-1152/606,6-9=-485/1389, 6-8=2922/921 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vas&75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; 13=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and dght exposed; Lumber DOL=1.60 plate grip DOL=1 SO 3) C-C wind load user defined. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will — 10) * This truss has been designed for a of fit between the bottom chord and any other members. _ OF ES S/�\ 11) A plate rating reduction of 20% has been applied for the green lumber members. L✓q 12) Bearing at joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity tiq o of bearing surface. 13) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT mills) 8. This connection is for uplift only a lateral forces. does not consider 14) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 30. This connection Is for uplift only and does not consider lateral forces. -ontlnued on page 2 Exp. No. C5382' i' lob Truss (Truss Type 3LDG2 AA4 (GABLE Qty Ply NOTES- .'"... ,a .,.,,,,n.--.,.a,,.,-Y ,.,„-""�".'. ,evrr,+,nvr _nca TeaUQUUXKaI i pryt 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16) Load cases) 4 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 17) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 18) This truss has been designed for a total drag load of 6000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-1-8 for 192.8 plf. 19) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-76, 4-7=-76, 8-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=-38,1-4=16, 4-7=16, 8-12=-12 Horz: 1-12=9, 1-13=38, 1-4=-28, 4-7=28, 7-8=16, 7-14=25 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads fell Vert: 1-13=26, 1-35=16, 4-35=9, 4-7=-9, 8-12=-12 Horz: 1-12=-16, 1-13=-26, 1-35=-28; 4-35=-3, 4-7=3, 7-8=9, 7-14=-37 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=-17. 1-4=-42, 4-7=A2, 8-12=-20 Horz: 1-12=-11, 1-13=17, 1-4=6, 4-7=-6, 7-8=-14, 7-14=25 7) Dead + 0.6 C-C Wind (Neg, Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=26, 1-4=-42, 4-7=-42, 8-12=-20 Horz: 1-12=14,1-13=-26,1-4=6,4-7=-6,7-8=11.7-14=-17 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=-24, 1-33=8, 4-33=0, 4-7=0, 8-12=12 Horz: 1-12=8, 1-13=24, 1-33=-20, 4-33=12, 4-7=12, 7-8=9, 7-14=16 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-13=16,1-4=0, 4-36=0,7-36=8, 8-12=-12 Horz: 1-12=9, 1-13=-16, 1-4=-12, 4-36=12, 7-36=20, 7-8=-8, 7-14=-24 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=-24, 1-4=-36, 4-7=-36, 8-12=-20 Horz: 1-12=13, 1-13=24, 1-4=0, 4-7=-0, 7-8=4, 7-14=16 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=36, 4-7=-36, &12=-20 Horz: 1-12=-4, 1-13=-16, 1-4=0, 4-7=0, 7-8=-13, 7-14=-24 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=3, 4-7=3, 8-12=-12 Horz: 1-12=-12, 1-13=-16, 1-4=-15, 4-7=15, 7-8=12, 7-14=16 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:. 1-13=16, 1-4=-2, 4-7=-2, 8-12=-12 Horz: 1-12=-12, 1-13=-16, 1-4=-10, 4-7=10, 7-8=12, 7-14=16 14) Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=-36, 4-7=-36, 8-12=-20 Horz: 1-12=-7, 1-13=-16, 1-4=0, 4-7=-0, 7-8=7, 7-14=16 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16,1-4=-36,4-7=-36, 8-12=-20 Horz: 1-12=-7, 1-13=-16, 1-4=0, 4-7=-0, 7-8=7, 7-14=16 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (fill Vert: 1-13=-18, 1-4=-66,4-7= 66,8-12=-20 Horz: 1-12=10, 1-13=18, 1-4=0, 4-7=-0, 7-8=3, 7-14=12 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=12, 1-4=-66, 4-7=-66, 8-12=-20 Horz: 1-12=-3, 1-13=-12, 1-4=0, 4-7=-0, 7-8=-10, 7-14=18 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert. 1-13-12, 1-4=-66, 4-7=-66, 8-12=-20 Horz: 1-12=-5, 1-13=-12, 1-4=0, 4-7=-0, 7-8=5, 7-14=12 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=12,1-4=-66.4-7=-66,8-12=-20 Horz: 1-12=-5, 1-13=-12. 1-4=0, 4-7=-0, 7-8=5, 7-14=12 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 ;ontinued on page 3 Job 'Truss Truss Type QtY Ply 3LOG 2 iAA4 GABLE 1 LOAD CASE(S) Standard Except: Uniform Loads (pit) Vert: 1-13=-33, 1-4=-28, 4-7=-28, 8-12=12 Horz: 1-12=-16, 1-13=33, 1-4=16, 4-7=-16, 7-8=-16, 7-14=33 -. 22) Dead + 0.6 C-C. Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 3=-33, 1.4=4,4-7=4,8-12=-12 Harz: 1-12=16,1-13=33,1-4=-16,4-7=16, 7-8=16,7-14=33 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=26, 1-35=20, 4-35=-5, 4-7=-13, 8-12=-12 11-12=-16, 1-13=-26, 1-32=9225, 3-32=9225, 3-33=9225, 33-35=9225, 4-35=9250, 4-36=9256, 36-37=9256, 5-37=9256, 5-38=9256, 6-38=9256, 6-39=9256, 7-39=9256, 7-8=-9,7-14=-37 Drag: 8-12=-193 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=26, 1-35=12,4-35=-13,4-7=-5,8-12=-12 Horz: 1-12=-16, 1-13=26,1-32=-9281, 3-32=-9281,3-33=-9281, 33-35=-9281, 4-35=-9256,4-36=-9250,.36-37=-9250, 5-37=9250, 5-38=-9250, 6-38=-9250, 6-39=-9250, 7-39=-9250, 7-8=-9,7-14=-37 Drag: 8-12=193 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=26, 1-4=-38, 4-7=-46, 8-12=-20 Hoe 1-12=14, 1-13=26, 1-32=9259, 3-32=9259, 3-33=9259, 33-35=9259, 4-35=9259, 4-36=9247, 36-37=9247, 5-37=9247, 5-38=9247, 6-38=9247, 6-39=9247, 7-39=9247, 7-8=1 1, 7-14=-17 Drag: 8712=-193 26) Dead + 0.6 C-C Wind (Neg- Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-13=26,1-4=-46, 4-7=-38,8-12=-20 Horz: 1-12=14,1-13=-26, 1-32=-9247,3-32=-9247,3-33=-9247, 33-35=-9247, 4-35=-9247, 4-36=-9259, 36-37=-9259, 5-37=-9259, 5-38=-9259, 6-38=-9259, 6-39=-9259, 7-39=-9259, 7-8=1 1, 7-14=1 7 Drag: 8-12=193 27) Dead +0.6 MWFRS Wrd (Pos. Internal) Left Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(pf) V=rt:1-13=-24,1-33=12,4-33=4,4-7=-4,8-12=-12 Horz 1-1 8, 1-13=24, 1-32=9233, 3-32=9233, 3-33=9233, 33-35=9241, 4-35=9241, 4-36=9265, 36-37=9265, 5-37=9265, 5-38=9265, 6-38=9265, 6-39=9265, 7-39=9265, 7-F=9,7-14=16 Drag: 8-12=-193 28) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) V=rt: 1-13= 24,1=+3=4,4-33=-4,4-7=4,8-12=-12 Horz: 1-12=8, 1-13-24, 1-32=-9273, 3-32=-9273, 3-33=-9273, 33-35=-9265, 4-35=-9265, 4-36=-9241, 36-37=-9241, 5-37=-9241, 5-38=-9241, 6-38=-9241, 6-39=9241 7-39=-9241,'-8=9, 7-14=16 Drag: 8-12=193 29) Dead + 0.6 MWFRS `hind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Ln,fuon Loads (plf) Vert: 1-12.=16, 14 =4, 4-36=-4, 7-36=4, 8-12=-12 Harz: 1-12=-s,1-13=-16,1-32=9241,3-32=9241,3-33=9241, 33-35=9241, 4-35=9241, 4-36=9265,36-37=9273,5-37=9273, 5-38=9273, 6-38=9273, 6-39=9273, 7 39=9273,.7-8= F,7-14=-24 Drag: 8-12=-lc3 30) Dead +0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=16, 1-4=-4, 4-36=4, 7-36=12, 8-12=-12 Horz: 1-12=-9, 1-13=-16,1-32=-9265, 3-32=-9265,3-33=-9265,33-35=-9265, 4-35=-9265, 4-36=-9241, 36-37=-9233, 5-37=-9233, 5-38=-9233, 6-38=-9233, 6-39=-9233, 7-39=-9233, 7-8=-8,7-14=-24 Drag: 8-12=193 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=-24, 1-4=-32, 4-7=40, 8-12=-20 Horz: 1-12=13, 1-13=24, 1-32=9253, 3-32=9253, 3-33=9253, 33-35=9253, 4-35=9253, 4-36=9252, 36-37=9252, 5-37=9252, 5-38=9252, 6-38=9252,6-39=9252, 7-39=9252,7-8=4,7-14=16 Drag: 8-12=-193 32) Dead +0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=-24, 1-4=-40, 4-7=-32, e-12=-20 Horz: 1-1 2=13,1-13=24,1-32=-9252, 3-32=9252, 3-33=-9252, 33-35=-9252, 4-35=-9252, 4-36=-9253, 36-37=-9253, 5-37=-9253, 5-38=-9253, 6-38=-9253, 6-39=-9253, 7-39=-9253, 7-8=4, 7-14=16 Drag: 8-12=193 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-13=16, 1-4=-32, 4-7=-40, 8-12=-20 Horz: 1-12=-4, 1-13=-16, 1-32=9253, 3-32=9253, 3-33=9253, 33-35=9253, 4-35=9253, 4-36=9252, 36-37=9252, 5-37=9252, 5-38=9252, 6-38=9252, 6-39=9252,7-39=9252, 7-8=-13,7-14=-24 --- Drag:B-12=-193 /11 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#i Right: Lumber Increase=1.33, Plate Increase=1.33 continued on page 4 Job (Truss Truss Type Oty Ply 3LDG 2 A 4 GABLE 1 LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-13=16, 1-4=-40, 4-7=-32, 8-12=-20 Horz: 1-12=-4,1-13=-16,1-32=-9252, 3-32=-9252, 3-33=-9252, 33-35=-9252, 4-35=-9252, 4-36=-9253, 36-37=-9253, 5-37=-9253, 5-38=-9253, 6-38=-9253, 6-39=-9253, 739=-9253, 7-8=-13, 7-14=24 Drag: B-12=193 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=16,1-4=7,4-7=-1,8-12=-12 Horz :1-12=-12,1-13=-16,1-32=9237, 3-32=9237,3-33=9237,33-35=9237,.4-35=9237,4-36=9268,36-37=9268,5-37=9268, 5-38=9268, 6-38=9268, 6-39=9268, 7-39=9268, 7-8=12,7-14=16 Drag: 8-12=-193 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 at Parallel + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=16, 1-4=1, 4-7=7, 8-12=12 Horz: 1-12=-12, 1-13=-16, 1-32=-9268, 3-32=-9268, 3-33=-9268, 33-35=-9268, 4-35=-9268, 4-36=-9237, 36-37=-9237, 5-37=-9237, 5-38=-9237, 6-38=-9237, 6-39=-9237, 7-39=-9237,7-8=12,7-14=16 Drag: 8-12=193 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-13=16, 1-4=2, 4-7=-6, 8-12=-12 Horz: 1-12=-12, 1-13=16, 1-32=9243, 3-32=9243, 3-33=9243, 33-35=9243, 4-35=9243, 4-36=9263, 36-37=9262, 5-37=9262, 5-38=9262, 6-38=9262, 6-39=9262, 7-39=9262, 7-8=12,7-14=16 Drag: 8-12=-193 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert:1-13=16, 14=-6,4-7=2.8-12=-12 Horz: 1-12=-12, 1-13=-1 6, 1-32=-9262, 3-327-9263,3-33=-9262, 33-35=-9263, 4-35=-9262, 4-36=-9243, 36-37=-9243, 5-37=-9243, 5-38=-9243, 6-38=-9243, 6-39=-9243, 7-39=-9243,7-8=12,7-14=16 Drag: 8-12=193 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=16, 1-4=-32, 4-7=-40, 8-12=-20 Horz: 1-12=-7, 1-13=-16, 1-32=9253, 3-32=9253, 3-33=9253, 33-35=9253, 4-35=9253, 4-36=9252, 36-37=9252. 5-37=9252, 5-38=9252, 6-38=9252, 6-39=9252, 7-39=9252, 7-8=7, 7-14=16 Drag: 8-12=-193 40) Dead + 0.6 MWFRS Wind (Neg. Internal) tat Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Umforrn Loads (pig Vert: 1-13=16, 14=40, 4-7=-32, 8-12=-20 Horz: 1-12=-7, 1-13=16, 1-32=-9252, 3-32=-9252, 3-33=-9252, 33-35=-9252, 4-35=-9252, 4-36=-9253, 36-37=-9253, 5-37=-9253, 5-381 -3253, 6-38=-9253. 6-39=-9253, 7-39=-9253, 7-8=7, 7-14=16 Drag: 8-12=193 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=16, 1-4=-32, 4-7=40, 8-12=-20 Horz: 1-12=-7, 1-13=-16, 132=9253, 3-32=9253, 3-33=9253, 33-35=9253, 4-35=9253, 4-36=9252, 36-37=9252, 5-37=9252, 5-38=9252, 6-38=9252, 6-3:;-- 223Z, 7-39=9252, 7-8=7, 7-14=16 - Drag:8-12=-193 42) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel +Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-13=16, 14=40, 4-7=-32, 8-12=-20 - Hero: .1-12=-7, 1-13=-16,1-32=-9252, 3-32=-9252,3-33=-9252, 33-35=-9252,4-35=-9252, 4-36=-9253, 36-37=-9253, 5-37=-9253, 5-38=-9253, 6-38=-9253,6-39=-9253, 7-39=-9253, 7-8=7, 7-14=1 6 Drag: 8-12=193 lob 3LOG 2 Truss Type Dry Ply 5 1 5-8-8 5-5-0 3x4 = 3xl0 = Scale = 1:52 _ 4x6 — 4x6 = 4x4 6x10 MT18H6= 4x6 = 14 6-5-8 0-0-1 Plate Offsets (X,Y)— [7:0-5-5,Edge]- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ind) I/dell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.87 Vert(LL) -0.34 10-11 >999 240 MT20 220/195 _ TCDL 18.0 lumber DOL 125 BC 0.83 Vert(CT)-1.1210-11 >325 180 MT18HS 220/195 BCLL 0") Rep Stress Incr YES WB 0,80 Horz(CT) 0.15 8 n/a nla BCDI 10.0 Crde IBC2018/-FP12014 Matrix-S Weight: 150 lb FT=20% LUMPEP- TOP CHORD 2x4 DF No.2 G BRACING - TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals. BOT CHORr) 2x4 DF No.I $B'r G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Smd/Stu G *Except* WEBS 1 Row at midpt 2-12 W1,W9,V.'2. 2-1F DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAfTlrINS. (lb/size) 8=1450/0-5-8 (min. 0-1-9), 15=145010-5-8 (min. 0-1-8) Max Horz 15=- i H(LC 10) FORLLS. (.o, - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-15=38/12F2, 1-15=-341/51, 2-17=-3748/165, 3-17=-3743/166, 3-18=-4650/182, 18-19=-4d46/,82, 19-20=-4645/182, 4-20=-4643/183,4-21=-46441183, 21-22=-4645/182, 5-22=-4650/182,5-23=-3210/112, 6-23=-3214/111, 7-8=-307/22 BOT CHORD 12-25=-270/2845, 11-25=-270/2845, 11-26=-300/4407, 10-26= 300/4407, 10-27=-239/4067, 9-27=-239/4067, 9-28=-12312123, 8-28=-12312123 WEBS 2-12=-2997/202, 2-11=0/1148, 3-11=-867/143, 3-10=-64/500, 4-10=-277/72, 5-10=0/790, 5-9=-11201148, 6-9=All389, 6-8=-2439/151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B;Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Bearing atjoint(s) 15 considers parallel to grain value using ANSlrTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 4, 5 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Except: Jontinued on page 2 i Job Truss 3LGG 2 AA5 LOAD¢ASE(S) Standard Except: 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=-38, 1-4=16, 4-7=16, 8-12=-12 Harz: 1-12=9, 1-13=38, 1-4=-28, 4-7=28. 7-8=16, 7-14=25 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-13=25, 1-4=16, 4-7=16, 8-12=-12 Horz: 1-12=-16, 1-13=-25, 1-4=-28, 4-7=28, 7-8=-9, 7-14=-37 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pH) Vert: 1-13=-17, 1-4=-42, 4-7=42, 8-12=-20 Horz: 1-12=-10, 1-13=17, 1-4=6, 4-7=-6, 7-8=-14, 7-14=25 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=25, 1-4=-42, 4-7=-42, 8-12=-20 Horz: 1-12=14, 1-13=-25, 1-4=6, 4-7=-6, 7-8=10, 7-14=-16 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=-24, 1-18=8, 4-18=0, 4-7=0, 8-12=-12 Horz: 1-12=8, 1-13=24, 1-18=-20, 4-18=-12, 4-7=12, 7-8=9, 7-14=16 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=0, 4-21=0, 7-21=8, 8-12=-12 Horz: 1-12=-9, 1-13=-16, 1-4=-12, 4-21=12, 7-21=20, 7-8=-8, 7-14=24 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (of) Vert: 1-13=-24,1-4=-36,4-7=-36,8-12=-20 Horz: 1-12=13, 1-13=24, 1-4=0, 4-7=-0, 7-8=4, 7-14=16 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=-36, 4-7=-36, 8-12=-20 Horz: 1-12=4, 1-13=-16, 1-4=0, 4-7=-0, 7-8=-13, 7-14=-24 12) Dead + 0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-13=16, 1-4=3, 4-7=3,8-12=-12 Harz: 1-12=-12, 1-13=-16, 1-4=-15, 4-7=15, 7-8=12, 7-14=16 13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=-2, 4-7=-2, 8-12=-12 Horz: 1-12=-12, 1-13=-16, 1-4=10, 4-7=10, 7-8=12, 7-14=16 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=-36, 4-7=-36, 8-12=-20 Horz: 1-12=-7, 1-13=-16, 1-4=0, 4-7=-0, 7-8=7, 7-14=16 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=16, 1-4=36, 4-7=-36, 8-12=-20 Horz: 1-12=-7, 1-13=-16, 1-4=0, 4-7=-0, 7-8=7, 7-14=16 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 3=-1 8, 1-4=-66, 4-7=-66, 8-12=-20 Horz: 1-12=10, 1-13=18, 1-4=0, 4-7=-0, 7-8=3, 7-14=12 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=12,1-4=-66, 4-7=-66,8-12=-20 Horz: 1-12=-3, 1-13=-12, 1-4=0, 4-7=-0, 7-8=-10, 7-14=-18 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=12, 1-4=-66, 4-7=-66, 8-12=-20 Horz: 1-12=-5, 1-13=-12. 1-4=0, 4-7=-0, 7-8=5, 7-14=12 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=12, 1-4=-66, 47=-66, 8-12=-20 Horz: 1-12=-5, 1-13=-12, 1-4=0, 4-7=-0, 7-8=5, 7-14=12 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-13=33, 1-4=-28, 4-7=-28, 8-12=-12 Horz: 1-12=-16, 1-13=33, 1-4=16, 4-7=-16, 7-8=-16, 7-14=33 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=t60, Plate Increase=1.60 Uniform Loads (of) Vert: 1-13=-33, 1-4=4,4-7=4,8-12=-12 Hoe 1-12=16. 1-13=33, 1-4=-16, 4-7=16, 7-8=16, 7-14=33 lob Truss 3LOG2 AA6 'Truss Type Common I Qty Ply 2 2 Job Reference (optional) Run' 8 s Apr 16 2021 Print B 420 s Apr 16 2021 Industries Inc. Fri Nov 06:1611 Pac 35v5 O_ ID:NChjgWi6dcAzC2515cg9D3yWT6h-gvh5Ve35v5KMnzghUkowUPJMwjgz8fl v3wft0_QyHc hjg g 2-0-0 5-8-8 11-1-8 16-6-8 21-3-11 26-0-13 31-1-8 5-5-D 5-5-D 4-9-3 5-0-11 „ Scale =1:52 4.4 11 1 Ox12= 0,25 12 �15 5z6 it 3x6 = 3x4 = 3z4 = RIC 11 20 q 21 22 18 2 19 3x4 = 4z4 = 23 5 2425 fi 26 7 27 i6 �I ] 28 29 12 30 11 31 10 32 9 14 13 3x4 = 3x4 - S ze = 3x6 = 3x4 = Sz10 = 2-0-0 8-5-0 tfi-6-8 23-e-4 3t-1-7 31 1-8 2-0-0 6-5-0 Plate Offsets (X,V)- [1:0-4-8,0-5-01[11:0-4-0,0-3-),_[13:0-2-12,0-1-122)- LOADING(pso SPACING- 2-0-0 CSI. DEFL. in floc) Idell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,47 Verl -0.21 11-12 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.5911-12 >612 180 BCL'. CO " I Rep Stress Incr NO WB 0.87 Horn(CT) 0.12 9 n/a n/a Weight: 35416 FT=20% BCD, I0.0 Code ISC201 B/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD Sheathed or 6-0-0 oc pur ins, except end verticals. TOP CHCPD 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing, Except: BOT CHORD 2x4 DF No.2 G 6-0-0 oc bracing: 13-14. WEBS 2x4 DF Ctnd/S'd G "Except' W 1, W 14, W4. W2: 2x6 DF N0.2 G REACTIONS. (lb/size) 9=1450/0-5-8 (min. 0-1-8), 17=1450/0-5-8 (min. 0-1-8) Max Hocr 17=-2500(LC 27) Max Uplift 7=-1055(LC 27) Max Cray 6 =1 C72(LC 31), 17=3955(LC 30) FORSES. (IJ) -Max. Comp.ttdax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=39a5/1054, 1-18=-3292/1345, 2-18=-3291/1347, 2-19=-4047/2098, 3-19=-4045/2103, 3-20=-6164/171, 4-20=6160/172, 4-21=-6186/190, 21-22=-6183/190, 22-23=-6182/190, 5-23=-6180/191, 5-24=-6182/191, 24-25=-6183/190, 6-25=-6186/190, 6-26=-4364/128, 7-26=-4367/128, B-9=-363/37 BOT CHORD 14-28=-1760/1908, 13-28=-1760/1908, 13-29=-267/5594, 12-29=-26715594, 12-30=-313/6504, 11-30=-313/6604, 11-31=-240/5267, 10-31=-240/5267, 16-32=-159/3263, 9-32=-159/3263 WEBS 3-13=-2683/159, 3-12=-1/1616, 4-12=-1338/148, 4-11=-348/919, 5-11=-275/68, 6-11=-8/1008, 6-10=-1230/122, 7-10=0/1469, 7-9=-3413/181, 2-13=-2415/2061, 1-13=-697/3937 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 8) C-C wind load user defined. 9) Provide adequate drainage to prevent water pending. 10) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) A plate rating reduction of 20 % has been applied for the green lumber members. -ontinued on page 2 Job ITruss 3LDG2 IA a NOTES- 13) Bearing at joints) 17 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) Two RT7 US connectors recommended to connect truss to bearng walls due to UPLIFT at it(s) 17. This connection is for uplift only and does not consider lateral forces. 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSPTPI 1. 16) Load case(s) 4, 5, 27, 28, 29, 30, 31 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss, 17) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 18) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 19) Double installations of R77 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 20) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ib down and 2500 to up and 2500 lb left and 2500 lb right at 2-0-0 on top chord. The design/selection of such connection devices) is the responsibility of others. Type LOAD CASE(S) Standard Except: 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=38, 1-5=16, 5-8=16, 9-14=-12 Horz: 1-14=9, 1-15=38, 1-5=-28, 5-8=28, 8-9=16, 8-16=25 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform. Loads (plf) Vert: 1-15=25,. 1-5=16, 5-8=16, 9-14=-12 Harz: 1-14=-16, 1.15=-25, 1-5=-28, 5-8=28, 8-1 8-16=-37 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=17, 1-5=42, 5-8=42, 9-14=20 Horz: 1-14=-10, 1-15=17, 1-5=6, 5-8=-6, 8-9=-14, 8-16=25 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=25, 1-5=42, 5-8=-42, 9-14=-20 Horz: 1-14=14, 1-15=-25, 1-5=6, 5-Ji 8-9=10, 8-16=-16 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-24, 1-21=8, 5-21=0, 5-8=0, 9-14=-12 Horz: 1-14=8, 1-15=24, 1-21=-20, 5-21=-12, 5-8=12, 8-1 8-16=16 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=16, 1-5=0, 5-24=0, 8-24=8, 9-14=-12 Horz: 1-14=-9, 1-15=-16, 1-5=-12, 5-24=12, 8-24=20, 8-9=-8, 8-16=-24 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-24, 1-5=-36, 5-1 9-14=-20 Horz: 1-14=13, 1-15=24, 1-5=0, 5-8=-0, 8-1 8-16=16 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=l.6Q Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=16, 1-5=-36, 5-8=-36, 9-14=-20 Horz: 1-14=4 1-15=-16, 1-5=0, 5-8=-D, 8-9=-13, 8-16=-24 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=16, 1-5=3,5-8=3, 9-14=-12 Horz: 1-14=-12, 1-15=-16, 1-5=-15, 5-8=15,.81 8-16=16 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=16, 1-5=-2, 5-8=-2,9-14=-12 Horz: 1-14=-12, 1-15=-161 1-5=-10, 5-8=10, 8-9=12, 8-16=16 14) Dead + 0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=16, 1-5=-36, 5-8=-36, 9-14=-20 Horz: 1-14=-7, 1-15=-16, 1-5=0, 5-8=-0, 8-9=7, 8-16=16 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=16, 1-5=-36, 5-8=-36, 9-14=-20 Horz: 1-14=-7, 1-15=-16, 1-5=0, 5-8=-0, 8-9=7, 8-16=16 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-18, 1-5=-66, 5-8=-66, 9-14=-20 Horz: 1-14=10, 1-15=18, 1-5=0, 5-8=-0, 8-9=3, 8-16=12 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=12, 1-5=-66.5-8=-66,9-14=-20 Horz: 1-14=-3, 1-15=12. 1-5=0, 5-ri 8-9=-10, 8-16=-18 19) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1_60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15-12, 1-5=-66. 5-8=-66, 9-14=-20 Horz: 1-14=-5, 1-15=-12, 1-5=0, 5-8=-0, 8-9=5, 8-16=12 20) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-15=12, 1-5=-66, 5-8=-66, 9-14=-20 Horz: 1-14=-5, 1-15=-12, 1-5=0, 5-8=-0, 8-9=5, 8-16=12 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=l.6Q Plate Increase=1.60 continued on page 3 i lob Truss 'Truss Type QtY MY 3LDG2 M6 (Common BIZ 2 LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-15=-33, 1-5=-28, 5-8=-28, 9-14=-12 Horz: 1-14=-16, 1-15=33, 1-5=16, 5-8=-16, 8-9=-16, 8-16=33 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 5=-33, 1-5=4, 5-8=4, 9-14=-12 Horz: 1-14=16, 1-15=33, 1-5=-16, 5-8=16, 8-9=16, 8-16=33 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 5-8=-76(F), 9-14=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 28) User defined: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 5-8=-76(F), 9-14=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) 29) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 5-8=-76(F), 9-14=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 30) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(P), 5-8=-76(F), 9-14=-20(F) Concentrated Loads (to) Vert: 2=-2500(F) Horz: 2=-2500(F) 31) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plfl Vert: 1-5--76(F), 5-8=-76(F), 9-14=-20(F) Concentrated Loads (iol '.'ert: 2=2500(F) Horz: 2=G500(F) lob. Truss Truss Type 3LOG 2 A 7 Common Ply 4x6 — 5-4-8 6-6-0 10-5-8 15-6-8 20-3-10 5-4-8 1-1-8� 3-11-B 5-1-0 4-9-3 Scale = 1:49 15 6x8 — 2x4 11 '— 6x10 MT18HS= axn — 3x6 — 6-6-0 ' 1-2-2 7-10-6 6-10-14 7-8-0 Plate Offsets (X,V)-- [2:0-3-12,0-4-0], [7:0-5-5,Edge], [10:0-4-12,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0A5 Vert(LL) -0.44 10-11 >814 240 MT20 ^ , 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.93 Vert(CT)-0.8010-11 >446 180 MT18HS 2201195 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 HOrz(CT) 0.20 8 n/a n/a BCDL 10.0 Code BC2018/TPI2014 Mai Weight: 343 lb FT = 2rl% LUMBER- BRACING - TOP CHORD 2x6 DF No2 G TOP CHORD Sheathed or 4-8-3 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 G *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1: 2x4 DF No.1&Btr G WEBS 1 Row at midpt 2-13 WEBS 2x4 DF Stud/Std G *Except' W1,W12, W7,W3: 2x6 DF No.2 G, W2: 2x4 OF N0.2 G REACTIONS. (lb/size) 13=1424/0-5-8 (min. 0-1-14), 8=1424/0-5-8 (min. 0-1-8) Max Horz 13=-2500(LC 27) Max Upliftl3=-726(LC 27) Max Grav 13=3574(LC 29), 8=2131(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-13=-389/52, 1-16=-340/151, 2-16=-332/152, 2-17=-10858/3452,3-17=-10855/3457, 3-18=-90241232,4-18=-9022/233,4-19=-9021/233, 19-20=-9022/232, 5-20=-9025/232, 5-21=-6020/129, 6-21=-6023/128, 7-8=-362/38 BOT CHORD 13-23=-4200/10859, 12-23=-4200/10859, 12-24=-4200/10859,11-24=-4200/10859, 11-25=-1847/10506, 10-25=-1847/10506, 10-26=-271/7245, 9-26=-271/7245, 9-27=-181/4279, 8-27=-18114279 WEBS 2-13=-9643/2978, 2-11=-16/1532, 3-11=-2049/445, 3-10=-1619/2276, 4-10=-335/71, 5-10=-1009/1955, 5-9=-1759/128,6-9=-1/2231, 6-8=-4494/206, 2-12=240/326 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with Sd (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed to a 10.0 psf bottom chord live load nonconcument with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -_ 12) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 lob (ATruss (Truss Type SLDG 2 7 Common NOTES- 13) Two RT5 US connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13. This connection is for uplift only and does not consider] ateral forces. 14) This truss. is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIr-PI1. 15) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurent with any other live loads. 17) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of tap plate to avoid nail interference in single ply truss. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ib down and 2500 lb up and 2500 lb left and 2500 lb right at 6-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-13=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-13=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-13=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-13=-20(F) Concentrated Loads (Ib) Vert 2=-2500(F) Horz 2=?500(1`) O " c Fx( 6/'0 /'- `,, No. C53821 lob I Truss 'Truss Type 3LOG 2 A 9 1 Common 5-4-8 10-5-8 15-6-8 5-4.8 5-1-0 5-1-0 46 = Scale = 1.49 14 4x6 = vxa — 6x8 = 4x4 = 4,,6 = 7-8-2 15-6-8 22-5-6 30-1- 30 1.8 7-8-2 7-10-6 6-10-14 7-8-1 0- -1 Plate Offsets (X,V)-- [1:0-3-1,Edge], [7:0-5-5,Edge], [10:0-4-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.31 10-11 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.96 Vert(CT)-1.0710-11 >333 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Hmz(CT) 0.22 8 n/a We BCDL 10.0 Code IBC2018ITP12014 Matrix-S Weight: 1451't FT=2C% LUMBER- BRACING- - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 2-4-15 cc purlins, except end verticals - BOT CHORD 2x4 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc t-arng, Except: B1: 2x4 DF No.t &Btr G 2-2-0 cc bracing: 9-10. WEBS 2x4 DF Stud/Std G *Except` WEBS 1 Row at midpt 2-12, 6-8 W1011: 2x6 DF No.2 G MiTe —recommends that Stabilizers and requir cross bracing be installed during truss erection, in accordance with Stabiliser Installation guide. REACTIONS. file/size) 12=1424I0-5-8 (min. 0-1-8), 8=1424/0-5-8 (min. 0-1-8) Max Horz12=-126(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-344/40, 2-16=-3567/213, 3-16=-3563/214,3-17=-4479/225, 4-17=-4475/226, 4-18=-4474/226,18-19=-4475/226,5-19=-4479/226,5-20=-3530/125, 6-20=-3533/124, 7-8=-339/37 BOT CHORD 12-22=-317/2825, 11-22=-317/2825, 11-23=-343/4222, 10-23=-343/4222, 10-24=-264/4080, 9-24=-264/4080,9-25=-179/2654,8-25=-179/2654 WEBS 2-12=-2969/218, 2-11=0/1014, 3-11=-853/152,3-10=-43/494, 4-10=-269/68, 5-10=-19/610, 5-9=-806/125, 6-9=0/1140, 6-8=-2822/205 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; M WFRS (directional) and C-C Conti zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.epsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job Truss Truss Type Oty, Ply 3LGG2 AA9 (GABLE 1 5-48 t0-5-8 _ 15-6-8 I 20-3-to 25-0-13 30-1-8 5.4-8 5-1-0 5-1-0 4-9-3 4-9-3 5-0-11 Scale = 1,49 4x6 = 025112 4x6 = 4xe = 4x4 = 4x4 = 3x4 = 4x4 = L� 29 2 30 3 31 4 32 33 5 34 6 35 1{ T ?(< STi W2 !�' ST3 W3 $T4 W4 �. ST6 W5 t W6 W7 V N p ST2 10 42 43 9 44 8 6x6 3x4 - 3x4 = 18 36 17 37 16 38 15 39 14 40 13 41 12 11 6x6 = 3x4 = 3x4 = 6x10 = 7-8-2 14-9-3 5-6- 22-5-6 30-1-7 30 1- 7-8-2 7-1-1 -9-.. 6-10-14 7-8-1 4= -..-_. -.._ _. - _ Plate Offsets (X,Y)-- L1_0-3-1,Edge],[2:0_1-15,0-1-01 L7 0 5-5,Edge] [15:0-2-0,0-0-111 - - LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.23 8-9 >755 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.73 Vert(GT) -0.38 8-9 >452 180 BCLL J.0 Rep Stress Incr YES WS 0.86 Horz(CT) 0.02 8 n/a n/a BCDL 19.0 rode IBC2018rrP12014 Matnx-S Weight: 158 Ito FT = 20% LUHBCR- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 5-11-2 oc pur ins, except end verticals. BOT CHORD 2x4 01 Nc 2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Swd/Std G "Except* MiTek recommends that Stabilizers and required cross bracing W1,W11. 2x9 OF No.2 G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 Dr. Stud/Std G Installation guide REACTIONS. All bearings 15-0-11 except Qt=length) 8=0-5-8, 11=0-3-8. (Ib; - Max Herz 1C= 126(LC 10) Max Jplift Ali uplift 100 Ile or less atjoint(s) 14, 15, 16 except 18=-447(LC 27), 8=-413(LC 30), 11=-515(LC 71) Max Grav All reactions 2501la or less atjoint(s) 11 except 18=560(LC 34), 8=785(LC 31), 10=1442(LC 71), 13=313(LC 76,14=278(LC 77), 15=667(LC 47), 16=283(LC 75), 17=311(LC 74) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-334/44,1-29=-538/524,2-29=-1083/1077, 2-30=-465/573, 3-30=-596/709, 3-31=-989/1250, 4-31=-520/758, 4-32=-387/651, 32-33=-4631729, 5-33=-919/1180, /ff 5-34=-843/274, 6-34=-1094/519, 6-35=-965/897, 7-35=-500/416, 7-8=-332/40 BOT CHORD 18-36=-1004/1063, 17-36=-762/726, 17-37=-460/458, 16-37=-278/177, 16-38=-338/322, 15-38=-540/539, 15-39=-602/519, 14-39=-403/326,14-40=262/178, 13-40=-260/177, 13-41=-568/485, 12-41=-586/502, 11-12=-876/792, 11-42=-933/850, 10-42=-991/907, 10-43=-864/1189, 9-43=-529/854, 944=-346/946, 8-44=-1026/1491 WEBS 2-18=-1114/1126,2-15=-863/724,3-15=-864/798,3-10=-1295/1074, 4-10=-427/77, 5-10=-1664/950, 5-9=-493/771, 6-9=-640/706, 6-8=-1556/1125 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exit, B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 on.. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18, 8, and 11. This connection is for uplift only and does not consider lateral forces.- 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. 14, 15, and 16. This connection 1 / for uplift only and does not consider lateral forces. l - 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI i. -ontinued on page 2 { u ji 20 lob Truss 3LDG 2 AA9 NOTES- 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 5500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dreg loads along bottom chord from 0-0-0 to 30-1-8 for 182.6 plf. LOAD CASE(S) Standard lob -Tmss Truss Type 3LGG2 AA10 GABLE Ply 4x6 = 0.25 12 Scale = 1:34 4x6 — 1 bxb = Plate Offsets (X,Yr [1:0-3-1,Edge],t3:0-3-0,0-3-01,t5:0-2-15,Edge],[7:0-3-0,0-3-41 _ LOADING(psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.24 7-8 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.52 7-8 >492 180 BCLL 3.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.10 6 n/a n/a SOIL 10.0 rlode IBC2018/TPI2014 Matrix-S Weight: 1241b FT=20% LUMBER- BRACING - TOP CHJZD 2x4 OF No.2 G TOP CHORD Sheathed or 3-10-6 oc pudins, except end verticals. SOT CHORD 2x4 OF Nc 2 ; BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. WE3S 2x4 DF Ltucli G *Except* WEBS 1 Row at midpt 2-9, 4-6 W1: 2x9 DF xh.2 G MiTek recommends that Stabilizers and required cross bracing OTI ICF.& 2x4 LF Stud/Ltd G be installed during truss erection, in accordance with Stabilizer Installation guide. REAr.TIQNS. (lb/size) 9=1028/0-3-8 (min.. 0-1-8), 6=1028/0-3-8 (min. 0-1-8) Max H,rz 9-b4(LC 30) Max U,Vt9=- 387(LC 27), 6=-311(LC 30) Max Grav9=1048(LC 34), 6=1028(LC 1) FORCES. (lb) - Max. Comp. Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-345/58, 1-32=-522/441,2-32=-10271990,2-33=-2212/662, 33-34=-2208/219, 3-34=-2207/650, 3-35=-2125/921, 35-36=-2074/483, 4-36=-2074/295, 4-37=-1012/948, 5-37=-506/434, 5-6=-341/55 BOT CHORD 9-38=-1376/2329, 8-38=-754/1966, 8-39=-1113/2446, 7-39=-75312446, 740=-663/1789, 6=40=-1025/1960 WEBS 2-9=-2446/1328, 2-8=-456/820, 3-8=-911824, 3-7=-957/838, 4-7=-449/824, 4-6=-2070/1107 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIFFPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R77 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 6. This connection is for uplift F only and does not consider lateral farces. -� 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 3800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag - loads along bottom chord from 0-0-0 to 21-10-8 for 173.7 plf. LOAD CASE(S) Standard ,y - lob Truss Truss Type 3LpG2 AA11 Monopitch City Ij 3x6 = 5-7-6 7-6-0 10-11-4 16-2-0 5-7-6 1-10-10 3-5-4~ 5-2-12 0,25 12 19-4-8 21-10-8 3-2-8 T 2-6-0 Scale = 1'.34 3x6 = 4x6 = "" " — 5x8 = 2x4 11 6x6 = 7-4-11 0-f_6 - i n-r-o n-iU-a Plate Offsets (X,Y)--[4:0-4-0,0-3-0],[10:0-3-12,0-3-0], [11:01 LOADING (psi SPACING- 2-0-0 CS]. DEFL. in (loc) /defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert i-L) -0.15 10-11 >999 240 MT20 - '2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.26 10-11 >749 180 BCLL 0.0 ' Rep Stress Ina NO WB 0,88 HOrzICT) 0.05 10 n/a n/a BCDL 1C0 Code ISC2018FFP12014 Matrix-S Weight 230 It FT=20Yo LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 5-4-13 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G'Excei W1,W4,W9: 2x6 DF No.2 G REACTIONS. (lb/size) 12=648/0-5-8 (min. 0-1-8). 8=-75/0-5-7 (min. 0-1-8), 10=1484/0-5-8 (min. 0-2-3) Max Horz 12=2500(LC 29) Max Upliftl2=-829(LC 27), 8=-1952(LC 32), 10=-1181(LC 28) Max Grav 12=2125(LC 29), 8=1802(LC 34), 10=4148(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-346/55, 2-16=-5814/3758, 3-16=-5811/3761, 3-17=-5785/3733, 4-17=-5783/3737, 4-18=-1293/2599, 18-19=-1289/2600, 5-19=-1289/2605, 5-20=-1293/2595, 6-20=-1290/2599, 7-8=-289/24 BOT CHORD 12-22=-3183/5232, 11-22=-3183/5232, 11-23=-1309/2619, 10-23=-1309/2619, 10-24=-1844/1509,9-24=-1844/1509,9-25=-1844/1509, 8-25=-1844/1509 WEBS 2-12=4885/2845, 2-11=-1784/1784, 4-11=-2914/3803, 4-10=-5698/2836,, 5-10=-427/101, 6-10=-2996/1770, 3-11=-2611/2447, 6-8=-2165/2687 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 on, 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Con-i zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 8) Provide adequate drainage to prevent water porting. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12. This connection is for uplift only and does not consider lateral forces. 13) One LUGT2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift onl and does not consider lateral forces. continued on page 2 lob (Truss (Truss Type. iQty A 3LDG 2 l Manopi h 2 NOTES- 14) Two RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16) Load case(s) 27, 28, 29, 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 17) This truss has been designed for a movingconcentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 18) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 19) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 20) Minimum of a double stud required directly beneath this truss to attach LUGT2 tiedown. 21) Double installations of RIBA require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 22) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 Ito left and 2500 lb right at 7-6-0, and 2500 lb down and 2500 lb up and 2500 Ito left and 2500 Ile right at 19-4-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-76(F), 8-12=-20(F) Concentrated Loads (Ib) Vert: 3=2500(F) Horz: 3=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-7=-76(F), 8-12=-20(F) Concentrated Loads (Ib) Vert: 3=2500(1`) Horz: 3=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (71f) Vert: 1-7=216(h), 8-12=20(F) LOn.,naated Lads (L)_ Vert: 3=-250n(") Herz: 3=2500(F) 31` EBM h2 UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads m. ) Vert: 1-1= '6(F) 8-12=-20(F) Commntrated Loads (Ib) Vert: 6=2500+) Horz: 6-25J0(F� 32) EBM #2 UP/LEFT: '.umber Increase=1.15, Plate Increase=1.15 U,doin, Loads (plf) Vert: 1 '=7(?T) 8-12=-20(F) Concentrated Loads (Ib) Vert: 6=2500(F) Horz: 6'--2560(F ) 33) EBM #2 DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 6=-2500(F) Horz: 6=-2500(F) 34) EBM #2 DOWN/RIGHT: Lumber Increase=1.15, Plate Increase-1.15 Uniform Loads (plf) Vert: 1-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 6=-2500(F) Horz: 6=2500(F) lob ITruss SLOG 2 M12 4x6 — 025 12 Scale = 135 4x6 = 6x8 — 3x4 I i 7-4-11 16-3-0 21-10-8 7-4-11 8-10-5 5-7-8 Plate Offsets (X,Y)— [1:0-3-1,Edgej, L3:0-3-0,0-3-0], [7:0-3A,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.35 7-8 >552 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.58 7-8 >332 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code IBC2018ITP12014. Matrix-S Weight: 1061t 'T= 20% LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF N0.2 G WEBS 2x4 DF Stud/Std G "Except' W1: 2x6 DF No.2 G BRACING- TOPCHORD BOTCHORD REACTIONS. (lb/size) 9=672/0-5-8 (min. 0-1-8), 6=-31/0-5-7 (min. 0-1-8), 7=141510-5-8 (min. 0-1-8) Max Horz 9=84(LC 9) Max Uplift6=-99(LC 37) Max Grav9=672(LC 1), 6=230(LC 42), 7=1415(LC 1) FORCES. (Iti) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-341/52, 2-13=-1082/70, 13-14=-1077/70, 3-14=-1076/71, 3-15=-981494, 15-16=-97/495, 4-16=-96/500, 4-17=-98/511, 5-17=-97/515 BOT CHORD 9-18=-210/1105, 8-18=-210/1105, 8-19=-161/767, 7-19=-161/767 WEBS 2-9=-1113/167,3-8=0/527,3-7=-1374/213,4-7=-464/123,5-7=-604/76 Sheathed or 5-4-10 oc puffins, except end verticals. Rigid ceiling directly applied or 5-0-0 on brazing-. _ MiTek recommends that Stabilizers and requiredcrossbracil5 be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end veniical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob (Truss Truss Type Qty Ply 3LGG2 AA13 GABLE it 4x6 = 31 37 4x6 = Plate Offsets (X,Y}- [1:0-3-1 3x4 = 2 3x4 = 32 33 3 10 38 5.6 = [4:0-3-0,0-3-01,[10:0-3-0,0-3-0], j_19:0-1-12,0-1-01 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 B( LI- 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LCMEER- TUP CHORD 2x4 DF No 2. G BOT CHORD 2x4 DF N�.2 G WrBS 2x4 Dr Stud,Std G `Except" W1: 2.:6 D''4o.2 G Ol HEkS 2x4 OF Smd,Std G RFAFTUINS. All bearings 5-10-4 except jt=length) 12=0-5-8 5x6 = 34 35 4 0.25I12 36 Scale = 1:34 5x6 — 1- W6 W7 9Tfi0 3x8 9 39 8 40 7 CSI. DEFL. in (loci I/defl L/d PLATES GRIP TC 0.50 Vert(LL) -0.32 9-11 >604 240 MT20 220/195 BC 0.80 Vert(CT) -0.54 9-11 >353 180 WB 0.87 Horz(CT) 0.03 7 n/a n/a Matrix-S Weight: 123 lb FT=20% BRACING - TOP CHORD Sheathed or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (D)- Max 11orz'Z=84(LC 30) Max I IPIIrt Al uplift 100 Ib or less at joints) except 12=261(LC 27), 7=-288(LC 34), 8=-136(LC 61) Max Gram All reactions 250 lb or less at joint(s) except 12=681(LC 34), 7=272(LC 27), 9=1406(LC 1), 9=1406(LC 1), 6=261(LC 67) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-341/55,1-31=-365/315, 2-31=-702/672, 2-32=-1069/355, 32-33=-1065/112, 3-33=-1063/390, 3-34=-739/959, 34-35=-462/689, 4-35=-439/662, 4-5=-277/505, 5-36=-365/591, 6-36=-678/907, 6-7=247/305 BOT CHORD 12-37=-897/1387, 11-37=-338/1095, 10-11=-652/965, 10-38=-1671749, 9-38=-668/981, 9-39=-635/655, 8-39=-259/443 WEBS 2-12=-1444/817,2-11=-325/456, 3-11=-4581780, 3-9=-1450/814, 5-9=463/123, 6-9=-1010/692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5)All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 9)A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 12, 7, 9, and 8. This connection is for uplift only and does not consider lateral forces. 11) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-10-8 for 114.3 off. continued on page 2 lob Truss 3LDG 2 AA13 LOAD CASE(S) Standard lab Truss jTruss Type Dty Ply ILOG 2 AA14 Monorich 2 1 5-7-6 10-11-4 ._ _ 16-5-12 5-7-6 5-3-14 5-6-8 Scale = 1:26 4x6 = 025112 46 = 3x4 = 4 3x4= 12 3 13 14 1 10 11 A i W1 5 6 16 7 3x4 = 5 4x6 = US = - - - 7-4-11 9-1-1 Plate Offsets (X,Y)-- 11_0-3. 1,Edg), 14:0-2-15,Edge] LOAUNG(psi, r SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.38 5-6 >504 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.69 5-6 1279 180 BCLL 0.0 ' Pea Stress Incr YES WB 0.83 HOrz(CT) 0.05 5 n/a ma BCDL 14o Code IBC2018f-rP12014 Matrix-S Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No 2 G TOP CHORD Sheathed or 4-9-6 oc purlins, except end verticals. BOT JHJRJ 2x4 OF N0.2 G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEB', 2x4 OF Stud/Std G *Except* M7ek recommends that Stabilizers and required cross bracing W1: 2x6 JF Na2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=769/0-5-8 (min. 0-1-8), 5=76910-5-8 (min. 0-1-8) Max Herz 7 85!-C 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-343/63, 2-12=-1402/142, 3-12=-1398/143, 4-5=-339/63 BOT CHORD 7-15=-285/1343, 6-15=-285/1343, 6-16=-254/1232, 5-16=-254/1232 WEBS 2-7=-1368/250, 2-6=-11/272, 3-6=0/397, 3-5=-1258/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45R; L=24R; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Ft` Job 3LDG 2 Truss Truss Type AA15 'GABLE 10 n 5-7-6 _ 10-11-4_ 5-7-6 5-3-14 4x6 = 0,25 12 [�� 44 = 18 19 2 20 S71 VJ2 J J. S74 ST2 S73 9 23 8 24 7 25 6x6 3x4 Scale = 1:26 4x6 4x4 — 3 21 22 4 W1 26 5 6x6 = 74-11 16--! 7-0-11 9- Plate Offsets (X,Y)— [1:a-3-1,Edge1, [4:0-2-15,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.31 5-6 >402 240 TCDL 18.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.64 5-6 >192 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Mai PLAT=S GRIP MT20 220/195 Weigh,: 8316 FT=2u% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 5-4-6 oc pudins, except end verrirals. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Rowat midpt 2-9, 3-5 W2x6 G I MiTek recommends that Stabilizers ano required cross hiacing OTHERS 2x44 DF Stod/Std tuG /Std i be installed during truss erection, in acuordaa-e with Stabilizer Installation guide. REACTIONS. All bearings 6-8-12 except (jt=length) 5=0-5-8. fib) - Max Horz 9=85(LC 29) .Max Uplift All uplift 100 Ito or less at joint(s) 8, 7 except 9=-487(LC 27), 5=-419(LC 30) Max Gray All reactions 250 lb or less at joint(s) 8 except 9=884(LC 34), 5=860(LC 31), 7=388(LC 64) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-341/69, 1-18=-566/554, 18-19=-701/764, 2-19=-1207/1203, 2-20=-1166/289, 3-20=-1341/703, 3-21=-1222/1134, 21-22=-733/750, 4-22=-613/523,4-5=-338/67 BOT CHORD 91349/1898, 8-23=-802/1390, 8-24=-628/1097; 7-24=-246/1030, 7-25=-351/1030, 6-25= 499/1030, 6-26=-1036/1491, 5-26=-1229/1684 WEBS 2-9=-2006M360, 2-6=-587r756, 3-6=863/1007, 3-5=-1741/1327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 7. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 14) This truss has been designed for a moving concentrated load of 250.0I1h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. -ontinued on page 2 lob iLoc 2 NOTES- 15) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-5-12 for 212.4 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply SLOG 2 A 16 Monopitc5 5 1 3x6 = "F� , Scale = 120 3x6 = 8 3x8 = 9 2 10 1 3 Wi � W1 � W3 \W\ _115 12 2x4 II � ° 3x6 = 5-13 15-1A - - LOADING psi SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.41 Verl -0.07 4-5 >999 240 MT2G, 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 - 4-5 >999 180 -. BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code. IBC2018/TP12014 Matnx-S Weight.S6 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 6-0-0 oc pgdln$ except er.d verti,als. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 or brarirg. WEBS 2x4 DF Stud/Std G *Except" MiTek recommends that Stabilizers and req aired cross bracing W1: 2x6 DF No.2 G be installed during truss erection, in accordance with Stebihzvr Installation quide. REACTIONS. (lb/size) 6=468/0-5-8 (min. 0-1-8), 4=468/0-5-7 (min. 0-1-8) Max Horz 6=82(LC 9) Max Gray 6=523(LC 27), 4=523(LC 36) - FORCES. (Ib) -Max. Comp./Maz. Ten. -All forces 250 Jib) or less except when shown. TOP CHORD 1-6=-330/70, 3-4=-329/70 BOT CHORD 6-11=-194/599,5-11=-194/599, 5-12=-t94/599,4-12=-194/599 WEBS 2-6=-627/199,2-5=0/349,2A=-631/197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25tt; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.01 bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 8) This truss has been designed for a moving concentrated load of 250.1 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard Job Truss Truss Type Div Ply 3LOG 2 AA17 Monopitch Structural Geble 1 1 Job Reference (optional) Run: s Apr 162021 Pnnt8.420sApr 162021 ViTekypJGIYzNoes. Inc. Fri Nov 1906:18'322021 Rae IDNChjgWffidcAzC2515cg9D3yWT6h-ZyS1ypJGyVzNo9mj NC Degrrqgxq Bs2ZAK?uhOeDiyHc 4-7-14 9-11-12 15-64 4-7-14 5-3-14 5-6-8 - Scale = 124 3x6= 0.25 12 4.6 = to 3x4 = 3x4 = 28 4. f 25 26 2 27 3 a W1 IST3 W1 TE SjJ ST T n Wz 5T2 �3 T t'i JI 31 6 32 3x4 5 9 29 8 30 7 6x6 = 6x6 5-5-11 6-5-3 15-6-4 - 5-5-11 - _ __. 0-_11-8 911 _ Plate Offsets(X,Yi- [4:i,-2-I3,Edgej LOADING (Pat, SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 2C.0 Plate Grip DOL 1.25 TIC0.46 Vert(LL) -0.30 5-6 >386 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.61 5-6 >190 180 BCLL 0.0 Pen Stress her YES WB 0.80 Horz(CT) 0.02 5 n/a n/a BCDL 1u.n Code IBC2018/TPI2014 Matrix-S Weight: 901b FT=20% LUMRFR- BRACING - TOP CHORD 2x4 DF No 2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT GHUHU 2x4 DF No_1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEB'- 2x4 DF Stud/Std G `Except* MiTek recommends that Stabilizers and required cross bracing W1: 2x6 JF Nd.2 G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF E'Cdl G Installation guide, REAC'.IONO. All be nring. 59-3 except Qt=length)5=0-5-8 Jib) - Max Herz 4=84,LC 29) Max Uplift All uplift 100 Ib or less at joints) 7 except 9=-367(LC 27), 5=-305(LC 30), 8=-116(LC 61) Max Goal All reactions 250 lb or less at joint(s) 8 except 9=724(LC 34), 5=702(LC 31), 7=460(LC 64), 7=438(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=321/55, 1-25=-356/336, 25-26=-416/435, 2-26=-771/772, 2-27=-961/228, 3-27=959/441,3-28=-948/862, 4-28=-468/374, 4-5=-337/67 BOT CHORD 9-29=-871/1270, 8-29=-497/910, 8-30=-394/806,7-30=-212/806, 7-31=-282/806, 6-31=-351/806, 6-32=-806/1185, 5-32=-929/1309 WEBS 2-9=-1383/855, 2-6=-472/647, 3-6=-733/823, 3-5=1336/1002 NOTES- _ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.OpsQ BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Conrl zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcuvent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and _ does not consider lateral forces. 12) One R74 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7 and 8. This connection is for uplift ----.- only and does not consider lateral forces. d 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / 14) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. c 7ontinued on page 2 � 'xp. 6j Z6/23 I j it VO r5382/.:.. �� Job (Truss al Dc z nnn NOTES- 15) This truss has been designed for a total drag load of 2500 to. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-6-4 for 161.1 plf. LOAD CASE(S) Standard lob 3LDG 2 Truss Type Gable Qty I Ply Scale = 1:24 4x6 = 0.25 12 4.6 = 3x8 = 4 3x4 = 12 3 3 1 2 � W1 / W3 / W5 j 1 14 15 6 16 8 3x6= 7 3x4= 2x411 5 3x6 = 5-3-12 6-5-3 9-11.12 15-6-4 ~ - - - 5-3-12 1-1-7 3-6-9 _ 5-6-8 _ Plate Offsets (X,Y)-- j:J-3-11,Eddge1 [4:0-2-15,Edg_e] LOADING (psi) SFACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 2C.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 5-6 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.13 5-6 >875 180 BCLL 0.0 * Pep Stress Incr YES WB 0.31 Horz(CT) 0.01 5 n/a n/a BCDL 1u.0 Code IBC2018/TPI2014 Matrix-S Weight: 801b FT=20% LUMRFR- BRACING - TOP CHORD 2x4 DF Nc 2 G TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT ,;l 2x4 DF No G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBC 2x4 DF Stud/Std G *Except* 1 MiTek recommends that Stabilizers and required cross bracing W1: 2x6 OF No.2 G be installed during truss erection, in accordance with Stabilizer InstallaCon guide REACTIONS. (Ib/size) 8=174/0-5-8 (min. 0-1-8), 5=431/0-5-8 (min. 0-1-8), 7=841/0-5-8 (min. 0-1-8) Max Hurz 8-84�LC 9) Max Uplift8=-12(LC 8) Max Grav 8=351(LC 37), 5=501(LC 40), 7=841(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-337/64, 4-5=-341/66 BOT CHORD 7-15=106/510, 6-15=-136/510, 6-16=-106/510, 5-16=-106/510 WEBS 3-7=-692/115, 3-5=-515/99, 2-7=-463/171, 3-6=0/340 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Comerf3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Ioti Truss Truss Type 3LQG2 BB1 'GABLE Ply 46 = 15-0-2 20-2-8 4-10-14 5-2-6 6-10-0 13-4-8 fi-10-0 6-6-8 Plate Offsets (X,Y)— [1:0-3-1,Edge],[3:0-3-0,0-3-01,L3:0-3-0,0-0-0],[7:0-3-0,0-8-01 LOADiNG(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Gnp DOL 1.25 TC 0.52 Vert(LL) -0.19 7-8 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 7-8 >589 180 BCLL 0.0 Rep Stress leer YES WB 0.97 Horz(CT) O 08 6 n/a n/a BCDL 10.0 Code IBC2018F-PI2014 Matrls-S LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G *Except" W1: 2x6 DF No.2 G OTHERS 2x4 DF Studl G BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (lb/size) 9=952/0-3-8 (min. 0-1-8), 6=95210-3-8 (min. 0-1-8) Max Horz 9=1341LC 29) Max Uplift9=-274(LC 27), 6=-224(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-337/55, 1-30=-493/456,2-30=-829/826,2-31=-1921/607, 3-31=-1917/612, 3-32=-1827/724,4-32=-1823/324, 4-33=-670/628, 5-33=-326/275, 5-6=-333/50 BOT CHORD 9-34=-1087/1827, 8-34=-678/1704, 8-35=-884/2132, 7-35=-660/2132, 7-36=-538/1581, 6-36=-794/1581 WEBS 2-9=-1931/899,2-8=-295/651, 3-8=-681/562,3-7=-698/620,4-7=-321/648,4-6=-1694/859 Scale = 1:35 3x6 3 7 PLATS GRIP MT20 - 220/195-, Weigh:: 1 ; 8 lb FT=2u% Sheathed or 4-3-6 oc purins, except end verrlcals. Rigid ceiling directly applied or 5-11-15 be bracing. 1 Row at ril 2-9 MiTek recommends that Stabilizers and required cross tracing be installed during truss erection, in accordao�e with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft;.eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One R74 USP connectors recommended to connect truss to bearing walls due to UPLIFT at]t(s) 9. This connection is for uplift only and does not consider lateral forces. 10) One R75 USP connectors recommended to connect truss to bearing walls due to UPLIFT at ills) 6. This connection is for uplift only and does not consider lateral to 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 12) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-8 for 123.7 pill LOAD CASE(S) Standard lob Tmss Tmss Type 1 Qty 3LDG 2 a Monopitc6 3 4x6 = �I 0.25 12 I 4x4 = Sx6 = 3x4 = 4 14 Scale = 1:32 3x4 11 5 WT NE 2 \ 4\ 15 8 15 7 17 6 94x6 = 3x4 = 5x6 — 3x6 = 6-10-0 6-10-0 Plate Offsets (X,YY)-- JU-3 1,Edgel, [3.0-3-0,0-3-01. L7:0-3-0,0-3-01 LOADING(ps,) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 18.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 BCDL 1o.D Cude IBC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF luc 2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G `Except* W1: 2x6 JF No2 G REACTIONS (lb/size) 9=95210-5-8 (min. 0-1-8), 6=952/Mechanical Max Herz 9-89�LC 9) DEFL. in (loc) I/de8 Ud PLATES GRIP Vert(LL) -0.19 7-8 >999 240 MT20 2201195 Vert(CT) -0.40 7-8 >589 180 Horz(CT) 0.08 6 n/a n/a Weight: 961b FT=20% BRACING - TOP CHORD Sheathed or 4-3-6 oc pudins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-337/52,2-12=-1921/224,3-12=-1917/225,3-13=-1827/181, 4-13=-1823/182, 5-6=-333/49 BOT CHORD 9-15=-293/1704, 8-15=-293/1704, 8-16=-308/2132, 7-16=-308/2132, 7-17=-223/1581, 6-17=-223/1581 WEBS 2-9=-1776/255,2-8=0/448, 3-8=-325/114, 3-7=-416/119, 4-7=0/510, 4-6=-1694/233 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide I NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob (Truss (Truss Type dLGG 2 BB3Monopitch 2 4-M 5-26 1 10-1-4 15-0-2 4-0-0 1-2-6 4-10-14 1 4-10-14 3x6 — 20-2-8 5-2-6 Scale = 1:33 -- 2x4 11 "O — 3x4 = 4-0-0 6-10-0 _ 13-4-8 _ 20-2-8 4-0-0 &1 O 66-6-8 6-140 Plate Offsets (X,Y)—[2.0-3-12,0-4-0],[3:0-4-0,0-4-81,[7:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code. IBC2018/TP12014 LUMBER - TOP CHORD 2x6 DF N0.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G *Except* W 1, W3: 2x6 OF No.2 G CSL DEFL. in (loc) /deft L/d PLAT_S GRIP TC OA2 Vert(LL) -0.15 8 >999 240 MT20 220/195 BC 0.81 Vert(CT) -0.20 7-8 >999 180 WB 0.71 Horz(CT) 0.08 6 n/a n/a Matnx-S Weigh:: 235 lb FT = 2u BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end vertirais. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 10=95210-5-8 (min. 0-1-10), 6=952/Mechanical Max Horz 10=-2500(LC 26) Max Upliftl0=-1528(LC 23) Max Gray 10=3036(LC 25), 6=1486(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-1 0=-317/47,1-12=-299/198, 2-12=298/199, 2-13=-6015/3039, 13-14=-6011/3044, 3-14=-6010/3048,3-15=-3614/702, 4-15=-3610/709, 5-6=-340/49 BOT CHORD 10-17=-4368/6735, 9-17=4368/6735, 9-18=-4368/6735, 8-18=-4368/6735, 8-19=-1563/5151, 7-19=-1563/5151, 7-20=-295/2884, 6-20=-29512884 WEBS 2-1 0=-5798/3203, 2-8=-893/1632, 3-8=-1777/1032, 3-7=-1849/1029, 4-7=-700/1241, 4-6=-3118/335, 2-9=102/284 NOTES- 1) Special connection required to dismbutetop chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5) nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows; 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc. 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; S=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection isfor uplift on and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIffPI 1. 14) Load easels) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intend use of this truss. ::ontinued on page 2 lob SLOG 2 , Tmss Type - IQty IPly NOTES- 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nonconcurrent withany other live loads. 16) Double installations of FM 6-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 lb right at 4 0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F) Concentrated Loads (lb) Vert: 2=2500(F) Herz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F) Concentrated Loads ('b3 Vert: 2=-2 ;OO(F) Hrrz: 2=2500(F) lob d DG 2 'Truss BB4 Truss Type MonPPimh 'Qty Ply 1 1 Job Reference Coptiona0 Run: 8.420 s Apr 16 2u, Print: 8.420 s Apr 16 ZU21 MiTek lyduatries, Inc. Fri NPv 19 06118 ID N Chjg Wf6dcAzC2515cg9D3y W i6h-KUx3d V PH4?_FmON F hKgj9 W? I vQas RI cB 5-2-6 10+1 15-0-2 20-2-8 s2-6- 4-10<4 -14 4-10-14 e 5-2-6 4x6 — 1� 0.25 12 'IW1 5x6` 3x4 = 3x4''.'. - „ 4x4 — s 12 3 13 4_ 14 5 6-10-0 6-10-0 Plate Offsets (X,Y)— [1:0-3-1,Edge], [3:03-0,03-0], [7:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1,25 TC 0.52 TCDL 18.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 * Rep Stress Incr YES WB 0.97 BCDL 10.0 Code IBC2018/rP12014 Mal LUMBER - TOP CHORD 2x4 OF Not G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1: 2x6 DF No.2 G REACTIONS. (lb/size) 9=952/0-5-8 (min. 0-1-8), 6=952/Mechanical Max Horz 9=134(LC 29) Max Uplift9=213(LC 27), 6= 174(LC 30) axe — 3x6 = Scale = 1-35 DEFL. in (loc) I/defl L/d PLATFiS GRIP - Vert(LL) -0.19 7-8 >999 240 MT20 220/195 ,. Vert(CT) -0.40 7-8 >589 180 - Horz(CT) 0.08 6 n/a n/a - Weight 1COlb FT=2C"/ BRACING - TOP CHORD Sheathed or 4-3-6 ocpur ins, except son verticals. BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. MiTek recommends that Stabilizers and required cross b::.cng be installed during truss erection, in accordance with Staeilizer Installation guide. FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-337/54, 1-11=-441/399,2-11=-707/692,2-12=-1921/539,.3-12=-1917/543, 3-13=1827/619, 4.13=-1823/299, 4-14=-546/504, 5-14=-271/253, 5-6=-333/50 BOT CHORD 9-15=-938/1704, 8-15=-611/1704,8-16=-775/2132, 7-16=-596/2132, 7-17=-478/1581, 6-17=-683/1581 WEBS 2-9=-1778/752, 2-8=-224/578, 3-8=-578/461, 3-7=-603/522, 4-7= 254/583, 4-6=-1694/737 NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One R73A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2013 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 10) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-8 for 99.0 plf. LOAD CASE(S) Standard Job (Truss Truss Type City 3LDG 2 BBS MonopBch 1 4x6 = 6x6 6-10-0 6-10.0 Plate Offsets (X,Y)-- 11.9 2 ',Edge], [3:0-3-0,0_-3_01, [7:0-3-0,_0.3-1 LOADING(ps,4 SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 18.3 Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr YES WE 1.00 BCDL 10.0 Code IBC2018/TP12014 Matnx-S LUMBER. TOP CHORD 2x4 DF No G BOT,:A3.iD 2x4 DF No.2 G WEES 2x4 OF Stud/Std G "Except* - W1: 2x6 DF Nc=2 G Scale = 1:35 6x6 = DEFL. in (loc) Ii L/d PLATES GRIP Vert(L-) -0.19 7-8 >999 240 MT20 220/195 Vert(CT) -0.40 7-8 >589 180 Horz(CT) 0.08 Weight: 100 lb FT=20% BRACING - TOP CHORD Sheathed or 4-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 1 Row at midpt 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallationguide REAC ZZX5. (Ib/siz„) 9=9E2/1-7-8 (min. 0-1-8),6=952/Mechanical Max Horz 9=134(LC 29) Max Uplift9=-335(LC 27), 6=275(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-337/56, 1-11=-545/488, 2-11=-950/935, 2-12=-19211659, 3-12=-1917/665, 3-13=-1827/821, 4-13=-1823/341,4-14=-794/753, 5-14=-381/335, 5-6=-333/50 BOT CHORD 9-15=-1217/1967, 8-15=-727/1704, 8-16=-981/2132, 7-16=-713/2132, 7-17=-592/1581, 6-17=-800/1640 WEBS 2-9=-2079/1053,2-8=-367/721,3-8=-780/664,3-7=-793/713, 4-7=-385/713, 4-6=-1755/974 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSIF-PI 1. 10) This truss has been designed for a moving concentrated load of 250.0I1h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed fora total drag load of 3000 lb. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-8 for 148.5 plf. LOAD CASE(S) Standard /CyNr c O�q\ m c 1 Exp. 6/30/23 No. C53821 �F F 0F ^�`R �ttj Job Truss Truss Type 3LDG 2 I I Monopitch 44 = W1 4x6 = Qty Ply 6 Job Reference (optional) Run: 8 420 s Apr 16 2021 Print 8.420 s Apr 16 2021 Mil Industries, Inc Fri Nov 19 06.1- IDNChjgWf6dcAzC2515cg9D3yWT6h-DGBaTwSo7EUgE?hOwAufKMAup1tENcT 8442021 Pag, 3 19-D-8 6-1-13 6-5-5 0.25 F12 4.6 = Scale = 1:33 30 = 4 3x8 = 9-6-4 19-0-8 9-6-4 9-64 Plate Offsets (X,Y)— (1:0-3-1,Edge], [4:0-0-8,0-1-8] LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.45 5-6 >503 240 MT20 220/195 TCDL 18.0 Lumber DOL L25 BC 0.97 Vert(CT) -0.88 5-6 >253 180 BCLL 0.0 Rep Stress Incr NO WS 0.72 Honz(CT) 0.10 5 n/a nla BCDL 10.0 Code IBC20181TP12014 Matdx-S Weight 93lb FT=2- LUMBER- TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G "Except" W1: 2x6 DF No.2 G REACTIONS. (lb/size) 7=116010-5-7 (min. 0-1-8), 5=1322/Mechanical Max Ho¢ 7=133(LC 9) BRACING - TOP CHORD Sheathed or 2-11-10 oc pudins, except and verti: ls.. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 1Row at midpt 2-7.3-5 MiTek recommends that Stabilizers anr: ,aquil ed cross bracing be installed during truss erection, in accordance with Stabilizer In guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-345/82, 1-9=-309/208, 9-10=-308/209,2-10=-308/209, 2-11=-2725/0, 3-11=-2717/0, 4-5=-439/0 BOT CHORD 7-14=0/2W, 6-14=0/2540, 6-15=0/2623, 5-15=0/2623 WEBS 2-7=-2578/0, 2-6=0/438, 3-6=-431324, 3-5=-2689/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 10) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=-76, 10-13=-136(F=-60), 4-13=-76,5-7=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=-66, 10-13=-126(F=-60), 4-13=-66,5-7=-20 Oontinued on page 2 k lob Truss Truss Type IDLY Ply 3LDG 2 B136 Monopitch 16 LOAD CASE(S) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=23, 10-13=-37(F=-60), 4-13=23, 5-7=-12 Horz: 1-7=10, 1-8=46, 1-4=-35, 4-5=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=23, 10-13=-37(F=-60), 4-13=23, 5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-4=-35, 4-5=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-42,10-13=-102(F=-60), 4-13=-42, 5-7=-20 Horz: 1-7=-11, 1-8=18, 1-4=6, 4-5=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=42, 10-13=102(F=-60), 4-13=-42, 5-7=-20 Horz: 1-7=15, 1-8=-28, 1-4=6, 4-5=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=8, 3-10=-52(F=-60), 3-13=-60(F=-60), 4-13=0, 5-7=-12 Harz: 1-7=8, 1-8=24, 1-3=-20, 3-4=-12, 4-5=9 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=0, 2-10=-60(F=60), 2-13=-52(F=-60), 4-13=8, 5-7=-12 Horz: 1-7=-9, 1-8=-24, 1-2=-12, 2-4=-20, 4-5=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate I ncrease=1 .60 Uniform Loads (plf; Vert: 1-10=-6b,lu-13=-96(F=-60),4-13=-36,5-7=-20 I Iurz: 1-7-13, 1-F=24, 1-4=0, 4-5=4 11) Dead +0.o MWFk3 Wind Tleg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Un6onn Loads (plf) `fert: 1-10=-3b, 1D-13=-96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=-4, 1-8 = 24, 1-4=0, 4-5=-13 12) Dead +6.9 MWFRS Wind iPos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 G,iifona Loads (pit) Vert: 1-10=3, 10-I.i=-57(F=-60), 4-13=3, 5-7=-12 Horz: 1-7= 1-8,-16, 1-4=-15, 4-5=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Un,funn Loads (plf) WA :1-10=-2,10-+3=-62(F=-60), 4-13=-2,5-7=-12 Horz: 1-7=:2, 1-8=-16,1-4=-10,4-5=12 14) Dead + 0 6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Un,for.n Loads (pl:) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Harz: 1-7=-7, 1-8=-16, 1-4=0, 4-5=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36,10-13=-96(F=-60), 4-13=-36,5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-4=0, 4-5=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 PIL metal=0.90 Uniform Loads(plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 17) Dead + 0.75 Roof Live (bat.) + D.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: l-10=-66,10-13=-126(F=-60), 4-13=-66, 5-7=-20 Horz: 1-7=10, 1-8=18, 1-4=0, 4-5=3 18) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pltl Vert: 1-10=-66, 10-13=-126(F=-60), 4-13=-66,5-7=-20 Horz: 1-7=-3, 1-8=-18, 1-4=0, 4-5=-10 19) Dead +0.75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-66,10-13=-126(F=-60), 4-13=-66,5-7=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-66, 10-13=-126(F=-60), 4-13=-66, 5-7=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 21) Dead+ 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert1-10= 28 10-13=-88(F 60), 4-13= 28,5-7=-12 Harz1-7=-16. 1 8=33, 1-4 16, 4-5=-16 22) Dead + 0.6 C-C Wind Min. Upward Lumber Increase=1.60, Plate Increase=1.60 continued on page 3 Y ✓ / ', W y \ Exp __ Job Truss 'Truss Type Qty Ply 3LDG2 886 iMonopitch 6 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-10=4, 10-13=-56(F=-60), 4-13=4, 5-7=-12 Horz: 1-7=16, 1-8=33, 1-4=-16, 4-5=16 23) let Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (of) Vert: 1-10= 36,10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 9=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 11=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 12=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 4=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36,10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 2=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 3=-250 30) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 14=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=60), 4-13=-36, 5-7=-20 Concentrated Loads (lb) Vert: 15=-250 32)90th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-1 0=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 7=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 0=-36, 10-13=-96(F=-60), 4-13=36,.5-7=-20 Concentrated Loads (Ib) Vert: 6=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert 1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5.7=-20 Concentrated Loads (lb) Vert: 5=-250 lob Truss Truss Type 3LOG2 IB] Mcnopitch Ply 1 4x6 = Scale = 1.34 9-64 36-4 _ Plate Offsets (X,Y)-- [1;3 3 '.,Edge], [4.0-01 LOALING(ps.) Sr ACING- 2-0-0 CST. DEFL. in floc) Ii L/d PLATES GRIP TCLL 211.0 !late Grip DOL 1.25 TC 0,81 Vert(LL) -0.45 5-6 >503 240 MT20 220/195 TCDL 18.J Lumber DOL 1.25 1 BC 0.80 Vert(CT) -0.80 5-6 >280 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.06 5 n/a n/a BCOL 1J,0 Cale IBC2018/TPI2014 I Mai Weight: 93 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No 2 G TOP CHORD Sheathed or 3-9-12 oc pudins, except end verticals. BOT, rH ,RD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or4-1-0 oc bracing. WEBS 2x4 DF Stud/Std G `Except' WEBS 1 Row at midpt 2-7, 3-5 W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACuuAi3. (Ib/siz,) 7=8C6/0-5-7 (min. 0-1-8),5=896/Mechanical Max Horz 7-133(LC 29) Max Uplift7=-712(LC 27), 5=-597(LC 30) Max Grav7=1284(LC 34), 5=1167(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-358/77,1-9=-1026/1003,2-9=-2085/2047,2-10=-2372/1390, 3-10=-1896/920, 3-11=-1945/1877,4-11=-955/893,4-5=-352l69 BOT CHORD 7-12=-2466/3207, 6-12=-1109/1850, 6-13=-1447/2173, 5-13=-1984/2710 WEBS 2-7=-3338/2339,2-6=-1081/1349,3-6=-1067I1370, 3-5=-2811/2093 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ri TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=lL60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrTPI 1. 10) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 57CO Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 19-0-8 for 299.3 plf. 12) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. "� \ LOAD CASE(S) Standard -J. Z �fl lob Truss 3LnG 2 668 6-5-5 6-5.5 4x6 = Type Plate Offsets (X,Y)- [1:0-3-1,Edge], [4:0-0-8,0-1-8] - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.45 5-6 >503 240 TCDL 18.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.80 5-6 >280 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2018rfP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 OF No.1&Bo G WEBS 2x4 OF Stud/Std G *Except' W 1: 2x6 OF No.2 G REACTIONS. (Ib/size) 7=896/0-5-7 (min. 0-1-8), 5=896/Mechanical Max Horz 7=133(LC 29) Max Uplift7=-557(LC 27), 5=-466(LC 30) Max Grav7=1129(LC 34), 5=1036(LC 31) Scale = 1:34 6x6 = PLATES- GRIP - - - - _ MT20 ' 220/195 Weight. C3 lb FT=20% BRACING - TOP CHORD Sheathed or 3-9-12 oc pur ins, except era verticals. BOT CHORD Rigid ceiling directly applied or 46-12 oc-bracrg. WEBS 1 Row at midpt 2-7, 3-5 1 MiTek recommends that Stabilizers and required cross Lrdcii.g be installed during truss erection, in ac-orCancc with St^bilizsr Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-358/75, 1-9=-873/812, 2-9=-1697/1660, 2-10=-2129/1146, 3-1 0=-1 8601775, 3-11=-1550/1482, 4-11=-742/687, 4-5=352/68 BOT CHORD 7-12=-2031/2771, 6-12=-959/1766, 6-13=-1208/1934, 5-13=-1632/2358 WEBS 2-7=-2880/1881, 2-6=835/1103, 3-6=-830/1132, 3-5=243811720 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft: Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads - 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 talt by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections.. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only anc does not consider lateral forces. 8) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only anc does not consider lateral farces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-8 for 236.3 plf. LOAD CASE(S) Standard lob Truss Tru SLOG 2 889 Mo, 12 2-0-0 6-5-5 12-7-3 19-0-8 2-0-0 4-5-5 6-1-13 6-5-5 6x6 = 3x611 5x10= ..._ _. '""— Plate Offsets (X,V)-- ,13:0_2.1.2,13-1-121 LOAOING(n�f) SPACING- 2-0-0 TCLL 2G.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [net NO BCD 10.0 Side IBC2018/TPI2014 LUMHEN- TOP CHORD 2x6 DF No2. G - BOT CHORD 2x4 DF P c2 G WEBS 2x4 DF Stvd/Std G `Except' .W1,W3: 2x6 DF No.2 G Scale = 1:34 CSL DEFL. in One) I/deft L/d PLATES GRIP TC 0.43 Vert(LL) -0.23 7-8 >957 240 MT20 220/195 BC 0.66 Vert(CT) -0.49 7-8 >462 180 WB 0.92 Horz(CT) 0.08 7 ma n/a Matrix-S Weight: 222 lb FT=20% BRACING - TOP CHORD Sheathed or 6-0-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 or, bracing. REACTIONS. (lb/size) '1=1 :60/0-5-7 (min. 0-1-14),7=1322IMechanical Max Hon 11=-2500(LC 23) Max Up:ift11=1 560(LC 23) Max Grav 11=3507(LC 25), 7=1643(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 1-1 1=-3435/1512,1-13=-2954/1298, 2-13=-2952/1300, 2-14=-4923/3264, 14-15=-4920/3270, 3-15=-4918/3271,3-16=-4476/0, 4-16=A467/0, 6-7=-446/0 SOT CHORD 11-18=-2549/2619, 10-18=-2549/2619, 9-10=-726/5222, 9-19=-726/5222, 8-19=-726/5222, 8-20=0/3765, 7-20=0/3765 WEBS 3-10=-2815/0,3-8=-917/1057, 4-8=-1039/869, 4-7=-3925/0, 2-10=-2502/2064, 1-10=-177814159 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 on, 2x4 - 1 row at 0-9-0 on. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 an. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift onl, and does not consider lateral forces. / 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/7PI 1. Sontinued on page 2 /QSiO� E SSi GN\ lob (Truss Truss Type iLDG2 BB9 Monopitch 2 Run: 8 420 s Tr 16 2021 Print 3.420 s Apr 16 2021 MiTek Indu roes. Inc. Fri Nov 19 06:18:49 2021 Peg NOTES- ID:NChjgWf i cAzC2515cg9D3yWT6h-ZD_TWdWwym6zLma_UUg1Ots22fO2ggVpqelJDyHg� 14) Load easels) 1, 2, 3, 4, 5, 6, 7, 8. 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lcad(s) 2500 Ib down and 2500 to up and 2500 Ib left and 2500 Ile right at 2-0-0 on top chard. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15=-76,15-17=-136(F=-60), 6-17=-76, 7-11 =-20 2) Dead +0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-15=-66, 15-17=126(F=-60), 6-17=-66, 7-11=20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increasli+25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 -1 5=-36, 15-17=-96(F=-60), 6-17= 36,7-11=-40 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=23,15-17=-37(F=-60), 6-17=23,7-11=-12 Horz: 1-11=10. 1-12=46, 1-6=-35, 6-7=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=23, 15-17=-37(F=-60), 6-17=23, 7-11=-12 Horz: 1-11=-17, 1-12=-28, 1-6=-35, 6-7=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=42, 15-17=-102(F=-60), 6-17=42, 7-11=-20 Horz: 1-11=-11, 1-12=18, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-42,15-17=-102(F=-60), 6-17=-42, 7-11=-20 Horz: 1-11=15, 1-12=-28, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-1 5=8, 4-15=-52(F=-60), 4-17=-60(F=-60), 6-17=0, 7-11 =-12 Horz: 1-11=8, 1-12=24, 1-4=-20, 4-6=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-15=0, 3-15=-60(F=-60), 3-17=-52(F=-60), (l 7-11=-12 Horz: 1-11=-9, 1-12=-24, l-3=-12, 3-6=-20, 6-7=-8 10) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-17=-96(F=-60),6-17=-36,7-11=-20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11=-20 Horz: 1-11=4 1-12=24, 1-6=0, 6-7=13 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (fell) Vert: 1-15=3,15-17=-57(F=-60),6-17=3,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-15=-2, 15-17=-62(F=-60), 6-17=-2, 7-1 1=-12 Horz: 1-11=-12, 1-12=-16,1-6=-10, 6-7=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-17=96(1`=-60), 6-17=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16. 1-6=0,6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-17=-96(F=-60), 6-17=-36, 7-11=20 Horz: 1-11=7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11 =-20 17) Dead +0.75 Roof Live peal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-17=-126(F=-60),6-17=-66,7-11=-20 Horz: 1-11=10. 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-17=-126(F=-60),6-17=66.7-11=-20 Horz: 1-11=-3, 1-12=-18,1-6=0,6-7=-10 19) Dead + 0.75 Roof Live (bal.)+ 075(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase= 1 .60, Plate Increase=1.60 �ontlnued on page 3 lob ITruss Truss Type fOty Ply 3LDG 2 I BB9 Morropilch I q LOAD CASE(S) Standard Except: Uniform Loads (pig Vert:1-15=-66, 15-17=-126(F=-60), 6-17=-66, 7-1 1=-20 Horz: 1-1 1=-5, 1-12=-12, 1-6=0,6-7=5 20) Dead +0.75 Roof Live (bal.)+0.75(0,6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-17=-126(F=60), 6-17=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead + O.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-15=-28,15-17=-88(1`=-60), 6-17=-28, 7-11 =-1 2 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=l_60 Uniform Loads (plf) Vert: 1-15=4,15-17=-56(F=-60), 6-17=4,7-11=-12 Horz: 1-11=16, 1-12-33, 1-6=-16, 6-7=16 23) EMB UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert :1-15=-76(F), 15-17=-136(F), 6-17=-76(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-17=-136(F), 6-17=-76(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EMB DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plp Vert: 1-15=-76lF), 15-17=-136(F), 6-17=-76(F) Concentrated Loads (Ib) � art:2-2500(F/ Horz: 2=-'FOO�F) 26) EEM DOWN/RIGHT:. Lumber Increase=1.15, Plate Increase=1.15 t-niforr Loads(plf) Vert: 1-15=465 1`), 15-17=136(F), 6-17=-76(F) Conrentrted Load;. ;%) Jert: 2=-2500(F) Horz: 2=2500(F) 27) 1st Moving Load: Lumber increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ✓crt: 1-15= 36, 15-17=-96(F=-60), 6-17=-36, 7-11=-20 Onncentre'ed Loads (Ib; Vert: 1=-25(, 28) 2ra Movirg Load: Limbs Increase=1.60, Plate Increase=1.60 Uni,o.r„ goads (pR) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11=-20 Concentrated Loads (lb) Vert: 13=-250 29) 3m Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11=-20 Concentrated Loads (lb) Vert: 14=-250 30) 41h Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 5=-36, 15-17=-96(F=-60), 6-17=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 16=-250 31) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads fill) Vert: 1-1 5=-36, 15-17=-96(F=-60), 6-17=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 5=-250 32) 61th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-17=-96(F=-60), 6-17=-36,7-11=-20 Concentrated Loads (lb) Vert: 6=-250 33) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-15=-36,15-17=-96(F=-60),6-17=-36,7-11=-20 Concentrated Loads (lb) Vert: 2=-250 34) Sth Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-15=-36,15-17=-96(F=-60), 6-17=-36, 7-11 =-20 ;ontinued on page 4 ESS,,- 6/M/23 ; Job Truss Truss Type Ofy Fly SLOG 2 B39 Monopirch 2 q LOAD EASE(S) Standard Concentrated Loads (Ib) Vert: 3=-250 35) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 4=-250 36) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36,7-11=-20 Concentrated Loads (Ib) Vert: 18=-250 37)1lth Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36,7-11=-20 Concentrated Loads (Ib) Vert: 19=-250 38) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36,7-11=-20 Concentrated Loads (Ib) Vert: 20=-250 39) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 11=-250 40) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36,7-11=-20 Concentrated Loads (lb) Vert: 10=-250 41) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36, 7-11=20 Concentrated Loads (lb) Vert: 8=-250 42) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-15=-36, 15-17=-96(F=-60), 6-17=-36,7-11=-20 Concentrated Loads (It) Vert: 7=250 lob (Truss (Truss Type Oty 3LDG 2 6610 Monopitch 1 4x6 - Scale = 1:33 9-6-4 _ 9-64 Plate Offsets (X,Y)- [ 0-3-1 Edgel, [4:0-0-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) I/deft L/d PLATES GRIP TCL-. 2C.0 Flate Grip DOL 1.25 TC 0.84 Vert(LL) -0.45 5-6 >503 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.88 5-6 >253 180 BCLr. C.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.10 5 n/a n/a BCD- 'T0.0 Code IBC2018/TP12014 Matrix-S Weight: 931b FT=20% LUM3E.2- BRACING - TOP CHORD 2x4 OF No.t&6tr G TOP CHORD Sheathed or 2-11-10 oc puffins, except end verticals. GOT Z;.tiJnD 2x4 OF 1,1o.1&Plr G BOT CHORD Rigid ceiling directly applied or 9-0-8 oc bracing. WEBS 2x4 OF Stud/Std G *Except* WEBS 1 Row at micipt 2-7, 3-5 W1: 2x6 DP No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. READ.(Odd. fib/size) 7=1190/0-5-7 (min. 0-1-8),5=1322/Mechanical Max Hurz 7=13J(LC 29) Max UpInt1=-34(LC27) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-345/86, 1-9=-577/607, 9-10=-989/934, 2-10=-1047/1017, 2-11=-2725/0, 3-11=-2717/0, 3-12=-922/792, 12-13=-461/352, 4-13=-268/155, 4-5=A39/0 BOT CHORD 7-14=-529/2818, 6-14=0/2540, 6-15=0/2623, 5-15=-109/2707 WEBS 2-7=-29391293, 2-6=-367/793, 3-6=-538/634, 3-5=-27851129 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-8 for 131.3 plf. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Sontinued on page 2 1 Job (Truss ITmss Type SLOG 2 I6a10 I M000pllch LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=-76, 10-13=-136(1`=60), 4-13=-76, 5-7=-20 2) Dead+ 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-10=-66,. 10-13=-126(F=-60), 4-13=-66, 5-7=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-10=-36,10-13=-96(F=-60), 4-13=36,5-7=410 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=23, 10-13=37(F=-60), 4-13=23, 5-7=-12 Horz: 1-7=10, 1-8=46, 1-4=-35, 4-5=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-10=23, 10-13=-37(F=-60), 4-13=23, 5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-4=-35, 4-5=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=42, 10-13=-102(F=60), 4-13=-42,5-7=-20 Horz: 1-7=-19, 1-8=18, 1-4=6, 4-5=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=42, 10-13=-102(F=-60), 4-13=-42,5-7=-20 Horz: 1-7=15, 1-8=-28, 1-4=6, 4-5=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=8, 3-10=-52(F=-60), 3-13=-60(F=-60), 4-13=0, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-3=-20, 3-4=-12, 4-5=9 , 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right Lumber Increase=1.60, Plate Increase=1.60 - - Uniform Loads (plf) .. Vert: 1-10=0,2-10= 60(F=-60),2-13=-52(F=-60), 4-13=8,5-7=-12 - Harz: 1-7=-9, 1-8=-24, 1-2=-12, 2-4=-20, 4-5=-8 - - 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Horz: 1-7=13, 1-8=24, 1-4=0, 4-5=4 - 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) _ - Vert: 1-10=36,10-13=-96(F=-60), 4-13=-36,5-7=-20 Horz: 1-7=4, 1-8=-24, 1-4=0, 4-5=-13 12) Dead +0.6 MWFRS Wind (Pos. Internal) fat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf). Vert: 1-10=3, 10-13=-57(F=-60), 4-13=3,5-7=-12 Harz: 1-7=-12, 1-8=-16, 14=-15, 4-5=12 - 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (plf) Vert :1-10=-2,10-13=-62(F=-60), 4-13=-2,5-7=-12 Horz: 1-7=12, 1-8=-16, 1-4=10, 4-5=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert :1-10=-36,10-13=-96(F=-60), 4-13=-36,5-7=-20 Horz: 1-7=-7, 1-8=16, 1-4=0, 4-5=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Horz: 1-7=-T 1-8=16, 1-4=0, 4-5=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pig Vert: 1-10=-36,10-13=-96(F=-60),4-13--36,5-7=-20 17) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1-60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=66, 10-13=-126(1`=60), 4-13=-66, 5-7=-20 Horz: 1-7=10, 1-8=18, 1-4=0, 4-5=3 18) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-10=66,10-13=-126(F=-60), 4-13=-66,5-7=-20 Horz: 1-7=-3, 1-8=-18, 1-4=0, 4-5=-10 19) Dead +0.75 Roof Live (bal.)+ 0 75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-10=-66, 10-13=-126(F=-60), 4-13=-66, 5-7=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 20) Dead + 0.75 Roof Live Joel.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-10=-66, 10-13=-126(F=-60), 4-13=-66, 57=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate lncrease=1.60 -ontinued an page 3 lob Truss Truss Type 3LOG2 BBie Monopitch LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-10=-28, 10-13=88(1`=-60), 4-13=-28, 5-7=-12 Horz: 1-7=-16, 1-8=33, 1-4=16, 4-5=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=4, 10-13=-56(F=-60), 4-13=4,5-7=-12 Horz: 1-7=16, 1-8=33, 1-4=-16, 4-5=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-10=26, 10-13=-34(F=-60), 4-13=26,. 5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-10=6267, 2-10=6267, 2-11=6267, 11-12=6267, 4-12=6267, 4-5=-10 Drag: 5-7=-131 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-10=20, 10-13=-40(F=-60), 4-13=20,5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-10=-6337, 2-10=-6337, 2-1 1=-6337, 11-12=-6337, 4-12=-6337, 4-5=-10 Drag: 5-7=131 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-10= 39,10-13=-99(F=-60), 4-13=-39,5-7=-20 Horz. 1-7=15, 1-8=-28, 1-10=6308, 2-10=6308, 2-11=6308, 11-12=6308, 4-12=6308, 4-5=11 Drag: 5-7=131 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-10=-45, 10-13=-105(F=-60), 4-13=-45, 5-7=-20 Horz: 1-7=15, 1-8=-28,1-10=-6296, 2-10=-6296, 2-11=-6296, 11-12=-6296, 4-12=-6296, 4-5=11 Drag: 5-7=131 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plP Vert: 1-1J=11. 3-iO=-49(F=-60), 3-13=57(F=-60), 4-13=3, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-10=6282, 2-10=6282, 2-11=6282, 3-11=6282, 3-12=6290, 4-12=6290, 4-5=9 Drag: 5-7=-131 28) Jead + 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uriforn. Loads (plf) Vert: 1-10=5, 3-10=-55(F=-60), 3-13=-63(F=-60), 4-13=-3, 5-7=12 Harz: 1-7=0, 1-6=L4, 1-10=-6322, 2-10=-6322, 2-1 1=-6322, 3-1 1=-6322, 3-12=-6314, 4-12=-6314, 4-5=9 Drag: 5-7="1 29) Pead « 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Lett Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (put 4art: 1-10=J, 2-10=-57(F=-60), 2-13=49(F=-60), 4-13=11,5-7=-12 Horz 1-7=-9, 1-8=-24, 1-10=6290, 2-10=6290, 2-11=6282, 11-12=6282, 4-12=6282, 4-5=-8 C. ag: 5-7=-131 30) Dean + 0 6 MWFPS Wad ;Pos. Internal) Right + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Jart:1-10= 3,2-'.C=-63(F=-60),2-13=-55(F=-60), 4-13=5, 5-7=-12 :iorz: 1-7=-9,1-8=-24, 1-10=-6314, 2-10=-6314, 2-11=-6322, 11-12=-6322, 4-12=-6322, 4-5=8 Drag: 5-7=131 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-10=-34, 10-13=-94(F=-60), 4-13=-34, 5-7=-20 Horz: 1-7=13, 1-8=24, 1-10=6302, 2-10=6302, 2-1 1=6302,11-12=6302, 4-12=6302, 4-5=4 Drag: 5-7=-131 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-39, 10-13=-99(F=-60), 4-13=-39, 5-7=-20 Horz: 1-7=13, 1-8=24, 1-10=-6302, 2-10=-6302, 2-1 1=-6302,11-12=-6302, 4-12=-6302, 4-5=4 Drag: 5-7=131 33) Dead+ 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-34, 10-13=-94(F=-60), 4-13=-34, 5-7=-20 Horz: 1-7=-4, 1-8=-24, 1-10=6302, 2-10=6302, 2-11=6302, 11-12=6302, 4-12=6302, 4-5=-13 Drag:5-7=-131 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Drag LC41 Right:. Lumber l ncrease= 1. 33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-10=-39, 10-13=-99(F=-60), 4-13=-39,5-7=-20 Horz: 1-7=4 1-8=-24, 1-10=-6302,2-10=-6302,2-11=-6302,11-127-6302, 4-12=6302, 4-5=-13 Drag: 5-7=131 35) Dead + 0.6 MWFRS Wind (Pos. Intemal)1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=6, 10-13=-54(F=-60), 4-13=6, 5-7=-12 Horz:1-7=-12,1-8=-16,1-10=6287,2-10=6287,2-11=6287,11-12=6287, 4-12=6287, 4-5=12 Drag: 5-7=-131 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 :�ontmued on page 4 Job Truss Truss Type 3LDG 2 8810 Monopitch LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -1 0=1, 10-1 3=-59(F=-60), 4-13=1,5-7=-12 Herz: 1-7=-12, 1-8=-16,1-10=-6317,2-10=-6317,2-11=-6317,11-12=-6317, 4-12=-6317, 4-5=12 Drag: 5-7=131 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=1, 10-13=-59(F=-60), 4-13=1,5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-10=6292, 2-10=6292, 2-11=6292, 1 t-12=6292, 4-12=6292, 4-5=12 Drag: 5-7=-131 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-5, 10-13=-65(F=-60), 4-13=-5, 5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-10=-6312, 2-10=-6312, 2-11=-6312, 11-12=-6312, 4-12=-6312, 4-5=12 Drag: 5-7=131 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-10=-34, 10-13=-94(F=-60), 4-13=-34, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-10=6302, 2-10=6302, 2-11=6302, 11-12=6302, 4-12=6302, 4-5=7 Drag: 5-7=-131 40) Dead + 0.6 MWFRS Wind (Neg. Internal) tat Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-39, 10-13=99(F=-60), 4-13=-39, 5-7=-20 Horz: 1-7=-7, 1-8=-16,1-10=-6302, 2-10=-6302, 2-11=-6302,11-12=-6302, 4-12=-6302, 4-5=7 Drag: 5-7=131 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-34, 10-13=-94(F=-60), 4-13=-34,5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-10=6302, 2-10=6302, 2-11=6302, 11-12=6302, 4-12=6302, 4-5=7 Drag: 5-7=-131 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-39, 10-13=-99(F=-60),4-13=-39,5-7=-20 Harz:.1-7=-7,1-8=-16,1-10=-6302, 2-10=-6302, 2-1 1=-6302,11-12=-6302, 4-12=-6302, 4-5=7 Drag: 5-7=131 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=33,10-13=-93(F=-60), 4-13=-33,5-7=-20 Horz: 1-10=6302, 2-10=6302, 2-11=6302, 11-12=6302, 4-12=6302 Drag: 5-7=-131 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-39,10-13=-99(F=-60), 4-13=-39,5-7=-20 Horz: 1-10=-6302, 2-10=-6302, 2-11=-6302, 11-12=-6302, 4-12=-6302 Drag: 5-7=131 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-10=-19, 10-13=-55(F=-36), 4-13=-19,5-7=-12 Horz:1-10=6302,2-10=6302,2-11=6302, 11-12=6302, 4-12=6302 Drag: 5-7=-131 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-10=-24, 10-13=-60(F=-36), 4-13=-24, 5-7=-12 Horz:1-10=-6302,2-10=-6302,2-11=-6302,11-12=-6302,4-12=-6302 Drag: 5-7=131 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 9=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60),4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 11=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads Ph) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (Ib) Vert: 12=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=36,5-7=-20 continued on page 5 lob (Truss (Truss Type 3LDG 2 B810 Monopilch LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(1`=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 2=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-1.3=-36, 5-7=-20 Concentrated Loads (lb) Vert: 3=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36,10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 14=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 15=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-36, 10-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads (lb) Vert: 7=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ptF Vert: 1-10=-36, 1J-13=-96(F=-60), 4-13=-36,5-7=-20 Concentrated Loads Lb) !'art: 6 =250 58) 2th Moving Load Umber Increase=1.60, Plate Increase=1.60 Uriforn: Loads (plf) hart:1-10=-36, 10-13=-96(F=-60), 4-13=-36, 5-7=-20 Concentrated Loans (Ib) Vert: 5=-2E0 r I lob (Truss Truss Type SLOG 2 BB11 Monopitch 10-6-12 15-8-6 5-1-10 �- 5-1-10 43 = 26-3-2 55-2 Scale = 1:42 4x6 = B-8-9 6-5-1 Plate Offsets (X,V)-- [1:0-3-1,Edge], [4:04-0,0-3-01, j9:0-5-0,0-3-4] . LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(-L) -0.18 9-10 >999 240 MT20 - 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.90 _ 9-10 >344 180 MTISHS20/195 BCLL 0.0 Rep Stress [nor NO WB 0.87 Horz(CT) 0.22 7 We n/a BCDL 10.0 Code IBC2018ITP12014 Matrix-S WeighC1271b FT=2050- LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 1-9-2 no pudins, except end oarticcls. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing Except; WEBS 2x4 OF Stud/Std G *Except* 7-8-3 no bracing: 10-11. W1: 2x6 OF No.2 G WEBS 1 Row at midpt 2-11, 5-7 Mire rrecommends that Stabilizers and repuired cross bracing be installed during truss erection, in accordar.ca with Stabilizer Installation guide. J REACTIONS. (lb/size) 11=1612/0-11-9 (min. 0-1-13), 7=1563/0-4-0 (min. 0-i-11) - Max Horz11=137(LC 29) Max Uplift1l=-111(LC 27), 7=-49(LC 30) Max Grav l l=1659(LC 34), 7=1563(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-1 1=-335/59,1-13=-708/675, 2-13=-130311268, 2-14=-3816/0, 14-15=-3810/0, 3-15=-3810/0,3-16=-4875/0,16-17=486810,17-18=4867M, 4-18=-4866/0, 4-19=-3455/358, 5-19=-3332/0, 5-20=-1153/1107, 6-20=-544/505, 6-7=-337/44 BOT CHORD 11-21=757/3768, 10-21=-78/3340, 10-22=014945, 9-22=0/4945, 9-23=0/4655, 8-23=0/4655, 8-24=0/2841, 7-24=-304/2970 WEBS 2-11=-4032/554, 2-10=-220/1356, 3-10=-2051/541, 3-9=-817/718, 4-9=-5931979, 4-8=-2043/399,5-8=-138/1358, 5-7=-32251471 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 9) Load easels) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36-,� 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66 has/have been ^� -� / 0 �/ modified. Building designer must review loads to verify that they are correct for the intended use of this truss. �-O */ ri ; �N9j 10) This truss has been designed for a moving concentrated load of 250-01b live located at all mid panels and at all panel points along the �N \ -� Top Chord and Bottom Chord, nonconcurrent with any other live loads. _� L 11) This truss has been designed for a total drag load of 5500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �. - loads along bottom chord from 0-0-0 to 26-3-2 for 209.4 plf. r z Win the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back lBj. �0 6noed on page 2 �,; -Z ;, - P , lob Truss Truss Type 3LrG 2 61311 I Wropitch LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-76,14-19=-136(F=-60), 6-19=-76,7-11=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-66, 14-19=-126(F=-60), 6-19=-66, 7-11=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=l-60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-14=18, 14-19=-42(F=-60), 6-19=18, 7-11=-12 Horz: 1-11=9, 1-12=41, 1-6=-30, 6-7=16 5) Dead 10.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=18, 14-19=-42(F=-60),6-19=18, 7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-30, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42,14-19=-102(F=-60), 6-19=-42, 7-11=-20 Horz: 1-11=-11, 1-12=17, 1-6=6, 6-7=-15 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42, 14-19=-102(F=-60), 6-19=-42, 7-11-20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=l.6Q Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=8, 14-16=-52(F=-60),16-19=-60(F=-60), 6-19=0,7-11=-12 Horz: 1-11=8 ^-12=24, 1-16=-20, 6-16=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) '/-,rt: 1-14�0, 14-18=-60(F=-60), 18-19=-52(F=60), 6-19=8, 7-11=-12 Horz: 1-11=-9, 1-92=-24, 1-18=-12, 6-18=-20, 61 10) Dead + 0.6 MWFRS Wind (Neg. Intern all Left: Lumber Increase=1.60, Plate I ncrease= 1. 60 Uniform Loads (pig Vert:1-14=-36.-19=-96(F=-60), 6-19=-36, 7-11=-20 Horz: 1-11-13, 1-12=24, 1-6=0, 6-7=4 11) Pead t 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pr9 Vsrt: 1-14=.56, 14-19=-96(F=-60), 6-19=-36, 7-11=-20 Horz: 1-11=-a, 1-12=-24, 1-6=0, 6-7=-13 12) De3� 115 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unifurm Loads (pF) Vert: 1-14=1,, 14-19=-57(F=-60), 6-19=3, 7-11=-12 Horz: 1-11= 12, ".2=-16, 1-6=-15, 6-7=12 13) De2L , 3.6 MWFRS Wind -Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 4=-2, 14-19=-62(F=-60), 6-19=-2, 7-11 =-1 2 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 61 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-36.,14-19=-96(F=-60), 6-19=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-14=-36,14-19=-96(F=-60),6-19=-36, 7-11=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66,14-19=-126(F=-60), 6-19=-66, 7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7-3 18) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66, 14-19i 26(F=-60), 5-19=-66, 7-11=-20 Harz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=66, 14-19=-126(F=-60), 6-19=-66, 7-11=20 Horz: 1-1 1=-5,1-12=-12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert1-14=-66 14 19=-126(F=-60), 6-19- 66, 7-11=-20 Horz 1-11= 5, 1 12=-12, 1 6 0, 6-7=5 21) Dead +O 6 C-C Wind Min Down: Lumber Increase=1.60, Plate Increase=1.60 continued on page 3 G L� �F =1 � HA n� I Job (Truss (Truss Type Qty Ply 3LDG 2 9811 Monopitch 1 LOAD CASE(S) Standard Uniform Loads (pit) Vert :1-14=-28,14-19=-88(F=-60), 6-19=-28,7-11=-12 Horz :1-11=-16,1-12=33,1-6=16,6-7=-16 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=4, 14-19=56(F=-60), 6-19=4, 7-11=-12 Horz: 1-11=16. 1-12=33, 1-6=-16, 6-7=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=23, 14-19=-37(F=-60),6-19=23,7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-13=10023, 2-13=10023, 2-14=10023, 3-14=10023, 3-16=10023, 16-17=10022, 4-17=10023, 4-19=10023, 5-19=10023, 5-20=10022, 6-20=10023, 6-7=-9 Drag: 7-11=-209 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=14, 14-19=-46(F=-60), 6-19=14, 7-1 1=-12 Horz :1-11=-16,1-12=-26,1-13=-10083,2-13=-10083,2-14=-10083,3-14=-10083,3-16=-10083,16-17=-10083,4-17=-10083. 4-19=-10083, 5-19=-10083, 5-20=-10083, 6-20=-10083,6-7=-9 Drag: 7-11=209 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-38, 14-19=-98(F=-60), 6-19=-38, 7-11 =-20 Horz; 1-11=15, 1-12=-26, 1-13=10059, 2-13=10059. 2-14=10059, 3-14=10059, 3-16-10059, 16-17=10059, 4-17=10059, 4-19=10059, 5-19=10059, 5-20=10059, 6-20=10059, 6-7=11 Drag: 7-11=-209 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-46, 14-19=-106(F=-60), 6-19=46, 7-11=20 Horz: 1-11=15, 1-12=-26, 1-13=-10047, 2-13=-10047, 2-14=-10047, 3-14=-10047, 3-16=-10047, 16-17=-10047, 4-17=-10047, 4-19=-10047, 5-19=-10047, 5-20=-10047, 6-20=-10047,E-7=11 Drag: 7-11=209 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Unifgrm Loads (plf) - Vert:1-14=13, 14-16=-47(F=-60),16-19=-55(F=-60),6-19=5, 7-11=-12 Horz :1-11=8,1-12=24,1-13=10033,2-13=10033,2-14=10033,3-14=10033,3-16=10033,16-17=10041,4-17=10041,4-19=10041, 5-19=10041, 5-20=10041. 6-20=10041, 6-7=9 Drag: 7-11=-209 _ 28) Dead +0.6 MWFRS Wind (Pos. Internal) Left +Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-14=4, 14-16=-56(F=-60),16-19=-64(F=-60), 6-19=-4,7-11=-12 - Horz 1-11=8, 1-12=24, 1-13=-10073, 2-13=-10073, 2-14=-10073, 3-14=-10073, 3-16=-10073, 16-17=-10065, 4-17=-10065, 4-19=-10065, 5-19,=_10065, 5-2U=-i6065, 6-20=-10065, 6-7=9 Drag: 7-11=209 - 29) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 - - Uniform Loads (plf) - Vert:1-14=5,14-18=-55(F=-60), 18-19=-47(F=-60),6-19=13, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-13=10041, 2-13=10041, 2-14=10041, 3-14=10041, 3-16=10041, 16-17=10041, 17-18=10041, 4-18=10033, 4-19=10033, 5-19=10033, 5-20=10033, 6-20=10033, 6-7=-8 Drag: 7-11=-209 30) Dead + 0.6 MWFRS Wind (Pos, Internal) Right+ Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert :1-14=-4,14-18=-64(F=-60),18-19=-56(F=-60),6-19=4,7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-13=-10065, 2-13=-10065, 2-14=-10065, 3-14=-10065, 3-16=-10065, 16-17=10065, 17-18=-10065, 4-18=-10073, 4-19=-10073, 5-19=-10073,5-20=-10073, 6-20=-10073, 6-7=-8 Drag: 7-11=209 31) Dead +0.6 MWFRS Wind (Neg. Internal) Left .+ Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-32, 14-19=-92(F=-60), 6-19=-32, 7-1 1=-20 Horz: 1-11=13,1-12=24,1-13=10053,2-13=10053,2-14=10053,3-14=10053,3-16=10053,16-17=10053, 4-17=10053, 4-19=10053,5-19=10053,5-2(f=10053, 6-20=10053, 6-7=4 Drag: 7-11=-209 32) Dead +0,6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=133, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-41, 14-19=101(F=60), 6-19=-41, 7-11=-20 Horz: 1-11=13. 1-12=24, 1-13=-10052, 2-13=-10052, 2-14=-10053, 3-14=-10052, 3-16=-10053, 16-17=-10052, 4-17=-10052, 4-19=10052, 5-19=-10052, 5-20=-10052, 6-20=-10053, 6-7=4 Drag: 7-11=209 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-32, 14-19=-92(F=-60),6-19=-32,7-11=-20 Hum :1-11=-4,1-12=-24,1-13=10053,2-13=10053,2-14=10053,3-14=10053,3-16=10053, 16-17=10053, 4-17=10053, 4-19=10053, 5-19=10053, 5-20=10053, 6-20=10053, 6-7=-13 Drag: 7-11=-209 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 o , i W i -ontinued on page 4Exs.":' 5,�. z lob ITruss ITruss Type IQN IPIy 3LDG 2 BB11 I Monopitch LOAD CASE(S) Standard - Uniform Loads (plf) Vert :1-14=-41,14-19=-101(F=-60),6-19=-41,7-11=-20 Horz: 1-11=-4, 1-12=-24, 1-13=-10052, 2-13=-10052, 2-14=-10053, 3-14=-10052, 3-16=-10053, 16-17=-10052, 4-17=-10052, 4-19=10052, 5-19=-10052, 5-20=-10052 ,6-20=-10053, 6-7=-13 Drag: 7-11=209 35) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 1-14=8,14-19=-52(F=-60), 6-19=8,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-13=10038, 2-13=10037, 2-14=10038, 3-14=10037, 3-16=10038, 16-17=10037, 4-17=10037, 4-19=10037, 5-19=10038, 5-20=10037, 6-20=10038, 6-7=12 Drag: 7-11=-209 36) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-1, 14-19=-61(F=-60),6-19=-1,7-11=-12 Horz: 1-11=-12, 1-12=-16,1-13=-10068,2-13=-10068,2-14=-10068, 3-14=-10068,3-16=-10068,16-17=-10068,4-17=-10068,4-19=-10068,5-19=-10068, 5-20=-10068,6-20=-10068,6-7=12 Drag: 7-11=209 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=2,14-19=-58(F= 60), 6-19=2, 7-11 =-1 2 Horz: 1-11=-12, 1-12=-16, 1-13=10043, 2-13=10043, 2-14=10043, 3-14=10043, 3-16=10043, 16-17=10043, 4-17=10043, 4-19=10043, 5-19=10043, 5-20=10043, 6-20=10043, 6-7=12 Drag: 7-11=-209 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (elf) Vert: 1-14=-7,14-19=-67(F=-60), 6-19=-7, 7-1 1=-1 2 Horz: 1-11=-12, 1-12=-16, 1-13=-10063, 2-13=-10063, 2-14=-10063, 3-14=-10063, 3-16=10063, 16-17=-10062, 4-17=-10063, 4-19=-10063, 5-19=10063, 5-20=-10063, 6-20=-10063, 6-7=12 Drag: 7-1 Cann 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) "ert:1-1-1=-32,14-19=-92(F=-60), 6-19=-32,7-11=-20 Horz:1-11=-7--12=-16,1-13=10053,2-13=10053,2-14=10053,3-14=10053,3-16=10053,16-17=10053,4-17=10053,4-19=10053,5-19=10053,5-20=10053, 6-20=10053.E-7=7 Urag: 7-11=-209 40) Dead + 0.6 MWFRS Wi„o (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Unform Loads (plf? Vert: 1-14=-41, 14-19=-101(F=-60), 6-19=41, 7-11=-20 Horz: 1-11=-7, 1' 2=-16, 1-13=-10052, 2-13=-10052, 2-14=-10053, 3-14=-10052, 3-16=-10053, 16-17=-10052, 4-17=-10052, 4-19=-10052, 5-19=-10052, 5-20=-10052 ,3-20=-10L53,6 =7 Drag: 7-11=209 41) De31 F 0.6 MWFRS Wind (Neg. internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform I pads (ply Vert: 1-14=-32, 14-19=-92(F=-60), 6-19=-32, 7-11 =-20 Harz: 1-11=7,1 12=-16,1-13=10053,2-13=10053,2-14=10053,3-14=10053,3-16=10053,16-17=10053,4-17=10053,4-19=10053,5-19=10053,5-20=10053, 3-20=10053, 6-7=, Drag: 7-11=-209 42) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right; Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=41, 14-19=-101(F=-60), 6-19=41, 7-11=-20 Horz: 1-11=7, 1-12=-16,1-13=-10052, 2-13=-10052, 2-14=-10053, 3-14=-10052,3-16=-10053, 16-17=-10052, 4-17=-10052, 4-19=-10052, 5-19=-10052, 5-20=-10052, 6-20=-10053, 6-7=7 Drag: 7-11=209 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-32, 14-19=-92(F=-60), 6-19=-32, 7-11=-20 Horz: 1-13=10053, 2-13=10053, 2-14=10053, 3-14=10053, 3-16=10053, 16-17=10053, 4-17=10053, 4-19=10053, 5-19=10053, 5-20=10053, 6-20=10053 Drag: 7-11=-209 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-40,14-19=-100(F= 60), 6-19=-40,7-11=-20 Harz: 1-13=-10053, 2-13=-10053, 2-14=-10053, 3-14=-10053, 3-16=10053, 16-17=-10053, 4-17=-10053, 4-19=-10053, 5-19=-10053, 5-20=-10053, 6-20=-10053 Drag: 7-11=209 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-14=-17,14-19=-53(F=-36),E-19=-17,7-11=-12 Horz: 1-13=10053,2-13=10053, 2-14=10053, 3-14=10053, 3-16=10053, 16-17=10053, 4-17=10053, 4-19=10053, 5-19=10053, 5-20=10053, 6-20=10053 Drag: 7-11=-209 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 7ontinued on page 5 PRO�gs�� Fxo- 6j3C/23 No. C53821 P/ Job (Truss Truss Type SLOG 2 e811 IMrr�.ich Oty Ply LOAD CASE($) Standard Uniform Loads (plf) Vert: 1-14=-26, 14-19=-62(F=-36), 6-19=-26,7-11=-12 Horz: 1-1 3=- 100 53, 2-1 3=-1 0053, 2-14=- 10053, 3-14=-10053, 3-16=-10053, Drag: 7-11=209 47) 1 at Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pfP) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 13=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 15=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 17=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 19=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 20=-250 53) Ad Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-1 9=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 6=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 2=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (Ib) Vert: 3=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 4=250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 5=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 21=250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 22=-250 60) 14th Moving Load: Lumber Increase=1.60, Plate I ncrease=1 .60 Uniform Loads (pig Vert: 1-14=-36, 14-19=96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 23=250 61) 15th Moving Load: Lumber I n crease= 1.60, Plate I n crease= 1 :60 Uniform Loads (pI0 Vert. 1-14=-36,14-19=-96(F=-60), 6-19=-36,7-11=-20 3ontinued on page 6 16-17=-10053, 4-17=-10053, 4-19=-10053, 5-19=-10053, 5-20=-10053, 6-20=-10053 lob Truss Truss Type Qty Ply 3LDG 2 Bail I Monopitch 1 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 24=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14= 36,14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 11=-250 63) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=36, 7-11=-20 Concentrated Loads (Ib) Vert: 10=-250 64) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 9=-250 65) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-19=-96(F=-60), 6-19=-36, 7-1 1=-20 Concentrated Loads (lb) Vert: 8=-250 66) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 7=-250 W / J z L.p lob (Truss (Truss Type Orly Ply 312 1 Monooitch .1 4x6 = 2x4 11 Scale = 1 42 4x6 = 6-8-9 13-1-9 19-6-10 20-7-8 26-3-2 6-8-9 6-5-9 6-5-1 1-0-14 5-7-t0 Plate Offsets (X,V)-- [1:0-3-1,1 [4:0-4-0,0-34],[10:0-5-0,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) -0.18 10-11 >999 240 MT20 _ 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.86 Veri-0.9010-11 >346 180 MT18HS '220/195 BULL 0.0 " Rep Stress Incr NO WB 0.78 Horz(CT) 0.22 7 We his BCDL 10.0 Code IBC2018(TP12014 Matrix-S Weight: 130 lb, FT=21 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 1-11-3 oc pudins, except enJ ;ertic3ls. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G'Except* WEBS 1 Row at midpt 2-12, 5-7 W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross b avmn be installed during truss erection, in accnrdance with Staoilize- Installation guide. REACTIONS. (Ib/size) 12=1612/0-5-8 (min. 0-1-12),7=1563/0-4-0 (min. 0-1-11) Max Ho¢ 12=136(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 1-12=-335/52, 1-14=-281/192, 2-14=280/192, 2-15=-3813/0, 15-16=3807/0, 3-16=-3807/0, 3-17=-4878/0,17-18=-4871/0,4-18=-4869/0, 4-19=-3339/0, 5-19=-3332/0, 6-7=-337/43 BOT CHORD 12-21=0/3311, 11-21=0/3311, 11-22-0/4928, 10-22=0/4928, 10-23=0/4690, 9-23=0/4690, 9-24=0/2878, B-24=0/2878, 8-25=0/2878, 7-25=0/2878 WEBS 2-12= 3498/0, 2-11=0/950, 3-11=1312/0. 4-10=01418, 4-9=1580/0, 5-9=0/1166, 5-7=-3118/0, 5-159/325 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft: L=24ft; eave=41t; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.01bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUrPI 1. 8) Load easels) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15=-76, 15-19=-136(F=-60),.6-19=-76, 7-12=-20 :ontinued on page 2 Job (Truss (Truss Type Qty 3LDG2 BB12 Monopitch 3 LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (of) Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=-66, 7-12=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-15=-36, 15-19=-96(F=60), 6-19=-36, 7-12=40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=18, 15-19=-42(F=-60),6-19=18,7-12=-12 Horz: 1-12=9, 1-13=41, 1-6=-30, 6-7=16 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=18, 15-19=-42(F=-60), 6-19=18,7-12=-12 Horz: 1-12=-16, 1-13=-26, 1-6=-30, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=42, 15-19=-102(F=-60), 6-19=-42,7-12=-20 Horz: 1-12=-11, 1-13=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.50 Uniform Loads (plf) Vert: 1-15=42, 15-19=-102(F=-60), 6-19=-42, 7-12=-20 Horz: 1-12=15, 1.13=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=8, 15-17=-52(F=-60), 17-19=-60(F=-60), 6-19=0, 7.12=-12 Horz: 1-12=8, 1-13=24, 1-17=-20, 6-17=-12, 6-7=9 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=0 35-18=-60(F=-60), 18-19=-52(F=60), 6-19=8, 7-12=-12 Horz: 1-19=-9, 1-.3=-24, 1-18=-12, 6-18=-20, 6-7=-8 10) Dead + 0.6 MWFkb VVmd (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Lirf,," Loads (dif) Vert: 1-15=-36. 15-19=-96(F=-60), 6-19=-36,7-12=-20 Horz: 1-12=13, 1-13=24, 1-6=0, 6-7=4 11) Dead +J.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pr.) Vert: 1-16=-36, 15-19=-96(F=-60),6-19=-36,7-12=-20 Horz: 1-12=-4, 1-13=-24, 1-6=0, 6-7=-13 12) Dead + 0.6 MWFRS Winn! (Pos. Internal) 1 at Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform'-oads (pK,, Vert: 1-15=3 15-19=-57(F=-60), 6-19=3,7-12=-12 k!orz: 1-12=-12, 1-13=-16, 1-6=-15, 6-7=12 13) UeW +U.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf, Vert: 1-15=-2, 1n-19=-62(F=-60), 6-19=-2, 7-12=-12 Horz: 1-13=-12, 1-13=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Horz: 1-12=-7, 1-13=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 Horz: 1-12=-7, 1-13=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66,15-19=-126(F=-60), 6-19=-66, 7-12=-20 Horz: 1-12=10, 1-13=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 075(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66,15-19=-126(F=-60),6-19=-66,7-12=-20 Horz: 1-12=-3, 1-13=-18, 1-6=0, 6-7=-10 19) Dead +0.75. Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert:1-15=-66, 15-19=-126(F=-60), 5-19=-66,7-12=-20 Horz: 1-12=-5, 1-13=-12, 1-6=0, 6-7=5 20) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber I ncrease= 1 -60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=-66,7-12=-20 Horz: 1-12=-5, 1-13=-12, 1-6=0, 6-7=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-28, 15-19=-88(F=-60),6-19=-28,7-12=-12 Horz: 1-12=-16, 1-13=33, 1-6=16,6-7=-16 -ontinued on page 3 EE S�3,' 0- \ Exp. 6/ 30/7_3 No '.53821 Job Truss Truss Type 3LOG2 8812 IMonopitch LOAD CASE(S) Standard 22) Dead +O.6 C-C Wind Min. Upward: Lumber Increase= 1 .60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=4, 15-19=56(F= 60), 6-19=4, 7-12=-12 Horz: 1-12=16, 1-13=33, 1-6=16, 6-7=16 23) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (lb) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (lb) Vert: 14=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 16=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (Ib) Vert: 17=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (lb) Vert: 19=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (lb) Vert: 20=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (lb) Vert: 6=-250 30) Eth Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=36, 7-12=-20 Concentrated Loads (Ib) Vert: 2=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1-60 Uniform Loads (plf) Vert :1-15=-36,15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (to) Vert: 3=-250 32) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (lb) Vert: 4=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36; 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 5=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (ib) Vert: 21=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-19=-96(1`=60), 6-19=-36, 7-12=-20 Concentrated Loads (lb) Vert: 22=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15= 36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (lb) Vert: 23=-250 37) 15th Moving Load: Lumber Increase=l 60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 continued on page 4 lab (Truss (Truss Type Qty Ply 3LrG 2 BB12 Monopirch 3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 24=-250 38) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 25=-250 39) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-19=-96(F=-60),.6-19=-36,7-12=-20 Concentrated Loads (lb) Vert: 12=-250 40) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrated Loads (lb) Vert: 11=-250 41) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (lb) Vert: 10=-250 42) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-19=-96(F=-60), 6-19=-36,7-12=-20 Concentrated Loads (Ib) Vert d=-Gb0 43) 21st Moving _...d Lumber Increase=1.60, Plate Increase=1.60 Unr,orm Loads (plf) Vert: 1 15=-36, 15-19=-96(F=-60), 6-19=-36, 7-12=-20 Concentrateo Loaus (lb) Vert: 8--250 44) 22nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 U.riform Lords (rlf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=36,7-12=-20 ConcentrateC LoaJc (lb) Vert: 7=-251, Job 3LDG 2 Truss BB13 Monopitch I Oty IPly 12 6z6 = Scale = 1 r42 3x611 5x1u4x6 = Plate Offsets (X,Y)-- [4:0-4-0,0-4-81, [8:0-z-8,0-3-41,[15:0-2-2,o-1--O] LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code ISC2018frP12014 LUMBER - TOP CHORD 2x6 OF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1,W3: 2x6 DF No.2 G, W2: 2x4 OF No.2 G CSI. DEFL, in (Joe) I/deft L/d PLATES GRIP TC 0.39 Vert(LL) -0.20 7-8 >999 240 MT20 220/195 BC 0.85 Verl -0.61 8-9 >508 180 WB 0.97 Horz(CT) 0.16 7 rile n/a Matnx-S Weight: 300 lb FT = 20% - BRACING- TOP CHORD Sheathed or 5-8-9 cc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 o- bra-inr, Except: 6-0-0 cc bracing: 10-11, REACTIONS. (Ib/si2e) 11=1603/0-5-8 (min. 0-2-3), 7=1560/0-4-0 (min. 0-1-8) Max Horz 11=-2500(LC 23) Max Uplifil 1=-921(LC 23) Max Grav 11=4126(LC 25), 7=1925(LC 26) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-4068/864, 1-16=-3557/717, 2-16=-3556/720, 2-17=-5661/2817, 3-17=-5658/2823, 3-18=-7457/0, 18-19=-7447/0, 4-19=-7438/0, 4-20=-5524/0, 20-21=-5523/0, 21-22=-5515/0, 5-22=-5511/0, 6-7=-360/55 BOT CHORD 11-24=-2536/2625, 10-24=-2536/2625, 10-25=0/7356, 9-25=0/7356, 9-26=0/7317, 8-26=0/7317, 8-27=0/4502, 7-27=014502 WEBS 3-1 0=-3849/0, 3-9=0/1 330, 4-9=-1 698/146, 4-8=-2036/0, 5-8=0/1512, 5-7=-4704/0, 2-10=-2579/2049, 1-10=-932/5052 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss tobe connected together with 8d (0.131"x2.5") nails as follows: Tap chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members. and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcuvent with any other live loads. 9) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 11. This connection is for uplift only and does not consider lateral forces. / 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. :�ontinued on page 2 lob 3LOG 2 Type Qty PA NOTES- 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 haslhave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurent with any other live loads. 15) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25001b down and 2500 In up and 2500 He left and 2500 lb right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-76, 3-22=-136(F=-60), 6-22=-76, 7-11=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-3=-66, 3-22=-126(F=-60), 6-22=-66, 7-11 =-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=36, 7-11=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=18, 3-22=-42(F=-60), 6-22=1 8, 7-1 1=-12 Herz: 1-11=9, 1-12=41, 1-6=-30, 6-7=16 5) Dead +0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=l.6q Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=18,3-22=-42(F=-60), 6-22=18,7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-30, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-42, 3-22=-102(F=-60), 6-22=-42,7-11=-20 Horz: 1-11=-11, 1-12=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-42, 3-22=102(F=-60), 6-22=42, 7-11=-20 Horz: 1-11=15, 1-12=26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=8, 3-19=-52(F=-60), 19-22=-60(F=-60), 6-22=0, 7-11=-12 Horz: 1-11=3, 1-12=^-4, 1-19=-20, 6-19=-12, 6-7=9 9) De-d + 0.6 MWFRS Wind IPos. Internal) Right: Lumber Increase=l.6q Plate Increase=1.60 Uni:bmu w,.ds (plf) Vert: 1-3=0, 3-20=-60(F=-60), 20-22=-52(F=-60), 6-22=8, 7-11=42 HJrz: 1-11=-9, 1-12=-24, 1-20=-12, 6-20=-20, 6-7=-8 10) D^ad- n.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vrrt: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=20 i lorz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Di, d . AS MWFPS Wind Meg. Internal) Right: Lumber Increase=l.6Q Plate Increase=1.60 Uniform Lads (plf) Vert: 1-3=-36. 3-22=-96(F=-60), 6-22=-36, 7-11=20 !ivrz: 1-11=-4, 1-12=-24.1-6=0,6-7=-13 12) Died + 0 4 MWFPS Wind epos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) V,rt: 1-3=3, 3-22=-57(F=60), 6-22=3, 7-11=-12 ,1or:1-11= 12, 1-:2=-16, 1-6=-15,6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-2, 3-22=-62(F=-60), 6-22=-2,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead+ 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.eQ Plate Increase=1.60 Uniform Loads(plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Harz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. meta1=0.90 Uniform Loads (off) Vert:1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11 =-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-66, 3-22=-126(F=-60), 6-22=-66, 7-11=20 Harz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (off) Vert:1-3=-66,3-22=-126(F=-60),6-22=-66,7-11=-20 Horz: 1-11=-3,1-12=-18, 1-6=0;6-7=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=L6q Plate Increase=1.60 3ontinued on page 3 ,q'OFESS)ON doJc_� Y ? rTr No 5J8/ 9 � r lab Truss Truss Type Div Ply 3LDG2 BB13 MQnoppch 2 q LOAD-CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-3=-66, 3-22=-126(F=-60), 6-22=-66, 7-11 =-20 Horz: 1-11=-5, 1-12=12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-3=-66, 3-22=-126(F=-60), 6-22=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12. 1-6=0, 6-7=5 21) Dead +0-6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-28, 3-22=-88(F=-60), 6-22=-28, 7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=4,3-22=-56(F=-60), 6-22=4, 7-1 1=-1 2 Horz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-76(F),3-22=-136(F), 6-22=-76(F),7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15. Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-76(F), 3-22=-136(F), 6-22=-75(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-76(F), 3-22=-136(F),.6-22=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-76(F), 3-22=-136(F), 6-22=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 27) 1 st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 1=-250 28) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 16=-250 29) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=-36, 3-22=96(F=-60). 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 17=-250 30) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(1`=60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 18=-250 31) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 21=-250 32) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 23=-250 33) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 6=-250 34) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 3-22=96(F=-60), 6-22=-36, 7-11=-20 7ontinued on page 4 lob Truss iTruss Type 3LDG 2. I BB13 1 Monopitch LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-250 35) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 3=-250 36) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 4=-250 37) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=20 Concentrated Loads (lb) Vert: 5=-250 38) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 24=-250 39) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 25=-250 40) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 26=-250 41) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ptf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 27=-250 42) 16th Moving Load: Lu.r.xr Increase=1.60, Plate Increase=1.60 Ufit= I.cads (plf) Veit: 1-3=-.,6, 3-22--96(F=-60), 6-22=-36, 7-11=-20 Cor cent: steel Loads (lb) Vert: 11=-250 43) 17th Moving Load: I umbxr Increase=1.60, Plate Increase=1.60 Unicorn goads (plfj `.'art: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vcrt: 10=-259 44) tbtli rvloving Load: Lumber Increase=1.60, Plate Increase=1.60 U. d'c ri 'gads (plf) Vert: 1-3=-3u, 3-� 2= 96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads ('S) Vert: 9=-250 45) 19t1i VD ,ing Load Lurrbe- Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36,3-22=-96(F=-60), 6-22=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 8=-250 46) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-22=-96(F=-60), 6-22=-36, 7-11=-20 Concentrated Loads (lb) Vert: 7=-250 lab (Truss (Truss Type 3LRG 2. BB14 Monopitch City Ply 5-4-0 5-4-0 4x6 - 25-9-10 -5-4 Q Scale = 1:41 . 114.6 - 4x4 = 6x10 MT18H5= 4x4 = 7 6-7-3 Plate Offsets (X,Y)-- 11:0-3-1,Edgej, [4:0-4-0,0-3-0], 15:0-1-9,0-1 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 18.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 BCDL 10.0 Code I BC201 B/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G "Except" W1: 2x6 DF No.2 G REACTIONS. (Ib/size) 11=1584/0-5-8. (min. 0-1-11), 7=1547/Mechanical Max.Horz 11=136(LC 29) 46 = DEFL. in floc) I/defl L/d PLATES GRIP Vert(LL) -0.18 9-10 >999 240 MT20 220/195 Vert(CT) -0.85 9-10 >359 180 MTI BHS 220/195 Horz(CT) 0.21 7 n/a n/a Weight: 1281b FT = 20% BRACING - TOP CHORD Sheathed or 2-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braying. WEBS 1 Row at midpt 2-11, 5-7 MiTels recommends that Stabilizers and required cross bm�ing be installed during truss erection, in ac_crdan ;e with Stabilizer Installationguide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or Tess except when shown. TOP CHORD 1-1 1=-334/55,1-14=434/424, 2-14=715/682, 2-15=-3690A 15-16=-3685/0, 3-16=-3685/0, 3-17=A737/0,17-18=-4730/0,4-18=-4729/0, 4-19=-3259/0, 5-19=-3252/0, 5-20=-551/507, 6-20=-272/220, 6-7=-334/44 BOT CHORD 11-21=0/3226, 10-21-013226, 10-22=0/4793, 9-22=0/4793, 9-23=0/4536, e-23=0/4536, 8-24=0/2777, 7-24=0/2777 WEBS 2-11=-3412/0,2-10=0/1027, 3-10=-1484/0, 3-9=-405/340, 4-9=-228/574, 4-8=-1541/0, 5-8=0/1066,5-7=-3025/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vesd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right expose i for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44. 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has hcan designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-9-10 for 96.9 off. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ;ontinued on page 2 Job 'Truss Truss Type Cry 3LDG2 BB14 Mgnopitch 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-15=-76, 15-19=-136(F=-60), 6-19=-76, 7-11 =-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=-66, 7-11 =-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-15=-36, 15-19=96(F=-60), 6-19=-36, 7-11=-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=19, 15-19=-41(F=-60), 6-19=19,7-11=-12 Horz: 1-11=9, 1-12=41, 1-6=-31, 6-7=16 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=19,15-19=-41(F=-60),6-19=19,7-11=-12 Horz: 1-11=16, 1-12=-26, 1-6=-31, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=42, 15-19=-102(F=-60), 6-19=42, 7-11=-20 Horz: 1-11=-11, 1-12=17,1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15= 42, 15-19=-102(F=-60), 6-19=42, 7-11=-20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6.7=11 8) Dead +0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=8,15-17=-52(F=-60), 17-19=-60(F=-60), 6-19=0, 7-1 1=-12 Horz: 1-11=8, 1-12=24, 1-17=-20, 6-17=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=0, 15-18=60(1`=-60), 18-19=-52(F=-60), 6-19=8, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-18=-12, 6-18=-20, 6-7=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-15=-36.16-19=-96(F=-60),6-19=-36,7-11=-20 Horz: 1-11 =13, 1-1 =24, 1-6=0, 6-7=4 11) Dnad + Os MWFRS Wino (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uoiko.m wads (air,, Vert: 1-15=-7b, 1F-'19=96(1`=-60), 6-19=-36, 7-1 1=-20 1 lorz: 1-11=4, 1-12=24, 1-6=0, 6-7=-13 12) Died - n.6 MWFRS Wind (Pas. Internal) rat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) V,,t 1-15=3,l5-1�=-57(F=-60),6-19=3, 7-11=-12 iorz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7=12 13) D3-d - n.6 MWFPS Wind ,Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-2 15-19=-62(F=-60), 6-19=-2, 7-11=-12 ,iorz: 1-11=-12, 1-12=-16, 1-6=-10,6-7=12 14) Dead + 0.9 MWFPS Wnd (Neg. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) V-rt: 1-15=-36, 15-19=-96(1`=-60), 6-19=-36,7-11=-20 ,1orz: 1-11= 7, 1-12=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60),6-19=-36,7-11=-20 Harz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit, metal=0.90 Uniform Loads (I Vert: 1-15=-36,15-19=-96(F=-60),6-19=-36, 7-11=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66,15-19=-126(F=-60), 6-19=-66, 7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (pal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=-66, 7-11=-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-66, 15-19=-126(F=-60), 6-19=66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. lint) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert 1-15=-66 15-19=-126(F=-60), 6-19=-66, 7-11=-20 Horz: 1-11= 5, 1 12=-12, i 6 D, 6-7=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 7ontinued on page 3 lob Truss Truss Type Cry ILDG 2 BB14 Monopitch 1 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-15=-28,15-19=-88(F=-60), 6-19=-28,7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=4, 15-19=-56(F=-60), 6-19=4,7-11=-12 Horz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pll) Vert: 1-15=21, 15-19=-39(F=-60), 6-19=21, 7-11=-12 Horz: 1-11=-16, 1-12=-26,1-2=4620, 2-15=4620,6-15=4620, 6-7=-9 Drag: 7-11=-97 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 1-1 5=17, 15-19=-43(F=-60), 6-19=17, 7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-2=-4681, 2-15=-4681, 6-15=-4681, 6-7=-9 Drag: 7-11=97 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 1-15=-40,15.19=-100(F=-60),6-19=-40, 7-11=-20 Horz: 1-11=15, 1-12=-26, 1-2=4657, 2-15=4657, 6-15=4657, 6-7=11 Drag: 7-11=-97 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 1-15=-44,15-19=-104(F=-60),6-19=-44, 7-11=-20 Horz: 1-11=15, 1-12=-26,1-2=-4645, 2-15=-4645, 6-15=-4645, 6-7=11 Drag: 7-11=97 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=10, 15-17=-50(F=-60), 17-19=-58(F=-60),6-19=2,7-11=-12 Horz: 1-11=8, 1-12=24, 1-2=4631, 2-15=4630, 15-17=4631, 4-17=4638, 4-5=4639, 5-6=4638, 6-7=9 Drag: 7-11=-97 28) Dead + 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (fill) Vert: 1-15=6,15-17=-54(F=-60), 17-19=-62(F=-60), 6-19=-2,7-11=-12 Horz: 1-11=8, 1-12=24, 1-2=-4671, 2-15=-4671, 15-17=-4671, 4-17=-4663, 4-5=-4663, 5-6=-4663, 6-7=9 Drag: 7-11=97 29) Dead +0.6 MWFRS Wind (Pos. Internal) Right +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=2, 15-18=-58(F=-60), 18-19=-50(F=60), 6-19=10, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-2=4638, 2-15=4638, 15-18=4639, 6-18=4631, 6-7=-8 Drag: 7-11=-97 30) Dead + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 - Uniform Loads (plf) Vert: 1-15=-2, 15-18=-62(F=-60), 18-19=-54(F=-60), 6-19=6, 7-11=-12 - Horz: 1-11=-9, 1-12=-24, 1-2=-4663, 2-15=-4663, 15-18=4663, 6-18=-4671, 6-7=-8 Drag: 7-11=97 31) Dead +0.6 MWFRS Wind (Neg. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-34, 15-19=-94(F=-60), 6-19=-34,7-11=-20 Horz: 1-11=13, 1-12=24, 1-2=4651, 2-15=4651, 6-15=4651, 6-7=4 Drag: 7-11=-97 32) Dead +0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 - -- Uniform Loads (plf) Vert: 1-15=-38, 15-19= 98(F=-60), 6-19=-38, 7-11 =-20 Horz: 1-11=13, 1-12=24, 1-2=4650, 2-15=-4650, 6-15=-4650, 6-7=4 Drag: 7-11=97 33) Dead +0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-34, 15-19=94(F=-60), 6-19=-34, 7-11=-20 Horz :1-11=-4,1-12=-24,1-2=4651,2-15=4651, 6-15=4651. 6-7=-13 Drag: 7-11=-97 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-38, 15-19=-98(F=-60), 6-19=-38, 7-.11=-20 Horz: 1-11=-4, 1-12=-24, 1-2=-4650, 2-15=4650, 6-15=-4650, 6-7=-13 Drag: 7-11=97 35) Dead + 0.6 MWFRS Wind (Pos. Intemal) 1st Parallel + Drag LC#i Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=5, 15-19=55(1`=-60), 6-19=5, 7-11=-12 Herz :1-11=-12,1-12=-16,1-2=4635, 2-15=4635, 6-15=4635, 6-7=12 Drag: 7- S Wi ^ 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel +Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 / \ 3ontinued on page 4 R lob Truss ITruss Type IDty IPly ILDG2 BB14 IMonopitch LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-15=1, 15-19=-59(F=-60),6-19=1,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-2=-4666, 2-15=-4666, 6-15=4666, 6-7=12 Drag: 7-11=97 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-0, 15-19=-60(F=-60), 6-19=-0, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-2=4641, 2-15=4641, 6-15=4641, 6-7=12 Drag: 7-11=-97 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-4,15-19=-64(F=-60),6-19=-4, 7-11=-12 Horz:1-11=-12,1-12=-16,1-2=-4660,2-15=-4660,6-15=-4660,6-7=12 Drag: 7-11=97 39) Dead + 0.6 MWFRS Wind (Neg. Internal) tat Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-34, 15-19=-94(F=-60), 6-19=-34, 7-1 1=-20 Horz: 1-11=-7, 1-12=-16, 1-2=4651, 2-15=4651, 5-15=4651, 6-7=7 Drag: 7-11=-97 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-38, 15-19=-98(F=-60), 6-19=-38, 7-11=-20 Horz: 1-11=-7, 1-12=16, 1-2=-4650, 2-15=-4650, 6-15=-4650, 6-7=7 Drag: 7-11=97 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#i Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-15=-34, 15-19=-94(F=-60), 6-19=-34,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-2=4651, 2-15=4651, 6-15=4651, 6-7=7 Drag: 7-11=-97 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15=-38,15-19=-98(F=-60),6-19=-38,7-11=-20 Horz: 1-11=-7, 1-12=-16,1-2=-4650,2-15=-4650, 6-15=-4650, 6-7=7 Drag: 7-11=97 43) Dead -Drag LC41 Left: Lumberincrease=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-15:-34, 15-19=-94(F=-60), 6-19=-34, 7-11 =-20 Hrrz: 1-2=4651, Z-15=4651, 6-15=4651 of ag: 7-11=-97 44) Dead -Drag LC#1 Prht: L amber Increase=1.33, Plate Increase=1.33 Uniform goads (pit) "ert:1-15=-38,15-19=-98(F=-60),6-19=-38,7-11=-20 Harz: 1-2=-a651, 2.15=4651, 6-15=4651 Dreg: 7-11=9' 45) O.d Deau-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 U i `rri '_pads (plf) Vert: 1-15=-2v,15-19=-56(F=-36), 6-19=-20, 7-1 1=-12 Horz: 1-2=46F1, 2-15=4651, 6-15=4651 J,ag: 7-11=-97 46) 0.6 Dead Drag LC#i R'ghr Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Virt: 1-15= 24,15 19=-60(F=-36), 6-1 9=-24, 7-1 1=-12 riorz: 1-2= 4651, 15=4651, 6-15=-4651 Drag: 7-11=97 47) 1 at Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-15=-36,15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads Lb) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 14=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-1 9=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 16=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1_60 Uniform Loads (pit) Vert: 1-15=-36,15-19=-96(F=-60),6-19=-36, 7-1 1=-20 Concentrated Loads (lb) Vert: 17=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36,15-19=-96(F=-60), 6-19=-36,7-11=-20 ;ontrrued on page 5 lob %LDG 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 19=-250 52) 6th-Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated. Loads (lb) Vert: 20=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 61 7-11=-20 Concentrated Loads (lb) Vert: 6=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-1 1=-20 Concentrated Loads (lb) Vert: 2=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 3=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 61 7-11=-20 Concentrated Loads (lb) Vert: 4=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 17-11=-20 Concentrated Loads (lb) Vert: 5=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 21=250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=36, 7-11=-20 Concentrated Loads (lb) Vert: 22=-250 60) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 23=-250 61) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 24=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=-20 Concentrated Loads (lb) Vert: 11= 250 63) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36, 7-11=20 Concentrated Loads (lb) Vert: 10=-250 64) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 9=-250 65) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 8=-250 66) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-15=-36, 15-19=-96(F=-60), 6-19=-36,7-11=-20 Concentrated Loads (lb) Vert: 7=-250 fob 3LDc 2 Monopif 4x6 - Scale = 1:41 4x6 - 6-7-3 12-10-13 19-2-8 25-9-10 6-7-3 6-3-11 6-3-11 6-7-3 Plate Offsets (X,Y)--[1:0-3-1,Edgel,[4:0-4-0,0-3-41,[9:0-5-0,0-3-41 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.18 9-10 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.85 9-10 >360 180 MT18HS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(CT) 0.21 7 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matnx-S Weight: 1261id FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 1-10-2 oc pudins, except end verticals. BOT JHORD 2x4 DF Nc.1&E7 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stuo/Std G *Except* WEBS 1 Row at midpt 2-11, 5-7 Wi: 2x6 C? No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide REAJTICX3. (lb/size) 11=1584/0-5-8 (min. 0-1-11),7=1547/Mechanical Max Horz 1.1=136(LC 9) FORCES. (Ib) -Max. Cemp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CnCFL 1-11=-335/54, 1-13=-282/194, 2-13=-281/194, 2-14=-3697/0, 14-15=-3691/0, 3-15=-3691/0, 3-16=-473iht 16-17=-4729/0, 4-17=-4729/0, 4-18=-3242/0, 5-18=-3236/0,6-7=-327/38 BOT CHORD 11-20= "328C, 10-20=0/3280, 10-21=0/4823, 9-21=0/4823, 9-22=0/4472, 8-22=0/4472, 8-23-012584 7-23=0/2584 WEBS 2-11-34E9/C,2-10=0/887,3-10=-1304/0,4-9=0/492,4-8=-1499/0, 5-8=0/1174; 5-7=-26b5/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.01blive located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcument with any other live loads. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-76, 14-18=-136(F=-60), 6-18=-76, 7-11=20 3ontinued on page 2 - Y I / lob Truss Truss Type City Ply 3LDG 2 6515 MO..P,toh 3 LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=66, 14-18=126(F=-60), 6-18=-66, 7-11=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-40 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=1 9, 14-18=-41(F=-60), 6-18=19, 7-11=-12 Horz: 1-11=9, 1-12=41, 1-6=-31, 6-7=16 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-14=19, 14-18=-41(F=-60), 6-18=19, 7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-31, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=42, 14-18=-102(F=-60), 6-18=-42, 7-11=-20 Horz: 1-11=-11, 1-12=17, 1-6=6, 6-7=-15 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert :1-14=-42,14-18=-102(F=-60),6-18=-42, 7-11=-20 Herz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=8, 14-16=-52(F=-60), 16-18=-60(F=-60), 6-18=0, 7-11=-12 Horz: 1-11=8, 1-12=24, 1-16=-20, 6.16=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=0,14-17=-60(F=-60),17-18=-52(F=-60),6-18=8,7-11=-12 Hoe 1-11=-9, 1-12=-24, 1-17=-12, 6-17=-20, 6-7=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-14=-36, 14-18=-96(F=60),6-18=-36,7-11=-20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=96(F=-60), 6-18=-36, 7-11=-20 Horz: 1-11=-4, 1-12=-24, 1-6=0, 6-7=-13 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=3, 14-18=-57(F=60), 6-18=3, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-14=-2,14-18=-62(F=-60), 6-18=-2, 7-11 =-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60),6-18=-36, 7-11=-20 Harz: 1-11=7, 1-12=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert :1-14=-36,14-18=-96(F=-60), 6-18=-36,7-11=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-14=-66, 14-18=-126(F=-60), 6-18=-66, 7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead +0.75 Roof Live.(bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66, 14-18=-126(F=-60), 6-18=-66, 7-11 =-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Intl 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66, 14-18=-126(F=-60), 6-18=-66,7-11=-20 Horz: 1-11=-5, 1-12=12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert. 1-14=-66, 14-18=-126(F=-60), 6-18=-66, 7-11=20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Incre3se=1.60 Uniform Loads (pit) Vert: 1-14=-28, 14-18=-88(F=60), 6-18=28, 7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7==16 �ontinued on page 3 Job (Truss (Truss Tyl 3LDG2 B815 Monopitch Ply LOAD CASE(S) Standard 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=4, 14-18=-56(F=-60), 6-18=4, 7-11=-12 Horz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) fat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=36, 7-11=-20 Concentrated Loads (lb) Vert: 13=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (to) Vert: 15=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-14=-36, 14-18=-96(F=-60),6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 17=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60),6-18=-36,7-11=-20 Concentrated Loads (lb) Vert: 18=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36,7-11=-20 Concentrated Loads (Ib) Vert: 19=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentraed Loads (to) Vert: 6=-2.ri0 30) Sth Moving Load: L.amScr Increase=1.60, Plate Increase=1.60 Vniferm Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concemrated Loads (lb) Vert: 2=-250 31) 9th Moving Load: L umber Increase=1.60, Plate Increase=1.60 Ln.fur.n Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads Ib) Vert: 3=-250 32) 1Jth Moving LoaJ': Lu.abcr Increase=1.60, Plate Increase=1.60 Vrfnrn I oads (pit) Vart: 1-14= 36,'4 18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads rlo) Vert: 4=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 5=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=96(1`=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 20=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36,7-11=-20 Concentrated Loads (lb) Vert: 21=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (to) Vert: 22=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1-60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 7ontmued on page 4 IK lob (Truss Truss Type Qty Ply 3LDG 2 8815 Monopitch 3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 23=-250 38) 161:111 Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-1 8=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 11=-250 39) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36,7-11=-20 Concentrated Loads (lb) Vert: 10=-250 40) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(1`=-60), 6-18=-36,7-11=-20 Concentrated Loads (lb) Vert: 9=-250 41) 19th Moving. Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 8=-250 42) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-1 1=-20 Concentrated Loads (lb) Vert: 7=-250 Job 3LDG 2 Truss Truss Type 8316 Monopitch Ply 12 6x6 = Scale = 1:42 1 3x6 11 8x10 = sx4 = exo - - 11 3x6 = 2-0-0_y 8-8-6 17-1-4 20-7-8 211107-25-9-10 2-0-0 6-8-6 8-4-14 3-6-4 0-5 4-114 Plate Offsets (X,Y}- j4:0-4-0,0-4-81, L5:0-3-0,0-0-7], [8:0-2-8,0-3-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.19 7-8 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.56 8-9 >546 180 BCLL 0.0 * Rep Stress Incr NO WB 0.59 Horz(CT) 0.15 7 n/a. n/a BCDL 10.0 Code IBC2018/TP12014 i Matrix-S Weight 296 lb FT=20% LUMBER- BRACING - TOP Cu047 2x6 OF No.2 G TOP CHORD Sheathed or 5-8-3 on purins, except end verticals. BOT CHORC 2x4 OF Nr..2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing, Except: WEBS 2x4 DF Stuo/5td G *Except* 6-0-0 on bracing: 10-11, W1,W3: 2.:6 OF No.2 G, W2: 2x4 OF No.2 G REACTIONS. (lb/siz,) 11=C584/0-5-8 (min.0-2-3),7=1547/Mechanical Max Herz 11=-2500(LC 23) Max Up;iftl1 .. 340(LC 23) Max Grav 11=-108(LC 25), 7=1919(LC 26) FORCES Ilh) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOF Ci 1-1 1=-405ZX80,1-14=3561/723, 2-14=-3560/726, 2-15=-5656/2812, 15-16=-5653/2819, 3-16=-5649/2821,3-17=-7379/0,17-18=-7369/0,18-19=-7363/0, 4-19=-7361/0, 4-20=-5425/0, 20-21=-5416/0, 5-21=-5414/0, 6-7=-322/38 BOT CHiPD 11-23=-2539r2622, 10-23=-2539/2622, 10-24=0/7393, 9-24=O17393, 9-25=0/6934. 8-25=013934, 8-26=0/3396, 7-26=0/3396 WEBS 3-10=4073/0, 3-9=-42/1015, 4-9=-1736/472, 4-8=-1882/0, 5-8=0/2397, 5-7=-3743/0, 2-10=-2620/2022, 1-10=-937/5064 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0, 131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ri TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DCL=1.60 plate grip DOL=1-60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 9) * This truss has been designed for a live load of 2(l on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) TwoRT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 11. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 7ontinued on page 2 lob Truss (Truss Type 3LDG 2 BB16 Monopitch Qty IPly NOTES- _ _ I , ___ , 14) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8. 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23,. 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45,46 I;as/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ideals) 2500 Ib down and 2500 lb up and 2500 lb left and 2500 lb right at 2-0-0 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-16=-76, 16-21=-136(F=-60), 6-21=-76, 7-1 1=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-16=-66, 16-21=-126(F=-60), 6-21=-66,7-11=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(1`=-60), 6-21=-36,7-11=-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=l.6Q Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=19, 16-21=-41(F=-60), 6-21=19, 7-11=-12 Horz: 1-11=9, 1-12=41, 1-6=-31, 6-7=16 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=19, 16-21=-41(F=-60), 6-21=19, 7-11=12 Horz: 1-11=-16, 1-12=-26, 1-6=31, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-16=-42, 16-21=-102(F=-60), 6-21=-42,7-11=-20 Horz: 1-11=-11, 1-12=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=42, 16-21=-102(F=-60), 6-21=-42, 7-11=20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Ii Vert: 1-16=8, 16-18=-52(F=60), 18-21=-60(F=-60), 6-21=0, 7-11=-12 Horz: 1-11=8; 1-12=24, 1-18=-20, 6.18=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-16=0, 16-19=-60(F=-60), 19-21=-52(F=60), 6.21=8, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-19=-12, 6-19=-20, 6-7=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Horz: 1-11=-4, 1-12=-24, 1-6=0, 6-7=-13 12) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase= 1. 60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=3, 16-21=-57(F=-60), 6-21=3,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-2, 16-21=-62(F=-60), 6-21=2, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=l.6Q Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(1`=-60), 6-21=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-66, 16-21=-126(F=-60),6-21=-66.7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert1-16=-66 1621=-126(F=-60), 6-21-66,7-11=-20 Horz: 1-11= 3 1 12=-18, 1 6 0, 6-7=10 19) Dead -0.75 Roof Live (bat.)+ 0.75(0 6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Jontinued on page 3 N . / lob ITuss (Truss Type Qty fPly 3LDG2 iBB16 Monopitch 1 2 LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-16=-66, 16-21=-126(F=-60), 6-21=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-66,16-21=-126(F=-60), 6-21=-66,7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-28, 16-21=-88(F=-60), 6-21=-28, 7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=4, 16-21=-56(F=-60), 6-21=4, 7-11=-12 Harz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-16= 76(F), 16-21=-136(F), 6-21=76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert:1-16=-76(F), 16-21=-136(F), 6-21=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-16=46(F), 16-21=-136(F), 6-21=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 26). EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-16=-76(F), 16-21=-136(F), 6-21=-76(F),7-11=-20(F) Concentrated Loads (!b; Vert: 2=-2b00(F) Herz 2=2500(F) 27) 1 rt MovinC Load: �k-umber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) `/art: 1=-250 28) 2nd idovir,g Load: Lambe. Increase=1.60, Plate Increase=l.60 Uniform Loads (pin Jart: 1-16=-36, 16 21=-96(F=-60), 6-21 =-36, 7-11 =-20 Cc i,cn' rated Loads tlb) Vert: 14=-25C 29) 2A ."sovirg Load: I umber Increase=1.60, Plate Increase=1.60 Uniform Loads (p��) Vert: 1-16=-36, 16-21=-96(F=-60),6-21=-36,7-11=-20 Gnncentrated Loads (lb) Vert: 15=-290 30) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 17=-250 31) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-1 1=-20 Concentrated Loads (lb) Vert: 20=-250 32) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36,16-21=-96(F=-60), 6-21 =-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 22=-250 33) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=36, 7-11=-20 Concentrated Loads (Ib) Vert: 6=-250 34) 8th Moving Load: Lumber Increase=1.60, Platelncrease=1.60 Uniform Loads (plf) Vert:1-16=-36,16-21=-96(F=-60),5-21=-36,7-11=-20 -ontinued on page 4 �2 'Exp. 6130/23� \�c No. 1,53821 lob Truss Truss Type Oty -Ply 3LDG2 8616 Monopitch 1 LOAD CASE(S) Standard Concentrated Loads (to) Vert: 2=-250 35) 9th Moving Load: Lumber Inerease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Leads (lb) Vert: 3=-250 36) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 4=-250 37) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 Concentrated Loads (Ib) Vert: 5=-250 38) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 23=-250 39) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 24=-250 40) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=36, 16-21=96(1`=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 25=-250 41) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-g6(F= 60), 6-21 =-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 26=-250 42) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 Concentrated Loads (Ib) Vert: 11=-250 43) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=36, 7-11=-20 Concentrated Loads (Ib) Vert: 10=-250 44) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 9=-250 45) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=96(1`=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 8=-250 46) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-16=-36, 16-21=-96(F=-60), 6-21 =-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 7=-250 i \ No C-71KI q �i lob -Truss Truss Type �Oty Fly 3LOG2 B317 MonoPitch ,' _ -- 2021 nail— - Run 9.420 s cAzC2S21 Print 8 420 s � HNF4g uml7Pmuslries, Inc. Fit ITv 130619 0H0Gz Kg -- 1OfNCM1jgWi6ucAzC26i5cg9D3yWTfih-FjHNF4g4um17Pm3U zlTu39w5hH5RopyQblNHDGzytig x-0-o 7-1-13 14-0-2 25-9-10 3-0-0 5-1-13 11-9-9 _ Scale = 1:42 4x6 - 12 0.25' 12 3x10 = 2x4 8x8 = 4x4 = 11 3x4 = .,, 9n 21 5 22 6 2.4 11 4xl2 = oz•. — _... 3x6 — 2-0-0 6-8-6 8-414 3-64 0-2-15 4-114 Plate Offsets (X,Y)-- [4:0-4-0,0-4-13Lj5 0 5 0,0-0-8 0 3-0,0-3i-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell! Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.37 Vert(LL) -0.19 7-8 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.56 8-9 >545 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) 0.11 7 We rue BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 296 to FT=20% LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORC 2x4 OF Ne.2 G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 OF 5tuuidtd G *Except* 6-0-0 oc bracing: 10-11- Wi,W3: 2:6 OF No.2 G REACTIORS. (Iblsizo) ll='584/0-5-8 (min.0-1-8), 7=1547/Mechanical Max Hor 11= 37(LC 29) Max Up!iftl 1- 13(LC 27) FORL23. 'Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-1608/122, 1-14=-1511/341, 2-14=-1431/63, 2-15=-1436/292, 15-16=-1823/422, 3-16= 1936'C52, 3-17=-4469/0, 17-18=-4459/0, 18-19=-4452/0, 4-19=-4452/0, 4-20=-40'r5/b, 20-21=-4065/0, 5-21=-4064/0, 5-22=-888/827, 6-22=419/355, 6-7=-322/41 BOT CI;ORG 11-23=343/341, 10-23= 497/495, 10-24=014185, 9-24=0/4172, 9-25=0/5040, 8-25=0/5040, 8-26=u/2730. 7-26=-251 /2666 WEBS 3-10=3394/221, 3-9=-275/921, 4-9=-1528/795, 4-8=1518/306, 5-8=127/2002, 5-7=-2931/279, 2-10=-347/174, 1-10=-245/2046 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0A 31"x2.5") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 6 0 taller 2-0-0 wide will Pt between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 9 11) Refer to girder(s) for truss to truss connections. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at lt(s) 11. This connection is for uplift only ��. y �� �J q �' F\ and does not consider lateral forces. 13) One RT3A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. w I, ExU. 6/ 3C/ G 3� j continued on page 2 2 No C5382'�� �\ V q/ C � �F CALIF lob 'Truss Truss Type 3LDG2 IBB17 Mahopitch City IPly NOTES- 15) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 , 47, 48, 49, 50, 51, 52, 53, 541 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-9-10 for 174.4 plf. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-16=-76, 16-21=-136(F=-60), 6-21 =-76, 7-11 =-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-1 6=-66, 16-21=-126(F=-60), 6-21 =-66, 7-11 =-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21 =-36, 7-11 =-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pH) Vert: 1-16=19, 16-21=-41(F=-60), 6-21=19,7-11=-12 Horz: 1-11=9, 1-12=41, 1-6=-31, 6-7=16 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=19, 16-21=41(F=-60), 6-21=19,7-11=-12 Horz: 1-11=16, 1-12=-26, 1-6=-31, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-42, 16-21=-102(F=60), 6-21=42, 7-11=-20 Horz: 1-11=-11,. 1-12=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIf) Vert: 1-16=-42, 16-21=-102(F=-60), 6-21=42, 7-11=-20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=8, 16-18=52(1`=-60), 18-21=-60(F=-60), 6-21=0, 7-11=-12 Harz: 1-11=8, 1-12=24, 1-18=-20, 6-18=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-16=0, 16-19=-60(F=-60), 19-21=-52(F=60), 6-21=8, 7-11=-12 Horz: 1-11=-9, 1-12=-24,1-19=-12, 6-19=-20,6-7=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert:1-16=-36,16-21=96(F=-60), 6-21=-36,7-11=-20 Horz: 1-11=4 1-12=24, 1-6=0, 6-7=-13 12) Dead +0.6 MWFRS Wind (Pas. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=3, 16-21=57(F=-60), 6-21=3, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=2, 16-21=-62(F=-60), 6-21=-2, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 6=-36,16-21 =-96(F=-60), 6-21=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-16=-36,16-21=-96(F=-60),6-21=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0-90 Uniform Loads (plo Vert:1-16=-36,16-21=-96(F=-60),6-21=-36,7-11=-20 17) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16= 66,16-21=-126(F=-60),6-21=-66,7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-66,16-21=-126(F=-60), 6-21=-66,7-11=-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 -ontinued on page 3 Job Truss Truss Type Qty Ply 3LDG2 iBB17 vlonopitch 1 Uniform Loads (pit) Vert: 1-16=-66, 16-21=-126(F=-60), 6-21=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-66, 16-21=-126(F=-60), 6-21=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-28,16-21=-88(F=-60), 6-21=-28,7-11=-12 Harz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=4, 16-21=-56(F=-60), 6-21=4, 7-11=-12 Harz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber I ncrease= 1. 33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-16=22, 16-21=-38(F=-60), 6-21=22, 7-11=-12 Horz: 1-11=16, 1-12=-26, 1-14=8341, 14-17=8341, 17-18=8341, 18-19=8341, 4-19=8341, 4-20=8341, 20-21=834 Drag: 7-11=-174 Plate Increase=1.33 5-21=8341, 5-22=8341, 6-22=8341, 6-7=-9 Vert: 1-i6=15, 16-21=-45(F=-60), 6-21=15,7-11=-12 Harz: 1-11=-16, 1-12=-26,1-14=-8402, 14-17=-8402, 17-18=-8402, 18-19=-8402,4-19=-8402, 4-20=-8402, 20-21=-8402, 5-21=-8402, 5-22=-8402, 6-22=-8402, 6-7=-9 Drag: 7-11=174 --2 Dead-ro-6-C-C-Wmd{Neg-hitermo-ease-2+Drag-LC#ILeft`Lumbertrrcrease=F33,PFdte increase=1:33 Vert: 1-1 6=-38, 16-21=-98(F=-60), 6-21=-38, 7-11=-20 Drag: 7-11=-174 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Vert: 1-16=46,16-21=-106(F=-60), 6-21=-46,7-11=-20 Horz: 1-11=15, 1-12=-26, 1-14=-8365, 14-17=-8365, 17-18=-8365, 18-19=-8365, 4-19=-8365, 4-20=-8365, 20-21=-8365, 5-21=-8365, 5-22=-8365, 6-22=-8365, 6-7=11 Drag: 7-11=174 27) Dead +0.6 MWFRS Wind (Pos. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 I Iniform loads off) Vart: 1-1C=12, 15-18=48(F=-60), 18-21=-56(F=-60), 6-21=4, 7-11=-12 Horz: 1-1 1=8, 1-12=24, 1-14=8351, 14-17=8351, 17-18=8351, 18-19=8359, 4-19=8359, 4-20=8359, 20-21=8359, 5-21=8359, 5-22=8359, 6-22=8359, 6-7=9 Drag: 7-11=-174 28) Bead + 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf; Vert: 1-1b=56-,8=-55(F=-60), 18-21=-63(F=-60), 6-21=-3,7-11=-12 Horz: 1-11 =8, 1-12=24, 1-14=-8391, 14-17=-8391, 17-18=-8391, 18-19=-8383, 4-19=-8383, 4-20=-8383, 20-21=-8383, 5-21=-8383, 5-22=-8383, 6-22=-8383, 6-7=9 _ ___Drag 7-11=174 29) Dead +C.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-16=4,16-19=-56(F=-60), 19-21=-48(F=-60), 6-21=12,7-11=-12 Horz: 1-11=-9 r2=-24, 1-14=8359, 14-17=8359, 17-18=8359, 18-19=8359, 4-19=8351, 4-20=8351, 20-21=8351, 5-21=8351, 5-22=8351, 3-22^8351, 6-7=-8 11rag: 7-11=-174 30) Da:.r: 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-16=-3, 16-19=-63(F=-60), 19-21=-55(F=-60), 6-21 =5, 7-11 =-12 Horz: 1-11=-9, 1-12=-24, 1-14=8383, 14-17=-8383, 17-18=-8383, 18-19=-8383, 4-19=-8391, 4-20=8391, 20-21= 8391, 5-21=-8391, 5-22=-8391, 6-22=-8391, 6-7=-8 Drag: 7-11=174 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-16=-33, 16-21=-93(F=-60), 6-21 =-33, 7-11 =-20 Horz: 1-11=13, 1-12=24, 1-14=8372, 14-17=8372, 17-18=8372, 18-19=8372, 4-19=8372, 4-20=8372, 20-21=8372, 5-21=8372, 5-22=8372, 6-22=8372, 6-7=4 Drag: 7-11=-174 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-16=-40, 16-21=100(F=-60), 6-21=-40, 7-11=-20 Herz :1-11=13,1-12=24,1-14=-8371,14-17=-8371, 17-18=-8371, 18-19=-8371, 4-19=-8371, 4-20=-8371, 20-21=-8371, 5-21=-8371, 5-22=8371, 6-22=-8371, 6-7=4 Drag: 7-11=174 33) Dead +.0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#i Left: Lumber Increase=1.33, Plate Increase=1.33 ES�/Q�/ -ontinued on page 4 Job Tmss 3LDG2 BS17 LOAD GASES) Standard Uniform Loads (plf) Vert: 1-16=-33, 16-21=-93(F=-60), 6-21=33, 7-11=-20 Horz: 1-11=-4, 1-12=-24, 1-14=8372, 14-17=8372, 17-18=8372, 18-19=8372, 4-19=8372 4-20=8372, 20-21=8372, 5-21=8372, 5-22=8372, 6-22=8372, 6-7=-13 Drag: 7-11=-174 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-16=40, 16-21=-100(F=-60), 6-21=40, 7-11=-20 Horz: 1-11=4 1-12=-24, 1-14=-8371, 14-17=-8371, 17-18=8371, 18-19=-8371, 4-19=-8371, 4-20=-8371, 20-21=-8371, 5-21=-8371, 5-22=8371, 6-22=8371, 6-7=-13 Drag: 7-11=174 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-16=7, 16-21=-53(F=-60), 6-21=7,7-11=-12 Horz: 1-11=-12,1-12=-16,1-14=8356,14-17=8356,17-18=8356, 18-19=8356, 4-19=8356, 4-20=8356,20-21=8356, 5-21=8356, 5-22=8356, 6-22=8356, 6-7=12 Drag: 7-11=-174 36) Dead +0.6 MWFRS Wind (Pos. Internal) fat Parallel + Drag LC#i Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-16=-0, 16-21=-60(F>60), 6-21=-0, 7-11=-12 Harz: 1-11=-12, 1-12=-16,1-14=-8387,14-17=-8387, 17-18=-8387,18-19=-8387, 4-19=-8387, 4-20=-8387, 20-21=8387, 5-21=-8387, 5-22=-8387, 6-22=-8387, 6-7=12 Drag: 7-11=174 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-16=1, 16-21=-59(F=-60), 6-21=1, 7-11 =-1 2 Horz: 1-11=-12, 1-12=-16, 1-14=8361, 14-17=8361, 17-18=8361, 18-19=8361, 4-19=8361, 4-20=8361, 20-21=8361, 5-21=8361, 5-22=8361, 6-22=8361, 6-7=12 Drag: 7-11=-174 38) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag 1_C#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-16=-6, 16-21=-66(F=-60), 6-21=-6, 7-11=-12 Horz: 1-11=-12, 1-12=-16,1-14=-8381,14-17=-8381, 17-1 8=-8381, 18-19=-8381, 4-19=-8381, 4-20=-8381, 20-21=-8381. 5-21=-8381, 5-22=-8381, 6-22=-8381, 6-7=12 Drag: 7-11=174 39) Dead + 0.6 MWFRS Wind (Neg. Internal) list Parallel + Drag 1_C#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert :1-16=-33,16-21=-93(F=-60), 6-21 =-33, 7-11 =-20 Horz: 1-11=-7, 1-12=-16, 1-14=8372, 14-17=8372, 17-18=8372, 18-19=8372, 4-19=8372, 4-20=8372, 20-21=8372, 5-21=8372, 5-22=8372, 6-22=8372, 6-7=7 Drag: 7-11=-174 ; 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 .- Uniform Loads (plf) - Vert: 1-16=-40, 16-21=-100(F=-60), 6-21=40, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-14=-8371, 14-17=-8371, 17-18=-8371, 18-19=-8371, 4-19=-8371, 4-20=-8371, 20-21=-8371, 5-21=-8371, 5-22=-8371, 6-22=-83'1,6 7=7 Drag: 7-11=174 41) Dead + 0.6 MWFRS Wind (Neg. Intemal) 2nd Parallel + Drag 1_C#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1 6=-33, 16-21 =-93(F=-60), 6-21 =-33, 7-11 =-20 Horz: 1-11=-7, 1-12=-16, 1-14=8372, 14-17=8372, 17-18=8372, 18-19=8372, 4-19=8372. 4-20=8372, 20-21=8372, 5-21=8372, 5-22=837L, 6-22=8372, 6-7=7 Drag: 7-11=-174 42) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate I n crease= 133 - - Uniform Loads (plf) Vert: 1-16=40, 16-21=-100(F=-60), 6-21=40, 7-11=-20 Horz: 1-11=-7,1-12=-16.1-14=-8371,14-17=-8371,17-18=-8371.18-19=-8371,4-19=-8371, 4-20=-8371, 20-21=-8371, 5-21=-8371,5-22=-8371, 6-22=-8371, 6-7=7 Drag: 7-11=174 - - --- 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-16=-32, 16-21=-92(F=-60), 6-21 =-32, 7-11 =-20 Horz: 1-14=8371, 14-17=8371, 17-18=8371. 18-19=8371. 4-19=8371, 4-20=8371, 20-21=8371, 5-21=8371, 5-22=8371, 6-22=8371 Drag: 7-11=-174 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-16= 40, 16-21=100(F=60), 6-21=40, 7-11=20 Horz: 1-14=-8371,14-17=-8371,17-18=-8371,18-19=8371,4-19=-8371,4-20=-8371,20-21=-8371, 5-21=-8371, 5-22=-8371, 6-22=-8371 Drag: 7-11=174 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-16=-18,16-21=-54(F=-36),6-21=-18,7-11=-12 Ho¢:1-14=8371,14-17=8371,17-18=8371,18-19=8371,4-19=8371,4-20=8371,20-21=8371.,5-21=8371.5-22=8371, 6-22=8371 Drag: 7-11=-174 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 �1 continued on page 5 lob Truss Truss Type Cry 3LDG2 IB1] IMonopitch 1 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-16=-25, 16-21=-61(F=-36), 6-21=-25, 7-11=-12 Honz 1-14=-8371, 14-17=-8371, 17-18=-8371, 18-19=-8371, 4-19=-8371, 4-20=-8371, 20-21=-8371, 5-21=-8371, 5-22=-8371, 6-22=-8371 Drag: 7-11=174 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 Concentrated Loads (to) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 14=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (to) Vert: 15=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=36, 7-11=-20 Concentrated Loads (lb) Vert: 17=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (to) Vert: 20=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 22=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf). _ Vert: 1-iF=-36, 1F-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads ilu't Vert: 6=?50 54) bth Moving Load. Ldmbe, Increase=1.60, Plate Increase=1.60 Ur form. Loads (plf) hart: 1-16-b6, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (Ib` Vert: 2=-�50 55) 3th Mving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf, - Vert: 1-16=-16, 19-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 3=-250 56) 10th Moving Load. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf` dart: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=20 Cm,ca.itrated Lc3ds ('b) Vert. 4=2u6 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 5=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 23=-250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-.20 Concentrated Loads (lb) Vert. 24=-250 60) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert 1-16=-36, 16-21=-96(F=-60), 6-21 =-36, 7-11 =-20 r Concentrated Loads (lb)Vert:25=-250 61) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60Uniform Loads (plf)Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36,7-11=-20 7ontinued on page 6 lob Truss Truss Type Qry Ply 3LGG 2 ,17 Monopitch 1 q LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 26=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 11=-250 63) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 10=-250 64) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-16=36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 9=-250 65) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-16=-36, 16-21=-96(F=-60), 6-21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 8=-250 66) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-16=-36, 16-21=-96(F=-60), 6.21=-36, 7-11=-20 Concentrated Loads (lb) Vert: 7=-250 lob (Truss Truss Type Qty Ply 3LeG2 131318 l Monopitch 1 5-54 10-7-0 15-8-12 21-2-0 5-54 5-1-12 5-1-12 5-5-4 4x6 - Scale =1.36 6x86x6- 7-1-13 14-0-3 21-2-0 - 7 1 13 6-10-5 7-1-13 Plate Offsets (X,Y)- [1:0 3 1 Edge], j3:0-440-3-0], [5:0-0-8,0-1-8] [7 0 2-12,Edgej LOADING(psf) SPACING. 2-0-0 I CST. II DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.21 6-7 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0,99 Vert(CT) -0.61 7-8 >407 180 BCLL OD ' Rep Stress [nor NO WB 0.94 Horz(CT) 0.13 6 ri n/a BCDL 10.0 Code ISC201 B/TP12014 Mal Weight 1041h FT=20 LUMBER- BRACING- TOF CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 2-9-12 oc pudins, except end verticals. BOl CHUHI 1 2x4 D.' No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. B7: 214 DF No.1 &Btr G WEBS 1 Row at midpt 2-9, 4-6 WERS 2x4 DF Stud/Std G `Except' MiTek recommends that Stabilizers and required cross bracing W1: 2x6 OF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONbi. (lb/size) 9=127211-1-3 (min.0-2-0),6=1414/Mechanical Max Hcrz9-134(LC 30) Max Unliftd=-u04(LC 27), 6=-305(LC 30) Max Grav9=1794(LC 34), 6=1775(LC 31) FORCCS. (1) -Max. Com}'Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-335i69- 1-11=-947/950, 2-11=-2123/2099, 2-12=-3155/0, 12-13=-2934/0, 13-14=-2934/0, 3-14=-3132/409, 3-15=-3793/843, 15-16=-2951/0, 4-16=-2951/0, 4-17=-2006i1933,5-17=-979/916, 5-6=-363/27 BOT CHORD 9-18=--'649/1093, B-18=-629/2724, 8-19=-855/4215, 7-19=-127/3488, 7-20=0/2860, 6-20=-801/3637 WEBS 2-9=-4354/1776, 2-8=-776/1652,3-8=-2111/1267,3-7=-1921/1392, 4-7=-832/1474, 4-6=-3909/1148 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 10) Load cases) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35.. - 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 12) This truss has been designed for a total drag load of 7800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag (pads alon bot]2pm chord from 0-0-0 to 21-2-0 for 368.5 plf. 3onimued on p9age ' � � 1 lob Trus 3LDG 2 B818 NOTES- 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). Tmss Type Monopitch LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-12=-76, 12-17=-136(F=-60), 5-17=-76, 6-9=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-66, 12-17=-126(F=-60), 5-17=-66,6-9=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=36, 6-9=40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=21, 12-17=-39(F=-60), 5-17=21, 6-9=-12 Horz: 1-9=10, 1-10=44, 1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=21, 12-17=-39(F=-60), 5-17=21,6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-5=-33, 5-6=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=42, 12-17=-102(F=-60), 5-17=42, 6-9=-20 Horz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=42, 12-17=-102(F=-60), 5-17=42, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead + 0.6 MWFRS Wind (Pos: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=8, 12-15=-52(F=-60),15-17=-60(F=-60),5-17=0, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-15=-20,5-15=-12, 5-6=9 9) Dead + 0.6 MWFRS Wind (Pos. Internai) Right: Lumber I ncrease=1 .60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=0,12-14=-60(1`=-60), 14-17=-52(F=-60), 5-17=8, 6-9=-1 2 Horz: 1-9=-9, 1-10=24, 1-14=-12, 5-14=-20, 5-6=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Harz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase= 1. 60 Uniform Loads (pit) Vert: 1-12=3, 12-17=-57(F=-60), 5-17=3,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-15, 5-6=12 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads {pit) Vert: 1-12=-2, 12-17=-62(F=60), 5-17=-2, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-10, 5-6=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-36, 12-17=-96(F=60), 5-17=-36,6-9=-20 Horz: 1-9=-7, 1-10=16, 1-5=0, 5-6=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 2=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. meta1=0.90 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 61 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=-66, 12-17=-126(F=-60), 5-17=-66. 6-9=-20 Harz: 1-9=10, 1-10-18, 1-5=0, 5-6=3 18) Dead + 0.75 Roof Live (bai.) + 0.75(0.6. MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-17=-126(F=-60),5-17=-66,6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead +0,75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-.17=-126(F=-60), 5-17=-66,6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 20) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber I ncrease= 1 .60, Plate I ncrease= 1. 60 7ontinued on page 3 Job (Truss (Truss Type Qty Ply 3LDG2 BBiB Monopitch I LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-12=-66, 12-17=-126(F=60), 5-17=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-28, 12-17=-88(F=-60), 517=-28,6-9=-12 Horz: 1-9=-16, 1-10=33, 1-5=16,5-6=-16 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=4,12-17=-56(F=-60), 5-17=4,6-9=-12 Horz: 1-9=16, 1-10=33, 1-5=-16, 5-6=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=29, 12-17=-31(F=-60), 5-17=29, 6-9=-12 Harz: 1-9=-17, 1-10=-27, 1-11=17655, 11-12=17655, 12-13=17655, 13-14=17655. 3-14=17655, 3-15=17655, 15-16=17655. 16-17=17655, 5-17=17655, 5-6=-10. Drag: 6-9=-369 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=14, 12-17=-46(F= 60), 5-17=14, 6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-11=-17722, 11-12=-17722, 12-13=-17722, 13-14=-17722, 3-14=-17722, 3-15=-17722, 15-16=-17722, 16-17=-17722, 5-17=-17722, 5-6=-10 Drag: 6-9=369 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-34, 12-17=-94(F=-60), 5-17=-34,6-9=-20 Horz: 1-9=15, 1-10=-27, 1-11=17694, 11-12=17694, 12-13=17695, 13-14=17694, 3-14=17694, 3-15=17694, 15-16=17694, 16-17=17694, 5-17=17695, 5-6=11 Drag: 6-9=-369 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-50, 12-17=110(F=-60), 5-17=50, 6-9=-20 Harz: 1-9=15, 1-10=-27, 1-11=-17683, 11-12=-17682, 12-13=-17683, 13-14=-17682, 3-14=-17683, 3-15=-17683, 15-16=-17682, 16-17=-17682, 5-17=-17683, 5-6=11 Drag: 6-9=369 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=16, 12-15=-44(F=-60), 15-17=-52(F=-60), 5-17=8, 6-9=12 Horz: 1-9=8, 1-10=24, 1-11=17668, 11-12=17668, 12-13=17668, 13-14=17668, 3-14=17668, 3-15=17668, 15-16=17676, 16-17=17676, 5-17=17676, 5-6=9 Drag: 6-9=-369 28) Dead +0.6 MWFRS Whirl (Pos. Internal) Left +Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pr Vert: 1-12=0, 12-15=-60(F=-60),15-17=-68(F=-60), 5-17=-8, 6-9=-12 I lorz: 1 C=8, 1-10=24, 1-11=-17709, 11-12=-17709, 12-13=-17709, 13-14=-17709, 3-14=-17709, 3-15=-17709, 15-16=-17701, 16-17=-17701, 5-17=-17701, 5-6=9 Drag: 6-9=366 29) Deed + C.6 MWFRS Wind (Pas. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plfl Vert: 1-12=8, 12-14=-52(F=-60), 14-17=-44(F=-60), 5-17=16, 6-9=12 Horz: 1-9= S, 1-10=-24, 1-11=17676, 11-12=17676, 12-13=17676, 13-14=17676, 3-14=17668, 3-15=17668, 15-16=17668, 16-17=17668, 5-17=17668, 5-6=-8 Drag: 6-9=-369 30) Qeac . n.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Loads (plf) Vert: 1-12=-d, 12-14=-68(F=-60),14-17=-60(F=-60), 5-17=0, 6-9=-12 iorz: 1-9= 9,1 10=-24, 1-11=-17701, 1 t-12=-17701, 12-13=-17701, 13-14=-17701, 3-14=-17709, 3-15=-17709, 15-16=-17709, 16-17=-i77%, 5-17=-17709,5-6=-8 Drag: 6-9=369 31) Dead +.0.6 MWFh S Wmd (Neg. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pl1) Vert: 1-12=-29, 12-17=-89(F=-60), 5-17=-29, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-11=17689, 11-12=17689, 12-13=17689, 13-14=17689, 3-14=17689, 3-15=17689, 15-16=17689, 16-17=17689, 5-17=17689, 5-6=4 Drag: 6-9=-369 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=44,12-17=-104(F=-60), 5-17=-44,6-9=-20 Horz: 1-9=13, 1-10=24, 1-11=-17688, 11-12=-17688, 12-13=-17688, 13-14=-17688, 3-14=-17688, 3-15=-17688, 15-16=-17688, 16-17=-17688, 5-17=-17688, 5-6=4 Dreg: 6-9=369 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=-29,12-17=-89(F=-60),5-17=-29,6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-11=17689, 11-12=17689, 12-13=17689, 13-14=17689, 3-14=17689, 3-15=17689, 15-16=17689, 16-17=17689,5-17=17689,5-6=-13 Drag: 6-9=-369 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1,33 lontinued on page 4 \ �r L Exp. 6/' 30/ 23 NO 53821 % ,� r lob (Truss �TrussType �Oty Ply 3LOG2 881E Monopitch 1 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-12=-44,12-17=-104(F=-60), 5-17=44, 6-9=-20 Horz:1-9=-4,1-10=-24,1-11=-17688,11-12=-17688,12-13=-17688,13-14=-17688,3-14=-17688,3-15=-17688,15-16=-17688,16-17=-17688, 5-17=-17688, 5-6=-13 Drag: 6-9=369 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert :1-12=11,12-17=-49(F=-60), 5-17=11,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-1 1=17673,11-12=17673, 12-13=17673, 13-14=17673, 3-14=17673, 3-15=17673, 15-16=17673, 16-17=17673, 5-17=17673, 5-6=12 Drag: 6-9=-369 36) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=-4, 12-17=-64(F=-60), 5-17=-4, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-11=-17704, 11-12=-17704, 12-13=-17704, 13-14=-17704, 3-14=-17704, 3-15=-17704, 15-16=-17704, 16-17=-17704, 5-17=-17704, 5-6=12 Drag: 6-9=369 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=5,12-17=-55(F=-60),5-17=5,6-9=-12 Horz: 1-9=12, 1-10=-16, 1-11=17679, 11-12=17679, 12-13=17679, 13-14=17679, 3-14=17679, 3-15=17679, 15-16=17679, 16-17=17679, 5-17=17679, 5-6=12 Drag: 6-9=-369 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1.12=-10, 12-17=-70(F=-60),5-17=-10, 6-9=-12 Harz: 1-9=-12, 1-10=-16, 1-11=-17698, 11-12=-17698, 12-13=17698, 13-14=-17698, 3-14=-17698, 3-15=-17698, 15-16=-17698, 16-17=-17698, 5-17=-17698, 5-6=12 Drag: 6-9=369 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-29, 12-17=-89(F=-60), 5-17=-29, 6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-11=17689, 11-12=17689, 12-13=17689, 13-14=17689, 3-14=17689, 3-15=17689, 15-16=17689, 16-17=17689, 5-17=17689, 5-6=7 Drag: 6-9=-369 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-44, 12-17=-104(F=-60), 5-17=-44,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=-17688, 11-12=-17688, 12-13=-17688, 13-14=-17688, 3-14=-17688, 3-15=-17688, 15-16=-17688, 16-17=-17688, 5-17=17688, 5-6=7 Drag: 6-9=369 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1 2=-29, 12-17=-89(F=-60), 5-17=-29, 6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-11=17689, 11-12=17689, 12-13=17689, 13-14=17689, 3-14=17689, 3-15=17689, 15-16=17689, 16-17=17689, 5-:7=17689, 5-6=7 Drag: 6-9=-369 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=44, 12-17=-104(F=-60), 5-17=A4, 5-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=17688, 11-12=-17688, 12-13=-17688, 13-14=-17688, 3-14=-17688, 3-15=-17688, 15-16=-17688, 16-17=-17688,.:5-17=-176E+1, 5-4=7 Drag: 6-9=369 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - - Vert: 1-12=-28, 12-17=-88(F=-60),5-17=-28, 6-9=-20 Horz: 1-11=17688, 11-12=17688, 12-13=17689, 13-14=17688, 3-14=17688, 3-15=17688, 15-16=17688, 16-17=17688, 5-17=17689 -- Drag:6-9=-369 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-44,12-17=-104(F=-60), 5-17=-44,6-9=20 - Horz: 1-11=-17688, 11-12=-17688, 12-13=-17689, 13-14=17688, 3-14=-17688, 3-15=-17688, 15-16=-17688, 16-1 7=-1 7688, 5-17=-17689 - - Drag:6-9=369 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-14, 12-17=-50(F=-36),5-17=-14,6-9=-12 Horz:1-11=17688,11-12=17688,12-13=17689,13-14=17688,3-14=17688,3-15=17688,15-16=17688, 16-17=17688, 5-17=17689 Drag: 6-9=-369 46) 0.6 Dead -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-12=-29, 12-17=65(F=-36), 5-17=-29, 6-9=-12 Horz:1-11=-17688,11-12=-17688,12-13=-17689,13-14=-17688,3-14=-17688,3-15=-17688,15-16=-17688, 16-17=-17688, 5-17=-17689 Drag: 6-9=369 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17--96(F=-60),5-17= 36, 6-9=-20 Concentrated Loads (Ib) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 -� c Uniform Loads(plf) Vert: 1-12=-36, 12-17=96(F=60), 5-17=-36, 6-9=20 .. Concentrated Loads Loads (lb) ; Vert: 11=-250 J 7ontinued on page 5 _ - Job (Truss (Truss Type City IPIy 3LGG 2 aBiB Monopitch i LOAD CASE(S) Standard 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Join Vert: 1-12=-36, 12-17=-96(1`=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 13=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Concentrated Loads (Ib) Vert: 16=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=36, 6-9=-20 Concentrated Loads (lb) Vert: 17=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (It) Vert: 5=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36,6-9=-20 Concentrated Loads (Ib) Vert: 2=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=96(1`=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 3=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 4=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12 -33, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (IN ✓ert: 18=-250 57) 11th Moving Load: unnher Increase=1.60, Plate Increase=1.60 Uniform Loads (pl.) alert: 1-12=.36, 12-17=-96(F=-60), 5-17=-36, 6-9=20 Conce,ltrated Loads (Ib) Vert: 19=-250 58) 121.1 Moving Loa6: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-42=-33, 12-17=-96(F=-60), 5-17=36, 6-9=-20 Conrentrated Loads (Ib) Vert: 20=-2L0 59) 13th Moving Load: Lumher Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) `/ert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concenrated Loads fib) Vert: 9=-250 60) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 8=-250 61) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads do) Vert: 7=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-17=-96(F=-60), 5-17=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 6=-250 Y FXH r/ l'. n 1r No. C5-1k1 1 Job Truss Truss Type Ory Ply 3LOG 2 BB19 Monopitch 1 1 1-4-0 5-5`1 10-7-0 15-8-12 41�- -0 4.14 5-1-t2 5-1-12 4.6 = Scale = 1:33 _... _.._ 4x6 = 1-4-0 5-9-13 1&10-5 7-1-13 Plate Offsets (X,V)- j1:0 3-1,Edge1,_I3:0-4-0,0-3-0], j5:0-0-8,0-1-81[7 0_2_12,Edge],. [13:0-2-8,0-1-0] - LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -021 6-7 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL L25 BC 0.99 Vert(CT) -0.61 7-8 >407 180 BCLL 0.0 " Rep Stress Incr NO WB 0.65 Horz(CT) 0.13 6 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 106 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 2-9-12 oc pur ins, except end BOT CHORD 2x4 OF No.2 G *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmcingg B7: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 2-9, 4-6 WEBS 2x4 OF Stud/Std G *Except' MiTek recommends that Stabilizers and requirad loss bring Wt: 2x6 OF Not G be installed during truss erection, in accordance with Stahili-er Installation guide. REACTIONS. (lb/size) 9=1272/0-5-7 (min. 0-1-8), 6=1414/Mechanical Max Horz 9=134(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 1-9=-335/59,1-14=-307/202, 2-14=-306/203, 2-15=-2939/0, 15-16=-2934/0,16-17=-2934/0, 3-17=-2932/0,3-18=-2958/0,18-19=2951/0, 4-19=-2951/0, 5-6=-363/23 BOT CHORD 9-21=0/2543, 8-21 =012543, 8-22=0/3473, 7-22=0/3473, 7-23=0/2599, 6-23=0/2599 WEBS 2-9=-2661/0, 2-8=0/722, 3-8=-706/0, 3-7=-658/0, 4-7=0/678, 4-6=-2781/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp - .. . B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37. 38 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (i Vert: 1-15=-76 15-20=-136(F 60), 5-20= 76 6-9=20 �) S II\ 2) Dead + 0.75 Roof Live (balanced): Lumber Increase 125, Plate Increase=125 Uniform Loads (plf) Vert. 1-15=-66 15-20=-126(F- 60), 5-20= 66 6-9=-20 -_ - continued on page 2 - job Truss (Truss Type Qty SLnG 2 BB19 Monopirch 1 LOAD CASE(S) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-40 4) Dead +0.6 C-C Wind (Pos. Intemal) Case 1: Lumber Increase=.1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1 -1 5=21, 15-20=-39(F=-60), 5-20=21, 6-9=-1 2 Horz: 1-9=10, 1-10=44, 1-5=-33, 5-6=17 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-15=21, 15-20=-39(F=-60), 5-20=21, 6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-5=-33, 5-6=-10 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1_60 Uniform Loads (pit) Vert: 1-15=42, 15-20=-102(F=-60), 5-20=42, 6-9=-20 Horz: 1-9=11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=42, 15-20=-102(F=-60), 5-20=-42, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=8, 15-18=-52(F=60), 18-20=-60(F=-60), 5-20-0, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-18=-20, 5-18=-12, 5-6=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=0, 15-17=-60(F=-60), 17-20=-52(F=-60), 5-20=8, 6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-17=-12, 5-17=20, 5-6=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=3. 15-20=-57(F=-60), 5-20=3, 6-9=-12 Horz: 1 9=-12, 1 10=-16, 1-5=-15, 5-6=12 13) Dead + 0.6 MWFRa And (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Urffxy Loads (plf) `Vert: 1-.5=-2 10-20=-62(F=-60), 5-20=-2,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-10, 5-6=12 14l Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (p:.) Vert: 1-i5=-36, �5-20=-96(F=-60), 5-20=-36,6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn. Loads (p: Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16, Dead: I umber Increase=0.90, Plate Increase=0.90. PIL metal=0.90 Uniform Loads (p!f� Vert: 1-15=-36 15-20=-96(F=-60), 5-20=-36, 6-9=-20 17) DLad . 0.75 RcDf U%e (Sal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 Horz: 1-9=10, 1-10=18, 1-5=0, 5-6=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.5 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-15=-66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=66, 15-20=-126(F=-60), 5-20=-66, 6-9=-20 Horz: 1-9=5, 1-10=-12, 1-5=0, 5-6=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1 -15=-28,15-20=-88(F=-60), 5-20=-28, 6-9=-12 Horz :1-9=-16,1-10=33,1-5=16,5-6=-16 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 :;ommued on page 3 lob 'Truss Truss Type 3LDG2 BB19 Monopitch IQty IPIy LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-15=4,15-20=-56(F=-60), 5-20=4, 6-9=-1 2 Horz: 1-9=1 6, 1 -1 0=33, 1-5=-1 6, 5-6=1 6 23) 1 st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 14=-250 25) 3rd Moving Load: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) Vert :1-15=-36,15-20=-95(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (Ib) Vert: 16=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (Ib) Vert: 19=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (lb) Vert: 20=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads lb) Vert: 5=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(1`=-60), 5-20=-36,6-9=-20 Concentrated Loads (Ib) Vert: 2=-250 30) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 3=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert :1-15=-36,15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 4=-250 32) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-20=-96(F= 60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 21=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-20=-96(F=-60), 5-20=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 22=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (b) Vert: 23=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1.5=-36, 15-20=-96(F=-60), 5-20= 36, 6-9=-20 Concentrated Loads (lb) Vert: 9=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 8=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (Ib) Vert: 7=-250 continued on page 4 lob (Truss (Truss Type IQty 3LOG2 BB19 Monopitch 1 LOAD CASE(S) Standard 38) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-15=-36, 15-20=-96(F=-60), 5-20=-36,6-9=-20 Concentrated Loads (lb) Vert: 6=-250 lob (Truss (Truss Type 3LDG 2 BB20 MonODllch G (fly Ply 1 1 4.6 = 0.25 12 Wt 5x8 = 4x6 = v 2x4 11 4x6 = 3x4 11 16 17 4 98 5 19 6 1E _ I 2 � \\ 4 1 20 21 11 5x8 = NAILED NAILED 10 22 9 23 6 24 3x4 = 2x4 11 ass = JL24 JL24 Plate Offsets (X,Y)— [1:0 3 1,Edyej,_L 0-4-0,0-3-01,18:0-4-0,0-4-81 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) -0.15 8-9 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.43 8-9 >577 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code IBC2018ITP12014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G REACTIONS. (lb/size) 11=1404/0-5-7 (min. 0-1-15), 7=1383/Mechanical Max Horz 11=133(LC 5) Max Upliftl 1=18(LC 4) Max Grav 11=1834(LC 19), 7=1494(LC 25) PLATES MT20 7 4x6 = GRIP 2201195 Scale = 1:38 Weight: 124 lb FT = 20% BRACING - TOP CHORD Sheathed or 2-9-2 oc pur ins, except end ve.1:cjL. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 1 Row at midpt 2-11, 5-7 MiTek recommends that Stabilizers and r-,quirod -rose an cing be installed during truss erection, in accordance with Stabilizer J Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-355/18, 1-13=-274/174, 2-13=-273/175, 2-14=3612/0, 14-15=-3611/0, 3-15=-361010, 3-16=-3646/0, 16-17=-3644/0, 4-17=-3644/0, 4-18=-3644/0, 5-18=-3643/0, 6-7=-346/19 BOT CHORD 11-20=-19/2963, 20-21=-19/2963, 10-21=-19/2963, 10-22=0/4260, 9-22=0/4260, 9-23=014261, 8-23=014261, 8-24=012936, 7-24=0/2936 WEBS 2-11=-2980/0, 2-1 0=011 096, 3-1 0=-979/6, 3-8=-858/96. 5-8=0/1456, 5-7=-3143/0, 3-9=-5/792, 4-8=-310/65 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=411; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at li 11. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Use USP JL24 (With 4-16d nails into Girder & 2-1 Od x 1-V2 nails into Truss) or equivalent at 10-0-11 from the left end to connect truss(es) BB23 (1 ply 2x6 DF) to back face of bottom chord. 11) Use USP JL24 (With 4-1 Did nails into Girder & 2-1 Od x 1-1 /2 nails into Truss) or equivalent at 14-2 4 from the left end to connect truss(es) BB24 (1 ply 2x6 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NOS guidlines. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). Y@ABUCASE �ldard lob (Truss Tmss Type 3LDG 2 BB20 Monopitch Girder LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-76, 7-11=-20 Concentrated Loads (lb) Vert: B=-302(B)9=-372(B)20=-117(F=-54,S=-63) lab "Truss Truss Type Cry Ply 3LDG 2 BB21 Monopr h 1 1 46 — — 2x4 7-1-13 10-0-0 _ 1-1-13 _ 2-10-3 Plate Offsets (X,Y)-- [1:03-1,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 5-6 >708 240 TCDL 18.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.27 5-6 >422 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 4 We n/a BCDL 10.0 Code IBC20131TP12014 Mamx-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* WI: 2x6 OF No.2 G REACTIONS. (lb/size) 6=462/0-5-8 (min. 0-1-8), 4=462/Mechanical Max Horz 6=129(LC 9) Max Upiift6=-20(LC 8), 4=-22(LC 9) Max Grav6=520(LC 23), 4=520(LC 26) Scale =1:28 PLATES GRIP MT20 22n/195 Weight: 56 Ih FT = 20 BRACING - TOP CHORD Sheathed or 6-0-0 oc pur ins, except end ca ticah,. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Mire -recommends that Stabilizers and reouired cross bracing be installed during truss erection, in accordance v ith Stahili-er Installation guide. FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-6=-338/78, 1-8=-388/235, 2-8=-387/236, 2-9=-478/106, 3-9=-476/107, 34=-517/146 BOT CHORD 6-10=-275/597, 5-10=-275/597 WEBS 2-6=-593/396, 2-5=-284/226, 3-5=-145/607 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. I I; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located atall mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job (Truss ITuss Type Oty Ply 3LGG2 B822 IMonopltch 1 1 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCD'. '0.0 2x4 11 4.4 — SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress Incr YES Code IBC201817PI2014 LUM13ER TO' CHORD 2x4 DF 14o.1 &Btr G BOT CHORD 2x6 DFNo._ G WEBS 2x4 LF Stud/Sid G REACTIONS. (lb/size) 5=318/Mechanical, 4=318/Mechanical Max Hon_ 5=43(LC 9) Max Gray 5=435(LC 23), 4=435(LC 26) 0.25 12 3x4 = 2 4x4 2.4 11 Scale = 1:17 CSI. DEFL. in (Joe) Ildefi Lld PLATES GRIP TC 0.22 Vert(LL) -0.08 4-5 >999 240 MT20 220M95 BC 0.39 Vert(CT) -0.13 4-5 >608 180 WB 0.10 Horz(CT) 0.00 4 n/a We Matnx-P Weight: 39 Ile FT = 20 BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation ouide FORCES. flb) -Max, Comp./Max. Ten. -All forces 250 Jib) or less except when shown. TOP CHORD 1-5=_95/43, 3­,I=-295/48 BOT:,.iJRD 5-8=-1a5281,4-8=-145/281 WEBS 2-5=-343/153, 2-4=-343/160 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat IC Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/`PI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard F S Sid\\ Exo. 6/30/23 I No. C53 21 9rF�— Job 3LDG 2 Type Oty IPly 2x4 JL24 4x4 Scale = 1:15 LOADING(psf) i SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.06 3-4 >740 180 BCLL mo ' Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 hills hills BCDL 10.0 Code IBC2018/TP12014 111 Matrix-P Weight: 22 lb FT=20%, LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and r2quir H cross br, ang be installed during truss erection, in accordance with Stabilizbr Installation guide. REACTIONS: (lb/size) 4=406/Mechanical, 3=392/Mechanical Max Horz 4=38(LC 5) Max Uplift4=-21(LC 4), 3=-20(LC 5) Max Grav4=612(LC 19), 3=595(LC 21) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=317/26, 2-3=-317/15 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will et between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoirl 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP JL24 (With 4-1 Od nails into Girder 8 2-10d x 1-1/2 nails into Tel or equivalent at 1-11-4 from the left end to connect trusses) BB21 (1 ply 2x4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plt) _ Vert :1-2=76,3-4=-20 ,Q t�5/� Concentrated Loads (Ib) Vert:6=-442(F) lob Truss 3LOG 2 B824 2x4 JL24 4x4 — Scale = 1:15 4-0.0 LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA9 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 TCDL 1&0 _umber DOL 1.25 BC OA7 Vert(CT) -0.05 34 >874 180 BCLL 0.0 * Rep Stress Incr NO WB 0.01 HOrz(CT) -0.00 3 We We BC-T. 19.0 Code IBC2018/TP12014 Matrix-P Weight: 241b FT=20% LUMBER BRACING- TOd CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x6 DF No.2 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/titd G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=332/Mechanical, 3=322/Mechanical Max Horz4=39(LC 7) Max Grav4=569(LC 19), 3=555(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=--17/27, 2-3=-317/15 NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load noncuncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Use USP JL24 (With 4-1 Od nails into Girder & 2-1 Od x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) BB22 (1 ply 2x6 DF) to back face of bottom chord. 11) Fill ail nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-76, 34=-20 Concentrated Loads fib) C c Vert 6=-298(B) Q /I/A `. .� Job 3LDG 2 46 = Scale = 1:36 12 Plate Offsets (X,V�— _L1. 0 3 1 Edgej, L3:0-4-0,0-3-0], 18 0-4-0,0-4-e]111 _0-2- LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 18.0 Lumber DOL 125 BC 0.64 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* W 1: 2x6 OF No.2 G 3.6 11 BA — 6x6 = JL24 JL24 AI 21-2-0 0- -93 6-11-0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.14 8-9 >999 240 MT20 220/195 Vert(CT) -0.43 8-9 >587 180 Hom(CT) 0.09 7 n/a n/a Weight: 124 Ito FT=20% BRACING - TOP CHORD Sheathed or 2-10-3 oc pudins, except endaarticcls. BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing WEBS 1 Row at micipt 2-11, 5-7 MiTek recommends that Stabilizers and squired .;ross bracng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1304/0-5-7 (min. 0-1-8), 7=1390/Mechanical Max Horz11=133(LC 21) Max Upliftll=-571(LC 19), 7=-437(LC 22) Max Grav l l=1361(LC 36), 7=1480(LC 45) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=351/26, 1-13=-797/738, 2-13=-1539M460, 2-14=-3384/558, 14-15=-3383/0, 3-15=-3382/364, 3-16=-3603/1120, 16-17=-3601/423,4-17=-3601/405, 4-18=-3601/0,. 5-18=-3600/0, 5-19=-1390/1347, 6-19=-677/642, 6-7=-346/24 BOT CHORD 11-20=-1333/3028, 10-20=-424/2768, 10-21=-927/4175, 9-21=-563/4175, 9-22=0/4177, 8-22=732/4177, 8-23=-19012903, 7-23=-881/2903 WEBS 2-11=-314511552, 2-10=-659/1198,3-10=-1416/1011, 3-8=-1504/1240, 5-8=-554/1438, 5-7=-3107/1128, 3-9=-40/877, 4-8=-310/65 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCOL-6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250:0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 11) This truss has been designed for a total drag load of 5400 lb. Lumber DOL=(1.33) Plate grip DOL=(1-33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-2-0 for 255.1 plf. 12) Use USP JL24 (With 4-16d nails into Girder 8 2-10d x 1-1/2 nails into Truss) or equivalent at 10-0-11 from the left end to connect truss(es) BB23 (1 ply 2x6 DF) to front face of bottom chord. continued on page 2 lob (Truss (Truss Type IOty Ply 3LGG 2 BB25 Monopitch Girder 1 1 NOTES- 13) Use USP JL24 (With 4-10d nails into Girder & 2-10d is 1-112 nails into Truss) or equivalent at 14-2-4 from the left end to connect trusses) B824 (1 ply 2x6 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-76, 7-11=-20 Concentrated Loads (lb) Vert: 8=312(F) 9=386(F) lob Trus: 3LDG 2 BB26 200 2-0-0 5x5 = I 12 Type 2 3x6 II 5x10 = "^' — """ — 3x6 = Scale = 1:35 2-0-0 6-8-8 13-1-8 19-10-0 2-0-0 4-8-8 6-5_-0 6-8-B Plate Offsets (X,Y)— j4.0-4-0,0-4-8],[8 0 3 0 0-3-0],[10 0 3-0 0-2-41 _ LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.09 8-9 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.53 Vart(GT) -0.17 8-9 >999 180 BCLL 0.0 Rep Stress her NO WB 0.83 HoR(CT) 0.06 7 n/a n/a BCDL 1D.0 Code IBC201817PI2014 Matrix-S Weight: 234 lb FT=20'/o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Sheathed or 6-0-0 on purlins, except end �e,ticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing Except: WEBS 2x4 DF Stud/Std G `Except` 10-0-0 oc bracing: 7-8. W1,W3: 2x6 DF No.2 G REACTIONS. (lb/size) 11=934/0-5-7 (min. 0-1-12), 7=934/Mechanical Max Horz 11=-2500(LC 23) Max Uplifil 1=-1794(LC 23) Max Grav 11=3272(LC 25), 7=1227(LC 26) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-1 1=-3189/1739,1-13=-2689/1495, 2-13=-2687/1498, 2-14=4696/3501, 3-14=-4694/3506, 3-15=-4408/1511, 15-16=4404/1511, 4-16=-4404/1515, 4-17=-2778/218, 17-18=-2774/218, 5-18=2774/218, 6-7=-336/48 BOT CHORD 11-20=-2556/2617, 10-20=-2556/2617, 10-21= 2053/4696, 9-21=-2053/4696, 9-22=464/3829, 8-22=-464/3829,8-23=-249/2276, 7-23=-249/2276 WEBS 3-1(=-1749/222, 3-9=-481/891,4-9=-12691695, 4-8=-12781547, 5-8=379/869, 5-7=-2473/265,2-10=-2415/2094, 1-10=-2063/3764 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 on, Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 on. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=.24ft; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10,0 pal bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��Or E J S/ t7N 10) A plate rating reduction of 20% has been applied for the green lumber members. / n q , 111 Refer to girder(s) for truss to truss connections. 12) One LUGT2 USP connectors recommended to truss to bearing due UPLIFT 11. This connect walls to at jt(s) connection is far uplift on and does not consider lateral forces. I, C — 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/iPl 1.rz-- Continued on page _m P fob (Truss Truss Type Oty (Ply 3LDG 2 BB26 Monapish 6 b NOTES- 14) Load easels) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.OI1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. 16) Minimum of a double stud required directly beneath this truss to attach LUGT2 bedown. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 lb right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F) Concentrated Loads (lb) Vert: 2=2500(F) Harz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F) Concentrated Loads (lb) Vert: 2=-2500(F) Heim: 2=2500(F) lob Truss Truss Type 3LDG2 BB27 Mori Oily Ply 6-8-6 Plate Offsets (X,Y)—. 11:0-3-1,Edgej, [3;0-3-0,0-3-0], [7:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vidal Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 7-8 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.37 7-8 >624 180 BCLL &0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G SOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G REACTIONS. (lb/size) 9=934/O-5-7 (min. 0-1-8), 6=934/Mechanical Max Horz 9=134(LC 29) Max Up1ift9=-409(LC 27), 6=-339(LC 30) Max Gray 9=1007(LC 34), 6=935(LC 31) Scale =1:35 ex6 - PLATES GRIP MT20 2231195 Weight: 9P lh FT = 20 BRACING - TOP CHORD Sheathed or 4-4-15 oc pudins, except enr verticals. BOT CHORD Rigid ceiling directly applied or 5-4-10 oc b-acirg WEBS 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and i equired crass brauh.g be installed during truss erection, in accordance with Stabiliz=r Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-336/56, 1-11=588/539, 2-11=-1067/1054, 2-12=-18281710, 12-13=-18241301, 3-13=-1824/726, 3-14=-1791/914,14-15=-1739/490,4-15=-1736/361, 4-16=-917/878, 5-16=-433/397, 5-6=-331/50 BOT CHORD 9-17=-1347/2053, 8-17=-775/1621, 8-18=-1073/2030, 7-18=-770/2030, 7-19=-642/1508, 6-19=-891/1706 WEBS 2-9=-2181/1201, 2-8=-451/794, 3-8=-883/771, 3-7=-887/812, 4-7=-462/780, 4-6=-1838/1097 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nunconcument with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 9 and 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, ncnconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-10-0 for 176.5 pif. LOAD CASE(S) Standard lob Tmss ILOG 2 BB26 5-1-4 _ 9-11-0 5-1-4 4-9-12 4-9-t2 5-1-4 4x6 = Scale = 1.33 6-8-8 13-1-8 19-10-0 6-8-8 6-5-0 6-8-8 Plate Offsets (X,Y)-- t1:0-3-1,EdgeL,[3:0-3-0,0-3-6], [7:0-3-0,0-3-01 LOADING(psf) �. SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 7-8 >999 240 MT20 2201195 TCr1L 18.0 Lumber DOL 1.26 BC 0,72 Vert(CT) -0.37 7-8 >624 180 BCLL J.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.08 6 n/a We BCDL 10.0 Code IBC2018(TPI2014 Matrix-S Weight: 99 In FT=20% LUMBER.- BRACING - TOP CHORD 2x4 DF-No.2 ,i TOP CHORD Sheathed or 4-4-16 oc pur ins, except end verticals. BOT C4ORG 2x4 OF Co.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WE3S 2x4 OF Stud/Std G *Except` FMiTek recommends that Stabilizers and required cross bracing W1: 2x6 D' N3.2 G be installed during truss erection, in accordance with Stabilizer Installation quire. REACTIONS. (lb/size) 9=93410-5-7 (min. 0-1-8), 6=934/Mechanical Max H Drz 9--". 34(LC 9) FOPCFP. ('b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOl' CHORJ 1-9=,36/51 1-11=307/203, 2-11=-306/204, 2-12=-1828/293, 12-13=-1824/294, 3-13= 1324/294, 3-14=-1742/213,14-15=-1739/213, 4-15=1736/214, 5-6=-331/48 BOT CHORD 9-17=-372/1621, 8-17=-372/1621, 8-18=-35512030, 7-18=-355/2030, 7-19=-245/1508, 6-19=-245/1508 WEBS 2-9=-1698/303,2-8=-11/439,3-8=-318/153, 3-7=-403/138,4-7=0/498, 4-6=1624/258 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone;. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob 'Truss Truss Type Qty (Ply SLOG 2 BB29 Monopitch t 46 = F 5-2-4 10-1-0 14-11-12 5-2-4 4-10-12 4-10-12 6x6 = Scale = 1:35 6-9-13 134-3 20-2-0 6-9-13 6-6-5 6-9-13 Plate Offsets NY)-- 0:0-3-1,_Edge], [3:0-3-0,0-3-01, [7:0-3-g0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.52 Vert(LL) -0.19 7-8 >999 240 MT20 �20/195 TCOL 18.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.40 7-8 >597 180 BCLL 0-0 Rep Stress Incr YES WB 015 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 19C lb FT = 20% LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* WI: 2x6 OF No.2 G BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (lb/size) 9=950/0-10-15 (min. 0-1-8), 6=950/1VIechanical Max Horz 9=134(LC 29) Max Uplift9=-708(LC 27), 6=-586(LC 30) Max Grav9=1316(LC 34), 6=1193(LC 31) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-337/60, 1-11=-831/838, 2-11=-1677/1661, 2-12=-1960/1015, 3-12=-1971/1031, 3-13=-2334/1422,4-13=-1800/464,4-14=-1541/1499, 5-14=-746/712, 5-6=-333/52 BOT CHORD 9-15=-1854/2788, 8-15=720/1788, 8-16=-1594/2549, 7-16=-1065/2104, 7-17=-557/1662, 6-17=-1351/2280 WEBS 2-9=-2971/1957, 2-8=-803/1155, 3-8=-1391/1275, 3-7=-1367/1288, 4-7=-783/11.10, 4-6=-2463/1691 Sheathed or 4-0-13 oc pudins, except enn verticals. , Rigid ceiling directly applied or 4-6-13 oc Lracir.g. 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and required -cross brad.,, be installed during truss erection, in accordance with Stabil'= Installation guide. NOTES- 1) Wind: ASCE 7-16; Vuit=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 6000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 297.5 plf. / 12) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard lob Truss Truss Type Qty Ply 3LDG 2 BB30 Monopitch 6 i _ IJob Reference (optional) Run'. 8420 s Apr 16 2021 Print 8 420 s Apr 16 2021 MiTek Industries, Inc. Fn Nov 19 06:1921 2021 Pag ID:NChjgWf6dcAzC2515cg9D3yWT6h-dNwZEZv?QcBQBhO8bR3LKAClbxZXYHwD9pOkRMyHg 5-2-4 _ _ 10-1-0 t4-11-12 20-2-0 5-2-4 4-10-12 4-10-12 5-24 1 4x6 = Scale = 1:33 1m 0.25 12 wl 5x6 = 3x4 = 3x4 11 3x4 —3 13 4 14 5 t1 2 12 1 15 9 4x6 = 3.4 = 16 5x6 = 17 3x6 = ' 6-9-13 6-5-5 b-a-Is Plate Offsets (X,V)— [1:0 3 1 EdgeLL3 0 3 0,0-3-0], [7:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/deft L/d PLATES GRIP TCLL 20.0 1, Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.19 7-8 >999 240 MT20 220/195 TCDL 19.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.40 7-8 >597 180 BC,L 0.0 " Rep Stress Incr YES WB 0.96 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC201 B/TP12014 Matnx-S Weight: 100 lb FT=20% LUtIBEr`. BRACING. TOP CHORD 2x4 DF No 2 r; TOP CHORD Sheathed or 4-3-12 oc pudins, except end verticals. BO' C'iORD 2x4 DF Pb.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WE,3S 2x4 DF Stud'Ftd G *Except* MiTek recommends that Stabilizers and required cross bracing W1: 24 D? Na.2 G be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 9=950/0-10-15 (min. 0-1-8), 6=950/Mechanical Max H„rc 9: 134(LC 9) FOCCFF. (:b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-337152 1-11=-307/203, 2-11=-306/204,2-12=-1895/295,3-12=-1891/296, 3-13= 13041214, 4-13=-1800/215, 5-6=-333/49 BOT CHORD 9-15=-375/1681,8-15=-375/1681,8-16=-358/2104,7-16=-358/2104, 7-17=-247/1561, 6-17=-247/1561 WEBS 2-9=-1755/305, 2-8=-8/446, 3-8=-323/154, 3-7=412/140, 4-7=0/507, 4-6=-16761260 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and Night exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard F� i 1 v Z I I �j O * lob (Truss Truss Type 3L0G 2 BB31 Monopitcb 12 2-6-0 5-2A 10-1-0 14-11-12 20-2-0 2-6-0 2-8-4 4-10-12 410-12 5-2-4 6x6 = 3x6 11 5xl0 = '"' _-- 3x6 — Scale = 1:35 2-6-0 6-9-13 13-4-3 20-2-0 2-6-0 4-3-13 6-6-5 6-9-13 o Plate Offsets (X,Y)-- (4:0-4- ,0-4-8 L8 0-3-0,0-3-0L, L10.0_3-0,0-2 _ LOADING(psf) SPACING- 2-0-0 CSI DEFL. in (lac) I/deft L/d PLATES UNIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.11 8-9 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.20 8-9 >999 180 BCLL 0.0 Rep Stress Inch NO WB 0.99 Horz(CT) 0.07 7 his n/a BCDL 10.0 Code IBC2018/TPI2014 Matnx-S Weight: 237 lb FT=20`'o LUMBER- BRACING - TOP CHORD 2x6 DF No.2 G TOP CHORD Sheathed or 6-0-0 oc pur ins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G `Except" 10-0-0 oc bracing: 7-8. W1,W3: 2x6 DF No.2 G REACTIONS. (lb/size) 11=950/0-5-7 (min. 0-1-13), 7=950/Mechanical Max Horz 11=-2500(LC 23) Max Upliftl 1=-1520(LC 23) Max Grav l l=3420(LC 25), 7=1493(LC 26) FORCES. (Ih) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11 =-3334/1496,1-13=-3562/1676, 2-13=-3558/1679, 2-14=-5465/3581. 3-14=-5463/3585, 3-15=-5285/1424, 4-15=-5282/1428, 4-16=-3432/219, 5-16=-3428/219, 6-7=-338/48 BOTCHORO 11-18=-2536/2621, 10-18=-2536/2621, 10-19=2111/5540, 9-19=2111/5540, 9-20=-373/4604, 8-20=-373/4604,8-21=-251/2769,7-21=-251/2769 WEBS 3-10=-1864/203, 3-9=-419/1116,4-9=-1394/816, 4-8=-1416/644, 5-8=-265/1136, 5-7=-2986/267, 2-10=-2429/2160, 1-10=-2083/4468 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between ail plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) Al loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othertiise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd-75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 9) *This truss has keen designed far alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wises —ill ar between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for i and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIn 14) Load easels) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the use of this truss. continued on page 2 lob 3LDG 2 (Truss Type Oty 'Ply �Monopituh 2 q NOTES- 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ib down and 2500 Ile up and 2500 Ib left and 2500 lb right at 2-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/DOWN: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Hoc 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lilt) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (Ib) Vert: 2=2500(1`) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (IL) Vert: 2=-2600(F) Horz: 250C(F) /Qp,CFESS,0� HA �\ n i.xp. 6/30/23 No. C53821 \\ C �� lob (Truss (Truss Type Oty Ply 32 iLDG 2' BBGABLE 1 4x6 = 6-9-13 6-9-03 Plate Offsets (X,Y)-- [1:0-3-1,Edge], [3:0-3-0,0-3-01. Scale = 1:35 '�- 3x6 = I:0-1-13,0-1-0] LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 VahpLL) -0.19 7-8 >999 TCDL 18.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.40 7-8 >597 BCLL 0.0 " Rep Stress Incr YES WS 0.96 Horz(CT) 0.08 6 me BCDL 10.0 Code ISC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G `Except* W 1: 2x6 OF No.2 G OTHERS 2x4 DF Stud/Std G L/d 240 180 ma PLATES GRIP MT20 220/195 Weight: i20 Io FT=2C% 1 17 BRACING - TOP CHORD Sheathed or 4-3-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-5 oc bracing. MiTek recommends that Stabilizers and squired cross bracing be installed during truss erection, in acc -rdarop with Stabilizer Installation guide. REACTIONS. (lb/size) 9=950/0-3-8 (min. 0-1-8), 6=950/0-3-8 (min. 0-1-8) Max Horz9=134(LC 29) Max Uplift9=-216(LC 27), 6=-176(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-337/54, 1-32=-438/409, 2-32=-7051702, 2-33=-1895/543, 3-33=1891/549, 3-34=-1804/620, 4-34=-1800/302, 4-35= 545/504, 5-35=-270/253, 5-6=-333/50 BOT CHORD 9-36=-942/1681, 8-36=-616/1681, 8-37=-776/2104, 7-37=600/2104, 7-38=-478/1561, 6-38=-684/1561 WEBS 2-9=-1767/747,2-8=-226/579,3-8=-580/462,3-7=-602/525, 4-7=-258/583, 4-6=-1676/740 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI(TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to. UPLIFT atjt(s) 9. This connection is for uplift only and does not consider lateral forces. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 20-2-0 for 99.2 plf. LOAD CASE(S) Standard A � 4 lob Truss 3LDG 2 CC1 'Truss Type IDry IPly Plate Offsets (X,Y)— L1:0-3-1,Edge] LOADING (psf) ^- j TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 13.0 4x6 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1,25 Rep Stress Incr YES Code IBC2018/TPI2014 LUMDCD. TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEda 2x4 DF Stud'.Std G *Except* W1: 2x6 Dr Nu.2 G 1-2 CSI. TC 0.55 BC 0.73 WB 0.55 Matrix-S REACTIONS. (Ib/siael '=6'7/03-8 (min. 0-1-8), 5=677/0-3-8 (min. 0-1-8) Max Ho,z7=1u2(LC 9) Max Uplifl7=-12(LC 8), 5=-14(LC 9) Scale =1:38 3x6 — 14-5-13 7-2-14 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.22 5-6 >773 240 MT20 220/195 Vert(CT) -0.35 5-6 >482 180 Horz(CT) 0.03 5 n/a n/a Weight: 771In FT=20% BRACING - TOP CHORD Sheathed or 5-7-3 oc pur ins, except end verticals BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-331/59, 1-9=-529/349, 9-10=-529/350, 2-10=-529/350, 2-11=-1085/286, 3-11=-1079/287, 4-5=-328/57 BOT CHORD 7-14=-436/1048, 6-14=-436/1048, 6-15=-305/987, 5-15=-305/987 WEBS 2-7=-1051/398, 2-6=-64/269, 3-6=-161314, 3-5=-1046/323 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7 and 5. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard <) S 0/ J, 23 ! z it \ No. „5382! lob Truss 3LDG2 CC2 Type CRY itch 1 4x6 = 4-11-2 9-6-11 14-5-13 - 4-11-2 47-10 4-11-2 Plate Offsets (X,V)-- [1:0-31,Edg_e] - LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) /defl L/d TCLL 20.0 Plate Grip COL 1.25 TC 0.55 Vert(LL) -0.22 5-6 >773 240 TCDL 18.0 Lumber DOL 1.25 SC 0.73 Vert(CT) -0.36 5-6 >482 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.03 5 n!a n/a BCDL 10.0 Code IBC2018(rP12014 Matnx-S Scale = 1:38 6x6 = PLATES CEIP MT20 220/195 .. Weight: 77 lb FT=20P/o LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 5-7-3 oc pur ins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-10-12 oc bracing. WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and equired cross bncinc be installed during truss erection, in acccrdan^,P with Stabilizer Installation guide. REACTIONS. (lb/size) 7=677/0-3-8 (min. 0-1-8), 5=677/0-3-8 (min. 0-1-8) _ Max Horz7=162(LC 30) .. - Max Uplift7=-340(LC 27), 5=-301(LC 30) Max Grav7=767(LC 34), 5=726(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-331/63, 1-9=-529/537, 9-10=-571/562, 2-10=-943/964, 2-11=1167/656, 3-11=-1079/531, 3-12=-702/663, 12-13=-337/331,4-13=-262/222,4-5=-328/60 BOT CHORD 7-14=-1121/1471, 6-14=-684/1048, 6-15=-675/1034, 5-15=-898/1257 WEBS 2-7=-1531/845,2-6=-447/617,3-6=-4521632, 3-.5=-1351/976 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp S; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7. This connection is for uplift only and does not consider lateral forces. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-5-13 for 138.1 plf. LOAD CASE(S) Standard lob (Truss ''Truss Type Oty Ply 3LCG 2 CC3 Monopach Girder 1 1 4x6 = 4x1011 THD26-2 3x4 4 0 W7Ej m1� 5 Bx10 JL24 7-2-14 10-1-8 14-5-13 7-2-14 2-10-10 4 4-b -- Plate Offse's (X,Y)— 11:0-3-1,Edge], 13 0-2-4,0-1-81 _ _ _ _ LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCOL 18.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 " Rep Stress Incr NO WB 0.73 BCDL 19.0 Code IBC201 BrFP12014 Matrix-S LUl TOP CHORD 2x4 DFNo.2 G BOT CHORD 2x6 DF So G WEi35 2x6 DF No.2 C *Except` W2,W3.W4. 234 OF Stud/Std G, W6: 2x4 DF N0.2 G Scale = 137 DEFL. in (Inc) I/deft Lid PLATES GRIP Vert(LL) -0.13 6-7 >999 240 MT20 220/195 Vert(CT) -0.21 6-7 >794 180 Horz(CT) 0.05 5 n/a n/a Weight: 92 Ile FT = 20 BRACING - TOP CHORD Sheathed or 2-9-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size, 8=1676/0-5-8 (min. 0-1-11),5=3006/Mechanical Max Horz 8=161(LC 5) Max Uplift8=-29(LC 4), 5=-404(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-8=-337/17, 1-10=330/261, 10-11=329/261, 2-11=-329/262, 2-12=-3976/498, 3-12=-3971/505, 4-5=-322/15 BOT CHORD 8-15=-201/3180, 7-15=-201/3180, 7-16=-1161/4806, 6-16=-1161/4806, 6-17=-116114806, 5-17=-1161/4806 WEBS 2-8=-3326/147,2-7=-614/1137,3-7=-1051/832, 3-5=-5301/1314, 3-6=-1509/2894 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 5=404. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcunent with any other live loads. 11) Use USP THD26-2 (With 18-16d nails into Girder 8 12-1 Od nails into Truss) or equivalent at 10-1.8 from the left end to connect truss(es) CC5 (2 ply 2x8 DF) to back face of bottom chord. 12) Use USP JL24 (With 4-1 Od nails into Girder 8 2-1 Od x 1 -1 /2 nails into Truss) or equivalent at 14-3-1 from the left end to connect truss(es) CC6 (1 ply 2x4 DF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. / 14)1 In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I continued on page 2 1 41 / 4 aO�ESj/Qq, i Ic- C53821 � ?f� t Fes/ Ibb (Truss Truss Type Cty ply 3LDG 2 CC3 Monopitch Girder 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-76, 5-8=-20 Concentrated Loads (Ib) Vert: 5=-169(6)6=-3067(B) Job 3LDG 2 Truss Type 'Oty Ply Monopitch ,2 q 3x6 — 3-3-0 Ira Scale = 136 2.4 it 6x6 -- 5-11-0 6-6-0 11-9-0 S-11-0 _ r 2-6-12 3-3-9 LCAJ:N(. l osf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 125 TC 0.29 Ved(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.08 7-8 >999 180 BC-.L 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2018FFP12014 Matrix-S Weight: 1561b FT=20% LUMBEk- BRACING - TOP C4')2D 2x6 CF No.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF S;ud/Std G *Except* W1,W5 2x6'i'No.2G REACTIONS. (lb/size) 8=546/0-5-8 (min. 0-1-8), 5=546/Mechanical Max HGa B-500(LC 23) Max Upii-8= FO6(LC 23), 5=-1741(LC 24) Max Grav 8=1698(LC 25), 5=2833(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-320/92, 1-10=-547/317, 2-10=-547/318, 2-11 =-3834/2396, 3-11=-3830/2402, 4-5=-296/38 BOT CHORD 8-13=-2175/3579, 7-13= 2175/3579, 7-14=-2580/3807, 6-14=-2580/3807, 6-15=-2580/3807, 5-15=-2580/3807 WEBS 2-8=-3124/1651, 2-7=-1402/1443,3-7=-1480/1746, 3-5=-4552/3096, 3-6=-49/280 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131N2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 on, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 8=606 5=1741. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intende� use of this truss. / 15) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. -ontinued on page 2 ) �'j lob 'Truss Truss Type 3LDC2 CCQ Monopltch NOTES• - - - 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 Ito up and 2500 lb left and 2500 lb right at 8-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD.CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=2500(F) 24) EBM UP/DOWN: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=76(1`), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (Ib) Vert: 3=-2500(F) Horz: 3=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=-2500(F) Horz: 3=2500(F) Job Truss ''Truss Type 3LDG 2 CC5 FLAT GIRDER 2 B1 6 7 8: __..3_.. THD28-2 THD28.2 4 3x6 LOA3TTG losf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 18.0 Lumber DOL 1.25 BC 0.41 BC-.L 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 1 ;ode IBC2018/TPI2014 Matrix-P LUfdBEk- TOP S473D 2x4 CF No.2 G BOT CHORD 2x8 DF SS G WEBS 2x4 DF Stud/St l G REPCTIONC. (Ib/siza) �=3087/Mechanical, 3=2898/Mechanical Max Horz 4=-37(LC 4) Max Updft4=-t640(LC 25), 3=-1523(LC 25) Scale = 1:15 5x6 4-0-0 4-0-0 DEFL. in floc)/deft L/d PLATES GRIP Vert(LL) -0.03 34 >999 240 MT20 220/195 Vert(CT) -0.04 3-4 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 531b FT=20% BRACING - TOP CHORD 2-0-0 no pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-317/26, 2-3=-317/15 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6Dpsf; BCDL=6.Opsf; h=25ft; B=45191; L=24ft; eave=4ft; Cat. It; Exp S; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=1640 ,3=1523. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use USP THD28-2 (With 28-16d nails into Girder & 16-10d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 0-11-4 from the left end to 2-11-4 to connect trusses) CC4 (2 ply 2x4 DF) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard -ontinued on page 2 - i< S Job (Truss (Truss Type 3LGG2 CC5 (FLAT GIRGE LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-76, 3-4=-20 Concentrated Loads (lb) Vert: 6=-2815(B)8=-2814(B) 0 Job 'Truss Truss Type 3LgG2 IGC6 Flat 3x4 2x4 Scale: 3/4"= l Joel SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,45 Vert(LL) -0.05 3-4 >830 240. MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.40 Ved(CT) -0.07 3-4 >606 180 BC'.L 0.0 Rep Stress Incr YES WB 0.02 Harz(CT) 0.00 3 me n/a BCD[ 10.0 :ode IBC2018/TP12014 Matrix-P Weight: 22 lb FT=20% LUMBEk• BRAOING- TOP C47f2D 2x4 DF No.2 a TOP CHORD 2-0-0 oc pores: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Sill G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REO.CT:CY.C. (lb/size) 4=178/Mechanical, 3=178/Mechanical Max Herz 2 _-Z 1(LC 8) Max Ul,4=-b(LC 8), 3=-6(LC 9) Max Grav4=354(LC 23), 3=354(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 14=-317/101, 2-3=-317/76 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard FSS;C 0I -xp. 6/30/23 No. C53821 �E OF- CA�iF� lob Truss ILDG2 CC7 Truss Type Monopitch Girder Ply ax6 — 4-1-13 8-0-3 11-10-8 16-2-12 4-1-13 3-10-5 3-10-5 4-4-4 10x16= 8x10- Special JL24 5-6-1 10-8-11 t140-B 16-2-12 5-6-1 5-2-9 1-i-13 4-4-4 Plate Offsets (X,Y)-- �3:0-3-0,03-0],_ [7:0-5-0,0-5-4] LOADING(pso SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 125 TC 0.49 TCDL 18.0 Lumber DOL 1.25 SC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 OF No.2 G WEBS 2x4 OF Stud/Std G *Except' W1,W8,W6: 2x6 OF No.2 G, W7: 2x4 DF No.2 G REACTIONS. (1b/size) 10=1510/0-5-8 (min. 0-1-10), 6=3051/Mechanical Max Horz 10=1621LC 21) Max Upliftl 0=-369(LC 19), 6=-358(LC 22) Scale = 1c37 DEFL. in (too) Ii Lid PLATES GRIP Vert(-L) -0.16 8-9 >999 240 MT20 2201195 Vert(CT) -0.28 8-9 >664 180 Horz(CT) 0.07 6 n/a n/a Weight: 102 to FT = 2C BRACING- - - TOP CHORD Sheathed or 2-6-8 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 1 Row at midpt 2-10, 4-6 MiTek recommends that Stabilizers and requ'•nd crossbracmg be installed during truss erection, in accordance with Sta0hizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-323/20, 1-12=-539/314, 12-13=-598/670, 2-13=-899/859, 2-14=-3180/407, 3-14=-3177/425, 3-15=-4935/957, 4-15=-4931/960, 4-16=-665/638, 16-17=-487/504, 5-17=-340/287, 5-6=-329/16 SOT CHORD 10-18=-785/2554,9-18=-333/2554,9-19=-623/4118;8-19=-644/4118, 7-8=-957/4930, 7-20=-957/4930, 6-20=-957/4930 WEBS 2-10=-2790/811,2-9=-405/1.128,3-9=-1235/641,3-8=-1030/927, 4-6=-5453/1090, 4-8=-882/2405 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 6=358. 8) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 10. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel . points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-2-12 for 154.0 of, 12) Use USP JL24 (With 4-10d nails into Girder & 2-1 Od x 1-1 /2 nails into Truss) or equivalent at 16-0-0 from the left end to connect truss(es) CC6 (1 ply 2x4 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287816 down and 1543 to up at �ont11-10 an p bottom chord. The design/selection of such connection device(s) is the responsibility of others Job (Truss 3LOG2 GC7 NOTES- 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-76,6-10=-20 Concentrated Loads (lb) Vert: 6=-169(F)8=-2878(F) 3FESs,o s dim _xp_ 6/30/23 V'o. C5382' lob Truss -Truss Type Qty Ply 3LDG 2 CC8 Monopitch 3 1 Job Reference (optional) Run- 8420 s Apr 16 2021 Punt 8 420 s r 16 2021 MiTek Industries, Inc Fn Nov 19 06:19:362021 Peg ID:NChjgWf6dcAzC2515cg9D3y 6h-hGKEOi4PtO11U?fOz4gsRKKgg_fIY7zQceWOTyHg 5-6-1 10-8-11 16-2-12 5-6-1 5-2-9 5-6-1 a 4x6 — Plate Offsets CX,Y)-�L1:0-3_1,EdgeL - LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20-0 Plate Grip DOL 1.25 TIC 0.65 TCDL 18.0 Lumber DOL 1.25 BC 0.85 BCLL OM ' Rep Stress Incr YES WB 0.81 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G'ExcepC W 1: 2x6 OF No.2 G REACTIONS. (lb/size) 7=761/0-5-8 (min. 0-1-8), 5=761[Mechanical Max Horz 7=163(LC 9) Max Uplift7=-2(LC 8), 5=-4(LC 9) Scale = 1:36 4x6 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.31 5-6 >618 240 MT20 220/195 -. Vert(CT) -0.52 5-6 >369 180 Horz(CT) 0.05 5 ri n/a Weight: 841In FT=20% BRACING-. TOP CHORD Sheathed or 4-10-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in acc^rci with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.. TOP CHORD 1-7=-342/63, 1-9=-521/323, 9-10=-520/323, 2-10=-520/323, 2-1 1=-1 3811283, 3-11=-1373/285, 4-5=-337/60 BOT CHORD 7-14=-444/1302, 6-14=-444/1302, 6-15=-321/1252, 5-15=-321/1252 WEBS 2-7=-1315/419, 2-6=-38/297,3-6=0/358, 3-5=-1300/334 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5. 8) One RT4 USP connectors recommended to connect truss to dealing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 10) This truss has been designed for a moving concentrated load of 250.OI1h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job (Truss 'Truss Type SLOG 2 CC9 GABLE 5-8-7 5-8-7 10 4x6 = Pla'e Offse's (X,Y)-- 11:0-3-1,.Edge1,[26:0-1-12,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 TC1'L 18.0 Lumber DOL 1.25 BC 0.89 BCLL 0.0 Rep Stress Incr YES WB 0.62 BCOL 10.0 Code IBC20181FPI2014 Matrix-S LUR^fER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS , 2x4 DF Stud'S:d G *Except* W1: 2x6 DP No.2 G OTHERS 2x4 DF Stud/Sid G Scale = 1 38 6x6 = DEFL. in (Joe) I/dell L/d PLATES GRIP Vert(L-) -0.34 6-7 >576 240 MT20 2201195 Vert(CT) -0.58 6-7 >340 180 Horz(CT) 0.05 6 n/a n/a Weight: 103 lb FT=20% BRACING - TOP CHORD Sheathed or 4-7-4 oc curios, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=7b9/0-3-8 (min. 0-1-8), 6=789/0-3-8 (min. 0-1-8) Max Horz9=164(LC 29) Max Uplift9=-567(LC 27), 6=-487(LC 30) Max Grav9=1067(LC 34), 6=986(LC 31) FORCES. (It) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-345/72,1-29=-860/879, 29-30=-1142/1088, 2-30=-1611/1633, 2-31=-1817/1088, 3-31=-1476/445, 3-4=-1516/792, 4-32=-1372/1318, 32-33=-933/931, 5-33=-673/621, 5-6=-340/65 BOT.CHORD 8-9=-1897/2418, 8-34=-1124/1525, 7-34=-979/1500, 7-35=111311638, 6-35=-1520/2045 WEBS 2-9=-2515/1616, 2-7=-814/1034, 4-7=-815/1050, 4-6=-2154/1621 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2H; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 10) One RTBA LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 4000 lb. Lumber OOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-9-12 for 237.9 plf. LOAD CASE(S) Standard lob Truss iTruss Type 3LGG2 ccio Monopitch 5-8-7 11-1-5 16-9-12 5-8-7 5-4-15 5-8-7 4.6 = 46 = 84-14 16-6-15 16-9 12 84-14 8-2-1 0- -.< Plate Offsets (X,Y)-- [1:0-3-1„Edge] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ion) Wall Lid PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(-L) -0.34 5-6 >576 240 MT20 TCDL 18.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.58 5-6 >340 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.05 5 n/a rue BCDL 10.0 Code IBC2018(TPI2014 Matrix-S Weight: 87 lb LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except` W1: 2x6 DF No.2 G BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (lb/size) 7=789/0-5-8 (min. 0-1-8), 5=789/0-5-8 (min. 0-1-8), 5=789/0-5-8 (min. 0-1-8) Max Hcl 64(LC 29) Max Uplift7=-283(LC 27), 5=-244(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-345/68, 1-9=-604/575, 9-10=-656/639, 2-10=967/965, 2-11=-1480/681, 3-11=-1473/534,3-12=-715/660,12-13=-382/463, 4-13=-346/287, 4-5=-340/63 BOT CHORD 7-14=-1166/1702, 6-14=707/1394, 6-15=-716/1341, 5-15=-920/1452 WEBS 2-7=-1746/863, 2-6=-391/609, 3-6=-398/638, 3-5=-1517/976 Scale = 138 GRIP 220/195 FT=23% Sheathed or 4-7-10 oc pudins, except end verticals. Rigid ceiling directly applied or 5-8-12 oc bracing. 1 Row at midpt 2-7 MiTek recommends that Stabilizers and regc:nd cross bracing be installed during truss erection, in accordance with Stad;;il Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ni TCDL=6.OpsC BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comcl zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) One RT4 USE connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grid DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-9-12 for 119.0 pit. LOAD CASE(S) Standard lob Tms: SLOG2 ccii Truss Type Monopitch 3x6 — 5-8-7 8-6-0 F 11-1-5 16-9-12 -5-8-7 2-&9 2-7-5 5-8-7 5xl2 - 4x6 = Scale = 1:38 84-14 8-6-0 16-9-12 - 8-4-14 0-1-2 8-3-12 Pla'.a Offset.; (X,Y)-- j4:0 4 0 0-4-8] LOADING(pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLI_ 2n.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.17 6-7 >999 240 MT20 220/195 TCCL 8.0 I umber DOL 1.25 BC 0.73 Vert(CT) -0.28 6-7 >711 180 BULL 0.0 ' Eep Stress Incr NO WB 0.90 Horz(CT) 0.08 6 n/a n/a BCCL 1C.0 Code IBC2018/TP12014 Matrix-S Weight: 2041b FT=20% LUIl TOP CHOPO 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF 5tud/3;d G'Except* W1,W4: 2xb DF No.2 G REACTIONS. (lb/size) 8=i89/0-5-8 (min. 0-1-8),6=789/0-5-8 (min. 0-1-8) Max Hoiz 3=2E00(LC 25) Max Uplifte=-778(LC 23), 6=-794(LC 24) Max Grav 8=2356(LC 25), 6=2372(LC 26) BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-361/84, 1-10=497/312, 10-11=-496/312, 2-11=-496/313, 2-12=-7499/4375, 3-12=-7496/4379, 3-13=-7490/4372, 4-13=-7488/4374, 5-6=-348/63 BOT CHORD 8-16=-3390/6181, 7-16=-3390/6181, 7-17=-2552/5262, 6-17=-2552/5262 WEBS 2-8=-5597/2855,2-7=2153/2561,4-7=-2374/2906,4-6=-5555/2757, 3-7=-2685/2457 NOTES- 1) Special connection required to distribute top chard loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with Sd (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Two R77 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Load case(s) 23, 24, 25. 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) This truss has been designed for a moving concentrated load of 250.011c live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11 Continued on page 2 Job 3LDG 2 Type I Cry NOTES- 15) Double installations of R77 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ito down and 25001b up and 2500 lb left and 2500 Ib right at 8-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=-2500(F) Horz: 3=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=2500(F) =aco lob 'Truss 3LDG 2 11 DD1 Type Gable Ply Pla'e Offseta (X,Y)- L1:0-3-8,0_3-01 LOADING last) SPACING- 2-0-0 TC' L 2n.0 Plate Grip DOL 1.25 TCCL 18.0 lumber DOL 1.25 BCLL 0.0 ' Rea Stress Incr YES BCCL 1G.O Gode IBC2018(TP12014 LLI EEF- TOP CHOPU 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/5.d G *Except* W1: 2x6 DF No.2 G Scale = 1.29 6x8 11 2x4 I 3x4 = CSI. DEFL. in (loc)/defl L/d PLATES GRIP TC OA4 Vert(LL) -0.14 34 >446 240 MT20 220/195 BC 0.61 Ved(CT) -0.21 3-4 >296 180 WB 0.16 Horz(CT) 0.00 3 We We Matrix-P Weight: 34 lb FT=20% BRACING - TOP CHORD Sheathed or 5-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing. be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/siz-) 4=243/0-3-8 (min. 0-1-8), 3=243/0-3-8 (min. 0-1-8) Max Ho z4=11 O(LC 9) Max Uplift4=47(LC 8), 3=-49(LC 9) Max Grav4=392(LC 23), 3=392(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-4=-341/255,2-3=-321/84 BOT CHORD 4-7=-302/330, 3-7=-302/330 WEBS 1-3=-327/311 NOTES- 1) Wind: ASCE 7-16; Valh95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp S; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob Truss ITruss Type Qty Ply 3LDG2 DD2 ImohopRch 1 1 Plate Offsets (X,Y)— L1;0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ^ Rep Stress Incr YES BCDL 10.0 Code IBC201 SrrP12014 LUMBER - TOP CHORD 2x4 DF No.2 G SOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.2 G 5 FI 6.8 11 2x4 I CSI. TC 0.44 BC 0.61 WB 0.16 Matriz-P REACTIONS. (lb/size) 4=243/0-5-8 (min. 0-1-8), 3=243/Mechanical Max Horz4=110(LC 9) Max Uplift4=-47(LC 8), 3=-49(LC 9) Max Grav4=392(LC 27), 3=392(LC 25) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-341/253, 2-3=-321/83 BOT CHORD 4-7=-274/320, 3-7=-274/320 WEBS 1-3=-322/281 Scale = 1:29 SS-0 DEFL. in (loc) I/defl Ud PLATES 13RIP Vert(LL) -0.14 3-4 -446 240 MT20 220/195 Vert(CT) -0.21 3-4 _296 180 Horz(CT) 0.00 3 nla We Weight: 34 Ib FT = 23 BRACING - TOP CHORD Sheathed or 5-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and reouired cross b:acirg be installed during truss erection, in accsda:.c a with Stanilizer Installation guide. _ J NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 1 bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. B) Referto girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3. 8) One RT4 USE connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANS[fTPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob Truss iMG 2 DD3 5-10-7 50-7 4x6.- Scale = 1:41 3x6 - 13 3x8 = yX9 6x8 - 2x4 II 3x6 - 6-pA 8-7-14 17-0-5 ti-5-8 2ti-L-u 5-�-' 3-2-10 8-4-6 45-2 4-8-10 Plats Offset. (X,Y)- (1:0-3-1,Edge1 L3:0-3-0,0-3-01 19:0 2-12,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLI- 2n.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.34 10-11 >601 240 MT20 220/195 TCC'- :8.0 L umber DOL 1.25 BC 0.87 Vert(CT) -0.58 10-11 >353 180 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(CT) 0.04 9 n/a n/a BCC- 1G.0 (.ode IBC2018ITP12014 Matrix-S Weight: 134 lb FT=20% LUfi1= BRACING - TOP CPCPD 2x4 DF No.2 G TOP CHORD Sheathed or 5-3-6 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Ctud/C,d G *Except* WEBS 1 Row at midpt 3-9 W1: 2x6 DF No 2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=689/0-5-8 (min. 0-1-8),7=182/0-5-7 (min. 0-1-8),9=1597103-8 (min.0-1-11) Max Horz11=155(LC 9) Max Uplift7=-21(LC 9) Max Grav 11=689(LC 1), 7=356(LC 46), 9=1597(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 ill or less except when shown. TOP CHORD 1-11=-346/49, 2-15=1091/39, 3-15=-1086/40, 3-16=-156/732, 16-17=-156r734, 17-18=-156/735, 4-18=-156/740, 4-19=-159/755, 5-19=-1587762, 6-7=325/44 BOT CHORD 11-21=30311159, 10-21=-303/1159, 10-22=-187/801, 9-22=-187/801 WEBS 2-11=-1145/231, 3-10=0/523, 3-9=-1653/229, 4-9=-441/96, 5-9=-867/92, 5-8=-14/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24R; eave=oft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 fist bottom chord live load nonconcument with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob Truss Truss Type Oty -Ply 3LGG 2 _ GG3A Monopiwh 3 9 4x6 = Scale = 1 41 3x6 = 13 i 3x8 = Sx4 — 6xa = 2x4 11 3x6 = 5-5-4 3-2-10 8-4-6 4-5-2 1 aS-�10 Plate Offsets (X,Y)-- [1.:0 3 1,Edge], [3 0-3-O,0-3-0], [9:0-2-12,Edgel LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.34 10-11 >601 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.58 10-11 >353 180 BCLL O.O " Rep Stress Incr YES WB 0.82 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code IBC2018ITP12014 Matrix-S Weight: 136 ib FT = 23% LUMBER- BRACING- TOP CHORD 2x4 DF Nm2 G TOP CHORD Sheathed or 5-3-6 oc pudins, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. WEBS 2x4 DF Stud/Std G *Except" WEBS 1 Row at midpt 3-9 W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and regCrd cross bracing be installed during truss erection, in accordance with Stab.li_r.r Installation guide. REACTIONS. (lb/size) 11=68910-5-8 (min. 0-1-8), 7=182/0-5-7 (min. 0-1-8), 9=1597/0-3-8 (min. 0-1-11) Max Horz11=155(LC 30) Max Upliftl l=-171(LC 27). 7=-216(LC 30) Max Gravl l=689(LC 1), 7=356(LC 70), 9=1597(LC 1) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-346/51,1-15=-384/321,2-15=-619/573,2-16=-1091/279, 3-16=-1086/225, 3-17=-550/865,17-18=-398/734,18-19=-341/735,4-19=-336/740,4-20=-225/755, 5-20=-528/857, 5-21=495/408, 6-21=-323/207,6-7=-325/45 BOT CHORD 11-22=-763/1241,10-22=-488/1159,10-23=-417/801, 9-23=-608/933, 9-24=-351/342, 7-25=-382/373 WEBS 2-11=-1255/542,2-10=-300/434,3-10=-242/577, 3-9=-1653/636, 4-9=-41/98, 5-9=-984/455, 5-8=-14/312, 5-7=-424/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp. B, Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A platerating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11, 7, and 9. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVI-PI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-2-0 for 76.4 plf. LOAD CASE(S) Standard lob Truss Truss Type 312 nn4 Monopitch Ply 12 46 = Scale = 1:41 3x6 — 13 3x8 = °+� 6x8 = 2x4 11 3x6 = SS-4 8-]-14 17-0-5 21-5-6 26-2-0 Plat. Offset- (X,Y)-- [1:0-3-1,Edge], [3:0-3-0,0-3-0], [9:0 2-12,Edg1 LOADING(psf) SPACING- 2-0-0 CS]' DEFL. in floc) I/defl L/d PLATES GRIP TCLI 2P.0 Plate Grip COL 1.25 TC 0.52 Vert(L-) -0.34 10-11 >601 240 MT20 2201195 TCC- ,8.0 Lumber DOL 1.25 BC 0.87 Veri -0.5810-11 1353 180 BCLL ao ' Eep Stress Incr YES WB 0.59 HoQ(CT) 0.04 9 n/a n/a BCC_ 16:0 Code IBC2018fFP12014 Matrix-S Weight: 136 lb FT=20% LUIi BRACING - TOP Cu100 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 OF No.2 G BOT CHORD WEBS 2x4 OF Ctud/Ctd G *Except* WEBS W1: 2x6. 131''No2 G REACTIONS. (lb/size) 11=689/0-5-8 (min. 0-1-8), 7=18210-5-7 (min. 0-1-8), 9=1597/0-3-8 (min. 0-1 Max Harz 11=155(LC 30) Max U plift 11 =-304(LC 27), 7=-362(LC 30) Max Gray 11=735(LC 34), 7=461(LC 39), 9=1597(LC 1) 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-346/53,1-15=-520/441, 2-15=-938/893, 2-16=-1130/460, 3-16=-1086/364, 3-17=-846/1161, 17-18=-579/896, 18-19=485/806, 4-19=-472/790, 4-20=-326/755, 5-20=-806/1135, 5-21=-750/663, 6-21=449/333, 6-7=-325/46 BOT CHORD 11-22=-1107/1586, 10-22=-62611159, 10-23=-589/913, 9-23=-924/1248, 9-24=-591/582, B-24=-287/289, 8-25=-345/320, 7-25=-645/637 WEBS 2-11=-1620/908, 2-10=-502/635, 3-10=438/772, 3-9=-1718/940, 4-9=-441/99, 5-9=-1298/770, 5-8=-14/312, 5-7=-722/752 Sheathed or 5-3-6 oc pudins, except end verticals Rigid ceiling directly applied or 5-10-6 oc bracing. 1 Row at midpt 2-11, 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance. with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDI-4.0psi BCDL=6.Opsf; h=25ft; B=45ft; L=24ff; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposeri for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 all by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 9. This connection is for uplift only and does not consider lateral forces. 8) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 26-2-0 for 133.8 plf. LOAD CASE(S) Standard L9 I -- v I -1/1- - - C I"' \I Job (Truss Truss Type 3L0G2 005 IMonopitch 4x6 = 12 0.25 12 4i 3x6 = Ni 2 6 Scale = 1 41 3x6 = 13 5x6 = 2x4 II 4x8 = 3 17 18 19 4 20 5 21 1� — � ��] r 6x6 = ""' — 6x8 = 2z4 11 1 = 5-54 _i "117-0-5 IN�26r2 0 5-5-4 3-2-t0 84-6 4-5-2 4-8-10 Plate Offsets (X,Y)-- [1 0 3 1,Edge], [20-2-0,0-0-7], [3:0-3-0,0-3-01, L9:0-2-12,EdgeL LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL L25 TC 0.52 Vert(LL) -0.34 10-11 >601 240 MT20 220/195 TCOL 18.0 Lumber DOL 1.25 BC 0.87 Vert(CT)-0.5810-11 >353 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 9 rl n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 136 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 5-2-14 oc pur ins, except end verticals. - BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 4-10-13 oc b�e;ing. WEBS 2x4 OF Stud/Std G *Except* WEBS 1 Row at midpt 2-11, 3-9 W1: 2x6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11-689/0-5-8 (min. 0-1-8), 7=182/0-5-7 (min. 0-1-8), 9=1597/0-3-8 (min.0-.1-11) Max Ho¢ 11=155(LC 30) Max Upfift11=-481(LC 27), 7=-557(LC 30), 9=-41(LC 29) Max Grav l l=913(LC 34), 7=656(LC 39), 9=1597(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (11 or less except when shown. TOP CHORD 1-1 1=-346/55,1-15=-693/630, 2-15=-1365/1319, 2-16=1371/700, 3-16=-1215/550; 3-17=-1240/1555, 17-18=-821/1138,18-19=-686/1003, 4-19=-653/970, 4-20=-499/755, 5-20=-1177/1506, 5-21=-1090/1003, 6-21=-531/505, 6-7=-325/47 BOT CHORD 11-22=-1567/2045, 10-22=-811/1289, 10-23=818/1143,.9-23=-1345/1669, 9-24=-910/902, 8-24=-443/445, 8-25=-524/473, 7-25=-979/987 WEBS 2-11= 2108/1395, 2-10=-770/903, 3-10=-699/1033, 3-9=-2125/1347, 4-9=-441/101, 5-9=-1718/1189, 5-8=-14/312, 5-7=-1120/1150 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. It; Exp B; Enclosed; M WFRS (directional) and C-C Corner(3) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.01 bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 8) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 9. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250-Ole live located at all mid panels and at all panel points along the / Top Chord and Bottom Chord, nonconcurrent with any other live loads. 1 12) This truss has been designed for a total drag load of 5500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-2-0 for 210.2 oft, LOAD CASE(S) Standard ).b Truss Oty 3LOG2 BB65 IGABLETYPe I Ply 5-10-7 Scale = 1:41 4x6 = 3x6 = 21 0.25 F12 Sx6 = 3x8 = 1 3x4 — p 41 3 42 43 44 4 45 5 46 11 40 T2 E ST5 S78 L{ ST14 { ST1 W2 Y' ST3 ST4 W3 ST7 5 ST10 w6 ST11 VVZ Q W6 We E ST2 E, ST12 kL. { f Sf 6 ST9 S. s TTT"'lll s 19 47 18 48 17 49 16 50 15 51 14 52 13 53 12 54 11 55 10 9 56 8 57 7 3.6 - 3x4 = 5x8 = 3x6 = 515-4 8-7-14 17-0-5 21-5-6 26-2-0 S-5-4 3-2-10 8-4-6 45-2 4-8-10 PLde C.'f-ets (X,Y)-- 1t0-3-1,Edge],[2:0-1-12,0-1-01,[3:0-3-0,0-3-41,[12:0-2-12,0-3-0],[31:0-1-12,0-1-0 _ LCACING �psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) n/a - n/a 999 MT20 220/195 TCC.L 18.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a - n/a 999 BCI L 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 1601b FT= 20% LUMBER. BRACING - TOP CHORD 2x4 Dr-No.2 G TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BJT CHCRD 2x4 CF No:.^ G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stun/Std G *Except* MiTek recommends that Stabilizers and required cross bracing W1: 2x6 OF No.2 G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 OF Stud/Std G Installation guide. REACTIONS. All bearings 26-2-0. fib) - Max Horz 19=155f -C 9) Max Uplift All uplift 100 1b or less at joint(s) 19, 7, 12, 16, 10, 17, 15, 14, 11, 9 Max Grav All reactions 250 lb or less at joint(s) except 19=404(LC 50), 7=342(LC 62), 12=563(LC 1), 16=796(LC 1), 10=394(LC 47), 18=317(LC 51), 17=288(LC 52), 15=27B(LC 54), 14=287(LC 55), 13=304(LC 56), 11=297(LC 58), 9=300(LC 48), 8=292(LC 61) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-342/48, 2-41=-132/293, 3-41=-131/301, 6-7=-324/44 WEBS 2-16=-633/240, 3-16=-572/144, 3-12=-257/49, 4-12=-430/94, 5-10=-356/74 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 19, 7. 12, 16, 10, 17, 15, 14, 11, and 9. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 9QO-ESS, N� Job Tmss TNss Type 3LDG2 FF1 GABLE 5-7-12 W2 Wi ST3 W2 ... ST61 STi' hI. J pii'/.JY.J mr •.c ' .d ..e. — --- .,odl9.'�.�;" lu 5-7-12 5-7-12 Plate Offsets (XYj-_ j7:0-1-9,0 1--T,-L5:0-1-14,0-1-0] LOADING(psf) SPACING. 2-0-0 TCLL 20.0 Plate Gnp DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL O.O ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G OTHERS 2x4 OF Stud/Std G 20 3x8 22 5 23 11-3-8 5-7-12 -- --- Scale = 1:20 051. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.51 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.24 Vert(CT) n/a - n/a 999 WB 0.10 Horz(CT) 0.00 4 n/a n/a Matnx-S Weight: 68 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pur ins (6-0-0 max.): 1-3, except a„d ve,ticals. ... BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brzrng. - MiTek recommends that Stabilizers and require-1 -soss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-3-8. (Ib) - Max Horz 9=-45(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 9, 4, 7, 6, 5 Max Grav All reactions 250 Ib or less at joint(s) except 9=338(LC 33), 4=339(LC 38), 7=581(LC 1), 8=312(LC 34), 6=289(LC 36), 5=280(1C 37) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-320/73, 3A=-320/73 WEBS 2-7=-489/196 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=4511t; L=24ft; eave=2ft; Cat. Il; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water podding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9, 4, 7, 6, and 5. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1- 12) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Xp. F/ 3Oi No. -'53821 Job Truss -Truss Type 3LDG 2 pal Blocking Supported Ply 1-10-6 1-10-6 3x4 = 2x4 11 1 2 3x6 6x6 1-10-6 1-10-6 Scale = 1:14 LOO DIN,(psf) SPACING- 2-0-0 CSI. 13EFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - We 999 MT20 220/195 TCDL 1&0 Lumber DOL 1.25 BC 0.14 Vert(CT) We - n/a 999 BLLL 0.0 ' Rep Stress Incr YES WB 0.27 Ho=(CT) 0.00 3 n/a n/a BrPl 10.0 Code IBC2018fTP12014 Matrix-P Weight: 131b FT=20% LI llil BRACING - TOP CHORD 2x4 DF P'o.2 G TOP CHORD 2-0-0 no purlins: 1-2, except end verticals. SO' CHORD 2x4 [,F NO.� G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. WEBS 2x4 CF St,f/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=530(LC 27), 3=-530(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/540, 1-5=-368/373, 2-3=-278/32 BOT CHORD 4-6=-248/254, 3-6=405/412 WEBS 1-3=-707/707 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCOL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/ -PI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIFFPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag , R� loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. { I LOAD CASE(S) Standard = 3i Job Truss 3LDG2 PB1A F LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL O.o * Rep Stress Incr NO BCDL 10.0 Code IBC2018rTPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G V 3x4 = 2x4 11 Scale = 1:14 1 5 2 Ti 1 W1 X W2 W1 Bt 3x6 6x6 1-4-14 1a14 _ CSI. DEFL. in (Ioc) TC 0.25 Vert(LL) n/a - BC 0.10 Ved(CT) n/a - WB 0.25 Horz(CT) 0.00 3 Matr x-P REACTIONS. (I elsize) 4=5411-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-541(LC 27), 3=-541(LC 30) Max Grav4=574(LC 34), 3=574(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/556, 1-5=-265/270, 2-3=-270/23 BOT CHORD 3-6=-302/309 WEBS 1-3=662/662 I/defl Lid PLATES' GRIP ,. n/a 999 MT20 2201195 n/a 999 n/a n/a Weight: 19 lb FT = 20 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - MiTek recommends that Stabilizers and required cross bracmo be installed during truss erection, in accordance pith Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss Type SLOG 2 PB2 Blocking Supported Qty IPly 1-3-1 1 3-1 2x4 11 1 5 2 4 6 3x6 6x6 Scale = 1:14 LOADINR(psf) - SPACING• 2-0O CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - nla 999 MT20 220/195 TCDL 18.0 Lumber DOL 125 BC 0.08 Vert(CT) n!a - n/a 999 BRep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a B('DL 10.0 'Code IBC2018/TP12014 Matrix-P Weight: 11 lb FT = 20% Lt'MPER- BRACING- TLP CHORD 2x4 DF Ph.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. Bn- OHORD 2x4 Dr N,.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud'Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide REACTIONS. (lb/size) 4=46/1-3-1 (min. 0-1-8), 3=46/1-3-1 (min. 0-1-8) Max Horz 4=-35(LC 28) Max Upiift4=-546(LC 27), 3=-546(LC 30) Max Grav4=575(LC 34), 3=575(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-572/571, 2-3=267/20 BOT CHORD 3-6=-268/275 WEBS 1-3=654/654 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 1.1) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1,33) Plate grip DOL=(1.33) Connect truss to resist drag loads bottom chord from 0-0-0 to 1-3-1 for 250.0 filf. 7 along 14) Graphical representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. L S C�\ pudin _ LOAD CASE(S) Standard V Job (Truss 'Truss Type 3LeG 2. PB3 I Blocking supported LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-8-12 8-12 3x4= 2x411 1 5 2 4 6 3 3x6 6x6 1-8-12 1-8-12 CSI. DEFL. in (loc) I/defl Ltd TC 022 Vert(LL) n/a - n/a 999 BC 0 72 Vert(CT) n/a - n/a 999 WE 0.26 Harz(CT) 0.00 3 ri n/a Mat x-P REACTIONS. (lb/size) 4=6911-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-35(1-C 28) Max Uplift4=-533(LC 27), 3=-533(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-562/541, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=375/381 WEBS 1-3=-691/691 Scale = 1:14 PLATES GRIP ,. MT20 220/195 - Weight 12 lb FT = 20`/0 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required'cross bracirg be installed during truss erection, in accordance v ith Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction. of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.O11to live located at all mid panels and at all panel paints along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard lob '.Truss (Truss Type 3LDG 2 PB4 Blacking Supported Ply 1-1 3x4 — 2x4 I 1 5 2 3x6 6x6 — 1-10-4 1-10-4 LOA DINr;(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BLL, 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/iP12014 Matnx-P LPMRER- TUP CHORD 2x4 DF P'o.2 G BOT C4ORD 2x4 DF No.2 G WEBS 2x4 C.F Sth:c''Std G REACTIONS. (lb/size) 4=75/1-10-4 (min. 0-1-8), 3=75/1-104 (min. 0-1-8) Max Horz4=-35(LC 8) Max Upiift4=-531(LC 27), 3=-531(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) FORCES. (Ifie) - Max. Camp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-4=-562/540, 1-5=-365/371, 2-3=-278/32 BOT CHORD 4-6=-247/253, 3-6=-403/409 WEBS 1-3=-706/706 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20 BRACING- TOP CHORD 2-0-0 cc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing Scale = 1'14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-4 for 250.0 plf. 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �\ p L9 iY SI r iJ E,p 6,30/23 No 7 8N1 o lob Truss - Truss Type Oty 3LOG 2 I PB5 I Bl.&nq Supported I I 1-942 1-9-12 3x4 = .2x4 I I 5 2 4 6 3 3x6 6x6 1-9-12 1-9-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES TCLL 20.0 Plate Grip DOL 125 TC 0.22 Vert(LL) n/a - n/a 999 MT20 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - his 999 BCLL 0.0 " Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018frP12014 Matrix-P Weight: 131la LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=7311-9-12 (min. 0-1-8), 3=73/1-9-12 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-531(LC 27), 3=-531(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-562/540, 1-5=-356/362, 2-3=-277/31 BOT CHORD 3-6=-394/400 WEBS 1-3=-701/701 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing Scale = 1:14 GRIP 220/195 FT=20% MiTek recommends that Stabilizers and required cross bracino be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd-75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psr on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to beading walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all and panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-12 for 250.0 pit. 15) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard d t n 1 _ lob (Truss Truss Type - - Qty 3LDG 2 PB6 13).dcng Supportetl t 1-9-6 1-9-6 3x4 = 2x4 11 1 5 2 3x6 6x6 1-9-6 1-9-6 Seale = 1.14 LOADINO(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TC,L 20.0 J Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC OA3 Vert(CT) n/a - n/a 999 BCL, 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCCL 10.0 Code IBC2018rrP12014 Matrix-P Weight: 121b FT=20% LCMPER- BRACING- T(,P CHORD 2x4 DF No.2G TOP CHORD 2-0-0 no pudin: 1-2, except end verticals. BO- 340RD 2x4 Di' No.2-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 G= S_tti&Std G MiTek recommends that Stabilizers and required cross bracing .. be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=72/1-9-6 (min. 0-1-8), 3=72/1-9-6 (min. 0-1-8) Max Horz 4=-35(LC 28) Max Uplift4=-532(LC 27), 3=-532(LC 30) Max Gmv4=577(LC 34), 3=577(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/541, 1-5=-349/355, 2-3=-277/31 BOTCHORD 3-6=-387/393 WEBS 1-3=-697/697 NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pouring. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 0.v r E S j; 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q ON loads along bottom chord from 0-0-0 to 1-9-6 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard II pS 1 EKp_ E/ 30/ ZZ #� 'V0. (53821 * / lob (Truss 3LDG 2 PB7 Tmss Type Blocking Supported Ply 1-9-12 1-9-12 1 3.4 = 22.4 11 5 3x6 6x6 Scale = 1:14 1-9-12 1-9 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lrd PLATES DRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) me - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) me - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a me BCDL 10.0 Code IBC20181TP12014 Matnx-P Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. - BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and rex uired cross-bracWc be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. (lb/size) 4=73/1-9-12 (min. 0-1-8), 3=73/1-9-12 (min. 0-1-8) Max Hom 4=-36(LC 10) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 14=-568/546, 1-5=-356/362, 2-3=-277/31 BOTCHORD 3-6=-394/401 WEBS 1-3=-706/706 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per Al 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(t33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-12 for 250.0 plf.vO i 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard � w Z'1 � ' �s xp 9 r l A i gyp, Job Truss 3LDG 2 P38 Tmss Type Blocking Supported 8-12 8-12 3x4 = 2x4 11 4 6 3 3x6 6.6 LOP DIN11(psf) 'SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCOL 18.0 Lumber DOL 1.25 BC 0.12 BGLL 0.0 Rep Stress Incr YES WB 0.27 BCCL 10.0 Code IBC2018ITP12014 Matrix-P LUMBER. TUP CHORD 2x4 DF No.2 G BO— ^•4'JRD 2x4 DF No.T G WEBS 2x4 OF Simi G REACTIONS. (lb/size) 4=6911-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplfft4=-538(LC 27), 3=-538(LC 30) Max Grav4=582(LC 34), 3=582(LC 31) 1-8-12 1-8-12 Scale = 1:14 DEFL. in (too) I/deft L/d PLATES GRIP Vert(LL) n/a -. n/a 999 MT20 2201195 Ven(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 121b FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing. I'vii recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1A=-567/547, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-375/382 WEBS 1-3=-696/696 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eavei Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,. nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 15) Graphical punin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard lob (Truss -Truss Type 3LOG 2 PB9 Blocking SuWoded Ply N 1 3x4= P2x411 5 3x6 6x6 1-9-6 1-9-6 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CS'- DEFL. in floc)/dell Lld PLATEC 3RIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) hlls - n/a 999 MT20 ?20/195 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Ved(CT) n/a - n/a 999 BCLL O.D ' Rep Stress Incr YES WB 0.27 Hmz(CT) 0.00 3 n/a nla BCDL 10.0 Code IBC2018rrPI2014 Matrix-P Weight: :3Ile FT=20% LUMBER- BRACING- „ TOP CHORD 2x4 OF Nc.2 G TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD 2x4 OF Nc.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and rcr uire6 cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=72/1-9-6 (min. 0-1-8), 3=72/1-9-6 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=582(LC 34), 3=582(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-567/546, 1-5=-349/355, 2-3=-277/31 BOT CHORD 3-6=-387/394 WEBS 1-3=-702/702 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposeQC-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to dealing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. _- 14) This truss has been designed fora total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-6 for 250.0 plf. " 15) Graphical pur in representation does not depict the size or the orientation of the. purlin along the top and/or bottom chord. - 'j F1 LOAD CASES) Standard jl�ltk' - � n lob Truss Truss Type. Qty Ply 3LDG2 Pang Blocking Supportetl. 21 1-10-6 ~— 1-10-6 3x4 = 2x4 1 2 3x6 6x6 Scale = 1:14 1-1 D 6 1-10.6 i LOADING(psf) I' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 210 -late Grip DOE 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Inor YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BC9l 10.0 Code IBC20181TPI2014. Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING- TCP CHORD 2x4 OF Ni.2 G TOP CHORD 2-0-0 oc purlin: 1-2, except end verticals. BOT CHORD 2x4 DV ,4o.2'G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 D5 Stud/Std G MiTek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer _ Installation guide. REACTIONS. (lb/size) 4=7611-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz4=36(LC 9) Max Uplift4=-536(LC 27), 3=-536(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-568/545, 1-5=-368/374, 2-3=-278/32 BOT CHORD 4-6=249/255, 3-6=-406/412 WEBS 1-3=-712l712 NOTES. 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011d live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcunent with any other live loads. 14) This truss has been designed for a total drag load of 250 pill Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag I loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pill 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss (Truss Type t-DG 2 PB10A IBLOCKING SUPPORTED Cry Ply 1-4-14 1-4-14 3x4 = 2.4 n 1 2 3x6 6x6 - 1-0-04 1-4-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d TCLL 20.0 Plate Grip DOL L25 TC 0.26 Vert(LL) n/a - We 999 TCDL 18.0 Lumber DOL L25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WE 0.25 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC2018lTP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Horz 4=36(LC 9) Max Uplif[4=547(LC 27), 3=-547(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-569/563, 1-5=-265/270, 2-3=-270/23 SOT CHORD 3-6=-303/309 WEBS 1-3=-668/668 Scale = 1:14 PLATE€ GRIP MT20 - 220/195 Weight: 'A lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-0-0 as bra-ing MiTek recommends that Stabilizers and rcgjired cross bracino be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Gpsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Con -I zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord beading. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 up. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R77A I connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 or. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard S,C/ /` ;^\ pis �I w - i��, lob Truss Truss 3LDG2 Pal Blocki 1-9-12 1-9-12 3x4 = 2x4 I' 1 5 2 3x6 6x6 1-9-12 1-9-t2 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,22 Vert(LL) n/a' - n/a 999 MT20 2201195 TCUL 18.0 Lumber DOL t25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCO1. 10.0 Code IBC2018ITP12014 Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING- TCP CHORD 2x4 DF Nn.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 D1= ,Jo.2-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 D5 StLrdrStd G MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 4=73M-9-12 (min. 0-1-8), 3=7311-9-12 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-568/546, 1-5=-356/362, 2-3=-277/31 BOT CHORD 3-6=-394/401 WEBS 1-3=-706/706 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from oneface or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chordin all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-12 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard FSS/,n, Hq\' lob Truss Truss Type 312 IPB13 Blocking Supported Ply 1-10-fi 1-10-6 3x4 = 1 6 T1 W1 \X W1 W2 \ 11 1 B1 In 4 6 3 3x6 6x6 1-10-6 1-10-6 Scale = 1:16 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (Joe) /deft L/d PLATE£ GRIP , TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vart(LL) We - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - We 999 IS 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 14 lb FT=2(Y% LUMBER- BRACING- .. ,. TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. - BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and require, cross bracng be installed during truss erection, in accor7anc_ with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-42(LC 10) Max Uplift4=-630(LC 27), 3=-630(LC 30) Max Grav4=677(LC 34), 3=677(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-661/639, 1-5=-370/377, 2-3=-278/32 BOT CHORD 4-6=-257/265, 3-6=415/422 WEBS 1-3=-801/801 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 12) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical representation does not depict the the the in the top bottom Q Gh J �/ purlin size or orientation of pur along and/or chord. LOAD CASES) Standard lob Truss 3LDG 2 PB13/ Type Ply 2 1-9-6 1-9-6 3x4 = 1 2 3x6 6x6 1-9-6 1-9-6 LOAPING(psf) dPACING- 2-0-0 CSI. DEFL. in (fee) I/defl L/d PLATES TCLL 23*0 "late Grip DOL 125 TC 0.15 Vert(LL) n/a - n/a 999 MT20 TCDL 18.0 Lumber DOL 125 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 " 'Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 Na n/a BCT. 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 27 I6 LU^AB'�R- BRACING - TOP CHORD 2x4 CF Nc.2 G TOP CHORD 2-0-0 oc purins: 1-2, exceptend verticals. BCT Cl 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stu.1/Std G REACTIONS. (It size) 4=72/1-9-6 (min. 0-1-8), 3=72/1-9-6 (min. 0-1-8) Max Horz 4=41(LC 32) Max Upiift4= ft-C 27), 3=-621(LC 30) Max Grav4=666(LC 34), 3=666(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-651/630, 1-5=-351/352, 2-3=-277/31 BOT CHORD 3-6=-389/391 WEBS 1-3=-772/772 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131N2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (S), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4H; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;.end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 1-9-6 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I Scale'. 3/4"= GRIP 220/195 FT = 20% Job (Truss 'Truss Type Q`PTyty 12 PSI36 Blocking 2 q 1-10-6 t-m-s 30 = 1 6 2 Ti W1 KB1 Scale: 3/4= 4 6 3 2x4 3x4 1-10-6 1-10-6 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (Joe) Udell L/d PLATES GRIP ,. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL L25 BC 0.07 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code I BC2018fTP12014 Matrix-P Weight: 281b FT=20/ LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. - BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing - WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=-41(LC 10) Max Uplift4=-619(LC 27), 3=-619(LC 30) Max Grav4=667(LC 34), 3=667(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-651/629, 1-5=-370/371, 2-3=-278/32 BOT CHORD 4-6=-251/253, 3-6=-408/410 WEBS 1-3=-781/781 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between ail plies. 4) 2-ply truss to be connected together with Sol (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psh h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chard bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.0I1h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 pif Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pill, 16) Graphical pudin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASES) Standard lob Truss Truss Type City -Ply 3LQG2 PS14 Blocking Supported 2 1 Job Reference (optional) Run .-642ps Apr 162021Pdnt8420sApr 1620P1eG2Llnd?3Bs.Inc, nNov 1920CB22021 Hgi ID:NChjg WffidcAzC2515cg9D3yWT6h-L66d 1 QeG2Lgm238stlfell EnMXVmK2QCBdfS4KyHg� 1-6-6 66 3x4 — Scale = 1:16 5 2 4 6 3 3x 3 6x6 -- 1-6-6 1-6-6 LOAr)ING{psf) - i aPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL =d.0 'late Grip DOL 1.25 TC 0.31 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber COL 1.25 BC 0.10 Vert(CT) Na - n/a 999 BC,L b.0 Sep Stress Incr YES WB 0.30 Horz(CT) 0.00 3 We n/a BC7- 10.0 Code IBC2018(FP12014 Mai Weight: 13 Ib FT = 20% _ LUMBER- BRACING- TGP CHORD 2x4 DF Nj.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BCT Cf'(`PD 2x4 DF No.2`G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 D- StUJ'Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=60/1-6-6 (min. 0-1-8), 3=60/1-6-6 (min. 0-1-8) Max Horz4=-42(LC 28) Max Uplift4=639(LC 27), 3=-639(LC 30) Max Grav4=676(LC 34), 3=676(LC 31) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (16) or less except when shown. TOP CHORD 1-4=-664/661, 1-5=-295/302, 2-3=-272/25 BOT CHORD 3-6=-340/347 WEBS 1-3=-775/775 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DCL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RTBA USP connectors recommended to connect truss to bearing wails due to UPLIFT at It(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib. live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 250.3 plf. OF t' S 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard ) j ,V j J . lob (Truss Truss Type Oty ply 3LDG2 PB16 BLOCKING SUPPORTED 1 1-10-13 -10 1 3A = 1 5 T1 i W7W2\: W1 B1 II EM 4 6 7 3 3x6 6x6 1-10-13 1-10-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Mai LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=77/1-10-13 (min. 0-1-8), 3=77/1-10-13 (min. 0-1-8) Max Honr4=-67(LC 28) Max Uplift4=-629(LC 27), 3=-629(LC 30) Max Grav4=677(LC 34), 3=677(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-661/638, 1-5=-378/385, 2-3=279/33 BOT CHORD 4-6=-301/308, 6-7=-301/308, 3-7=-463/471 WEBS 1-3=-804/804 Scale = 1:16 PLATE& TRIP .. MT20 120/195 Weight: ,41b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and regaireo cross brace; be installed during truss erection, in accorlancc ,vith Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone;. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 4 and 3. This connection is for uplift only and does not Consider lateral forces. 11) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1,33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-5 for 329.4 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard /OFF']/0 Job 3LDG 2 PB17 Supported Ply 1-10-6 1-10-6 3x4 = 5 T1 W1 W2 W1 Q� B1 4 6 3 3x6 6.6 t-im 1-10-6 LOAf11NG(pso SPACING- 2-0-0 I CSI. TCLL 2J.0 'late Grip DOL 1.25 TC 0.32 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BC,L 0.0 ' Rep Stress Incr YES WB 0.32 BC')'. 10.0 :.ode IBC2018/TPI2014 Matrix-P LU4B'ER- TOP CHORD 2x4 OF N-2 S BCT CPCPD 2x4 DF ,,o.2 G WLBS 2x4 DF Stu3/Std G REACTIONS. fib/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Harz 4=-44(LC 10) Max Uplift4=-661(LC 27), 3=-661(LC 30) Max Grav4=708(LC 34), 3=708(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-692/670, 1-5=-371/378, 2-3=-278/32 BOT CHORD 4-6=-260/268, 3-6=-417/425 WEBS 1-3=-831/831 Scale = 1:16 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 15 Ile FT = 20% i BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss I Truss Tyl 3LOG 2 PB18 BLOCKINI 1-3-11 1311 3x6 6x6 1-3-11 1-3-11 Scale = 1.16 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 MT20 ^20/195 TCDL 18.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/fP12014 Mat I Weight 13 lb FT=20/- LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudfns: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Sterilizers and requireo rross bracr be installed during truss erection, in accordanc. Nith Stabilizer Installation guide. REACTIONS. (lb/size) 4=49/1-3-11 (min. 0-1-8), 3=49/1-3-11 (min. 0-1-8) Max Horz 4=-44(LC 10) Max Uplift4=-681(LC 27), 3=-681(LC 30) Max Grav4=712(LC 34), 3=712(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-725/724, 1-5=-245/253, 2-3=-268/21 BOT CHORD 3-6=-292/300 WEBS 1-3=-805/805 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind leads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag 'v.l loads along bottom chord from 0-0-0 to 1-3-11 for 250.0 pff. - - 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. /r 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in - singleplytmss.41 LOAD CASE(S) Standard - * 4 J. lob Truss 3LDG2 PB19 1-8-02 Y8-12 3x4 = 1 5 T1 W1 W2\ W1 gt I 3x6 6x6 1-8-12 1-8-12 Scale =1:15 LOAPINGrpsf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCL L 2J.0 r "late Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0,12 Vert(CT) n/a - me 999 BCLL 0.0 * , Sep Stress Incr YES WB 0.31 Hmz(CT) 0.00 3 n/a n/a BC'). 10.0 Code IBC2018/TP12014 Matrix-P Weight: 14 lb FT=20% LU'ABLR- BRACING. TOO CHORD 2x4 CF NL.2 3 TOP CHORD 2-0-0 no pur ins: 1-2, except end verticals. BCT CP^PD 2x4 OF No.2 6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DC StuJ/3td G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-44(LC 32) Max Uplift4=-664(LC 27), 3=-664(LC 30) Max Grav4=708(LC 34), 3=708(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-693/680, 1-5=-340/347, 2-3=-276129 BOT CHORD 4-6=-243/251, 3-6=-387/395 WEBS 1-3=-820/820 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exit, B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. F��, 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag "'' E l/ O4L - loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. �� 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F� 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in "� single ply truss. _ r LOAD CASES) Standard /�_ j * 4_ Job Tmss Truss Type Qty Ply 3LDG 2 PB21 Blocking Supported 20 1 _ Job Reference (optional) Run ps Apr 162021 Print 16 Industries, Inc _0 2021 Pay IDNChjgWf6dcAzC2515cg9D3yVVT8h-eSlGVcdfPVinLBDCaIHH4W0nMvuTDODoOsKgpyHgc t-10-6 t-t0-fi 3x4 = Scale = 1:16 5 2 T1 7W2\ W1 3x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.26 TC 0.30 TCDL 18.0 Lumber DOL L25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 BCDL 10.0 Code IBC20181TPI2014 Matnx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max HoIrz4=-41(LC 8) Max Uplift4=-627(LC 27), 3=-627(LC 30) Max Grav4=674(LC 34), 3=674(LC 31) 6x6 — 1-10-6 1-10-6 DEFL. in (loc) I/dell L/d PLATES lRI✓ - - Vert(LL) Na - ri 999 MT20 22]l195 Vert(CT) n/a - ri 999 Horz(CT) 0.00 3 n/a n/a Weight: 1 ? Ib FT = 20% BRACING- - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals.. .... BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stab"izei Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-659/636, 1-5=-370/377, 2-3=-278/32 BOT CHORD 4-6=-257/264, 3-6=-414/422 WEBS 1-3=-798/798 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical punin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Cry Ply Job (Truss Truss Type - 3LOG2 PB21A I BLOCKING SUPPORTED 1 Run: 8 420 s Apr 16 2( ID:NChjgWf6dcA: 1-4_14 1-4-14 3x4 = 1 5 2 4 6 3 3x6 6x6 - 1-4-14 1-4-14 Scale = 1:16 L7.1D:NG(psf) ( SPACING- 2-0-0 CSI, 1 DEFL. in (loc) I/defl Lid PLATES GRIP T1;LL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BOLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC2018rrP12014 Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING - TOP C•I'ORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing - - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTPYIi. (ib/sizel 4=5411-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Herz;=-.;l (LC 8) Max Upli,t4=-641(LC 27), 3=-641(LC 30) Max Grav4=674(LC 34), 3=674(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-672/671, 1-5=-267/274, 2-3=-270/23 BOTCHORD 3-6=-311/319 WEBS 1-3=-767/767 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Conri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrTPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-14 for 250.0 plf. _ 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard lob Truss: (Truss Type 3LDG2 P922 BLOCKING SUPPORTED Qty Ply Job Reference (cotionall Run: 8 420 s Apr 162021 Print 8420 s Apr 16 2021 Mil Industries, Inc Fri Nov 19 0620:31 2021 Peg ID: N Chjg Wf6dcAzC2515cg9D3y W T6h-ar9OwVlvx6zVaS Nbh8J19x6Jz9c2x7i W GiLRu IyHg 1-3-11 1-3-11 3x6 6x6 — 1-3-11 1-3-11 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - rue 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(CT) 0.00 3 hie n/a BCDL 10.0 Code IBC201 B/TP12014 Matnx-P LUMBER - TOP CHORD 2x4 DF Nb.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DIE Stud/Std G REACTIONS. (lb/size) 4=49/1-3-11 (min. 0-1-8), 3=49/1-3-11 (min. 0-1-8) Max Horz4=-41(LC 10) Max Uplift4=-646(LC 27), 3=-646(LC 30) Max Grav4=677(LC 34), 3=677(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-685/683, 1-5=-245/251, 2-3=-268/21 BOT CHORD 3-6=-289/296 WEBS 1-3=-7661766 Scale = 1,16 PLATES CRIr MT20 22u1195 Weight: 12 lb FT = 20 % BRACING - TOP CHORD 2-0-0 oc pudin: 1-2, except end verticals. SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bra^.inn be installed during truss erection, in accordarce with Stabi:;zer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional). and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right expose ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 BO 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to hearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-11 for 250.0 plf. 14) Graphical punin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob 'Tmss Truss Type Qty Ply 3LDG 2 PB23 Blocking Supported 1 1 IJob Reference (optional) Run'. 8420 s Apr 16 2021 Pant 8.420 s Apr 162021 Mil Indue[dee, Inc Fri Nov 1906'.20'. 33 2021 P., ID: NChjg Wf6dcAZC2515cg9D3yWT6h-WEGnLBn9SjDCplWzp2LDFMBgjzl2P03pjOgXz6yHgi 8-12 1-8-12 3x4 - Scale = 1:16 1 2 3x6 6x6 1-8-12 1-1l i L3A3ih(:(psf) SPACING- 2-0-0 CSI. DEPL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 MT20 220/195 TCJL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-P Weight: 14 lb FT=20% LUMBI BRACING. TOP Cl IORD 2x4 JF No.2-G TOP CHORD 2-0-0 oc buries: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing _ be installed during truss erection, in accordance with Stabilizer Installation guide. RE N17IOV3. (lb/size) 4-f9/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Yorz4=42(1-C 28) Max Uplift4=-631(LC 27), 3=-631(LC 30) Max Grav4=674(LC 34), 3=674(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1A=-660/643, 1-5=-340/346, 2-3=-276/29 BOT CHORD 3-6=-384/391 WEBS 1-3=-786/786 NOTES- 1)Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard AK *_ Job 3LDG 2 Truss PS25 Truss Type Blocking Supported Ply LOADING (psi TCLL 20.0 TCDL 18.0 BCLL 0.0 ` BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2018ITP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-10-fi 1106 3x4 = 5 2 T1 W1 %W2 W1 B1 4 6 2x4 CSI. TC 0.19 BC 0.14 WB 0.18 Matri%-P REACTIONS. (Ib/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Harz 4=41(LC 10) Max Uplift4=-348(LC 27), 3=-348(LC 30) Max Grav4=396(LC 34), 3=396(LC 31) 6x6 0-6 -10-6 Scale = 1:16 DEFL. in (loc) I/del L/d PLATES GRIN - Vert(LL) We - We 999 MT20 220, 195 Vert(CT) ri - n/a 999 Hom(CT) 0.00 3 n/a ri Weight: b: Ib FT = 20% BRACING- -- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. -_ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stab".izer Installation guide. FORCES. (Ib)- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-380/358, 23=-278/32 BOT CHORD 3-6=-250/257 WEBS 1-3=-4651465 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Endosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 half bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT stifle) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7 USP connectorsrecommended to connect those to bearing walls due to UPLIFT at life) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel paints along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This those has been designed for a total drag load of 25D lb. Lumber DOL=(1-33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 134.1 plf. 15) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. / LOAD CASE(S) Standard lob (Truss Truss Type 3LDG 2 PB25A Blocking Supported Ply 1-10-6 O6 3x4 = 1 2 2x4 6x6 1-10-6 1-10-6 LOADAG(pi - SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell L/d TOLL 20.0 Plate Grip DOL 1.25 TIC 0.19 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 Br 11-1- 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12Q14 Matrix-P LUMBEfa- BRACING - TOP CI'ORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G REA1771713. (Ib/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max `iorz :=--41(LC 10) Max Up4d4=348(LC 27), 3=-348(LC 30) Max Grav4=396(LC 34), 3=396(LC 31) FORCES. (It) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-380/358, 2-3=-278/32 BOTCHORD 3-6=-250/257 WEBS 1-3=-465/465 Scale = 1:16 PLATES GRIP MT20 220/195 Weight: 14 lb FT=20% 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2it; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ` This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only anc does not consider lateral forces. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only anc does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 134.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard /�r2O FSS/��\ i lob Truss ILIDG 2 PB26 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL ao ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G Truss Type [Ofy Ply Blacking Supportetl 1 1 Job 20 s Apr 16 2021 MiTe Run- 6 hjg s Apr 16 C21 Pont Days Apr 16 8021 MiTek Industries, Inc Fri Nov 19 LgCP] 2021 Reg ID:NChjgWffidcP.zC2515cg9D3yWT6h-P?W IBZggWyjelNgk20Q9PCMKSaffLgCPeeol6yyHg 13-1 Scale = 1:16 3x6 6x6 — 1-3-1 1-3-1 CSI. DEFL. in (loc) II L/d TC 0.32 Vert(LL) n/a - n/a 999 BC 0.08 Vert(CT) n/a - n/a 999 WB 0.29 Horz(CT) 0.00 3 n/a n/a Matrix-P REACTIONS. (lb/size) 4=46/1-3-1 (min. 0-1-8),.3=46/1-3-1 (min. 0-1-8) Max. Ho¢ 4=-41(LC 28) Max Uplift4=-646(LC 27), 3=-646(LC 30) Max Grav4=675(LC 34), 3=675(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-688/686, 2-3=-267/20 BOT CHORD 3-6=-277/284 WEBS 1-3=-763/763 PLATES CI MT20 2201195 Weight: 14 It FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bredriq —1 be installed during truss erection, in accordarce with Stabilizer J Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL 60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 no. 7) This truss has been designedfor a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One I USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 1-3-1 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard EC lob Truss -�, Truss Type 3LDG 2 PB27 Blocking Supported 4 3x6 LOAOINC(psf) - SPACING- 2-0-0 CSI. TCLL 20-0 Plate Grip DOL L25 TC 0.30 TCUI 18.0 Lumber DOL 1.25 BC 0.12 Br,LL 0.0 " Rep Stress Incr YES WB 0.30 BCDL 10.0 . Cade IBC201 3fTP12014 Matrix-P LLMBER- TCF CI;ORD 2x4 Jr• No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REAC-tJ:Jd. (lb/size) 4=09/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max: lorz 4=-41(LC 28) Max Uplift4=-628(LC 27), 3=-628(LC 30) Max Grev4=671(LC 34), 3=671(LC 31) Oty 2 Run8.420 s i ID:NChjgWff 1-8-12 1-8-12 3x4 = 5 2 6 3 6x6 1-8-12 1-8-12 Scale = 1,16 DEFL- in (Joe) Weil L/d PLATES GRIP Vert(LL) n/a - 1 999 MT20 220/195 Vert(CT) n/a - We 999 Horz(CT) 0.00 3 n/a n/a Weight: 14 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc purms: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-657/640, 1-5=-340/346, 2-3=-276/29 BOT CHORD 3-6=384/391 WEBS 1-3=-783/783 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 110 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral farces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at 311 panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin. along the top and/or bottom chord. LOAD CASE(S) Standard lobTruss (Truss Type IQty Ply 3LOG 2 P828 Blocking Supported 1 1-10-30 1-13 � 3x4 = 1 5 T1 W1 W2 W1 3x6 64 10-3 -f0-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Gap DOL 1.25 TC 0.30 Vert(L-) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC OA3 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=7511-10-3 (min. 0-1-8), 3=75/1-10-3. (min. 0-1-8) Max Horz 4=-41(LC 8) Max Uplift4=-625(LC 27), 3=-625(LC 30) Max Grav4=672(LC 34), 3=672(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-656/634, 1-5=-366/373, 2-3=-278/32 BOT CHORD 4-6=-255/262, 3-6=-410/418 WEBS 1-3=-794/794 Scale = 1:16 PLATES CRI`.x MT20 2201195 Weight: 1w lb FT=20% BRACING - TOP CHORD 2-0-0 no pudin: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bredaq] be installed during truss erection, in accordance with Stab; izer Installation quide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=4511t; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-3 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chard. LOAD CASE(S) Standard ES S, w - m o= A `_xp_ Job Truss Truss Type Qty 3LDG 2 P329 I Blocking Supported 9 Ply 1-10.fi 1-10 S 3x4 = 2x4 I 1 2 3.6 6x6 1-10-6 1-10-6 Scale = 1:14 II l LJAJiNG(psf) F SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a. - n/a 999 MT20 220/195 TCUL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 . Code IBC2018/TPI2014 Matnx-P Weight: 13 Ile FT = 20% Lt,MBER- BRACING- TCP CI:GRD 2x4 OF No.2:1. TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REIC-IOiJd. (lb/size) 4-76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max :-iorz 4=-36(LC 10) Max Uplift4=-541(LC 27), 3=-541(LC 30) Max Grav4=589(LC 34), 3=589(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-573/551, 1-5=-368/374,.2-3=-278/32 BOT CHORD 4-6=-249/256, 3-6=-406/413 WEBS 1-3=-717/717 NOTES. 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2R; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as. per ANSITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrfPI 1. 12) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. O�q�Ft S—>0 14) Graphical pudin representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. _ Q LOAD CASE(S) Standard lob (Truss (Truss Type SLOG 2 '1 BLOCKING S 1-4-14 1�� 3x4 = 2x4 11 1 5 2 3,,6 6x6 1-4-14 1-4-14 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GR,P TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n1a - n/a 999 MT20 22C/195 TCDL 18.0 Lumber DOL 1.25 BC 0A0 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: '1 IF FT = 20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accoruancT with Stal ihzer Installation guide. REACTIONS. (lb/size) 4=54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Horz4=-36(LC 10) Max Uplift4=-552(LC 27), 3=-552(LC 30) - Max Grav4=586(LC 34), 3=586(LC 31) FORCES. (Ib) - Max. Coarr ax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-575/570, 1-5=-265/271, 2-3=-270/23 BOT CHORD 3-6=303/310 WEBS 1-3=-673/673 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposeli for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to he fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 8) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonccncument with any other live loads. L S S/ 14 This truss has been designed for a total drag load of 250 If. Lumber DOL= 1.33 Plate grip DOL= 1.33 Connect truss to resist drag 9 9 P ( ) 9 P ( ) 9 �uF Q 01 �9 loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chard. /`tom X 16) Double installations of RT4 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. ��� c� • "V"� ` ? l LOAD CASE(S) Standard Job '!Truss 3LDG 2 I PB30 1-9-12 1-9-12 3x4 = 2.4 11 1 5 2 3.6 6x6 1-9-12 1-9-12 Scale = 1:14 LOADIY3(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Idle!] Lid PLATES GRIP TOLL 20.0 - Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - We 999 MT20 220/195 TCCL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BELL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 - `Code IBC2018ffP12014 Matrix-P Weight: 131b FT=20% LUSIBE7- BRACING - TOP CHARD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. WEBS 2x4 OF Fstud/S[d G MiTek recommends that Stabilizers and required cross bracing _ be installed during truss erection, in accordance. with Stabilizer Installation guide. REAC71014F. (lb/size) 4=73/1-9-12 (min. 0-1-8), 3=73/1-9-12 (min. 0-1-8) Max Horz 5=--S(LC 10) Max Up.iti4=542(LC 27), 3=-542(LC 30) Max Grav4=588(LC 34), 3=588(LC 31) FORCES. (Ib) - Max. Comp.Wax. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-4=-573/552, 1-5=-356/362, 2-3=-277/31 BOT CHORD 3-6=-395/401 WEBS 1-3=-711/711 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water podding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-12 for 250.0 plf. ^F E $ 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Si �\ 1 LOAD CASE(S) Standard r�� �N F\<1 L \ Ex3 5/J' '_? v I �c No. C53821 / Job 'Truss Truss Type 3LDG 2 PB31 Blocking Supported City Ply 3 1 1-8-12 1-8-12 3x4 = 2x4 11 1 5 2 4 6 3 3x6 6x6 1-8-12 1-8-12 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) Il L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(L-) n/a - n/a 999 MT20 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCOL 10.0 Code IBC2018rrP12014 Matnx-P Weight: 121t LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-544(LC 27), 3=-544(LC 30) Max Grav4=587(LC 34), 3=587(LC 31) FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-573/553, 1-5=-337/343, 2-3=-276/29 BOTCHORD 3-6=-376/383 WEBS 1-3=-702/702 Scale = 1:14 l 2ffi.'195 cT=20% BRACING- TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals.. - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accoroance with Stab•lizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing.. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 12) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss Type 3LDG 2 PB32 Blocking Supported Dry Ply I 1-9-6 3x4 = 2x4 11 1 6 2 4 6 3 3x6 6x6 1-9-6 1-9-6 1-0.1OlNG psf) - SPACING- 2-0-0 CS1. DEFL. in floc) I/defl L/d TOLL 20.0 - Plate Grip DOL 1.25 TC 023 Vert(LL) ma - n/a 999 TCCL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 B(-LL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a ri BCDL 10.0 - Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 OF Nut G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4=72/1-9-6 (min. 0-1-8), 3=72/1-9-6 (min. 0-1-8) Max Horz'=--6(LC 32) Max Upiid4=-b43(LC 27), 3=-543(LC 30) Max Grev4=588(LC 34), 3=588(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-573/552, 1-5=-349/355, 2-3=-277/31 BOT CHORD 3-6=-388/394 WEBS 1-3=-707/707 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 13 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end. vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 12) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord. and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total dreg load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-6 for 250.0 Pf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job (Truss Truss Type Oty iPly 3LDG 2 PB34 Blocking Supported 1 1-6-6 68 3x4 = 2x4 11 t s 2 4 6 3x6 6x6 1-6-6 1-6-6 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP -- TCLL 20.0 Plate Grip DOL 1.26 TC 0.23 Vert(LL) n/a - Na 999 MT20 2h6/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.26 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 121L -T=20% LUMBER- BRACING — TOP CHORD 2x4 DF No2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StatiIizer Installation guide. REACTIONS. (lb/size) 4=60/1-6-6 (min. 0-1-8), 3=60/1-6-6 (min. 0-1-8) -. Max Horz4=-36(LC 32) Max. Uplift4=-548(LC 27), 3=-548(LC 30) Max Grav4=586(LC 34), 3=586(LC 31) FORCES. (Ib) - Max. Comp./Iv1ax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-573/559, 1-5=-293/299, 2-3=-272/25 BOT CHORD 3-6=-332/338 WEBS 1-3=-683/683 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=B.Opsf; h=25ft; 6=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT7A LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. 12) This truss has been designed for a moving concentrated load of 250.OI1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 250.3 plf. 14) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss iTruss Type Dty -Ply 3LDG 2 PB35 Blocking Supported 10 -10-6 1-10-6 3x4 = 2x4 11 1 5 2 4 6 3 3x6 6x6 1-10-6 1-10-6 Scale = 1:15 LOADGNG(psf) k SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) rue - n/a 999 MT20 220/195 TCGL 16.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BPLL 0.0 Rep Stress ]nor YES WB 0.28 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 - 'Code IBC2018/TPI2014 Matrix-P Weight: 131la FT=20% LUMBER- BRACING- TO- Cl'CRD 2x4 OF No.2 TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTION=. lb/size) 4=75/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz.;=33(LC 11) Max Uplirt4=-572(LC 27), 3=-572(LC 30) Max Grav4=619(LC 34), 3=619(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-603/581, 1-5=-369/375, 2-3=-278/32 BOT CHORD 4-6=-252/259, 3-6=-40g/416 WEBS 1-3=-745/745 NOTES. 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One R77A LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the - Top Chord and Bottom Chord, nonconcurrent with any other live loads. Ur L J $/ 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 far 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. / LOAD CASE(S) Standard ti * �a ' q -9 Job (Truss Truss Type Oty ply 3LDG 2 PB35A Blocking Supported 2 1-6-6 6-6 3x4 = 2x4 II 1 5 2 3x6 6x6 1-6-6 _— 1-6-6 LOADING (call SPACING- 2-0-0 CSI. DEFL. in (Joe) I/detl L/d TCLL 20.0 Plate Grip DOL L25 TC 0.25 Vert(I-Q n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.27 Horz(CT) 0.00 3 ri n/a BCDL 10.0 Code IBC2018lTPI2014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4=60/1-6-6 (min. 0-1-8), 3=60/1-6-6 (min. 0-1-8) Max Horz 4=-38(LC 28) Max Uplift4=-579(LC 27), 3=-579(LC 30) Max Grav4=617(LC 34), 3=617(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ile) or less except when shown. TOP CHORD 1-4=-604/594, 1-5=-294/300, 2-3=-272/25 BOT CHORD 3-6=-335/341 WEBS 1-3=-714/714 Scale = 1:15 PLATES GPIP MT20 220/196 Weight: ;2 (b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracinq be installed during truss erection, in accordance with StaSilize- Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only anc does not consider lateral forces. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 250.3 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �KOFESS/ � lob -Truss Truss Type 3LDG 2 PB37 BLOCKING SUPPORTED Oty IPly t-10-13 1-10-13 3x4.= 2x41' 1 g 2 4 5 7 3 3xb 6x6 1-10-13 1-10-13 Scale = 1.15 L(i 1osf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.27 Vert(LL) n/a - We 999 MT20 220/195 TCDLL 18.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 B61 0.0 ' Rep Stress Incr NO WE 0.29 HOrz(CT) 0.00 3 n/a n/a BCDL 10.0 - --ode IBC2018/TP12014 Matrix-P Weight: 131b FT=20% LUt1BEk- BRACING - TOP C'iOZD 2x4 DF No.2 (= TOP CHORD 2-0-0 oc purims: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 DF Siud/Std G MiTek recommends that Stabilizers and required cross bracing - - be installed during truss erection, in accordance with Stabilizer Installation guide. REAST!CXS. (Ib/size) 4=7711-10-13 (min. 0-1-8), 3=7711-10-13 (min. 0-1-8) Max H3rc4-= 63(LC 32) Max Upllft4=-571(LC 27), 3=-571(LC 30) Max Grav4=620(LC 34), 3=620(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-4=603/581, 1-5=-377/383, 2-3=-279/33 BOT CHORD 4-6=-295/302, 6-7=-296/303, 3-7=-458/465 WEBS 1-3=-750/750 NOTES. 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1- 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This Connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. - 14) This truss has been designed for a total drag load of 250 bit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-5 for 329.4 pit. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F� LOAD CASE(S) Standard � AK Job (Truss Truss Type 3L0G2 PB38 BLOCKING SUPPORTED 1-3-11 1-3-11 2x4 2 3x6 6x6 1-3-11 1-3-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 026 Vert(LL) n/a - We 999 TCDL 18.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Mal LUMBER - TOP CHORD 2x4 OF Not G BOT CHORD 2x4 OF No2 G WEBS 2x4 DF Stull G REACTIONS. (lb/size) 4=49/1-3-11 (min. 0-1-8), 3=49/1-3-11 (min. 0-1-8) Max Ho¢4=36(LC 9) Max Uplift4=-550(LC 27), 3=-550(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) FORCES. (I c) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-574/572, 2-3=-268/21 BOT CHORD 3-6=-281/287 WEBS 1-3=-663/663 Scale = 1:14 PLATES GR-P ,. MT20 22L/195 Weight: 111b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing I MiTek recommends that Stabilizers and required cross bracing 1 I be installed during truss erection, in accordance with Stal-ilizer Installation. guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposecl for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to Connect truss to bearing walls due to UPLIFT at Ills) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT4 LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-11 for 250.0 plf. 15) Graphical Purim representation does not depict the size or the orientation of the pudin along the top and/or bottom chord.. 16) Double installations of RT4 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard ESS/�� LXp. G/3-J No- C53K I r / Q Job ITruss Truss Type 3LDG 2 PI34o IBlmking Supported (Try 3x6 6x6 1-3-7 t-3-7 2x4 11 2 Scale = 1:14 LO:.i (psf) - SPACING- 2-0-0 CS1. DEFL. in floc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L-) We - n/a 999 MT20 220/195 TCCL 18.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a - n/a 999 BCI_L 0.0 ' Rep Stress Incr YES WB 0.25 HoQ(CT) 0,00 3 n/a n/a BCDL 10.0 Code ISC2018/TPI2014 Matnx-P Weight: 11 to FT=20% LU:ABER. BRACING- TO- ^_`iCRD 2x4 DF No.2 q TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REPCTOC6. (Ib/sizes 4=4T1-3-7 (min. 0-1-8), 3=48/1-3-7 (min. 0-1-8) Max F orz 4=-56(LC 32) Max Uplitt4=-551(LC 27), 3=-551(LC 30) Max Grav 4=581(LC 34), 3=581(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1=-576/574, 2-3=-268/20 SOT CHORD 3-6=-276/282 WEBS 1-3=-662/662 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=.6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011c live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. r F S 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 1-3-7 for 250.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Exp 6�30,�23 Na. C5382 I C� ,' lob 3LDG 2 Truss Type Blocking Supported LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 110 1-2-3 2-3 3x4 = 2x4 11 1 5 2 3.6 6.6 1-2-3 1-2-3 SPACING- 2-0-0 CSI. DEFL. in (Joe) 1/dell ud Plate Grip DOL 1.25 TC 0,24 Vert(LL) n/a - n/a 999 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a Code ISC2018ITP12014 Matnx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=43/1-2-3 (min. 0-1-8), 3=43/1-2-3 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Up1ift4=-557(LC 27), 3= 557(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (Ile) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-590/589, 2-3=266/18 BOT CHORD 3-6=-252/259 WEBS 1-3=-662/662 Scale = 1:14 PLATES 3PIP MT20 22G/195 Weight::1 b FT = 20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StaUilize- Installation quide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 1-2-3 for 250.0 plf 15) Graphical purlin representation does not depict the size or the orientation of thepudin along the top and/or bottom chord. LOAD CASE(S) Standard Job (Truss Truss Type 3LDG 2 PB43 Blocking Supported City 0-s 1-10-s 3x4 = 2a4 11 1 2 3x6 6x6 1-10-6 1-10-6 LCAll SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCCL 18.0 I Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - ri 999 BC'-L 0.0 Rep Stress Incr YES WB 027 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 3ode IBC201 SrTPI2014 Mal LUMBEH- TOP 13'10RD 2x4 OF No.2 , BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF S'tud/Std G REACT'CKE. (lb/size) 4=7F/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Harz 4= 33(LC 10) Max Upilft4=-537(LC 27), 3=-537(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/546, 1-5=368/374, 2-3=-278/32 BOT CHORD 4-6=-249/255, 3-6=-406/413 WEBS 1-3=-713/713 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 13 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 25G plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf- 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the tap and/or bottom chord. Al LOAD CASE(S) Standard lob Truss Truss Type Cry 3LOG2 PB43A Blocking Supported 4 Ply 1' 1-00.6 � 1-10-fi 3x4 = 2x4 li 1 6 2 4 6 3 3x6 6x6 10 1--6 _. _- 1-1a-s LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Veri We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC20181TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=7511-10-6 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - Alf forces 250 (16) or less except when shown. TOP CHORD 14=-569/546, 1-5=-368/374, 2-3=-278/32 BOT CHORD 4-6=-249/255, 3-6=-406/413 WEBS 1-3=-713/713 Scale = 1:14 PLATES GF'1P MT20 220/195 Weight: 3 iu FT=2(% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross b-29ign be installed during truss erection, in acc)r&nce with Stamlize. Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposedC-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard r lob Truss. Truss Type Oty ;LOG 2 �P644 { Brocl,og Supported 6 d N 1-8-12 1-8-12 3x4 = 2x4 11 1 5 2 3x6 6x6 1-8-12 1-8-12 Scale = 1:14 LGA61NG lost) I SPACING- 2-0-0 CS]. DEFL, in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ve I(LL) n/a - n/a 999 MT20 220/195 TLumber COL 1.25 BC 0.12 Vert(CT) roe - n/a 999 B— 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCD'. 10.0 Code IBC2018/TPl2014 Matrix-P Weight: 12 he FT = 20% LUMBER- BRACING. Tor :;'QRD 2x4 DF No.2 C TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT rHORD 2x4 DF Np.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing - - be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REA9LLN5. (Ib/size) 4=3C11-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Harz 4=3d(LC 28) Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-569/549, 1-5=337/343, 2-3=-276/29 BOT CHORD 3-6=-376/382 WEBS 1-3=-698/698 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposedto wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designedfor a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 fill. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 07 LOAD CASE(S) Standard lob (Truss (Truss Type jQty Ply 3LDS 2 PB44A Blocking Supported 2 1-8-12 -a-12 3x4 = 2x4 1 5 2 3x6 6x6 1-8-12 1-8-12 Scale = 1:14 LOADING(psl) SPACING- 2-0-0 CS'_ DEFL. in (Ioc) Well Lid PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 VeIT LL) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 1216 FT=20-1 LUMBER- BRACING- - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF li G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bi-acing. WEBS 2x4 DF Stud/Std G FMiTek recommends that Stabilizers and required cross brani1_P be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) - - - Max Horz4=-36(LC 28) - Max Upfft4iii: LC 27), 3=-540(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) ' FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-4=-569/549, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-376/382 WEBS 1-3=-698/698 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75ri TCDL=6.Opsf; BCDL=6.Opsf; h=251t; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B: Enclosed; M WFRS (directional) and C-C Corner(3) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 14) Graphical does depict the the bottom QnL purlin representation not size or orientation of the purlin along the top and/or chord. pR LOAD CASE(S) Standard ' 3 I lob (Truss Truss Type SLOG 2 PB45 Blocking Supported Qty 1-3-7 ~ 137 3x6 6x6 2x4 II 2 1-3-7 1-3-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCL- 2C.0 Plate Grip DOL 1.25 TC 0.24 Vert(-L) n/a - n/a 999 TCDL 18.0 Lumber DOL 1,21 BC a08 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC20181TPI2014 Matrix-P LUMBER- TOF CHC F.D 2x4 DF No.2 G BOT Cl 2x4 l No.? G WEBS 2x4 DF Stud/S,d G REA=TIONS. (lb/siza) 4=40/1-3-7 (min. 0-1-8), 3=48/1-3-7 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uprift4=-553(LC 27), 3=-553(LC 30) Max Gr-o 4=5P3(LC 34), 3=583(LC 31) FORCES. (lb) - Max. Comp.11 Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-578/577, 2-3=-268/20 BOT CHORD 3-6= 276/283 WEBS 1-3=-664/664 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 11 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp S; Enclosed, MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 2501 Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-7 for 250.1 plf. 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard lob Truss Truss Type Oty 11 ply 3LDG 2 PB46 Blocking Supported 1 1 1-3-14 22.4 11 5 4 6 3 3x6 6x6 1-3-14 _ _1-3-1_4 — -- _ LOADING(psf) SPACING- 2-0-0 CSI. OEFL. in (loc)/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) Na - n/a 999 TCDL 18.0 Lumber DOL 1.: BC 0.09 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horn(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=50/1-3-14 (min. 0-1.8), 3=50/1-3-14 (min. 0-1-8) Max Horz4=-36(LC 10) Max Uplift4=-551(LC 27), 3=-551(LC 30) Max Grav4=582(LC 34), 3=582(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-574/573, 1-5=-246/252, 2-3=-269/21 BOT CHORD 3-6=-284/291 WEBS 1-3=-665/665 Scale = 1:14 PLATES GRIP MT20 . 2�0/195 Weight: 111b FT=20".0 BRACING - TOP CHORD 2-0-0 on purlins: 1-2, except end vertical=. BOT CHORD Rigid ceiling directly applied or 6-0-0 on It. aci.lg MiTek recommends that Stabilizers and required cross bra-,16 be installed during truss erection, in accordance with Stahilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One. RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at f (s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-14 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss Type 3LDG 2 PB47 Blocking Supported City IPly 1-2 4 _J 1-2 4 3x4 = 2x4 1 5 2 3x6 Gx6 - 1-2-4 1-2-4 Scale = t 74 LOR:DING(p�f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCl 21-.0 I Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLI- 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCC- :0.0 Il Code ISC20181TPI2014 Matrix-P Weight: 11 lb FT = 20% LUKBEB- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 no purlins: 1-2, except end verticals. BOT CI[CCD 20 OF No.2 C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G Mi7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4-4�4/1-2-4 (min. 0-1-8), 3=43/1-2-4 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplil 27), 3=-557(LC 30) Max Grw 4=5eA(LC 34), 3=5B4(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-4=-589/588, 2-3=-266/18 BOTCHORD 3-6=-253/260 WEBS 1-3=-662/662 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord Bottom Chord, with any other live loads. and nonconcurrent for drag load 250 Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist drag r QF��' ` S' /0 14) This truss has been designed a total of off. grip L ✓ Toads along bottom chord from 0-0-0 to 1-2-4 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASE(S) Standard z -- I r- m )- 6/30/27 Job (Truss Truss Type 3LOG 2 PB48 Blocking Supported Cy Ply 1-11-14 1-11-14 3x4 = 2x4 11 1 2 3x6 6x6 1-11-14 1-11-14 LOADING(psf) Si 2-0-0 CSI. DEFL. in (loc) Il L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vartil n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=8211-11-14 (min. 0-1-8), 3=82/1-11-14 (min. 0-1-9) Max Honz4=-35(LC 8) Max Uplift4=-528(LC 27), 3=-528(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-4=-563/539, 1-5=-396/402, 2-3=-281/35 BOT CHORD 4-6=-264/270, 3-6=-434/440 WEBS 1-3=-724/724 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 13 lb FT=20 e BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc b-acing. - MiTek recommends that Stabilizers and iequ)red cross brevn3 be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Ezp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral farces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-11-14 for 250.0 off, 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard lob Truss Tmss Type 3LDG 2 I PB49 I Blocking Supported 1-8-14 -8-14 3x4 = 2x4 11 1 5 2 3.6 6x6 1-8-14 1-8-14.. LOP DING(psf) SPACING. 2-0-0 CS]. DEFL. in (too) I/deft L/d TCL 26.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a n/a BCCL 10.0 Code IBC2018(FP12014 Matnx-P LUMBER - TOP CH( KD 2x4 OF No.2 G BOT 7F'OCD 2x4 D7 No C WEBS 2x4 OF Swd/Sid G REACTIONS. (Ib/sizel 4=7rl/1-8-14 (min. 0-1-8), 3=70/1-8-14 (min. 0-1-8) Max Horz 4=-35(LC 8) Max Llpiift4=-533(LC 27), 3=-533(LC 30) Max Go,. 4=5'6(LC 34), 3=576(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/541, 1-5=-340/345, 2-3=-276/30 BOTCHORD 3-6=-377/384 WEBS 1-3=-692/692 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 121to FT=20% BRACING- TOPCHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord. and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Trus: 3LDG 2 P850 Type ig Supported 5-14 5-14 3x4 = 2x4 I' 1 5 2 Scale = 1:14 3x6 6x6 — 1-5-14 _ 1-5-14 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (Joe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code IBC2018/TP12014 Matnx-P Weight: 121b FT=2Jo LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=57/1-5-14 (min. 0-1-8), 3=57/1-5-14 (min. 0-1-8) Max Herz 4=-36(LC 10) Max Uplift4=-545(LC 27), 3=-545(LC 30) Max Grav 4=581(LC 34), 3=581(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/557, 1-5=-283/289, 2-3=-272/25 BOT CHORD 3-6=-322/328 WEBS 1-3=-674/674 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and'Fequlred cross bracinq be installed during truss erection, in accordar.ce with Stabilizer J Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to beading walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-14 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard i /P/OFF H����\\ t � � Z,I N L H 1 * ; �r ? Job (Truss (Truss Type ILDG2 P1350A Blocking Supported Cry 1-5-14 1-5-14 3A = 2x4 11 1 5 2 3x6 636 - 1-5-14 1-5-14 Scale = 1.14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/dei L/d PLATES GRIP TCL_ _CO - Plate Grip DOL 1.25 TC 0.23 Verttl-) n/a - n/a 999 MT20 220/195 TCDL 1b.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.26 Horz(CT) 0.00 3 n/a. n/a BCGL 1U.0 Code IBC2018rrP12014 Matrix-P Weight 121le FT=20% LUMBER- BRACING - TOP CHCr.D 2x4 OF No.2 G TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD 2x4 DP No.-2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 OF S:udl G MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/siza) 4=57/1-5-14 (min. 0-1-8), 3=57/1-5-14 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Upft4=-:A5(LC 27), 3=-545(LC 30) Max Gra,,4=591(LC 34), 3=581(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 file) or less except when shown. TOP CHORD 1-4=-569/557, 1-5=-283/289, 2-3=-272/25 BOT CHORD 3-6=-322/328 WEBS 1-3=-674/674 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; 1 B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed fora total drag load of 250 psf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag _ loads along bottom chord from 0-0-0 to 1-5-14 for 250.0 pit. 1 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord =" �L✓,,; LOAD CASES) Standard r Exo 6/30/23 1r Nc 518%I lob Truss (Truss Type SLOG 2 PB51 Blocking Supported EVA i-B-5 1-8-5 3x4= -2x4 11 3x6 6x6 - 1-8-5 1-8.5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - rile 999 TCDL 18.0 LumberDOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BOLL 0.0 Rep Stress [nor YES WB 0.26 Horz(CT) 0.00 3 n/a n/a BCOL 10.0 Code IBC2018/TPI2014 Mai LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=67/1-8-5 (min. 0-1-8), 3=67/1-8-5 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grav4=582(LC 34), 3=582(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces250 (Ib) or less except when shown. TOP CHORD 1-4=568/549, 1-5=-329/335, 2-3=-275/29 BOT CHORD 3-6=-367/374 WEBS 1-3=-693/693 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 12 If FT = 29s/ BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bm-ing. MiTek recommends that Stabilizers andrrequ7cd cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; 1 B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-5 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob iTruss Truss Type 3LDG 2 P852 Blocking Supported Dry 1-9-8 i-3-8 3x4 = 2x4 11 1 6 2 3x6 6x6 1-9-8 1-9-8 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (Joe) I/defl L/d PLATES GRIP TPlate Grip DOL 125 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 TCD'_ 1P.0 Limber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCD,- 1C10 -. Code IBC2018/TP12014 Matrix-P Weight: 131le FT=20% LUIll BRACING - TOP ChORI, 2x4 DF idu.2 G TOP CHORD 2-0-0 be pudins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/S�d G Fml recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REA ,TrONS. (lb/size) 4=1' /1-9-8 (min. 0-1-8), 3=72/1-9-8 (min. 0-1-8) Max Hcz4=-35(LC 10) Max Uplift4=-538(LC 27), 3=-538(LC 30) Max Crav4=5C3(LC 34), 3=583(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-568/547, 1-5=-351/357, 2-3=-277/31 BOT CHORD 3-6=-390/396 WEBS 1-3=404/704 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is. for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 1-9-8 for 250.0 plf 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob iTruss buss Type 3LD(32 I P953 Blocking Supported Ply LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 18.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 BCDL 10.0 Code IBC2018(TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G SOT CHORD 2x4 DF N0.2 G WEBS 2x4 DF Stud/Std G 2.4 11 2 4 6 3 3x6 6x6 - 1-1-15 i-0-15 DEFL. in (loc) I/defl L/d PLATES Ved(LL) n/a n/a 999 MT20. Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a REACTIONS. (lb/size) 4=42/1-1-15 (min. 0-1-8), 3=42/1-1-15 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-557(LC 27), 3=-557(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-591/590, 2-3=-266/18 BOT CHORD 3-6=-248/255 WEBS 1-3=-660/660 Weight: 10 lb Scale = 1:14 GRIP ?20/195 FT = 20 . BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc evading. MiTek recommends that Stabilizers and required cross bla�i ,y be installed during truss erection, in accordance with Stahilz=r Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10A psf bottom chord live load nonconcurent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 10) One RTBA USP connectors recommended to connect tress to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-15 for 250.4 plf. 15) Graphicalpurlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. / LOAD CASE(S) Standard fob -Truss (Truss Type 3LDG.2 1PB54 Blocking Supported 1-3-1 �� 3x6 6.6 - 2x4 1' 2 Scale = 1:14 LOADING(l SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.24 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL L25 BC 0.08 Vert(CT) n/a - rl 999 BCLL 0A ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Mal Weight: 11 lb FT=20% LUMDEf.- BRACING - TOP CHORD 2x4 DF Pb.2 0 - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. GOT C;iJZJ 2x4 DF yo,S G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS ..: 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing - be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) ^=4611-3-1 (min. 0-1-8), 3=46/1-3-1 (min. 0-1-8) Max Horz 4=-36(LC 32) Max Urlift4--5F3(LC 27), 3=-553(LC 30) Max Grav,=582(LC 34), 3=582(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-580/579, 2-3=-267/20 BOTCHORD 3-6=-269/275 WEBS 1-3=-662/662 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1, 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.01 bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. R� \ 14) This truss has been designed for a total drag load of 2501 Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag 0 loads along bottom chord from 0-0-0 to 1-3-1 for 2504O plf- 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �'9��, ` LOAD CASE(S) Standard lob Truss ITruss Type ;LDG2 'PB55 1 Blocking Supported Cry I Ply t -1-1 10-5 0.5 1 3x4= s 22x41! 3x6 6.6 1-10-5 _. _ 140-5-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) rue - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018rTP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-5 (min. 0-1-8), 3=75/1-10-5 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-5691546, 1-5=-367/372, 2-3=-278/32 BOT CHORD 4-6=-248/255, 3-6=-405/411 WEBS 1-3=-713/713 Scale = 1:14 PLATES GRIP MT20-220/195 Weight: 13 Ile FT = 2C°S BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end vertica's- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc �iraaing MiTek recommends that Stabilizers and required cross bra-i..5 be installed during truss erection, in accordance with Stahiliz=r Installation guide. NOTES- 1) Wind: ASCE 7-16;. Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Aplate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANS117PI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-5 for 250.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard LS$;C\ r-r * Job 3LDG 2 LOADING(p�f) TCLI 200 TCDL 18.0 BCLI 00 BCD- 10.0 Truss PB56 SPACING- 2-0-0 Plate Grip DOL 1.25 :umber DOL 1.25 Rep Stress Incr YES Code IBC2018rrPI2014 LUM3EZ- TOP CHORD 2x4 OF I•lo.2 4 BOT 3,i3RD 2x4 OF No.- G- WEBS 2x4 OF Stud/Std G Type Dry Ply �6 1 2 Run: 8 420 s AAppr 16 2021 Pr I D: N Chjg Wf6dcAzC2515cg! _ 1-3-8 ~ 1-3-8 Scale = 1:16 2x4 3x4 1-3 8 -3-8 c51. DEFL. in floc) I/dell L/d PLATES GRIP TC 0.17 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.04 Vert(CT) n/a - n/a 999 WB 0.15 Horz(CT) 0.00 3 We n/a Matrix-P Weight: 25 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REArJTIONS (lb/size) 4= 1?11-3-8 (min. 0-1-8), 3=48/1-3-8 (min. 0-1-8) Max Harz4=-43(LC 10) Max Uplift4=-673(LC 27), 3=-673(LC 30) Max Gl 63(LC 34), 3=703(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-702/701, 2-3=-268/20 BOT CHORD 3-6=282/284 WEBS 1-3=-779/779 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131'x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24$ eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right. exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4. This connection is for uplift only and does not consider lateral forces. 13) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-8 for 250.0 plf. 17) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. :ontinued on page 2 RVirc'/O\� Exo. o/ H,,' 23 1 z Nc, 353821 /* \\ 0` Job (Truss Truss SLOG 2 P656 6locki NOTES- 18) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard Job 3LDG 2 Type Pry ) -8-12 8 12 3x4 = 1 6 T1 W1 W1 \2 3\ B1 �I I 2x4 3x4 1-8-12 1-&12 Scale = 1:16 LOA]ING(p:,f) SPACING- 2-0-0 CSI. DEFLin (loc) Well L/d PLATES GRIP TCLI 200 Pate Grip DOL 1-25 TC 0.16 Vert(l)i n/a - n/a 9g9 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert Cf T) n/a - - _n/a - 999 BCLI 00 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCD'. 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 281b FT=20% LUM3E2- BRACING - TOP CHORD 2x4 DF No.2 ; TOP CHORD 2-0-0 on purlins: 1-2, except end verticals. BOT C i3iRD 2x4 DF No— G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G REA•7f1ONS (lb/size) 4=9c11-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Herz 4=-43(LC 32) Max Uplift4=-656(LC 27), 3=-656(LC 30) Max Grav4=u69(LC 34), 3=699(LC 31) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-685/664, 1-5=-340/341, 2-3=-276/29 BOT CHORD 3-6=-380/382 WEBS 1-3=-799/799 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with fid (0.131'k2.5) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connectedas follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; candlever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1-60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QROFESS, 0- EXP. 6/z3 Job (Truss (Truss Type ody Ply ILDG 2 P658 Blockino 1 2 -8-12 181 2 � 3x4 = 1 2 20 3x4 Scale = 1:16 1-8-12 8 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL t25 TC 0.16 Vert(LL) n/a - nla 999 MT20 - >20/195 TCDL 18.0 Lumber DOL 1.25 SC 0.06 Vert(CT) n/a - n/a 999 BOLL 0.0 * Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 nla n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-P Weight: 28 In FT=2045 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc Lrauing. - - WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz 4=-43(LC 32) Max Up1ift4=-656(LC 27), 3=-656(LC 30) - Max Grav4=699(LC 34), 3=699(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-6851664, 1-5=-340/341, 2-3=-276/29 BOT CHORD 3-6=-3801382 WEBS 1-3=-799/799 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with ed (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16: Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the - _ E S s! Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard -: Job (Truss 3LnG 2 PB59 Truss Type Blocking Qty 7PTY 2 1-10-6 1-10-6 3x4 = 6 2 4 6 3 2x4 3x4 1-10-6 1-10-6 Scale = 1:15 LOADING(ps, SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ld PLATES GRIP TCLL 200 I. Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - We 999 MT20 2201195 _ TCDL 18.0 _ Lumber DOL 1.25 BC 0.07 Vert( -CT) n/a = n/a 999 BC LL 00 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code. IBC2018/TPI2014 Matrix-P Weight: 29 lb FT=20% LUMDEr- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 Be pUrilns: 1-2, except end verticals. BOT :43RD 2x4 OF No.; G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std G REACI IONS. (lb/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max H.rz4-46(LC 10) Max Uplift4=-31(LC 8), 3=-31(LC 9) Max Grav4=234(LC 23), 3=294(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(lb) or less except when. shown. TOP CHORD 1-4=-278/97, 2-3=-278/32 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chards connected as follows: 2x4 - i row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RT4 USP connacYdr5-r€commenr i dUETTLIPt1FT-stp(s) 4-and 3'P71s-con�eCttdnYs-forupllft only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for -asnoving concentratedload of250.011clive_located atall mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ' F S 15) Graphical pur in representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �Ro` - S/ on LOAD CASE(S) Standard ') N V4 L w !. Exp. 6/'.,,. , - r. No, �\ C L lob Trus! SLOG 2 PB60 Type Qry Ply g Rum 3,420s Apr 16 2021 Pr 10: NChjg Wf6dcAZC251! 1-5-14 1-5-14 3x4 = 1 5 2 4 6 2x4 3x4 1-5-14 1-5-14 Scale = 1:16 LOADING SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) ri - n/a 999 MT20 i201195 TCDL 18.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WS 0.01 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC201 MP12014 Matnx-P Weight: 261b FT=2C-/ LUMBER- f BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 no purlins: 1-2, except end verticals BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 no brLcing. WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=57/1-5-14 (min. 0-1-8), 3=57/1-5-14 (min. 0-1-8) - Max Horz 4=-43(LC 10) Max Uplift4=42(LC 8), 3=-42(LC 9) Max Grav4=284(LC 23), 3=284(LC 25) FORCES. (to) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-4=-272/109, 2-3=-272/25 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0, 131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chard bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection Is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. _ 15) Graphical pudln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. �,oF r J S/ Od LOAD CASES) Standard lob Truss (Truss Type Qty 3LDG2 PB61 Blocking 1 2 1-10-6 1-10-fi 3x4 = 1 S 2 2x4 3x4 1-10-6 1-10-6 LOADING(p�_f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES TCLL 200 Plate Grip DOL 1.26 TC 0.16 Vert(L-) n/a - n/a 999 MT20 TCDL 18.0 -umber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLt. 0 0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 3 n/a n/a BCD'- 13.0 Code ISC201 Bf'P12014 Matnx-P Weight: 29 lb LUM3E.^.- BRACING - TOP CHORD 2x4 DF Pb.2 9- TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT ::iZ�:Z7 2x4 DF l G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REA1:'il0N3 fib/sized 4=7F 1-10-6 (min.0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Harz 4--4o(LC 10) Max Uplift4=-652(LC 27), 3=-652(LC 30) Max Gr&d4=:o0(LC 34), 3=700(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-684/662, 1-5=-371/372, 2-3=-278/32 BOT CHORD 4-6=-253/255, 3-6=411/413 WEBS 1-3=-812/812 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSIITPI 1. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Scale = 1:16 GRIP 2201195 FT=20% lob Truss Truss Type 11-OG2 PBB2 Blockin,. C1ry Ply 1-8-5 185 3x4 = 5 T1 W1 \ W1 B1 4 6 3 2x4 3x4 - LOADING (Pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 TCDL 18.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress [net YES WB 0.15 BCDL 10.0 Code IBC2018/TP12014 Matnx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=67/1-8-5 (min. 0-1-8), 3=6711-8-5 (min. 0-1-8) Max Horz4=43(LC 10) Max Uplift4=-657(LC 27), 3=-657(LC 30) Max Grav4=699(LC 34), 3=699(LC 31) 1-8 5 1-8-5 Scale = 1:16 DEFL. in (loc) Well L/d PLATES GRIP - Vert(LL) n/a - his 999 MT20. 2201195. Vert(CT) n/a - n/a 999 Hocr(CT) 0.00 3 n/a n/a Weight 28 lb FT=271b BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end vertical=.. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc'xamg. - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-685/665, 1-5=-332/333, 2-3=-275/29 BOTCHORD 3-6=-372/374 WEBS 1-3=-796/796 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with Sd (0.131'x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to preventwater podding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chard from 0-0-0 to 1-8-5 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard ESSirrti\ Hj 9, \ _ 7 Z J _ it V Vc. t:538�' Job Truss (Truss Type 3LDG2 IPB63 Blocking Qty Ply 1-9-8 198 ~ 3.4 = 1 2 2x4 LOAPING(ps`) SPACING- 2-0-0 CSI. TCLL 2u..) Plate Grip DOL 1.25 TC 0.16 TCDL 18.0 Lumber DOL 1.25 BC 0.06 BCLL u.0 ' Rep Stress Incr YES WB 0.15 BCDL 19.0 Code IBC2018/TP12014 Matnx-P TOP d.HOHU 2x4 DF No.2 r: BOT C:10.^.D 2x4 OF No.2 G WEBS 2x4 OF Smd/Sta G REA6141NS. (Ib/size) 4=7?11-9-8 (min. 0-1-8), 3=72/1-9-8 (min. 0-1-8) Max Hurz4: 4311-C 9) Max Uplirt4=-664(LC 27), 3=-654(LC 30) Max Gra:4=633(LC 34), 3=699(LC 31) FORCES. (Ib) - Max. Comp:/Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 1-4=-684/663, 1-5=-354/355, 2-3=-277/31 ROT CHORD 3-6=-394/396 WEBS 1-3=-805/805 3x4 Scale = 1.16 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) n/a - die 999 MT20 220/195 Ved(CT) We - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 28 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply Russ to he connected together with ed (0.131"x2.5') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated, 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIf7PI i. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-8 for 250.0 plf. / 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ESSI� � 2 4 Job Truss Truss Type 'City -..Ply 3LOG 2 P864 Blocking 2 q 1-00-fi 1 10-fi � 3x4 = 1 6 T1 W1 L W2 X\ W1 B1 I 2x4 3x4 -10-6 0-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 TCDL 18.0 Lumber DOL 1,25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WS 0.16 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018ITP12014 Matrix-P Weight: 291b LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 DF Studl G REACTIONS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz4=43(1-C 10) Max Uplift4=-652(LC 27), 3=-652(LC 30) Max Grav4=700(LC 34), 3=700(LC 31) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-684/662, 1-5=-371/372, 2-3=-278/32 BOT CHORD 4-6=-253/255, 3-6=-411/413 WEBS 1-3=-812/812 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc- Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chard and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 16) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Scale = 1:16 GRIP 220/195 FT=20ro Job 'Tress Tmss Type 3LnG 2 I PB65 Blocking Suppartetl Ply 1-6-10 3x4 = 2x4 11 1 6 2 3x6 6x6 1-6-10 1-6-10 Scale = 1:14 LOPUINGIpsf) SPACING• 2-0-0 CST. DEFL. in (loc)/deft Lid PLATES GRIP TCL'_ 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - nla 999 MT20 220/195 TCDL 18.0 Iumber DOL 1.25 BC 0A0 Vert(CT) n/a - n/a 999 BCL_ C.0 ' Cep Stress Incr YES WB 0.26 Horz(CT) 0,00 3 n/a We BCDL 10.0 Code IBC2018/TPI2014 Matriz-P I Weight: 12 to FT = 20% LUMPFP- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOl CHURL � 2x4 DF N1.2-3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDS 2x4 DL Stud/S,d G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size, 4=61/1-6-10 (min. 0-1-8), 3=61/1-6-10 (min. 0-1-8) Max Herz 4=-35(LC 28) Max Uplifl4=-537(LC 27), 3=-537(LC 30) Max Grav4=575(LC 34), 3=575(LC 31) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/545, 1-5=-297/303, 2-3=-273/26 BOT CHORD 3-6=-335/342 WEBS 1-3=-673/673 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One R77 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Toads along bottom chord from 0-0-0 to 1-6-10 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � ti LOAD CASE(S) Standard Ait Cr Job (Truss -Truss Type 3LGG 2 PB66 Blocking Supported Ply ID: NChi 1-1-6 6 1 S 3.4 = 2.4 11 2 36 6x6 1-1-6 6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES WB o.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20181TPI2014 Matnx-P LUMBER. TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=40/1-1-6 (min. 0-1-8), 3=40/1-1-6 (min. 0-1-8) Max Horz4=35(LC 11) Max Uplift4=-553(LC 27), 3=-553(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-589/588, 2-3=-265/17 WEBS 1-3=-653/653 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 10 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing MiTek recommends that Stabilizers and requireo cross bracing 1 be installed during truss erection, in accordance with Stay..'ILe.- Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) * This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard . r t � lob 3LDG 2 1-10-6 t-t0-6 3x4 = 1 6 36 6x6 Scale = 1:17 1-10-6 LOADING tpsf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCL' _0.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1,25 BC 0.14 Vert(CT) n/a - n/a 999 BCL_ C.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 15 lb FT =20% LUMBER- BRACING. TOP CHORD 2x4 DF Nj.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2.G BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEDS 2x4 D�` StuJ/S:d G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ie/size; 4=73/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz 4=-45(LC 10) Max Up1ift4=-680(LC 27), 3=-680(LC 30) Max Grav4=727(LC 34), 3=727(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-711/692, 1-5=-371/379, 2-3=-278/32 BOT CHORD 4-6=-262/270, 3-6=-419/427 WEBS 1-3=-850/850 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water panning. 4) Gablerequires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International. Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, ngnconcument with any other live Toads. _ -,c F 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip 001=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. - 15) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASES) Standard Job ITiuss Truss Type 3LDG 2 I PB67A BLOCKING SUPPORTED Ply 1 1-4-14 1.4-14 36 6x6 1-4-14 1-4-14 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL L25 TC 0.35 Vert(LL) ri - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - ri 999 BCLL 0.0 ' Rep Stress Incr NO WE 0.32 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC201 B/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max. Horz 4=-45(LC 10) Max Uplift4=696(LC 27), 3=-696(LC 30) Max Grav4=729(LC 34), 3=729(LC 31) FORCES. (Ib) - Max. Camp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-736/735, 1-5=-268/275, 2-3=-270/23 BOT CHORD 3-6=-316/324 WEBS 1-3=-826/826 Scale = 1:17 PLATES GRIP MT20 220/195 Weight;,,13 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing„ MiTek recommends that Stabilizers and Yeg0ireo'cross bracing be installed during truss erection, in accordance with StaDl.- Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MINERS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, ncnconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard Job Trus: ILDG 2 PB68 Truss Type Blocking Supported 1-6-10 1-6-10 3z4 — c 2 3x6 6x6 Scale= 1:17 1-6-10 1-6-10 LOAO,NG(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL L0.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) dial - n/a 999 MT20 220I195 TCDL 18.0 Limber DOL 1.25 BC 0.10 Vert(CT) dial - n/a 999 BCL''- C.0 ' Rap Stress Incr YES WB 0.32 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018lTP12014 Mahlx-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Na.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEES 2x4 OF Stu.1/Sid G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size; 4=6'/1-6-10 (min. 0-1-8), 3=61/1-6-10 (min. 0-1-8) Max Horz4=45(LC 28) Max Uplift4=-690(LC 27), 3=-690(LC 30) Max Grav4=728(LC 34), 3=728(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-720/718, 1-5=-301/308, 2-3=-273/26 BOT CHORD 3-6=-349/357 WEBS 1-3=-830/830 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water podding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the _ Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss.,, _ LOAD CASE(S) Standard 7 lob Truss (Truss Type City 3LDG 2 PB69 alocking 5upponed t 1-i-6 6 3.4 = 5 2 Scale = 1:17 4 6 3 3x6 6x6 1-1-6 1-1-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 _ MT20 220/195 - TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(CT) 0.00 3 We n/a BCOL 10.0 Code IBC2018/TPI2014 Matnx-P Weigh(: 12 lb FT=26io LUMBER - TOP CHORD 2x4 DF No.2 G SOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=40/1-1-6 (min. 0-1-8), 3=40/1-1-6 (min. 0-1-8) Max Horz4=-45(LC 10) Max Uplift4=-715(LC 27), 3=-715(LC 30) Max Grav4=740(LC 34), 3=740(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-4=-782/781, 2-3=-265/17 BOT CHORD 3-6=-250/258 WEBS 1-3=-838/838 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, MiTek recommends that Stabilizers an@ required cross bracing be installed during truss erection, in accordance with 6trb9i7rr _Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25$ B=45ft; L=24ft; eave=21t; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has beendesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 international Building Code section 2306.1 and referenced standard Al 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel paints along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 fill Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from D-0es tot depict 250.0 pIf �R� S S/ 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in �� `r° single ply truss. LOAD CASE(S) Standard lob (Truss (Truss Type 112 P970 Blocking Structural Gable Do, Ply i-11-10-6 0-6 3x4 = 1 s 2 3x6 6x6 1-10-6 1-10-6 Scale = 1:17 LOADIAG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 2i`.0 Plate Grip DOL L25 TC 0.33 Vert(LL) n/a - We 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - We 999 SCLL 0.9 Rep Stress her YES WB 0.32 HOrz(CT) 0.00 3 n/a n/a BCDL Iu.O Code IBC2018/TPI2014 Matrix-P Weight: 15 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No 2 G TOP CHORD 2-0-0 oc purins: 1-2, except end verticals. BOT ,ML)r U 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS .2x4 DF--,Stud'S[d G MiTek recommends that Stabilizers and required cross bracing - ... be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) k-71 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz 4=-45(LC 10) Max Uplift4=-680(LC 27), 3=-680(LC 30) Max Grav4=727(LC 34), 3=727(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 1 or less except when shown. TOP CHORD 1-4=-711/692, 1-5=-371/379, 2-3=-278/32 BOT CHORD 4-6=-262/270, 3-6=-419/427 WEBS 1-3=-850/850 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITFPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RIBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag plf. loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. \�<" / ? 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in 1 _ - single ply truss. LOAD CASE(S) Standard lob Truss Truss Type 3LDG 2 P971 Blocking Supported (sty Ply 7d3zE1 1-6-10 It 3x4 = 5 2 4 6 3 3x5 6x6 1-6-10 _- __ _... 1-6-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Ho¢(CT) 0.00 3 n/a We BCDL 10.0 Code IBC2018/TPI2014 Matnx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=61/1-6-10 (min. 0-1-8), 3=61/1-6-10 (min. 0-1-8) Max Horz4=-41(LC 28) Max Uplift4=-635(LC 27), 3=-635(LC 30) Max Grav 4=673(LC 34), 3=673(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-661/656, 1-5=-300/306, 2-3=-273/26 BOT CHORD 3-6=-344/351 WEBS 1-3=-773/773 Scale = 1:16 PLATES GRIP MT20 220/195 Weight: 13 lb FT=20o/ BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and^required cross L-acing I be installed during truss erection, in accordance with Stabiliser Installafion guide. _ NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable., or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 12) This truss has been designed for a moving concentrated load of 250.011d live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 250.0 plf. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Job (Truss Truss Type 31062 PB72 (Blocking Suppodetl Qty 1-1-6 11� 3x6 6x6 = Scale = 1.16 1-1-6 1.1�6 LOAD:NG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLI 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 ember DOL 1.25 BC 0.07 Vert(CT) n/a - rl 999 BCLI 00 ' Rep Stress Incr YES WB 0,29 HOrz(CT) 0.00 3 n/a We BCD 10.0 Code IBC2018/TPI2014 MatriX-P Weight: 12 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF l G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT Cn3RF 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS . 2x4 DF Stu@/S4d G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=4011-1-6 (min. 0-1-8), 3=40/1-1-6 (min. 0-1-8) Max Horz 4=41(LC 10) Max Uplift4=-657(LC 27), 3=-657(LC 30) Max Gmv4=682(LC 34), 3=682(LC 31) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-7121711, 2-3=265/17 BOT CHORD 3-6=-246/253 WEBS 1-3=-7711771 NOTES. 1) Wind; ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per Al 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RIBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Double installations of R75 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard - - Job Truss 3 l2 P573 Supported 1-1-1 111 3x4 = 2x4 I 1 5 2 3x6 el — 1-1-1 t-1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft LidTCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Val n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=3811-1-1 (min. 0-1-8), 3=38/1-1.1 (min. 0-1-8) Max Horz 4=-36(LC 8) Max Uplift4=-565(LC 27), 3=-565(LC 30) Max Grav4=589(LC 34), 3=589(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-605/604, 2-3=-264/16 WEBS 1-3=-666/666 Scale =1:14 PLATES GRIP MT20 2201195 Weight; 10 lb FT = 203a BRACING - TOP CHORD 2-0-0 on pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing MiTek recommends that Stabilizers ano'requireu cross bracing be installed during truss erection, in accordance with St. b'li7cr Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live toads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One i USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total dreg load of 250 fill Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect Voss to resist drag loads along bottom chord from 0-0-0 to 1-1-1 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard �— Z lob ',Truss Truss Type 3LGG 2 PS74 Blocking Supported Qty Ply 1.10-6 1-10-6 3x4 = 2x4 I I 1 2 2x4 3x4 _ 1-10-6 1-10-6 LOAO.NG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 29.0 Plate Grip DOL L25 TC 0.15 Vart(LL) n/a - n/a 999 TCDL 18.0 -umber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLI 00 ' Rop Stress Incr YES WB 0.02 Horz(CT) 0.00 3 BIB n/a BCD, 10.0 Code IBC20181TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 OF Nc.2 G BOT C,i3iR3 2x4 OF No.2 G. WEBS 2x4 OF: Stu(/StiG REACTIONS. (lb/size) 4=7 11-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-36(LC 8) Max Uplift4=-21(LC 8), 3=-21(LC 9) Max Grav4=294(LC 23), 3=294(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-278/84, 2-3=-278/32 Scale =1:14 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20 % BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.OpsQ BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2tt; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding- 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 Be. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One R74 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard Al 1. 12) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss Tmss Type Oty Ply 3LDG 2 PB75 Blocking Supported 1 1 Job Reference (optional) Run: 8,420 s Apr 16 2021 Pant 8 420 s Apr 16 2021 Mil Industries, Inc Fri Nov 19 06 21 48 2021 Peg IDNChlg Wf6dcAzC2515cg9D3yWT6h-gfl75ghComfZJHIOipCpnAoW CCtIU?OszBV?BLyHg 1-10-14 1-10-14 1 3x4= 22x411 Scale =1'14 Ll Ti W1 W1 W2 61 4 6 3 2x4 3x4 1-10-14 1-10-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell LId PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - ri 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC OA4 Vert(CT) n/a - n/a 999 - BCLL 0.0 Rep Stress Incr YES WB 0.02 HOrz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 131b FT=269b LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=78/1-10-14 (min. 0-1-8), 3=78/1-10-14 (min. 0-1-8) Max Horz4=-36(LC 8) Max Uplift4=-20(LC 8), 3=-20(LC 9) Max Grav4=295(LC 23), 3=295(LC 28) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-279/83, 2-3=-279/33 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing MiTek recommends that Stabilizers and required cross Lracing be installed during truss erection, in accordance with Stsic" i Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=B.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposes for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage. to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 Go. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection infer uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1 12) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss 3LDG 2 PB76 Type City Ply g Supported 1 LOADIAG(Nsf) SPACING- 2-0-0 TCLL 2q.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL U 0 ' R-p Stress Incr YES BCDL 1J.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 DF Nc 2 G BOT 3,10RD 2x4 DF No.2 G WEBS 2x4 DF 9tud!Sti G 1-3-6 1-3 6 22x4 11 6 4 6 3 3x6 6x6 1-3-6 1-3-6 CSI. OEFL. TC 0.24 Vert(L-) BC 0.08 Vert(CT) WB 0.25 Horz(CT) Matnx-P REACTIONS. (Ib/size) 1=4611-3-6 (min. 0-1-8), 3=48/1-3.6 (min. 0-1-8) Max Horz4=-35(LC 28) Max Uplift4=-545(LC 27), 3=-545(LC 30) Max Grav4=575(LC 34), 3=575(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-569/568, 2-3=-268/20 SOT CHORD 3-6=-274/281 WEBS 1-3=-655/655 Scale = 1.14 in (loc) I/defl L/d PLATES GRIP n/a - n/a 999 MT20 220/195 n/a - n/a 999 0.00 3 n/a n/a Weight: II In FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-6 for 250.0 fall. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss Truss Type IQty IPIy 3LDG 2 PB77 Blocking 1 1 9_I4 1914 3x4 = Scale = 1:16 1 5 2 \ T1 I W1 W1 W2 81 6 4 6x6 - 3x6 1-9-14 1-9-14 LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/deB Lid PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.30 Vert(LL) -0.00 34 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 34 >999 180 _ BCLL 0.0 Rep Stress [net YES WB 0.30 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20181TPI2014 Matrix-P Weight: 141b FT=2u% LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=74/Mechanical, 3=74/Mechanical Max Horz 4= 41(LC 10) Max Uplift4=-625(LC 27), 3=-625(LC 30) Max Grav4=671(LC 34), 3=671(LC 31) FORGES. (to) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-4=-656/634, 1-5=-361/362, 2-3=-278/31 BOT CHORD 3-6=-399/401 WEBS 1-3=-781/781 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers anu raauired cross bracing be installed during truss erection, in accordance with Sthili^.r Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=251t; B=45ft; L=24ft; eave=4ft; Cat. It; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=625, 3=625. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-14 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard //RoFL ;o\ lob 3LOG 2 Truss Type Ply 2 1-9-14 1-9-14 3x6 6x6 - 1-9-14 _. _. 1-9-14 Scale: 3/4"= LOADIAG(psf) SPACING- 2-0-0 CSI. DEFL. in (laic) I/deft L/d PLATES GRIP TCLL ?n.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - We 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rrp Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL Iu.O Code IBC2018fFP12014 Matrix-P Weight 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No 2 G TOP CHORD 2-0-0 oc purlin: 1-2, except end verticals. BOT.:I 10FZJ 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEB`, 2x4 OF Stud'Str' G REACTIONS. (lb/size) 4=74'1-9-14 (min. 0-1-8), 3=74/1-9-14 (min. 0-1-8) Max Hu¢ 4=-4'. (LC 10) Max Uplift4=-620(LC 27), 3=-620(LC 30) Max Grav4=667(LC 34), 3=667(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-651/630, 1-5=-360/362, 2-3=-278/31 BOT CHORD 3-6=-399/401 WEBS 1-3=-776/776 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. .Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One R78A USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1- 14) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the QRO C S S/0� Top Chord and Bottom Chord, nonconcurrent with any other live loads. q 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 does tot depict for size r t 16) Graphical purlin representationdoes not depict the size or the orientation of the purlin along the top and/or bottom chord w LOAD CASE(S) Standard w - AIL i lob Truss `Truss Type Oty 3LDG2 PB79 IBoocking 1 1-8-14 1-8-14 3x4 = 1 2 3x6 6x6 1-8-14 1-8-14 Scale: 3W= LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a- . n/a 999 MT20 220/195' TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0:15 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20187fP12014 Matrix-P Weight: 271b FT = 23So LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G REACTIONS. (I alsize) 4=6911-8-14 (min. 0-1-8), 3=69/1-8-14 (min. 0-1-8) Max Horz 4=41(LC 10) - - Max Uplift4=-622(LC 27), 3=-622(LC 30) Max Grav4=666(LC 34), 3=666(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-652/631, 1-5=-342/343, 2-3=-276/30 BOT CHORD 3-6=-380/382 WEBS 1-3=-768f768 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.fi0 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.OI1a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag Toad of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 250.0 plf. 16) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss (Truss Type ay Ply 3MG 2 PB81 I Blocking i 1-9-14 3x4 = 2x4 11 1 5 2 T1 I W1 Wt W2 6X6 3x6 9-14 1_9_'4. LOADIRG(pafl SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL ?(`.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 1999 240 TCDL 18.0 Lwnber DOL 1.25 BC 0.13 Vert(CT) -0.00 3-4 >999 180 BCLL 0.^ " Rep Stress Incr YES WB 0.28 Horz(CT) 0.00 3 Wa n/a B Code IBC201 B/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No 2 G BOT UI,UkU 2X4 OF No.2 G WEBF 2x4 DF Stud'Std G REACTIONS. (Ib/size) �=74/Mechanical, 3=74/Mechanical Max Horz4=-38(LC 10) Max Uplift4=-573(LC 27), 3=-573(LC 30) Max Grav4=619(LC 34), 3=619(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-603/582, 1-5=-359/360, 2-3=-278/31 BOTCHORD 3-6=-395/396 WEBS 1-3=-732/732 Scale = 1:15 PLATES GRIP MT20 220/195 Weight: 13 lb FT=20% BRACING - TOP CHORD 2-0-0 on pur ins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load noncmncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=1b) 4=573, 3=573. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-14 for 250.0 plf, 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob SLOG 2 3x6 1-8-14 1-eaa W1 W1 W2 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 18.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=69/Mechanical, 3=69/Mechanical Max Horz 4=-38(LC 10) Max Uplift4=-574(LC 27), 3=-574(LC 30) Max Grav4=618(LC 34), 3=618(LC 31) I 31 6x6 Scale = 1:15 1-8-14 1-8-14 DEFL. in (too) I/dell Ud PLATES GRIP Vert(LL) -0.00 34 >999 240 MT20 220/195 Vert(CT) -0.00 3-4 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 13 lb FT = 212 - - - BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc br, ung. MiTek recommends that Stabilizers and squire cross brccing be installed during truss erection, in accordance with Stabilizer Installation guide. J FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (tb) or less except when shown. TOP CHORD 1-4=-603/583, 1-5=-341/342, 2-3=-276/30 SOT CHORD 3-6=-376/378 WEBS 1-3=-723/723 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water podding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 4=574, 3=574. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard Job 'Truss Truss Type 3LDG2 PB85 ,BLOCKING Dty IPly 3x6 LOADING(psf) SPACING- 2-0-0 CSI. TCL L 20.0 Plate Grip DOL 125 TC 0.28 TCCL 13.0 !umber DOL 1.25 BC 0.09 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 BCDL 10.0 Code IBC20181rP12014 Matrix-P LUMOER- TO✓ CHORD 2x4 OF Not G BOT CHORD 2x4 DF No.: O WEBS 2x4 [,F-Stud/btd G REAC11ON3. (Ib/size) 4=49/Mechanical, 3=49/Mechanical Max H m_4=^8(LC 11) Max Unlift4=-587(LC 27), 3=-587(LC 30) Max Grav:4=P18(LC 34), 3=618(LC 31) 1-3-11 3-11 22x4 11 5 Ti \ \ I VJ1 W1 W2 4 6x6 1-3-11 1-3-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-608/604, 2-3=-268/21 BOT CHORD 3-6=-279/280 WEBS 1-3=-690/690 Scale = 1:15 DEFL. in (loc) I/deFl L/d PLATES GRIP Vert(LL) -0.00 3-4 >999 240 MT20 220/195 Vert(CT) -0.00 3-4 >999 180 Horz(CT) 0.00 3 n/a me Weight: 11 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be instailed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift atjoint(s) except Qt=lb) 4=587, 3=587. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-11 for 250.0 plf. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss. Type 3LDG2 P886 Blocking Ott' IPly 3x4 = 2x4 1' 1 5 2 T1 w1 w1 W2 6 3 4 30 2x4 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loin) Vdefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 3-4 >999 240 TCDL 18.0 Lumber COL 1.25 BC OA5 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Hmz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20181TPI2014 Matnx-P LUMBER- BRACING - TOP CHORD 2x4 DF Ne.2 G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=82/Mechanical, 3=82/Mechanical Max Horz 4=-36(LC 10) Max Uplift4=-18(LC 8), 3=-18(LC 9) Max Grav4=298(LC 23), 3=298(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-4=-281/76,2-3=-281/35 Scale = 1:14 PLATES GRIP MT20 2201195 Weight: 131E FT=29% -- 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc hncing MiTek recommends that Stabilizers and required cross hncing be installed during truss erection, in accordance with Stabil.z,u NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job (Truss Truss Type 1Oty Ply 3LDG2 PB87 (Blocking 1 1-9-0 1-9-0 3x4= 2x411 Scale =1:14 1 5 2 T1 Wt W1 W2 L -- 81 E-- 3x4 2x4 1-90 1-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCl L 20.0 _ Plate Grip DOL 1:25 TC 0.13 Vert(LL) -0.00 3-4 >999 240 MT20 220/195 t TCDL 13.0 lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress ]net YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 19.0 Code IBC2018lrP12014 Matnx-P _ Weight: 12 lb FT = 20% LUIl TOP CHORD 2x4 DI` No.2 d BOT CHORD 2x4 DF No.: S WEBS 2x4 DF Stud/Std G REAC(IONS. (lb/size) 4=;0/Mechanical,3=70/Mechanical Max P3 z4= 36(LC 10) Max Uolift4=-23(LC 8), 3=-23(LC 9) Max Grav 4=391(LC 23), 3=291(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-4=-276/78, 2-3=-276/30 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft;. B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard ail-F`S,C,�\ Obi � 9 42� rr S� Exp 6i 30� 23 �No. C53821 P lob (Truss Truss Type Qly SLOG 2 PB88 Blocking 11 1-9-10 1 940 3x4 = 2x4 11 1 5 2 T1 W1 Wi W2 Bi— B1 F-�j 6 3 4 3x4 2x4 1-9-10 1-9-10 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 16.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 * Rep Stress Incr YES WB 0.02 BCDL 10.0 Code I BC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=73/Mechanical, 3=73/Mechanical Max Horz 4=-36(LC 10) Max Uplift4=-22(LC 8), 3=-22(LC 9) Max Grav4=292(LC 23), 3=292(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-277/77, 2-3=-277/31 Scale = 1:14 DEFL. in (loc) I/defl L/d PLATES 'RIP Vert(LL) -0.00 3-4 >999 240 MT20 2201195 Vert(CT) -0.00 3-4 >999 180 Hgrz(CT) 0.00 3 n/a n/a Weight: 13 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brccing MiTek recommends that Stabilizers and r�quirsd cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss Truss SLOG 2 PB89 I Block, 1-8-14 I 1-8-14 3x4 = 2x4 11 1 5 2 T1 W1 W1 W2 81 -- 6 6x6 = 3x6 1-8-14 1-8-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TC1 L 2-1.0 - Plate Grip DOL 125 TC 0.22 Vert(LL) -0.00 3-4 >999 240 TCCL 13.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a n/a BCDL 13.0 Code IBC2018/TPI2014 Matrix-P LUll TOP CHORD 2x4 DF No.2 U BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF_Stud/Std G REAC'i IONS. (lblsize) 4=n9/Mechanical, 3=69/Mechanical Max Hj:z4=36(LC 10) Max lJnl:ft4=-539(LC 27), 3=-539(LC 30) Max Grav 4=583(LC 34), 3=583(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-568/548, 1-5=-340/341, 2-3=-276/30 BOT CHORD 3-6=-373/375 WEBS 1-3=-690/690 Scale = 1:14 PLATES GRIP MT20 2201195 Weight: 121b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 4=539, 3=539. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlrTPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss (Truss Type 3LDG 2 P990 Blocking -10-6 1-10-6 W2 131 i 4 6 3 2x4 6x6 — 1-10-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSh DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert() n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) nla - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 OF No.2 G BOT CHORD WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Hom 4=25(LC 10) Max Uplift4=-375(LC 27), 3=-375(LC 30) Max Grav4=423(LC 34), 3=423(LC 31) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=407/385, 1-5=-364/364, 2-3=-278/32 BOT CHORD 3-6=-387/389 WEBS 1-3=-570/570 Scale = 1:11 PLATES GRIP MT20 220/195 Weight 11 It FT = 25% 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and -squired cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nonconcurent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 12) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss SLOG 2 PB91 Truss Type Blocking !Ply 0 4 6 2.4 LOADING(psf) SPACING- 2-0-0 CSI. T Plate Grip DOL L25 TC 0.15 TCCL 1C.0 L Timber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WS 0.21 BCCL 10.0 Code IBC2018lTP12014 Matnx-P LUMEER- TOP CHORD 2x4 DF iNo.2 G BOT CHORD 2x4 DF No.2 C WEBS 2x4 DFStud/Std G REAC11ONs. (lb/size/ 4=72/1-9-8 (min. 0-1-8),3=72/1-9-8 (min.0-1-8) Max Hcr 4=-35(LC 10) Max Unlift4=-376(LC 27), 3=-376(LC 30) Max Grav 1=421(LC 34), 3=421(LC 31) 6x6 1-9-8 1-9-8 DEFL. Vert(LL) Vert(CT) Horz(CT) FORCES. (Ih) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-406/385, 1-5=-347/348, 2-3=-277/31 BOT CHORD 3-6=-371/372 WEBS 1-3=-558/558 Scale = 1.11 W1 in (Ioc) I/dpfl L/d PLATES GRIP n/a - We 999 MT20 220/195 n/a - n/a 999 0.00 3 n/a n/a Weight: 10 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and requiredcross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left andright exposed for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at It(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One R77 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dreg loads along bottom chord from 0-0-0 to 1-9-8 for 250.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard ESS/ _ C N9. lob 3LI)G 2 0-6 30 = 2x4 11 1 5 2 3x6 6x6 - 1-10-6 t 106 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.00 3 die n/a BCDL 10.0 Code IBC2018FFP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 OF No.2 G BOT CHORD WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1.8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-37(LC 8) Max Uplift4=-561(LC 27), 3=-561(LC 30) Max Grav4=608(LC 34), 3=608(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-592/570, 1-5=-368/369, 2-3=-278/32 BOT CHORD 3-6=-403/405 WEBS 1-3= 726/726 Scale = 1:15 PLATES GRIP MT20 2_20/195 Weight: 13 Ih FT = 29% 2-0-0 no pudins: 1-2, except end verticals: Rigid ceiling directly applied or 6-0-0 oc b-2-ing. MiTek recommends that Stabilizers and equ^rd cross bracing be installed during truss erection, in accordance with Stabinzer Installation guide. J NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International. Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) This truss has been designed for a moving concentrated load of 250.OI1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, ncnconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 of, 12) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) Double installations of RT4 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard 4 C' F TrusFCalifornia rame.« "People, Drive, Honor... Our Formula for Success!" 23665 C,j,Pn Road. Penis. C4 92557 Phone: 951 657 7491 STANDARD ROOF TRUSS DETAILS AND TYPICAL REPAIR DETAILS CTF1b California TrusFrame«< "People, Drive, Honor... Our Formula for Success!" P'ROkEER,s f4 r� = MOHAMMAD AHMADi w d Exp:12131/20'2 o CIVIL Date Signed. 01;13/2021 Page 1 of 36 Fax 951.657 9486 C�California F TrusFrame ,, "People, Drive, Honor... Our Formula for Succes5r 23665 Cajalco Road, Perris, CA 92557 Fhane: 951, 6577491 Table of Contents 1. STANDARD ROOF TRUSS DETAILS.......................................................... 1.1 Reading an Engineering Drawing 1.......................................................... 1.2 Reading an Engineering Drawing 2.......................................................... 1.3 Standard Gable End Detail......................................................................... 1.4 Standard Gable End Detail......................................................................... 1.5 Non -Structural Gable Stud Attachment.................................................... 1.6 California Hip Framing Detail.................................................................... 1.7 Hip Ear Nailing Detail................................................................................. 1.8 Hip Flat Top Bracing Detail........................................................................ 1.9 Open Jack and Corner Hip Rafter Detail ................................................... 1.10 Standard Piggyback Truss Connection Detail .......................................... 1.11 Standard Piggyback Truss Connection Detail ALT.................................. 1.12 Standard Piggyback Truss Connection Detail (Perpendicular) .............. 1.13 Conventional Valley Framing Detail......................................................... 1.14 Trussed Valley Set Detail (Beveled Bottom Chord) ................................. 1.15 Trussed Valley Set Detail........................................................................... 1.16 Support of BC of Standard Open -End Jack Using Pressure Blocks ........ 1.17 Standard Cap Truss Connection Detail ..................................................... 1.18 Lateral Toe -Nail Detail.............................................................................. 1.19 Lateral Toe -Nail Detail SP.................................. .:........... ......................... 1.20 Uplift Toe -Nail Detail ................................................................................. 1.21 Web Bracing Recommendations.............................................................. 1.22 L-Brace Detail............................................................................................ 1.23 T-Brace/1-Brace Detail with 2x Brace Only ............................................. 1.24 T-Brace/I-Brace Detail .... ....... ..................... :............................................. y2a,Scab Brace Detail....................................................................................... r C 89385 x �IIL �j OF C Date Signed. 0111312021 Page 2 of 36 Fax: 951.657 0486 Exp. MOM NO C53821 tClVfti/. CT1 California 1 F TrusFrame 'People, Drive, Honor.. Our Formula for Success!' 23665 Calaloo Road. Perris, CA 92557 Phone: 951.6577491 Fax 951. 6570486 Table of Contents 2. TYPICAL ROOF TRUSS REPAIR DETAILS............................................................................. 30 2.1 Repair Detail For Broken Chords, Webs, and Damaged or Missing Chord Splice Plates ............ 31 2.2 Repair for Adding a False Bottom Chord....................................................................................32 2.3 Repair to Replace Broken Overhang...........................................................................................33 2.4 Repair Detail for Overhang Removal..........................................................................................34 2.5 Interior Bearing Offset Detail......................................................................................................35 2:6 Repair Detail for Broken/Missing Studs and Studs Added for Backing.......................................36 P���GINEER�Srq T 'Z MOHAMMAD AHMADI Exp: 12131l2022 9m �o CIVIL a� da, do 211113 Dace Ssgned 01113P2021 Page 3 of 36 Ekp.640121 NO C53821 VI C�California Tr I TrusFrarne .. "People, Drive, Honor... Out Formula for Success!" 23665 Cajalco Road, Penis, CA 92557 Phone: 951. 6577491 Standard Roof Truss Details "spy- Page 4 of 36 Date Signed ❑v13/2021 g Fax 951,657.0486 m E K �ID E C5 U E o 5 5 m1 o R a I L v EF v N �bN01S5BP °t d m f o o of Ern W �a L c o H o a� °_ _ m m c C m w E° ID i 3 c Ev .E a c U m m n H r rn m E n o -_ U L v m ^, o Y m m W v n- c _y E N o. ay.. ^' E c u 9 E ° w '^ a w m n' 0. o a m o o x c n o o m vo E m m ndm cvo a om E �°: - o ca EEr := m a C y- 3> o a U E ma''yam i wwm oE Ndm`-°..ffim ` E E o i �`m- ; L a v c - A. a m o m o 9 o tEiyE m�?�vV u-o ��qo E:o.o oyn:� �aa d EEE a n -' m a n m n m v u m m o a wuc n`°o`�-«� E a U3 x5m m3 UE n£65owaa vomwf�crcff Ez¢ N ro Oi N 6 � a M M � N _ M e - e Q = 10 e � - N ae f W 3 r t0 tD m N M - a � U -m F _ E u> u ' M y E N O O Z r N o p U LL y `m a n °c c m c m ^' E u °' =' c c t0 W @ m N S w c m v m o o 6 m 6 m n E N E cu '° s' 3 t n� a -6� V/ Ld t a m ^3o0 co �> m m m - m e m r m y - E `e m -09 a m _mm `m 'aE E>j. a v :ma c` m > 75 mo o E? EE ? O O V/ 00 mo m�._� m �mc E mam mo om �L ,N oia �n6 ac �.' mE� �2� om -62 v°� "'E arc m a o m> m� m `m"y am `m m` ' Eui m °m - rn _ 3om �a cm m 5 �x m E d'^_. o�� 3 �oopt ® c@c � o- o .. cam" °� m °gym EnE C Q v r 3 E a` Z w 2 v m U- ry ci 6 vi r ai m 1p `° p NfVq _S4•J.nwonti a ; .r� M. N GdOHO dOi ONOHO dOl yO a m U W O m OJF @ > = Q Ua z d L 0 wF 3 E ° wz o—' r0 W N C C O W a� o � 0 0 W U mz z Q mM 3 o E z U) O � W 0 x W w rLi1 l0 J, C ¢ a a W a m m y r Vl Q cli m �1 nj = W j W W WO r 'mL > 0 p N W V p n W W m O n Cyr ¢'a v � �W and a 6 W M N O J O T, W ZO Om O M Nm 2> m > °ate 0 Z a v W W H J m m W 0 OO irSc�;O�L 'Y Nm T C 2 N 9 w O U c am L O N X O 4.J C O °° O N OI Z m .mN Nm mm N mom- D7 L>N0 E-m j Ca 05i .s0 y �yCy sNV mmm`p� oC) O�N N d = N ~ a w O F E o N m m L o u= c m �_ S a Q c o rE c o m° .- L o c Z cum ° N c°° W o a .. =`o c mm E3 o m. O EH 0 03:o 0 E c a `m ._->• N E° mm rn U acOm mwm3 '2o 0 Z X O ° m �' m > N w L O N 0- U 0 N N Q =uOiE av ��o� m�0 1°o may J cmim o.� �a$nw 'myc E Om� mg-o-e ova so-o ae L._oL0, C7 a c -o omE memo a7 -o Z U00¢ m 'm a m Hsu '�: H3 z =a 'ow c��cg O=inOO mm in O ~ U m cUccB�O O O H �a Q omma-mm m= N =._ C Q V O O: V m m J J V O O w m czaomco5c) J u y N w I I Vim; w X �a LLI ��/�/� W min 6.vv�j a m O_ J m a z Cl) U V♦ c¢ cm APRIL 12, 2019 Standard Gable End Detail Mil-GE110-001 0� R_ MiTek USA, Inc. TyI ac 1 x4 L-Brace Nailed To 0�011 2x_Verticals W/10d Nails spaced 6" O.C. Vertical Stud Vertical Stud DIAGONAL (4)-16d Nails ��RAGE MiTek USA, Inc. ENGINEERED BY 16d Nails o �. ,�f�f n) SECTION B-B Spaced 6" o.c. � �' I�I,TU I� A MI dHiriate —� (2) - 10d Nails into 2x6 2x6 Stud or DIAGONAL BRACE 4'-0"O.C. MAX TRUSS GEOMETRY AND CONDITIONS 2x4 Na.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. t!� Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A -A 2x4 Stud w/(4)-10d Nails 12 A Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST * * TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A (5) - 10d NAILS. I B - \� 3x4 - (4) - Bid(0.131" X 2.5") NAILS MINIMUM, PLYWOO SHEATHING TO 2x4 STD F/SPF BLOCK / * - Diagonal Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-B NO, E: 1. MINIMUM GRACE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNEC Fe BETWEEN BOTTOM CHORD OF GABLE. END TRUSS AND WALL TO E PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECJ OFbSNGINEER FOR TEMPORARY AND PERMANENT BSACINGVOF ROQF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1 x4 SRB CA 2x4 STUD ORaBETTER WITH ONE ROW OF too NAILS SPACED 6" O.C. 5. 0IAGONA jVZII TO BE APPROXIMATELY 45 DEGREES TO. ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131"X 3") AND NAILS DESIGNATED 16d ARE (0.131"X 3.5") Roof S NAIL (2) - 10d NAILS tKX Xj /Trusses 9 24" 1 2 6 DIAGONAL BRACE SPACED 48" O.C. Dlag. Brace ATTACHED TO VERTICAL WITH (4)-16d of 1 /3 IJOInf I,/ NAILS AND ATTACHED if needed; \ TO BLOCKING WITH (5)-10d NAILS. Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 20 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 DF/SPF Sid/Stud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-6-8 '2xa DFiSPF Std/Stud 16" O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 DF/SPF Sid/Stud 24" O.C. 3-5-8 3-6-11 5-0-7 6-10-15 10-4-7 Diagonal braces over 6'-3" require a 2x4 1-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" D.C., with 3" minimum end distance. Brace must cover 90 % of diagonal length. MAX MEAN ROOF HEIGHT =30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98. ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10, ASCE 7-16 140 MPH DURATION OF LOAD INCREASE: 1.60 End Wall HOR(SEE SECTION RACE A -A) � (SEE SECTION A -A) 4y���1NEER�S, fq � MOHAMMAD Uo Date Signed. 01;13/2021 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. Page 7 of 36 APRIL 12, 2019 Standard Gable End Detail MII-SHEET 2 00 jN L El MiTek USA, Inc. XEN❑GM 7 IM A Weh 4XIIISIe ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD @ 24" ox. MiTek USA, Inc. HORIZONTAL BRACE \ 2x6 DIAGONAL BRACE SPACED 48' O.C. (SEE SECTION A -A) \�, ATTACHED TO VERTICAL WITH (4) -16d Roof Sheathin (0.131" X 3.5") NAILS AND ATTACHED g— \ TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. 1'-3„ IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE . CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO t6d (35"x0.131") NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS \ 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131" X 3.5") NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d (0.131" X 3.5") NAILS (MIN) Diag. Brace \ \ / PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points UPPORTING THE BRACE AND THE TWO TRUSSES if needed \ ON EITHER SIDE AS NOTED. TOEP'AIL BLOCKING 1 TO TRUSSES WITH (2) - 10d (0.131" ), , RAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER HE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE VERTICAL AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 1 Od (0.131" X 3") NAILS SPACED 6" O.C. - FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3') NAILS SPACED 6'. O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL / \�� AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST GABLE TRUSS / BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICALSTUDS ONLY. ���G\NEER�srq r NOTE MOHAMMAO :THIS DETAIL IS TO BE USED ONLY FOR / o AHMADI o-� STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED W E., 113112M \STUDS ARE NOT ADDRESSED HERE. / o CIVIL a i o. d0 '7 STANDARD GABLE TRUSS Dare Sgnea. OfnlrpOv / �gROFESS/0A6 i, *I C 893851 Page 8 of 36 CA AUGUST 1, 2016 o� MiTek USA, Inc. ENGINEERED BY _ ❑ y A -MTiTek.Nliliale C 89 0 'NON-STRUCTURAL GABLE STUD ATTACHMENT MII- STUD ATTACHMENT MiTek USA. Inc. REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. r,\NEER_Sr Q1 11", ® MOHAMMAD o AHMADI n W Exp:12/3112022 rz� O CIVIL as 28233 Date Signed, 01/13/2021 NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (2) 10d (0.131" X 3") TOE -NAILS continuous bearing wall NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.50 OR 2X3 MIITEK M`M PLATES OR Wt7H 13116d r0.131" x 2-1171 TnE.NAILs 0 VARIES 12 Continuous bearing wall NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (6) -7115"act-3I4" STAPLES ONE SIDE ONLY SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. `}? s a ONIWVMAd H ¥J K§ §}) z o _ § : § , & 05 \ � > z , � � '-- � � >-;-- � d NEVgD c � �3 (oV N 00 u N ill �' w0< x 5*OIcc�FO�a o HIP FLAT TOP BRACING DETAIL CE W/(3)-10d NAIL5 @ EACH TOP CHORD :DEER W/(5)-10d NAIL5 @ WEB.3 /QRoFESS/o QUO *,G\KER,,� P"0,MAD 4H�(F �E l4l y �o� �yoyc� o�Q MOHAMMAD o m cl� AHMADI T r C 89385 A w Exp:12/3112022 CA F�c �233 page 12 of 36 Date Signed: 01/13/2021 APRIL 12, 2019 OPEN JACK AND CORNER MII CORNER SET HIP RAFTER DETAIL 00 00 FnJ �1-1I MiTek USA, Inc. EEREID BY EOGINLJ LL�J�UIJ A MiTek Nllllah Open End Jack PITCH MAX e.00Ft-2 MIN Dieu F12 3x6= SPAN (8-0-0 MAX) Max. overhang: 2-0-0 A B M 2x8 Corner Rafter D PITCH MAX 5.6' 12 MIN 2,83 12 Plate covers 1-1/2" min. Go= over bearing SPAN (11-3-12 MAX) � I An. heel heigiho 0-3-15 LILx. overhang: 2-10-D Lumber: SEE MISR.21001.SE min. tap chord required for top chord slopes between 5.01/12 and 8/12. SEE No. 2 min. top chord slopes between 5/12 and 4/12. SEE No. 2 min. bottom chord. SP No. 2 or better for corner rafter. Plates: All plates are MT20 installed on each face per TPI 1. SQUARE CUT Connection at A Connection at C SIDE VIEW SIDE VIEW DW4a214) . VSILE NEAR SIDE NEAR SIDE -y EAR SIDE 'ADSIDE DEAD SIDE -� NEARSIDE 1 Old (0.131" x 3") nails MiTek USA, Inc. Connection at D Connect top of 2x8 rafter with (3) 10d (0,131" x 3") toe -nails into top chord of hip girder. Hip Girder / Hip Girder i / Corner Ratter [o bear on block Attach 12" 2x6 SP No. 2 block with two rows of 1 Od (0.131" x 3") nails spaced 3" D.E. Use a min 3" member end distance 45 DEGREE ANGLE Connection at 13BEVEL CUT SIDE VIEW fs 2 NAILS NE�Ap SIDE � SIDE 10d (0,131" x 3") nails Wind loading: ASCE 7-98, ASCE 7-02, ASCE 7-05 - 90 MPH. ASCE 7-10, ASCE 7-16 - 115 MPH Exposure catagory B or C. Occupancy category II 4.8 psf top chord dead load. ti 4.2 psf bottom chord dead load. 25' roof height. W MW FRS gable end zone. Enclosed building (Cond. I) Duration of load is 1.60 Deflection: Top chord LL- L180 TL- L/20 1 Bottom chord LL-1/180 TL- L/120 Truss LL- U240 TL- L180 Loading: Duration of load is 1.25 20 psf top chord live load 8 psf top chord deal load 0 psf bottom chord live load 7 last bottom chord dead load 10 psf non -concurrent bottom chord live load Conforms to. IRC 2000/2003/2006/2009/2012/2015/2018 IBC 2000/2003/2006/2009/2012/2015/2018 * 9J, MOHAMMAD AHMADI a Exp:12131/2022 CIVIL a� a� o. 2823S Signed: 01/13/2021 C8 L Page 13 of 36 January 8, 2019 �o C 00 MiTek USA, Inc. f�NEEREO BY A MIMITekn Iiat STANDARD PIGGYBACK TRUSS CONNECTION DETAIL A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE NAILED B- BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. D - 2 X X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3') NAILS @ 4" O.C. - SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING _ IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT, IN BOTH _ DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 R. E - FOR WIND SPEEDS BETWEEN 116 AND 180 MPH, ATTACH MITEK NP37 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. W/ (4) (0.131"X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" NAIL EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CI NOTE D FOR ALL WIND SPEEDS, ATTACH MITEK NP37 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" NAIL EDGE DIST V ERTICAL W EB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MII-PIGGY-7-16 MiTek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE:: t60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. ri\ This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O-C. FROM EACH FACE- (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LES, 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUS 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. Page 14 of 36 C 89385 x Un e0F CA��FO S. ���g1NEER_S�9 l� ?P MOHAMMAO AHMADI y Exp: 12/31Y2022 m o CIVIL a� do, a0 .28233 Date Signed 0111312021 STANDARD PIGGYBACK MII-PIGGY-ALT JANUARY 8, 2019 TRUSS CONNECTION DETAIL 7-16 �oo C 00 r___1E MiTek USA, Inc. ENGINEERED BY J� ffl-111 A WT& AKi18m PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131" X 3.5") TOE -NAILED. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131"X 3.5") NAILS EACH. 2 X X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE M2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131"X T) NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH — DIRECTIONS 1WIND: . WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. FOR W MO SPEED IN THE RANGE 116 MPH - 180 MPH ADD 9" x 9" x 1/2' PLYWOOD (Or 7/16" OSB) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3 - ud (0.113" X 2") NAILS INTO EACH CHORD FROM EA11H SIDE 1 TOTAL - 12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOF CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3 - 6d IDA 13" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MiTek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O-C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES 'TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanentbracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED Q(,Vr La: TO CAP TRUSS REQUIRING A VERTICAL WEB: k,MAD 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS ��,� MUST MATCH IN SIZE, GRADE, AND MUST LINE UP �0 AS SHOWN IN DETAIL. 2) FACE OF C 893 TRUSS ASSEMBLY WITH 2 ROWS OF 1Do X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) tT 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM Iv" CONCENTRATED LOAD OF4000 LBS(@1.15). REVIEW FOF BY QUALIFIED ENGINEER IS REQUIRED FOR LOADS CA GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS., NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH VEERTHE PIGGYBACK AND THE BASE TRUSS DESIGN. K,* ST- AH MADI � E., 12/31/2022 CIVIL A� bb� Page 15 of 36 APRIL 12, 2019 �EIn E MiTek USA, Inc. EO EEI BY �r c I v Al anma�a STANDARD PIGGYBACK TRUSS MII PIGGY PERP. CONNECTION DETAIL (PERPENDICULAR) MiTek USA, Inc. MAX MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY II WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MW FRS) WIND DESIGN PER ASCE 7-10, ASCE 7-16 125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES 7 TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. PIGGY -BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing fol additional piggyback truss information. NEAR SIDE THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) - 16d (0.131" X 3.5) NAILS TOENAILED. FAR SIDE NOTES FOR TRUSS: THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY; THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; THE SPACING OF PIGGYBACK TRUSSES AND BASE TRESSES IS 2 FT OR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: HORD I I.RR 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. Page 16 o l� OP MDHAMMAD H AHMADI n .N,.r Exp:12/31/2022 m �o CIVIL a� do, a4 .2815 Date Signed: 01/13/2021 APRIL 12, 2019 Rl ��L J MiTekk USA, Inc. ENGINEERED EGLJ 7� A MTM 4Kiliaie CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEYI MiTek USA, Inc. s� 2� MOHAMMAD �o AHMADI a W Exp:12/31/2022 O� Cl IL o C' s .28235 Date Signed: 0111312021 RIDGE BOARD ( SEE NOTE #6 ) GABLE END, COMMON TRUSS OR GIRDER TRUSS 1/ _ ___ I I __ _ _____ ____ i VALLEY PLATE 1 (SEE NOTE#4) POST VALLEY RAFTERS ( SEE NOTE #8:) ( SEE NOTE #2) POST SHALL BE LOCATED SHEATHING ABOVE THE T( PI AN DRAWI CHORD OF EACH TRUSS. PLAN SECTION GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO (24" O.C. ) TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING DN )P iss TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a-) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10, ASCE 7-16115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d 111131'. X 3-) NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (0.131"X 3") TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131" X 3.5-) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0A 31" X 3.5") TOE NAILS. 7, SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 4W O.0 (OR INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLA WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST W Il FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS 6 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE- POSTS EXCEEDING 75" SHALL BE INCREASED TO x 4OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0,131" X 3") NAILS 6" O.C.. C 89 Page 17 of 36 APRIL 12, 2019 TRUSSED VALLEY SET DETAIL (BEVELED BOTTOM CHORD) MII-VALLEY2 L_UJ MiTek USA, Inc. 6NGINMED� ��1 AWTek AHlfllllalel GABLE END, COMMON TRUSS OR GIRDER TRUSS 1 MiTek USA, Inc. NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10, ASCE 7-16 (MW FRS) 140 MPH WIND i BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24" O.C. ) VALLEY TRUSS TYPICAL GABLE END, COMMON TI 5 (24" O.C.) OR GIRDER T This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P F1 2 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY TRUSS ,r TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS DETAIL A (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. TOE - NAIL VALLEY TO BASE TRUSS W/ (2 ) 16d TOE -NAILS \� o4�aG\NEER�Sl9 0 DETAIL B y 2P MOHAMMAD �F (NO SHEATHING) AHMADI -++ 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWING 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12112 P Page 18 of 3 Date Signed 01/1312021 cuss SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEYS OO ✓ MiTek USA, Inc. \\ �o 00 MiTek USA, Inc. �a aaaaeo av 'lull lyl S�2IJNLVSI � �MEO ,T�� A MT&Ai R. LIVE LOAD = 30 PSF (MAX) GABLE END, COMMON TRUSS DEAD LOAD= 15 ESE (MAX) NOTE: VALLEY STUD SPACING NOT OR GIRDER TRUSS D.O.L. INC = 1.15 TO EXCEED 48" O.C. SPACING \ ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH ASCE 7-10, ASCE 7-16 (MWFRS) 125 MPH i BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL ( 24" O.C. ) ( 24" O.C. ) VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS r ve^ n r 1 OR GIRDER TRUSS 1. INSTALL BASE TRUSSES. 2 APPLY SHEATHING TO TOP CHORD OF SUPP( TRUSSES- VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" OQC L 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUA AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. P F12 TOE -NAZI VALLHY TO Y BASE TRUSS W/ 12 (2) 16d (0.131" X 3.5") TOE -NAILS ATTACH 2x6 LOT SPF TO THE FACE OFFTHEHEROOF W/ TWO 16d (0.131"x3.5") NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) SEE DETAIL " A, B, OR BELOW (TYP.) ATTACH BEVELED 2x4 CONTINOUS NO 2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.13V X 3.5") NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2) 16d (0.131" X 3.5") NAILS DETAIL C TOE -NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2) 16d (0.131"X 3.5") EEA_Sl9 r� MOHAMMAD H AHMADI Exp:12/3112022 rzi o CIVIL a� o. 2823 Pagel hate Sinned' 01113/9091 9 n m ATTACH 2.4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE -NAIL VALLEY TO BASE TRUSS AND BLOCK W/ (2) 16d (0.131" X 3.5") TOE -NAILS ONE NAIL IN EACH DETAIL B (3/12 PITCH OR LESS) AUGUST 1, 2016 OIL iR V o� 00 MiTek USA, Inc. F�EN INEU BY�� u � G\�MTek Nflllete SUPPORT OF B.C. OF STANDARD OPEN END MII-OPEN JACK -BLOCKS JACK -USING_ PRESSURE BLOCKS MiTek USA. Inc. Loading (PSF): BCDL 10.0 PSF MAX E2x4chordrrler truss ���-�pl- S RYp) 2-(O.t 31"X3"MIN. �1F 2x4 block ---1--ck between lacks -�- l,y truss nailed to carrier bch1 (typ) w/6 (0.131" X 3" MIN.) nails soaced at 3" o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(0.131" X 3" MIN.) NAILS (typ) - BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(0.131" X 3" MIN.) NAILS Qa 3" o.c. Q Z,�c\NEER,Sl4 ? MOHAMMAD AHMADI W Exp: 1213l[2022 m o CIVIL a� Page 20 of 36 Date Signed: 01113/2021 24" TYP STANDARD CAP API RIL 12, 2019 TRUSS CONNECTION DETAIL MII-CAP V 110 �.o r� ��F-� MiTek USA, Inc. �EN�GWEEOBYU I ll ��CLLLgq•.�1�� S 401eh Affiliate 2 x x 4'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 1 Od (0.131" X 3") NAILS SPACED ¢" O.C. AND STAGGERED MiTek USA, Inc. DESIGN CRITERIA LOADING (PSF) MAX MEAN ROOF HEIGHT = 30 FEET TCLL= 30.0 CATEGORY II BUILDING TCDL= 10.0 EXPOSURE B or C TOTAL= 40.0 ENCLOSED BUILDING ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH SPACING 2-0-0 ASCE 7-10, ASCE 7-16 115 MPH PLATE ]NCR: 1.15 DURATION OF LOAD INCREASE: 1.60 LUMBER [NCR: 1.15 MIN UDEFL= 240 CAP TRUSS \\ � BASE TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" O.0). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d (0.131" X 3.5") NAILS. FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS SCAB MAY BE OMMITED PROVIDED THAT ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) *OAD q q�Fti Q���UtNEER spa MOHAMMAD m AHMADI C 89385 v; Exp:12l3112C22 CIVIL ao / MAX. SPAN PIGGYBACK TRUSS 10'-O" WITH SP 2X4 NO. 2 LUMBER SLOPE MAY VARY FROM 3/12 TO 12/12 NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. OF CA��F� 20 8 33 Page 21 of 36 Gate Signed CL'13/2021 x MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL -� 'A 00 MiTekUSA, U USA,IIInc. ET Zap MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (Ib/nail) DIAM. SP OF HE SEE SPF-S 0 .131 88.1 80.6 69.9 68.4 59.7 O .135 1 93.5 85.6 74.2 72.6 63.4 ;n .162 118S 108.3 93.9 91.9 80.2 m z A 28 84.1 76.9 66.7 65.3 1 57.0 .131 88.1 80.6 1 69.9 1 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri CD A20 73.9 6T6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 5T0 o .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SEE SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 IDOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVELCUT 45.00' i VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE � NEARSIDE SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS 1 NEARSIDE FF NEAR SIDE --- -- ----i FAR SIDE NEARSIDE lf- ----i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR S1DE ---1 FAR SIDE NEAR SIDE --- ---I FAR SIDE ��N,GW EER�sTq r� '2P MOHAMMAD AHMADI Exp; 12/312022 m Date Signed 01/13/2021 � C 89385 J' FOF CA��FO Page 22 of 3 SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE MAY 7. 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL SP ��0 CR) LJ -T-0 (�', MiTek USA, Inc. ENGINEESEO By LIM��[' j LIMT¢M Miliat MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE -NAIL SINGLE SHEAR VALUES PER NDS 20181 (lb/nail) DIAM. SP DF NF SPF SPF-S O .131 88.0 80.6 69.9 68.4 59.7 z O .135 93.5 85.6 74.2 72.6 63.4 J in .162 108a 99.6 86.4 34.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z z 0 .131 75.9 69.5 60.3 59.0 51.1 C4 .148 1 81.4 1 74.5 64.6 63.2 52.5 N m VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APRI iGABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS. WITH SPF SPECIES BOTTOM CHORD For had dura+inn iwirease of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30' TO 60' 45.00 ° Es SS ?I40 MADD q � H�90 cm C 89385� z ANGLE MAY I VARY FROM 30 ° TO 600 \NEER-Sl4 T� o MDHAMMAD p, AHMADI w ExP: 1213112022 nzi p CIVIL ac 0.282�'� ao THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW F�ILILUWS:SSRSATION HOWN AREFOR PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE Page 23 of 36 SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 0 TO 60 0 445..00 0 y� 45.000 Date Signed. 0111312021 FMAY 7, 2019 UPLIFT TOE -NAIL DETAIL MII-TOENAIL_UPLIFT 07-1 ® 00 00 L�`, �� MiTek USA, Inc. ENewEEREo Rv A MTek Affiliate SIDE VIEW NEAR FAR SIDE THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP PLATE OF WALL SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HE SPF SPF-S C0 .131 59 46 32 1 30 20 p .135 60 48. 33 1 30 20 JI .162 72 58 1 39 37 25 J 16 r Z .128 54 42 28 27 19 w .131 55 43 29 28 19 J J N .148 62 48 34 31 21 Z m 0 .120 46 36 25 24 16 Z O .128 49 38 26 25 17 J o .131 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES TOP PLATE MiTek USA. Inc. END VIEW 1" FOR 3" NAIL 1-1/16" FOR 3.25" NAIL 1-3/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 3J DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENSTH CF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACIfIG OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLI CPING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. For Wind COL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs (177 Ibs) Building Designer is responsible to specifiy a different connection. "' USE 13) TOENAILSON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL C 8938 r GINEER_S.l 9J, MOHAMMAD r` AHMADI Exp: 12131/2022 CIVIL A� ate' Date Signed: 01/13/2021 Page 24 of AUGUST 1, 2016 OL R E] MiTek USA, Inc. EH jNEERM EID BY O A MTek AXiliafe WEB BRACING RECOMMENDATIONS MII-WEBBRACE MiTek USA, Inc. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note.7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10,0" 1610 1886 1886 2829 - F 3143 3143 4715 _ 2358 2358 3536 - 1886 1886 2829 —4715 12'0" 1342 1572 1572 2358 7074 14'0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'0" 894 1048 1048 1572 3143 4715 20'.0" 805 943 943 1414 .Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 41ND. 45 SP 2 THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING TJ OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE MATERIAL AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 Y 4 k2 SRR (DF, HF, SEE) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-Ba (0.131'r2.5) FOR lx0 BRACES 2-10a (0.131"x 3"1 FOR W ana 2x4 BRACES. AND 340a (0131 "r3')FOR 2a8 BRACES. - - 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8aS 131"X25') NAILS FOR IA LATERAL BRACES. 2-10a (0.131OP) NAILS FOR 2a3 and 2x4 LATERAL BRACES. AND 3-10a d)131'4C) FOR 2* LATERAL BRACES. B 2 X S AM, STD, CONST(SIFF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. - 6. FOR ADDRIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING CONSULT C 2 X 4 A3, STD, CONST(SPF, DF. HF, OR SP) DSB-89.TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSII GUIDE TO 0000 PRACTICE FOR HANDLING. INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. — —. �.axlnauso-y.com a�a xuw.lPnM.urg D 2 X 6 43 OR RETTFR(SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL-115 FnR STAFAILIZEf15: FOR A SPACING C' 24" CO. ONLY, MITEK'STABIUZER"TRUSS BRACING SYSTEMS CAN BE ..L3STITUTEC FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ALI TO BE PRO TIDED A-BAYSIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED nT PITCH BOILERS, TAT LIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZEW 2 MOHAMMAO r" AHMA01 W Exp:1Z31/2022 rZ,y O CIVIL a� a.287. Date Signed 01(1312021 T_ AUGUST 1, 2016 L-BRACE DETAIL MII - L-BRACE O� R �G\RJEER s MITek USA, Inc —\V ]� MOHAMMADjgT� AHMADI Exp: 12131/2022 m ri ,�- O CIVIL a� MiTek USA, Inc. a _--/��'( a� ENGINEERED BY Q' 282 J KqTiF O LL n MITA BNIIIate Date Signed: 01/13/2021 Nailing Pattern Note: L-Bracing to be used when continuous L-Brace size Nail Size Nail Spacing lateral bracing is impractical. L-brace 1x4or6 t 90% f bl h 2x4, 6, or 8 Note: Nail L (On T WE w mus cover o o we eng 10d (0.131" X 3") 8" o.c. 16d (0.131" X 3.5") 8" o.c. along entire length of L-Brace o-Ply's Nail to Both Plies) �R Web Nails L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Racing Web Size 1 2 2x3 or 2x4 1 x4 2x6 1 x6 2x8 2x8 '" DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 "' DIRECT SUBSTITUTION NOT APLICABLE ES *I C 8938% Page 26 of 36 ��F CA, AUGUST 1, 2016 -- R DL-TI] D III MiTek USA, Inc. Ej'MEQ BY I2C AMITek AlMl. T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY Vote: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Vote: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d (0:131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) VIE Nails Nails--. Web—! Nails vveu isa Page 27 of MII-T-BRACE 2 MiTek USA, Inc. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 .2x6 T-Brace MI -Brace 2x8 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace MI -Brace 2x8 2x8 T-Brace 2x8 I -Brace T-Brace / I -Brace must be same species and grade (or better) as web member. oP MQHAMMAD o y AHMADI -•+ w Exp: 12/3112022 p CIVIL a� "Add dd� t114 � Mj • �� 1 1 AUGUST 1, 2016 R �L_L_ —no MiTek USA, Inc. T-BRACE / I -BRACE DETAIL Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spack 1 x4 or 1 x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. 150% Nails Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) vvcu Nails Web Size 2x3 or 2x4 2x6 2x8 Web Size 2x3 or 2x4 2x6 2x8 IVIII - T-BRACE MiTek USA, Inc. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1 1 2 1 x4 (`) T-Brace 1 x4 (') I -Brace 1 x6 (`) T-Brace 2x6 I -Brace 2x8 T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 i2 2x4 T-Brace t 2x4 I -Bruce _ 2x6 T-Brace 2x61-Braca 2x8 T-Brace I2x8 I -Brace Date Signed. Q1/1312021 Nails- T-Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress Web _Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace Nails For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace. Page 28 of 36 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE CCU =El 00 MiTek USA, Inc. ENGINOOFM BY(�� J A.11N dm. MiTek USA, Inc. Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "` REQUIRED AT 1/3 POINTS OR [-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. L-- A\ \ MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE \ 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails j Section Detail Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. MOHAMMAD AHMADI Ell Exp. 12/3112022 rzi o CIVIL- aS Dave Signed. 01/13/2021 Page 29 of 36 C^ California TrusFrame., "People, Drive, Honor... Our Formula for Success!" 23565 Calalco Road. Psvls, CA 92557 Phone: 951.657, 7491 Typical Roof Truss Repair Details M 01 1 1 - - I I MAIN - Date Signed- 01/13/2021 Page 30 of 36 F.x 951. 6570486 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS MII-REP01A1 AND DAMAGED OR MISSING CHORD SPLICE PLATES CiC J v �o MiTek USA, Inc. ENGINEERED BY IFMulfl A BIT& AXilige MiTek USA, Inc. UMBER O ACH SIDE REAK* i x INCHES MAXIMUM FORCE (Ibs) 15% LOAD DURATION SP OF SPF HF 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 1 48" 3657 5485 3346 5019 2829 4243 2898 4347 L DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131" X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C BREAK • IOd NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1- THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5, THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES W ITH NO MORE THAN THREE BROKEN MEMBERS. otAEER_S7 s 2� MOHAMMAD AHMADI EwPage 31 of OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII REP10 A FALSE BOTTOM CHORD LJ V � LJ MiTek USA, Inc. EN INEEFEOBY LE A MM& AMIIrt I VERTICAL STUDS @ 48" Q.C.. ATTACHED WITH (3)-10d(0.131"X3")NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE,USED) 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) MiTek USA, Inc. MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. �£aG1�fEER�,�Tq 2P MOHAMMAD U) AHMADI W €xp:12131/2022 m 0 CIVIL b d a Page 32 of 36 Date Signed: �t1312021 OCTOBER 5, 2016 I REPLACE BROKEN OVERHANG I MII-REP13B MiTek USA, Inc. I V UI TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 MiTek USA, Inc. PITCH: 4/12 - 12/12 ENGINEERED�6Y! HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL C END BEARING CONDITION A MITeh AXlllale NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d (0.131" X 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUCT BE FULLY IMBEDDED AND UNDISTURBED (L) (2.0 x l 24" MAX 24" MIN IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ����1NEFR-sr4 0=q MOHAMMAD p coAHMAOI n w Exp: 12/3112022 r� `^o CIVIL ac oa tT -S Page 33 of 36 Date Signed: 011131202 1 AUGUST 1, 2016 OVERHANG REMOVAL DETAIL MII - REMOVE OVERHANG 00 MiTek USA, Inc. ENGINEEPEO B ��Y�J A W7¢N ANili . 2-0-0 MAX 2X4 CHORD 3-0-0 MAX 2X6 CHORD MAIN BODY OF TRUSS OVERHANG MAY BE REMOVED PROVIDED PLATES ARE NOT DAMGED. NOTES: MiTek USA, Inc. 2-0-0 MAX 2X4 CHORD 3-0-0 MAX 2X6 CHORD 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: SEE MAIN TRUSS ENGINEERING DESIGN. K ER,S�� = MOHAMMAD c� AHMADI Exp:12/31/20222 CIVIL—t; � a� 28? Page 34 of 36 �� Date Siqned- 01 1312C21 AUGUST 1, 2016 INTERIOR BEARING OFFSET DETAIL I MII - BEARING OFFSET o� I� �7Ll _ 7' MiTek USA, Inc. L LE G1NE EE _Y ° J( o A M17tl AIMiM _r. r. MiTek USA, Inc. OFFSET ASSUMES A MINIMUM BEARING WIDTH OF 3-1/2" NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE WEB JOINT d VA R-STq OZ MOHAMMAD o h. AHMADI -n W Exp: 12J3112022 rz-x o CIVIL ac d4;w 28233 �o Date Signed: 0111312021 TRIPLE WEB JOINT i Page 35 of 36 DOUBLE WEB JOINT CTFCalifornia F 1 TrusFrame«. 'People, Drive, Honor.. Our Formula for Success!' 23665 Cajalco Road Perris . GA 92557 Studs Added for Backing Broken/Missing Stud f with a 2x DEW (same as existing) toe nailed with 10d or (3)-16d at each end Phone 951. 6577491 NOTE: 1. This a typical repair to be used on full bearing and non full bearing trusses. P��aG1NEER-,y7 N = uOHAMMAD h AHMADI Exp: 12/31/2022 m o CIVIL a� Page 36 of 36 Date Signed. 01/1312021 Fax: 951. 6570486 ,.0-. 1=A4 :3lVOS ;�� 000`1 :30V1003 3NV(10S Z 0018 =NVId lagel Bulweid diH u0140811❑ Is ado1S aix - VO'HOV39 i'd0dM3 �NOI1V001 Ilu`J -0V wnlaa Jda ,{csann5 ial ,nw,ai,no�iauoH'�ua'al d. ame��sn�y'��^ eiuio;i�e� %g5ll possaoaa -LHOdM3N NMOldn ssao0v31uV ON3931108WAS ONIWVH=l ONV0NVISm63d013A30 sW 1ZOZIWOL I 31V0 N l3nom 213NOIS30 17Z7££W :ON 103rodd THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET. N REVIEWED ❑ REVISE AND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, DALE CHRISTIAN I STRUCTURAL ENGINEER, INC. DATE 12/20/2021 BY VB Parapet Height 5'-2" Parapet Height T-2" 5' 2" Parapet Height 5'.2" N a P i Q BB30idi "n3i 2 BB3�� I m B22d P BB3Ei2 + Parapet Height 5 -10" B L D G ■ ` Parapet Height 7'-1' iP—,2 ui _ _ h — :1oP . Parape Y cc.r�sza ROOF F HATCH li I 41148 o. _ nsaa Fars et H il;4 '-5•• iiie - f �.m i n ffi I o Parapet Height 3'-5" r < < Parapet He x RooF -' ✓yy �Ljli✓ 1 m HATCH Z, n, +v. h - r ✓ Q' 48X48 ..Q Q b 'X - .w,o w r o a ai a U P 1 Y 9' I ffi -1 r M �r✓ .. i RYA Pai,�}pa'rapet Height 5'-10" *TRUSSES HANGING ON LEDGER WILL BE RECOMMEDED BUT NOT SUPPLIED BY US, WE ONLY SUPPLY TRUSS TO TRUSS CONNECTION HANGERS CALLED OUT ON LAYOUT. .SINGLE PLY TRUSSES - HUS26 - LEDGER EBM 2-PLY TRUSSES - LUS28-2 - LEDGER A BP:..it �a -rr R ti =" o - OLL aoPE wLLriNxE.ZOam -—_ 0 E Q cam w o= Q N Q O _ tt U w o � Q o E a a+ w a P E m i m 4Rz g3 _ m> me :E E`o T � A _ W C: n _ n c Z N :T C0 w W U J i 1— O, C Q) -a .< O E W Q (D c M J rn I °� co LL O Q N O _0- a !n* = > 13 �1a¢■1 n j Q z U Q = o ILL Q Q o m N L,U Q O Q Ia" 00 Z Z a m0� 7 W Z O J Z Q W Q Z aQin O � °I a Q LU 01 OJ BUILDING DIVISION _ --71 N Z oN X FE5 % 7:�o m - w W o X � X c� o ZX O O BY. Y.T. Z cn -- w Z W X Lu (D � X r X 0 W a o h. ec 7' . I TRUSS PLACEMENT PLAN AND CALCULATIONS BUILDING DIVISION PROJECT: UPTOWN BUILDING 3 LOCATION: NEWPORT BEACH DEVELOPER: UPTOWN NEWPORT DEVELOPMENT COMPANY LLC CUSTOMER: STANDARD FRAMING Project No: 3322 23665 Cajalco Road, Perris, CA 92570 (951) 657-7491 Phone / (951) 657-0486 Fax EEED DATE: NOVEMBER 22, 2021 11v- --, Phone: (951) 657-7491 / Fax: (951) 657-048 Truss Structural Calculations Project: UPTOWN NEWPORT LOT 1 Location: NEWPORT BEACH Deveicper: UPTOWN NEWPORT DEVELOPMENT COMPANY LLC Customer: STANDARD FRAMING Date:11/22/2021 Kevin Chae Kim for the state of California is June 3�2023. My license renewal date arameters as shown on NOTES: for any use. Any location identification Truss Engineer's responsibility is solely for the design of individual trusses based upon the design p articular and has not been used in preparing design. Suitability of truss designs for any p the referenced truss drawings. Parameters have not been verified as appropriateer esignsANI/TIor Chapter 2. specified is for file reference only Engineer, p building is the responsibility of the building designer/Engineer of Record, not truss having an electronic seal and signature printed on each page, have been reviewed and a e. This review The bound truss design drawings,ether. approved by the truss design engineer as indicated by the Engineer's thatarebound tog e on this cover p and approval apply solely to the attached truss design drawing pages lob 3LDG 3 NOTES- 15) Load case(s) 4 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) This truss has been designed for a total drag load of 6000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-1-7 for 192.8 pif. 18) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-76, 4-7=-76, 8-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=16,4-35=14, 7-35=16, 7-14=-26, 8-12=-12 Herz: 1-12=9, 1-13=37, 1-4=-28, 4-35=26, 7-35=28, 7-8=16, 7-14=26 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads fall) Vert: 1-4=16, 4-7=9, 7-14=38, 8-12=-12 Horz: 1-12=-16, 1-13=-25, 1-4=-28, 4-7=3, 7-8=-9, 7-14=-38 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1=1=-42,4-7=42, 7-14=-26,8-12=-20 Horz: 1-12=-11, 1-13=17, 1-4=6, 4-7=-6, 7-8=-14, 7-14=26 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-42,4-7=-42, 7-14=17,8-12=-20 Horz: 1-12=14, 1-13=-25, 1-4=6, 4-7=-6, 7-8=11, 7-14=-17 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-34=8, 4-34=0, 4-7=0, 7-14=-16, 8-12=-12 Harz: 1-12=8, 1-13=24, 1-34=-20, 4-34=12, 4-7=12, 7-8=9, 7-14=16 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=0, 4 33 =C, 7-36=8, 7-14=24, 8-12=-12 Hen.: 1-12=-9, 1-13=-16, 1-4=12, 4-36=12, 7-36=20, 7-8=-8, 7-14=-24 10) D. ad + O.G MWFRS V.'ind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Unirorm loads (plf) Vcrt: 1-4=-36, 4-7=-36, 7-14=-16, 8-12=-20 Horz: 1-12=13, 1-13=24, 1-4=0, 4-7=0, 7-8=4, 7-14=16 11) Debd +C.6 MWFRS Wind ;Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform '.pads (pif) Vert: 1-4=-33,4-7= 36, 7-14=24, 8-12=-20 Hr,r< 1-12=4 i-1:1=-16, 1-4=0, 4-7=-0, 7-8=-13, 7-14=-24 12) Dob: 6.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 UniRrm ! meads (pig Vurt: 1-4=3, 4-7=3, 7-14=-16, 8-12=12 Horz: 1-12=-12, i- 3=-16,1-4=-15,4-7=15,7-8=12,7-14=16 13) Dac0 u.d MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Un"c-m -pads (plf) Vert: 1-4=-2,. 7 -2, 7-14=16, 8-12=12 Horz: 1-12=-12,1-13=-16,1-4=-10,4-7=10, 7-8=12,7-14=16 14) Dead 10.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-4=-36, 4-7=-36, 7-14=-16, 8-12=-20 Horz: 1-12=-7,1-13=-16. 1-4=0,4-7=-0, 7-8=7,7-14=16 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-4=-36, 4-7=-36, 7-14=-16, 8-12=20 Horz: 1-12=-7, 1-13=-16, 14=0, 4-7=-0, 7-8=7, 7-14=16 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 7-14=-12, 8-12=-20 Horz: 1-12=10, 1-13=18, 1-4=0, 4-7=-0, 7-8=3, 7-14=12 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 7-14=18, 8-12=-20 Horz: 1-12=-3, 1-13=-12, 1-4=0, 4-7=-D, 7-8=-10, 7-14=-18 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ind) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66,4-7=-66, 7-14=-1 2, 8-12=-20 Horz: 1-12=-5, 1-13=-12, 1-4=0, 4-7=-0, 7-8=5, 7-14=12 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=-66, 4-7=-66, 7-14=-12, 8-12=-20 Horz: 1-12=-5, 1-13=-12, 1-4=0, 4-7=-0, 7-8=5, 7-14=12 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Dontinued on page 3 ESSI� x lob jITruss Truss Type Oily Ply 3LDG3 AA1 GABLE 1 Scale = 1:52 3X4 = 5x6 — 14 N 31 6ii6 = 4X0 6XB = •••_ Ixa — 7-84 ,-o- is - - _ - - —_. Plate Offsets (X,Y)— LO-3-1.Edga], [2 0 4-0,0-0-5], [10:0-4-0,1 [15 0_1-13,0 0 121,L26:0-1-12,0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.92 Vert(LL) -0.32 9-10 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.10 9-10 >331 180 BOLL 0.0 Rep Stress lncr NO WB 0.69 Horz(CT) 0.16 31 n/a n/a Weight 166'h FT=20% BCDL 10.0 Code IBC2018rrP12014 Matrix-S LUMBER- BRACING - TOP CHORD Sheathed or 2-1-8 oc pudins, except er;d verticals. TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-3-15 o-, bra-.rg. WEBS 2x4 DF Studl G *Except* WEBS 1 Row at midpt 2-12, 6-8 Wi,W12,W11: 2x6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std G be installed during truss erection, in accordance with Sta'V.72. Installation guide REACTIONS. (lb/size) 12=1450/0-5-8 (min. 0-1-9), 31=1450/0-5-8 (min. 0-1-8) Max Horz 12=126(111) - - Max Upliftl2=-367(LC 27), 31=-382(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-342/42, 1-32=-554/444, 2-32=1058/1003, 2-33=-3653/156, 3-33=-36501166, 3-34=-4668/573, 4-34=4663/212, 4-35=-46601212, 35-36=4663/212, 5-36=-4668/646, 5-37 3671/204, 6-37=-3675/258, 6-38=-114711007, 7-38=-6181490, 8-31=-35111278, 7-31=-339/31 BOT CHORD 12-39=-1110/2814, 11-39=-456/2814, 11-40=-437/4287, 10-40=-744/4287, 10-41=-159/4347, 941=-284/4347, 9-42=-137/2770, 8-42=-833/2831 WEBS 2-12=-30441995, 2-11=48811419, 3-11=-1164/618, 3-10=-886/1252,4-10= 268/64, 5-10=-115211255,5-9=-1178/672, 6-9=-536/1460, 6-8=-29681959 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=e.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gap DOL=1.60 3) C-C wind load user defined. 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) Provide adequate drainage to prevent water pending. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Bearing atjoint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity P of bearing surface. N9, 12) One RTS USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12. This connection is for uplift onHq l � � c c^ and does not consider lateral forces. 13) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 31. This connection is for uplift o I 4r and does not consider lateral forces. 14�This Vss is deigned in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI LAP 6/3 0/9 o bnue on page No C53821 yr CI-, DF CAL 1F� Job (Truss Truss Type - - 3LGG3 IAA1 L.... , LOAD CASE(S)Standard Except _ __--__.__ ...y„ Uniform Loads (plf) Vert: 14=-28, 4-7=-28, 7-14=-33, 8-12=-12 Horz: 1-12=-16, 1-13=33, 1-4=16, 4-7=-16, 7-8=-16, 7-14=33 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=4, 4-7=4, 7-14=-33, 8-12=-12 Horz: 1-12=16, 1-13=33, 1-4=-16, 4-7=16, 7-8=16, 7-14=33 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=20, 4-7=-13, 7-14=38, 8-12=-12 Horz: 1-12=-16, 1-13=-25, 1-2=9227, 2-33=9227, 3-33=9227, 3-34=9228, 4-34=9228, 4-35=9256, 35-36=9256, 5-36=9256, 5-37=9257, 6-37=9257, 6-38=9257, 7-38=9257, 7-8=-9, 7-14=-38 Drag:8-12=-193 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#i Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=12, 4-7=-5, 7-14=38, 8-12=-12 Horz: 1-12=-16,1-13=-25, 1-2=-9283,2-33=-9283, 3-33=-9283, 3-34=-9284, 4-34=-9284, 4-35=-9250, 35-36=-9250, 5-36=-9250, 5-37=-9251, 6-37=9251, 6-38=-9251, 7-38=-9251, 7-8=-9, 7-14=-38 Drag: 8-12=193 25) Dead +0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-38, 4-7=-46, 7-14=17, 8-12=-20 Horz 1-12=14, 1-13=-25, 1-2=9261, 2-33=9267, 3-33=9267, 3-34=9262, 4-34=9262, 4-35=9247, 35-36=9247, 5-36=9247, 5-37=9248, 6-37=9248, 6-38=9248, 7-38=9248, 7-8=11, 7-14=-17 Drag: 8-12=-193 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-46, 4-7=-38, 7-14=17, 8-12=-20 Horz: 1-12=14,1-13=-25,1-2=-9249, 2-33=-9249,3-33=-9249,3-34=-9250, 4-34=-9250, 4-35=-9259, 35-36=-9259,5-36=-9259, 5-37=-9260, 6-37=-9266, 6-38=-9260 7-38=-9260, 7-8=11,7-14=-17 Drag: 8-12=193 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-34=12, 4-34=4, 4-7=4, 7-14=-16, 8-12=-12 Horz: 1-12=8, 1-13=24, 1-2=9235, 2-33=9235, 3-33=9235, 3-34=9236, 4-34=9244, 4-35=9265, 35-36=9265, 5-36=9265, 5-37=9266, 6-37=9266 '.6-38=9ze6, 7-38=9266, 7-8-9, 7-14=16 Drag:B-12=-193 ., 28) Dead + 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-34=4,4-34=-4,4-7-4,7-14=-1618-12=-12 Horz: 1-12=8, 1-13=24, 1-2=-9275, 2-33=-9275, 3-33=9275, 3-34=-9276, 4-34=-9268, 4-35=-9241, 35-36=-9241, 5-3fi=-9247, 5-37=-9242, 6-37=-9242, fi-38=-9242, 7-38=-9242, 7-8=9,7-14=16 Drag: 8-12=193 29) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - Vert: 1-4=4,4-36=4, 7-36=4, 7-14=24,8-12=-12 Horz: 1-12=-9, 1-13=-16, 1-2=9243, 2-33=9243, 3-33=9243, 3-34=9244, 4-34=9244, 4-35=9265, 35-36=9265, 5-36=9273, 5-37=9274, 6-37=9274, 6-38=g274 7-38=9274, 7-8=-6, 7-14=-24 Drag: 8-12=-193 30) Dead +0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-4,4-36=4, 7-36=12. 7-14=24,8-12=-12 Horz: 1-12=-9, 1-13=-16,1-2=-9267, 2-33=-9267, 3-33=-9267, 3-34=-9268, 4-34=-9268, 4-35=-9241, 35-36=-9241, 5-36=-9233, 5-37=-9234, 637=-9234, 6-38=-9234, 7-38=-9234, 7-8=-8,7-14=-24 Drag: B-12=193 31) Dead +0.6 MWFRS Wind (Neg. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-32, 4-7=-40, 7-14=-16, 8-12=-20 Horz: 1-12=13, 1-13=24, 1-2=9255, 2-33=9255, 3-33=9255, 3-34=9256, 4-34=9256, 4-35=9252, 35-36=9253, 5-36=9253, 5-37=9254, 6-37=9254, 6-38=9254, 7-38=9254, 7-8=4, 7-14=1 6 Drag: 8-12=193 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-40,4-7=-32, 7-14=-16. 8-12=-20 Horz: 1-12=13, 1-13=24, 1-2=-9254, 2-33=-9254, 3-33=-9254, 3-34=-9255, 4-34=-9255, 4-35=-9253, 35-36=-9254, 5-36=-9254, 5-37=-9255, 6-37=-9255, 6-38=-9255, 7-38=-9255, 7-8=4, 7-14=16 Drag: 8-12=193 33) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 14=-32, 4-7=-40, 7-14=24, 8-12=-20 Horz: 1-12=4 1-13=-16, 1-2=9255, 2-33=9255, 3-33=9255, 3-34=9256, 4-34=9256, 4-35=9252, 35-36=9253, 5-36=9253, 5-37=9254, 6-37=9254, 6-38=9254, 7-38=9254, 7-8=-13, 7-14=-24 Drag: 8-12=-193 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 GF E S$; i ::onfinued on page 4 Job Truss Truss Type SLOG 3 AA1 GABLE LOAD CASE(S) Standard Except: - Uniform Loads (plf) Vert: I41=40, 4-7=-32, 7-14-24, 8-12=-20 Harz: 1-12=-4, 1-13=-16, 1-2=-9254, 2-33=-9254, 3-33=-9254, 3-34=-9255, 4-34=-9255, 4-35=-9253, 35-36=-9254, 5-36=-9254, 5-37=-9255, 6-37=-9255, 6-38=-92 , 7-38=-9255, 7-8=-13, 7-14=-24 Drag: 8-12=193 35) Dead . 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-4=7,4-7=-1,7-14=-16,8-12=-12 Horz: 1-12=-12, 1-13=-16, 1-2=9239, 2-33=9239, 3-33=9239, 3-34=9240, 4-34=9241, 4-35=9268, 35-36=9269, 5-36=9269, 5-37=9270, 6-37=9270, 6-38=9270, 7-38=9270, 7-8=1.2, 7-14=16 Drag: 8-12=-193 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-1, 4-7=7, 7-14=-16, 8-12=12 Horz: 1-12=-12,1-13=-16,1-2=9270, 2-33=-9270, 3-33=-9270, 3-34=-9271, 4-34=-9271, 4-35=-9237, 35-36=-9238, 5-36=-9238, 5-37=-9239,6-37=-9239, 6-38=-9239, 7-38=-9239, 7-8=12, 7-14=16 Drag: B-12=193 37) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=2, 4-7=-6, 7-14=-16, 8-12=-12 Hum: 1-12=-12, 1-13=-16, 1-2=9245, 2-33=9245, 3-33=9245, 3-34=9246, 4-34=9246, 4-35=9263, 35-36=9263, 5-36=9263, 5-37=9264, 6-37=9264, 6-38=9264, 7-38=9264,7-8=12,7-14=16 Drag: 8-12=-193 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 14=-6, 4-7-2. 7-14--16, 8-12=12 44, Horz: 1-12=-12,1-13=-16,1-2--9264, 2-33=-9264, 3-33=-9264, 3-34=-9266, 4-34=-9266,4-35=-9243,35-3fi=-9243,5-36=-9243, 5-37=-9244, 6-37=-92 6-38=-9244, 7-38=-9244, 7-8=12,7-14=16 Drag: e-12=193 39) Dead + Otis MWFRS Wind (Neg. Internal) tat Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-K 4 7=-40, 7-14=-16, 8-12=-20 Horz: 1-12=-7 1-13=-16, 1-2=9255, 2-33=9255, 3-33=9255, 3-34=9256, 4-34=9256, 4-35=9252, 35-36=9253, 5-36=9253, 5-37=9254, fi-37=9254, 6-38=92 7-38=9254,7-8=7,7-14=16 Urag: 8-12=193 40) Dead + 0.6 MWFRS Wi:id (Neg. Internal) list Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Unirorm Loads (plf) "art: 1-4=-40, 4-7=-32,7-14=-16,8-12=-20 55, Horz: 1-12=-7, 1- ,-16,1-2=-9254,2-33=-9254,3-33=-9254,3-34=-9255,4-34=-9255, 4-35=-9253, 35-36=-9254, 5-36=-9254, 5-37=-9255, 6-37=-9255, 6-38=-92 7-38=-9255,7 8=7,7-14=16 Urag: B-12=193 41) D-,.6 C.6 MWFR3 Wi.rd ;Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniro•m loads (plf) Vert: 1-4=-32,4-7=40, 7-14=-16, 8-12=-20 Hm¢: 1-12-7, 1-13=-16, 1-2=9255, 2-33=9255, 3-33=9255, 3-34=9256, 4-34=9256, 4-35=9252, 35-36=9253, 5-36=9253, 5-37=9254, 6-37=9254, 6-38=92 , 7-38=9254, 7-8 :7, 7-14=16 Brag: 8-12=-193 42) Daad + 0.3 MWFRS Win.1 Neg. Internal) 2nd Parallel + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-4=-40, 4-7=-32, 7-14=-16, 8-12=-20 Horz:1-12--7,1-13=-16,1-2=-9254, 2-33=-9254,3-33=-9254, 3-34=-9255, 4-34=-9255,4-35=-9253, 35-36=-9254, 5-36=-9254, 5-37=-9255, 6-37=-9255,6-38=-9255, 7-38=-9255, 7-8=7,7-14=16 Drag: 8-12=193 SRuFESSIO� Hj m s Exp 6/30/23� No. C53821 \�fyr CIVIL ��P OF CA3-��� lob SUM 3 Type Scale = 1:52 3x4 = 5x6 = 3x8 = 3x5 = 6x8 = 4x4 = 3x8 = 7-84 15-1-0 22-11-7 31-1-7 7-84 7-4-12 7-10-8 8-2-0 Plate Offsets(X,Y)-- [1:0-3-1,EdgeLL0:0-4-6,Edge1 _ _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.32 9-10 >999 240 MT20_ " 220/195 TCDL 1&0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.10 9-10 >331 180 ` BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Hory CT) 0.16 15 Wa n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 15n Ile FT =20% LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G *Except* W1,W12,W11: 2x6 DF No.2 G REACTIONS. flulsize) 12=1450/0-5-8 (min. 0-1-9), 15=1450/0-5-8 (min. 0-1-8) Max Horz 12=126(LC 11) BRACING - TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 or brgcinc. WEBS 1 Row at midpt 2-12, 6-8 MiTek recommends that Stabilizers and ,equi, ed cross bracina be installed during truss erection, in ac-ordcr-e with Stabilizer Installation quide. J FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-342/37,2-17=-3653/109,3-17=-3650/110,3-18=-4668/210, 4-18=-46631210, 4-19=-4660/210, 19-20=-4663/210, 5-20=4668/210, 5-21=-3671/202, 6-21=-3675/201, 8-15=-44/1267,7-15=-339/49 BOT CHORD 12-23=-279/2814, 11-23=-279/2814, 11-24=-294/4287, 10-24=-294/4287, 10-25=-223/4347, 9-25=-223/4347, 9-26=-13712770, 8-26=-137/2770 WEBS 2-12-2971/195,2-11=0/1112,3-11=-867/129, 3-10=-8/606, 4-10=-268/69, 5-10=15/560, 5-9=-894/149, 6-9=0/1165, 6-8=-2937/206 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opst; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIF-PI 1. 10) Load case(s) 4, 5 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlm along the top and/or bottom chord. LOAD CASE(S)Standard Except: -ontinued on page 2 lob Truss (Truss Type 3LnG 3 AA2 GABLE LOAD CASE(S) Standard Except: 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 14=16, 4-19=14, 7-19=16, 7-14=-25, 8-12=-12 Horz: 1-12=9, 1-13=37, 14=-28, 4-19=26, 7-19=28, 7-8=16, 7-14=25 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-4=16, 4-19=14, 7-19=16, 7-14=38, 8-12=-12 Horz: 1-12=-16, 1-13=-25, 14=-28, 4-19=26, 7-19=28, 7-8=-9, 7-14=-38 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-4=-42, 4-7=-42, 7-14=-25, 8-12=-20 Horz: 1-12=-10, 1-13=16, 14=6, 4-7=-6, 7-8=-14, 7-14=25 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 14=-42, 4-7=-42, 7-14=17, 8-12=-20 Horz: 1-12=14, 1-13=-25, 14=6, 4-7=6, 7-8=10. 7-14=-17 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-18=8, 4-18=0, 4-7=0, 7-14=-16, 8-12=-12 Horz: 1-12=8, 1-13=24, 1-18=-20, 4-18=-12, 4-7=12, 7-8=9, 7-14=16 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (piq Vert: 14=0, 4-20=0, 7-20=8, 7-14=24, 8-12=-12 Horz: 1-12=-9,1-13=-16,1-4=-12, 4-20=12, 7-20=20, 7-8=-8, 7-14=-24 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=36, 4-7=-36, 7-14=-16, 8-12=-20 Horz: 1-12=13, 1-13=24, 1-4=0, 4-7=-0, 7-8=4, 7-14=16 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-36, 4-7=-36, 7-14=24, 8-12=-20 Horz: 1-12=-4. 1-13=16, 1-4=0, 4-7=-0, 7-8=-13, 7-14=-24 12) Dead + 0.6 MWFRS Wind (7os. Internal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uriform Loads (plf) Ce3: 1-4=3, 4-7 7-14=-16, 8-12=-12 Horz: 1-12=-12, 141 =-16, 1-4=-15, 4-7=15, 7-8=12, 7-14=16 13) De&d +C.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (pif) Vert: 14=-2, 4-7= 7-14=-16, 8-12=-12 Hrrz 1-12=-12, 1-13=-16, 14=-10, 4-7=10, 7-8=12, 7-14=16 14) Dvad i G.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform I.-oads (ptF Veil: 1-4=-3G, 4-7= 36, 7-14=-16, 8-12=20 Horz: 1-12=-7 1-13=-16, 14=0, 4-7=0, 7-8=7, 7-14=16 15) Dyad + G.G MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=-3G, 4-7=36, 7-14=-16. 8-12=-20 Hrrz: 1-12=-7, 1-1?=-16, 1-4=0, 4-7=-0, 7-8=7, 7-14=16 17) Dead 1 G.75 Roof Live (oal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 7-14=-12, 8-12=-20 Horz: 1-12=10, 1-13=18, 1-4=0, 4-7=-0, 7-8=3, 7-14=12 18) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=-66, 4-7=-66, 7-14=18, 8-12=-20 Horz: 1-12=-3, 1-13=-12, 14=0, 4-7=-0, 7-8=-10, 7-14=-18 19) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66, 4-7=66, 7-14=-12, 8-12=-20 Horz: 1-12=-5, 1-13=-12, 1-4=0, 4-7=-0, 7-8=5, 7-14=12 20) Dead + 0.75 Roof Live libel.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 14=-66, 4-7=-66, 7-14=-12, 8-12=-20 Horz: 1-12=-5, 1-13=-12, 1-4=0, 4-7=-0, 7-8=5, 7-14=12 21) Dead + 0.6 C-C Wind Min. Down: Lumber Incmase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-28,4-7=-28,7-14=-33,8-12=-12 Ho¢: 1-12=-16, 1-13=33, 14=16, 4-7=-16, 7-8=-16, 7-14=33 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=4, 4-7=4, 7-14=-33, 8-12=-12 Horz: 1-12=16, 1-13=33, 14=-16. 4-7=16, 7-8=16, 7-14=33 lab 3LDG 3 Truss Type (Common 2 0.25 12 Scale = 1:52 3x4 = 7xf 6 = 0 4x6 = 3x4 = 2 1 29 10 30 9 5x8 = 3x4 = 7x10 = 2x4 11 Plate Offsets. �X,Y)-- [12:0-4-0,0-3-0] LOADING(pst) SPACING- 2 TCLL 20.0 Plate Grip 1.25 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2018lrP12014 LUMBER - TOP CHORD 2x6 OF N1.2 G BOT CHORD 2x4 OF N1.2 G WEBS 2x4 OF Stud/Std G 'Except* W1014,W11,W13: 2x6 OF N0.2 G CSI. TC 0.36 BC 0.74 WB 0.91 Matrix-S REACTIONS. (lb/size) 14=1450/0-5-8 (min. 0-1-8), 17=1450/0-5-8 (min-0-1-8) Max Horz 14=2500(LC 30) Max Upliftl7=-1107(LC 28) Max Grav 14=1724(LC 29), 17=4007(LC 30) DEFL. in (loc) I/deft Ltd PLATES GRIP Vert(L-) -0.19 12 >999 240 MT20 2201195 Vert(CT) -0.56 11-12 >646 180 Horz(CT) 0.13 17 n/a n/a Weight: 3541b. FT =`20 BRACING - TOP CHORD Sheathed or 6-0-0 oc Pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oq oracine, Except 6-0-0 oc bracing: 9-10. FORCES. (lb)- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-366/38,2-19=-4825/112, 3-19=-4821/112,3-20=-6599/215,4-20=-6594/215, 4-21=6591/215, 21-22=-6594/215, 5-22=-6599/215, 5-23=6660/210, 6-23=-6664/209 6-24=-4757/2838, 7-24=-4759/2833, 7-25=-2545/624, 8-25=-2546/622, 9-17=-1721252: 8-17=-3916/1048 BOT CHORD 14-26=-288/5195, 13-26=-288/5196. 13-27=-296/6636,12-27=-296/6636, 12-28=-232/6416, 11-28=-232/6416,11-29=133/4649, 10-29=-133/4649, 10-30=-108/259, 9-30=-108/259 WEBS 2-14=-3678/203,2-13=0/1624,3-13=-1205/127,3-12=-110/1000, 4-12=-274/71, 5-12=-416/1197,5-11=-1547/158,6-11=-7/1639,6-10=-2697/155,7-10=-2200/1877, 8-1 0=-917/41 10 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.13fk2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chards connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opst, BCDL=6.Opsf; h=25H; B=45ft; L=24ft; eave=4h; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DCL=1.60 plate grip DOL=1.60 8) C-C wind load user defined. 9) Provide adequate drainage to prevent water pending. OThis 1 ) * Thisrtruss has been designed fora live load of 20.Opsf on the bottom chord in all areas where al rectangle 3-6-0 tall by 2-0-0 wide dl ive loads. fit between the bottom chord and any other members. 12) A plate rating reduction of 20 % has been applied for the green lumber members. -ontinued on page 2 - 0"�gc)v E S S/�)A Job 3LDG 3 Type NOTES- 13) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) Two RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 17. This connec0on is for uplift only and does not consider lateral foYces. 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 16) Load case(s) 4, 5, 27, 28, 29, 30 haslhave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 17) This truss has been designed for a moving concentrated load of 250.0110 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, ,,noncurrent with any other live loads. 18) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 19) Double installations of RTBA require the two hurricane ties to be installed on apposite sides of top plate to avoid nail interference in single ply truss. 20) Hanger(s) or other connection device(s) shall be provided su(fcient to support concentrated load(s) 2500 lb down and 2500 Ito up and 2500 lb left and 2500 lb right at 29-1-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 4) Dead + 0.6 C-C Wind (POs. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=16, 4-21=14, 8-21=16, 8-16=25, 9-14=-12 Harz: 1-14=9, 1-15-37, 1-4--28, 4-21=26, 8-21=28, 8-9=16, 8-16=25 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=16,4-21=14,8-21=16, 8-16=38, 9-14=-12 Horz: 1-14=-16, 1-15=25, 1-4=-28, 4-21=26, 8-21=28, 8-9=-9, 8-16=-38 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-42, 4-8=-42, 8-16=25, 9-14- 20 Horz: 1-14=-10, i-15=16, 1-4=6, 4-8=-6, 8-9=-14, 8-16=25 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=42, 4-8=-42, 8-16-17, 9-14=-20 Horz: 1-14=14, 1-15=25, 1-4-6, 4-8=-6, 8-9=10, 8-16=-17 8) Dead + 0.6 MWFRS Wind (Pos. internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-20=8,4-20=0,4-8=0,8-16=-16,9-14=-12 Horz: 1-14=8, 1-15=24, 1-20=-20, 4-20= 12, 4-8=12, 8-9=9, 8-16=16 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=0,4-22=6,8-22=8,8-t6=24, 9-14=-12 Hrr..: 1-14=--9, 1-1-=16, 1-4=-12, 4-22=12, 8-22-20, 8-9=-8, 8-16=-24 10) Dead + 0.6 MWFRS Wind toleg. Internal) Left: lumber Increase=1.60, Plate Increase=1.60 Uni`Drm'.oads (plf) Vert: 1-4=-36, 4-8=-36, 8-16=-16, 9-14=-20 Horz: 1-14-- 3 1-15=24, 1-4=0, 4-8=-0, 8-9=4, 8-16=16 11) Dead +6.6 MWFRS Wifid t:Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform'-oads (plf) Vert: 1-4=-3b, 4-6--36, 8-16=24. 9-14=-20 Hcrz: 1-14=-1,1-15=-16, 1-4=0, 4-8--0, 8-9=-13, 8-16=-24 12) Dead + b.6 MWFRS Wind (Pos. Intemal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uni`.orc.'-cads (plf) Vert: 1-4=3. 4-8-0' 8-16=-16, 9-14=-12 Horz: 1-14= 121 1-'S=-16, 1-4=-15, 4-8=151 8-9-12. 8-16-16 13) Dead + b.b MWFRS Wind Fos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uni`o:c-. -oads (plf Vert: 1-4=-2, 4-8=-h, 8-16=-16, 9-14=-12 Horz: 1-14=-12, 1-15 -16, 14=10, 4-8-10. 8-9-12, 8-16=16 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=-36, 4-8=-36, 8-16--16, 9-14=-20 Harz: 1-14=-7, 1-15=-ifi, 1-4=0, 4-8=0, 8-9=7, 8-16-16 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=-36, 4-8=-36, 8-16=-16, 9-14=-20 Horz: 1-14=-7, 1-15=-16, 1-4=0, 4-8=-0, 8-9=7, 8-16=16 rease=1.60 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60. Plate Inc Uniform Loads (plf) Vert: 14=-66, 4-8=66, 8-16=-12, 9-14=-20 Horz: 1-14-10,1-15=18, 1-4=0, 4-8=-0, 8-9-3, 8-16=12 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66, 4-8=-66, 8-16=18. 9-14=-20 Horz 1-14=-3, 1-15=-12, 1-4=0, 4-8=-0, 8-9=-10, 8-16=-18 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=-66, 4-8=-66, 8-16=-12, 9-14=-20 Horz: 1-14=-5, 1-15--12, 1-4=0, 4-8--0, 8-9-5, 8-16-12 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-66,4-8=-66, 8-16=-12,9-14=-20 Horz: 1-14=-5, 1-15=-12, 1-4=0, 4-8=-0, 8-9=5, 8-16=12 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 7ontinued on page 3 QROFE531�N� O �( t p. 6/30/23 {c� Flo. C53821 Sri C'IVI j� �� Job Truss Truss Type Oty Ply 3LDG 3 AA3 common 2 q LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 14=-28,4-8=-28,8-16=-33, 9-14=-12 Horz: 1-14=-16, 1-15=33, 1-4=16, 4-8=16, 8-9=16, 8-16=33 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=4,4-8=4,8-16=-33,9-14=-12 Horz: 1-14=16, 1-15=33, 1-4=-16, 4-8=16, 8-9=16, 8-16=33 27) EBM UP -RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert:1-4=-76(F), 4-8=-76(F), 9-14=-20(F) Concentrated Loads (lb) Vert: 7=2500(F) Horz: 7=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-8=76(1`), 9-14=-20(F) Concentrated Loads (lb) Vert: 7=2500(F) Horz: 7=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:1-4=-76(F), 4-8=-76(F), 9-14=-20(F) Concentrated Loads (lb) Vert: 7=-2500(F) Horz: 7=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-8=-76(F), 9-14=-20(F) Concentrated Loads (lb) Vert: 7=-2500(F) Horz: 7=2500(F) /goFESS/0 N w r-, t Epp 6/30�23 � # \ No. C53821 \ ` OFF lob Truss 'Truss Type 3LGG 3 AM Common any Scale = 1:48 4x6 = 14 3x6 = nxn 5x10 M 18SHS= 3x6 = 5x8 = Plate Offsets (X,Y)-- LO 0 5-0,0-3-4] LOADING(pst) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.41 9-10 >873 240 MT20 220/195 TCDL 18.0 LU;nbef DOL 1.25 BC 0.84 Vert(CT) -0.79 9-10 >452 180 M18SHS 2201195 BCLL O.n Rep Stress Incr NO WB 0.76 Horz(CT) 0.20 8 n/a nla BCDL il..J Code IBC2018/TP12014 Matrix-S Weight: 337 lb FT=20% LUMBER- BRACING - TOP r;HOP.n 2x6 OF No.2 G TOP CHORD Sheathed or 4-8-10 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1 &3.r G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing, Except: WEBF 2x4 DF S'ed/StO G'ExcepV 10-0-0 oc bracing: 10-11. W1,Wl l,W9: 2x6 OF No.2 G, W10: 2x4 DF No.2 G WEBS 1 Row at midpt 6-8 REACTIONS. (lb/size) r2=1a24/0-5-8 (min. 0-1-8), 8=142410-5-8 (min. 0-1-14) Max Horz ^2=2500(LC 29) Max Uplifte=-726(LC 28) Max Grav 12=2'31(LC 29). 8=3574(LC 30) FORCES. (Ib; - Max. Comp.T"ax. Ten. - All farces 250 fib) or less except when shown. TOP CHURL) 1-12==364i39, 2-16=-6107/125, 3-16=-61041126, 3-17=9232/231, 4-17=-9227/232, 4-18=92271232, 5-18=-9230/231, 5-19=-10943/4205, 6-19=-1094514199, 6-20=-323/169, 7-20=-331/168, 7-1 BOT CHORD 12-21=-473/6091, 11-21=-473/6091, 11-22=-316/8350, 10-22=-316/8350, 10-23=-1343/9830, 9-23=-1343/9830, 9-24=-2759/9498, 8-24=-2759/9498 WEBS 2-12=-4679/212, 2-11=0/2129,3-11=-18751135,3-10=-1089/1881, 4-10=-381/75, 5-10=-147912405, 5-9=-24691427, 6-8=-9683/2910, 6-9=11611458 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 on. Bottom chords connected as follows: 2x4 -1 raw at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B: Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pouring. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) A plate rating reduction of 20 % has been applied for the green lumber members. 13) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at ]t(s) e. This connection is for uplift onl �FOFESS/��� ems) H q, does not consider lateral forces. C y m 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSViPI w 7ontinued on page 2 Exp. 6/m 30�23 i NO C53821 OF CAO Job Truss Truss Type 3LDG3 IAAd I,...... -- NOTES- -1 ,- ._,-_.,_.,. a ...... ,,,„ �YWDIIPI�UU19�ui nilrvwyncununKnnryr 15) Load easels) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 250016 up and 2500 lb left and 2500 lb right at 23-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UPRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 4-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 6=2500(F) Horz: 6=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert:1-4=-76(F), 4-7=-76(F), 8-12--20(F) Concentrated Loads (lb) Vert: 6=2500(F) Horz: 6=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:1-4=-76(F), 4-7=-76(F), 8-12=-20(F) Concentrated Loads (Ib) Vert: 6=2500(F) Horz: 6=-2500(F) 30) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=76(F), 4-7=-76(F), 8-12=-20(F) Concentrated Loads (lb) Vert: 6=-2500(F) Horz: 6=2500(F) �QROFECS/ r, E<p 61 1-3 #� No. C53821 i t \�`` lob Truss Truss Type Oty ILGG3 IA 5 Gommon 3 5-2-1t 10-0-13 15-1-0 19-71-15 24-10-15 30-1-7 6-2-11 411-3 4-11-3 4-11-0 4-1 _u Scale = 1:48 4x6 = 14 3x8 - axe - 6x8 = — _ 7-8-2 7-4-14 - - _- 7-4.6 r __ Plate Offsets (X Y)-- [1.0 3 1,Edge]l7 0-3-1,Edge], [10.0-3-8,Edge]- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Ildell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(L-) -0.28 9-10 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.99 9-10 >359 180 BCLL O.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.21 8 nla n/a BCDL i0.0 Lode IB02018/TP12014 Matrix-S Weight1451b FT=20% LUMBER- BRACING - TOP CHOFIC 2x4 OF No.2 G TOP CHORD Sheathed or 2-5-6 oc purlins, except end verticals. BOT CHORD 2x4 OF N6.1 &Bt, G BOT CHORD Rigid ceiling direcIfy applied or 10-0-0 oc bracing. WEBS 2x4 OF &ud/Std G `Except* WEBS 1 Row at midpt 2-12, 6-8 W1,W1 L.2z6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (lb/size) 12=1424/0-5-8 (min. 0-1-8), 8=1424/0-5-8 (min. 0-1-8) Max Her- 12=1Z6(LC 11) FORCES. (Jo; -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHOPD 1-12=-342/49, 2-16=-3564/122, 3-16=-35611123,3-17=-4498/228, 4-17=-44941229, 4-18=-41C91231, 5-18=-4503/230,5-19=3561/217, 6-19=-3564/216, 7-8=-342/39 BOT CHORD 12-21=-292/2755, 11-21=-292/2755, 11-22=-31114174, 10-22=-311/4174, 10-23=-235/4167, 9-23=23514167,9-24=-147/2749, 8-24=-147/2749 WEBS 2-12=-2907/208, 2-11=0/1074, 3-11=-8341133,3-10=-8/546, 4-10=-268/68, 5-10=-24/561, 5-9=-829/144, 6-9=-211081, 6-8=-2902/216 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFEsslo\ q, Hq F 1F\ a Exp. 6/30/23� * No. C53821 \rvt Chi/ Job iTuuss (Truss Type 3LDG 3 I— --3 :ChgWW mInc. Po Nov 19 15061; gy6h-2?2CvpT51ow2inhiSWCTXVUWkxhvHVgEKO?Vz10-1-13 32052-17 411 924-10-154-11, 4-11-0 . 4_71 O 30-1-7 5-2-8 0.25 F12 _ 1-0-2 1 7-4-14 Plate Offsets KY)- L1:0-3-1,Edge], [6:0-1-11,0-0-OL [7_0-3-1,Edgel, 110:0-3 LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 TCDL 18.0 Plate Grip DOL 1.25 TC 0.72 BCLL 0.0 ' Lumber DOL 1.25 Rep Stress Incr YES BC 0.76 BCDL 10.0 Code IBC2018/TPI2014 WB 0.64 Matrix-S LUMBER - TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 OF Stud/Std G'Except* W1,W71: 2x6 OF N0.2 G OTHERS 2x4 OF Stud/Std G REACTIONS. (lb/size) 12=1424/0-5-8 (min. 0-1-8), 8=1424/0-5-8 (min. 0-1-8J Max Horz 12=126(LC 33) Max UpliRi2=-346(LC 27). 8=-348(LC 30) Scale = 1:48 4x6 = 14 6x6 = DEFL. in Vert(-L) -0.28 floc)/deft L/d 9-10 >999 240 PLATES GRIP Vert(CT) -0.99 9-10 >359 180 MT20 - 2201195 Horz(CT) 0.21 8 n/a n/a Weight: 160 lb FT=2ol BRACING - TOP CHORD BOT CHORD Sheathed or 2-5-6 oc purlins, except end verticals. - Rigid ceiling directly applied or 5-10-10 oc bracng. WEBS 1 Row at midpt 2-12, 6-8 MITek recommends that Stabilizers and -equired cross bracing be installed during truss erection, in accoruance with Stabibzer Installation guide FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-342/44,1-31=-531/419, 2-31=-1007/954, 2-32=-3564/662, 3-32=-3561/483, 3-33=-4498/1019, 4-33=-4494/520, 4-34=-4499/538, 5-34=-4503/1043, 5-35=-3561/217, 6-35=-3564/544, 6-36=-1098/979, 7-36=-604/474, 7-8=-342/42 BOT CHORD 12-37=-1285/2755, 11-37=-659/2755, 11-38=-847/4174, 10-38=-1113/4174, 10-39=-1064/4167, 9-39=-765/4167, 9-40=-437/2749, 8-40=-1117/2777 WEBS 2-12=-2946/1192, 2-11=-555/1360, 3-11=-11111688, 3-10=835/1152, 4-10=-268/69, 5-10=932/1169,5-9=-1081/743,6-9=-617/1343, 6-8=-2904/1285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) IEnclosed; MWFRS (directional) and C-C Cor er(3) zo e; cantilever left and night exposed h; end vertcall left and rieave-4ft; Cat, ght a posed;C-C fore B; members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at ills) 12, This connection is for uplift only and does not consider lateral forces. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ilia) 8. This connection is for uplift only and P `� �r J� does not consider lateral forces. E "/ 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. '�-�� 3� 13) This truss has been designed for a moving concentrated load of 250.OIh live located at all mid panels and at all panel points along t Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 5500 lb. Lumber DOL-(I .33) Plate grip DOL=(1.33) Connect truss to resist d Igo (s z 21 Jgntlnued along pagoet(2om chord from 0-0-0 to 30-1-7 for 182.6 pit. II i- Erp. Cj 101i -, - s 0E lob 1LDG 3 LOAD CASE(S) Standard ��ROFESS/ON � 7 Hq F Fay Exp. 6/30/23 No. C53821 j �-��� \\F 0 CF A1-\F Yl lob 3LDc 3 Truss Type Monopitch 4x6 — 3x6 = 14 3x8 = 2 1.Sx4 I 15 0.25 12 12 3x4 = 3x4 = 3 13 16 Scale = 1:24 46 = W1 3x8 = 5-3-12 7_9_2 15-64 5-3-12 2-5-6 7-9-2_g_p Plate Offsets (X,Y)-- 11 :0-3-i,Edgej, [4:0-2-15,Edgel-- _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.45 Vert(-L) -0.20 5-6 >586 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.35 5-6 >336 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 5 n/a We BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 79 lb FT=2C9i LUMBER - TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G'Except* W1: 2x6 OF No.2 G BRACING- TOPCHORD BOTCHORD REACTIONS. (lb/size) 8=170/0-5-8 (min. 0-1-8), 5=429/0-5-8 (min. 0-1-8), 7=847/0-3-8 (min.0-1-8) Max Horz 8=85(LC 9) Max UpliftB=-10(LC 8) Max Grav 8=351(LC 37), 5=501(LC 40), 7=847(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-336/63, 2-12=-338/10, 3-12=-335/11, 4-5=-335/62 BOT CHORD 6-16=-126/479, 5-16=-126/479 WEBS 2-6=-291600, 3-6=-3331147, 3-5=-477/133, 2-7=-785/173 Sheathed or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 6-0-0 oc Sracinly. MiTek recommends that Stabilizers and required cross bracii.g be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6Dpsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 8. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �.yp.OFESS/0\\ III 4'G, 6/3U/�-� a i \ No 538'I Pi \�✓ I , OF N i/ lob - IIrT'ruse Truss Type 3LDG 3 M6 Monopitch Structural Gable Scale =1:24 4x6 = 0.25 12 4x6 — 6x6 = 5-5-11 2-3-7 Plate Offsets (X,YL11:0-3-tftel,14'.0-2-15,Edge] _ LOADING (Pat SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 18.0 Lumber DOL 1.25 BC 0.76 BCLL 0.0 step Stress Incr YES WB 0.88 BCDL 19;0 Code IBC20181TPI2014 Matrix-S LUMBER - TOP oHORO 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G- WEBS';, -2x4 DF F6c/Sly G*Except - Wi: 2x6 DF No.2 G OTHFRF 2x4 OF StuOlbM G 6x6 = DEFL. in floc) I/defl L/d PLATES GRIP Vert(L-) -0.22 5-6 >538 240 MT20 2201195 Vert(CT) -0.43 5-6 >273 180 Hcrz(CT) 0.03 5 n/a n/a Weight 90 lb FT = 20 BRACING - TOP CHORD Sheathed or 5-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAGi WNS. (lb/size) 8=636/0-5-8 (min. 0-1-8), 5=675/0-5-8 (min. 0-1-8), 7=134/0-3-8 (min. 0-1-8) Max Horz 8=85(LC 9) Max U9llft8=-382(LC 27), 5=-324(LC 30), 7=-4(LC 60) Max Grav 3=755(LC 34), 5=734(LC 31), 7=347(LC 62) FORCGC. i:b) - Max. Cornp./Nax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-336/66, 1-24=-4311401, 2-24=-881/871, 2-25=-1142/625, 3-25=-1037/465, 3-26=-896/824, 4-26=-456/375, 4-5=-334/65 BOT CHORD 8-27=-1183/1515, 7-27=-707/1027, 7-28=-453/1027, 6-28=-629/1027, 6-29=-720/1098, 5-29=-981/1359 WEBS 2-8=-1620/1120, 2-6=-515/653,3-6=-501/626, 3-5=-1412/1063 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 5. This connection is for uplift only and does not consider lateral forces. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7. This connection is for uplift only and does not consider lateral forces. FSS/ON 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. F� q, 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along [h/4 '� Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist d g� ty loads along bottom chord from 0-0-0 to 15-6-4 for 161.1 plf. c_, " m 61 LOAD CASE(S) Standard 4t [ No. C 33? 13) Jy OF CAS\F lab Truss Truss Type Oty Ply 3LDG 3 AA9. Mnnonit M s 3x6 = Scale = 1 r20 3x6— 8 1 3x8 = 9 2 10 3 1 W1 W3 4 W1 1 5 12 t5x4 11 sx6 — LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 18.0 Lumber DOL 1.25 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code IBC2018ITP12014 Matnx-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1: 2x6 OF No.2 G REACTIONS. (lb/size) 6=468/0-5-8 (min. D-1-8), 4=468/0-5-8 (min. 0-1-8) Max Herz 6=82(LC 9) Max Grav6=523(LC 27), 4=523(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-330/70, 34=-329/70 BOTCHORD 6-11=-195/605,5-11=-195/605,5-12=-195/605,4-12=-195/605 WEBS 2-6=-632/201, 2-5=0/349, 2-4=-635/199 G 3x6 — DEFL. in (loc) Udell L/d PLATES GRIP Vert(LL) -0.07 4-5 >999 240 MT20 220/195 Vert(CT) -0.10 4-5 >999 180 HOrz(CT) 0.01 4 n/a n/a - Weight: 5b in FT = 20% BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .. MiTek recommends that Stabilizers ano required cross bracing be installed during truss erection, in accordaa�e with St:.biliz�r Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Ezp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfFPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QRQFESS/Q- \f� OF�✓P�R i�/ lab ss Truss Type ILGG 3 Co I Monopitch Structural Gable Ply 4x6 = 0.25 Fl2 2 45 = 26 27 2 28 ST1 _W2 "�I ry I. T bI 5T3 W3 ST4 61 l2 l I--r "py. .�pc fS:.L'`% <?y"e.`:?n °�q'«x>x�%v 34 6 y'':z:4:>i6:. 3x4.= 3x4,- 11 31 10 9 32 6 33 7 6x6 6-5-3 _ - - 8-2-14 -. - 6-5-3 _- _ 1-9-11 Plate Offsets (X,Y)- [7:0-3-1,Edge], [4:0-2-15,Edge], [24:0-1-1 Z,0-0-12] LOADING(psf) SPACING- 2-0-0 C51. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 18.0 Lumber DOL 1.25 BC 0.83 BCLI 0.0 ' Rep Stress Incr YES WB 0.55 BCD'- 110 Code IBC2018ITP12014 Matrix-S 1-1.1 - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF I.o.2 3 WEBS .. 2x4 OF SUm/Std G *Excep' W1: 2x6 OF No.2 G OTHERS 2x4 OF Stud/Std G 4x4 = 3 29 30 35 Scale = 1:26 4x6 = W1 6x6 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.26 5-6 >449 240 MT20 2201195 Vert(CT) -0.53 5-6 >219 180 Horz(CT) 0.04 5 n/a nla Weight: 94 lb FT=20% BRACING - TOP CHORD Sheathed or 5-3-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. WEBS 1 Row at midpt 2-11, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bean„ gs 6-8-11 except Qt=length) 5=0-5-8. fib) - Max Horz 11=85(LC 29) Max Uplift All iplift 100 lb or less at joints) 7 except 11=-516(LC 27), 5=-419(LC 30), 8=-103(LC 1) Max Grav All reactions 250 He or less at joints) 8 except 11=859(LC 34), 5=852(LC 31), 7=372(LC 66), 7=251(LC 1), 1C=322(LC 64) FORCES. fib) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-11=-341/70, 1-26=-5501561,26-27=-6961766, 2-27=-119111197, 2-28=-13571748, 3-28=1147/544, 3-29=-1228/1148,29-30=-729/754, 4-30=-619/531, 4-5=-339/68 BOT CHORD 11-31=-1458/1910,10-31=126711479, 9-1 0=-1028/1431, 9-32=-815/1219, 8-32=-645/1078, 8-33=-603/1078, 7-33=-374/1078, 7-34=-555/1078, 6-34=-737/1105, 6-35=-877/1329, 5-35=-125211704 WEBS 2-11=-2027/1437, 2-6=-713/881, 3-6=-699/819, 3-5=-176211344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are i.Sx4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. gy'oFESS/� 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 5. This connection is for uplift only and does not consider lateral forces. 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 8. This connection is for ml' only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI I Y rn 3ontinued on page 2 Ecp. 6/30/23 C53821 <O lab (Truss (Truss Type 3LGG 3 AA10 Monopitch structural Gable NOTES- 14) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel paints along the Top Chord and Bottom Chord, non,oncurrent with any other live loads. 15) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-5-12 for 212.4 pif. LOAD CASE(S) Standard /�ROFESO;�74 R� ^Iy m Exp. 6/30/23 * ''io- C53tBZ 1 �/ Job 3LDG 3 Structural Gable 4x6 = 3x8 = tO 7 45 = 12 16 3x4 = 2 0.25 12 3x4 = 13 3 6 3x4 = 17 14 15 Scale = 1:26 4x6 = 4 W1 I 3x8 = 8-2-14 8-2-14 Plate Offsets (X,Y)-- [1 0 3 1,Edgej j4 0 2A 5,Edge] l LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) /del Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.49 Vert(LL) -0.29 5-6 >653 240 MT20 220/195 I TCDL 1c— Lumber DOL 1.25 BC 0.84 Vert(CT) -0.49 5-6 >389 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.05 5 n/a n/a BCD'. 1.90 -ode IBC2018/TPI2014 Matrix-S Weight: e0 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF Nu.2 G TOP CHORD Sheathed or 4-9-6 oc purlins, except end verticals. BOT CHORD 2x4 DF I'lo.2 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stuu/Sid G'Except' MiTek recommends that Stabilizers and required cross bracing W1: 2x6 DF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=7b9/0-5-8 (min. 0-1-8), 5=769/0-5-8 (min. 0-1-8) Max Horz 3=85(LC 9) FOR TES. (It) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-34b/63, 2-13=-1405/133, 3-13=-1401/135, 4-5=-340/63 BOT --HORC 7-8=352/1333, 7-16=-302/1330, 6-16=-302/1330, 6-17=-246/1267, 5-17=-246/1267 WEBS 2-8=-1343273, 2-6=-29/294, 3-6=0/367, 3-5=-12991260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Cede section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�koFESS/0\ W4, t E-p. 6/30/_23 ii No. C538^_ >f lob (Truss (Truss Type 3LDG3 AA13 GABLE 4x6 = 5-7-6 10-11-3 16-3-1 21-10-7 5-7-6 5-3-14 n-1 4 5-7-6 Scale = 1:34 0.25 12 46 = 1: 1 5x5 = 3x10 = 3x4 = 8 13 2 14 15 3 16 17 4 5 \ \ \ /�ry4 y(/ 2 / / W1 19 9 20 8 21 22 10 3x8 = 3x4 = 5x6 = 7 1.5x4 11 3x6 = 7-4-10 14-5-12 16-3-11 21A-7 7-4-10 7-1-2 1-9-14 5-6-12 Plate Offsets (X,Y)-- 11:0-3-1,Edge], [3:0-2-8,0-3-0], [5.,0-2-15,Edge],L:0-2-12,0-30L LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(-L) -0.21 9-10 >925 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.34 9-10 >558 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) G.03 7 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 10716 FT=20% LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G `Except` Wl: 2x6 DF No.2 G BRACING- TOPCHORD BOTCHORD REACTIONS. (lb/size) 10=670/0-5-8 (min. 0-1-8), 6=-11/0-5-8 (min. 0-1-8), 7=139610-3-8 (min. 0-1-8) Max Ho¢ 10=851LC 30) Max Uplift10=-262(LC 27), 6=-258(LC 30) Max Grav 10=685(LC 34), 6=262(LC 27), 7=1396(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-342/55, 1-13=-370/315, 2-13=-706/671, 2-14=1079/363, 14-15=-1075/95, 3-15=-1074/379, 3-16=-5611533, 16-17=-275/256,4-18=-687I644, 5-18=-336/272, 5-6=-336/54 BOT CHORD 10-19=-905/1397, 9-19=-32911105, 9-20=-646/1000, 8-20=-447/801, 8-21=-576/298, 7-21=-509/125, 7-22=-5571273, 6-22=-880/602 WEBS 2-10=-1452/825, 2-9=-328/456, 3-9=480/758, 3-8=-1077/638, 4-8=359/871. 4-6=661/1001, 4-7=-1306/193 Sheathed or 5-5-0 oc purlins, except end verti;als Rigid ceiling directly applied or 6-0-0 oc bracing. i MiTek recommends that Stabilizers and requirso cross bracinq be installed during truss erection, in accordance with Stabfi: er —1Installation guide. _ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10, 6, and 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Jt j loads along bottom chord from 0-0-0 to 21-10-7 for 114.3 plf. `� E S (]� Zia LOAD CASE(S) Standard lob Tres, 3LDG 3 AA14 Truss Type GABLE Ply 4x6 = 3x8 = 0,25 F12 Plate Offsets (X,Y}- 11 0 3 1 Edge], [3:0-2-8,0-3-01, [5:0-2-15,Edge], [8:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCOL 18.0 umber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 BCD, 10.0 Code IBC20181TP12014 Mabix-S LUMBER - TOP CHORC 2x4 OF Nc.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF StuC/Std G *Except* At 2x6 DF No.2 G 5-7-6 Scale = 1:34 4x6 = 1: 3x6 = 1-2 1-9A4 5-6-12 DEFL. in (loc) Well Ltd PLATES GRIP Vert(LL) -0.21 9-10 >925 240 MT20 220/195 Vert(CT) -0.34 9-10 >558 180 Horz(CT) 0.03 7 nla We Weight: 107 lb FT = 20% BRACING - TOP CHORD Sheathed or 5-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS fib/size) 10=f70/0-5-8 (min. 0-1-8), 6=-11/0-5-8 (min. 0-1-8), 7=1396/0-3-8 (min. 0-1-8) Max Horz 10=85(LC 9) Max Uplift6=-72(LC 29) Max Gravl0=670(LC 1).6=244(LC 44), 7=1396(LC 1) FOR,ie5. k1b) - Max. Camp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP C4!= 1-10--342'52, 2-14=-1079/67,14-15=-1075/67,3-15=-1074/68, 5-6=-336/52 BOT CHORD 10-19=-208/l 105, 9-19=-208/1105, 9-20=-1411780, 8-20=-14lf780, 8-21=-509/54, 7-21=-509/54, 7-22=-509/54, 6-22=-509/54 WEBS 2-10=-1108/178,3-9=0/508,3-8=1011/181,4-8=-51/871,4-6=-56/601,4-7=-1306/186 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard ��ROFESS/�N � L ( l Exp. No (,538' I � Job SLOG 3 Monopitch 2ze = 5-7-6 7-6-0 f0-11-3 1 t63-1 19-4-7 + 21-10-7 S-7-6 1-10.10 3-5-3 5-3_14 3-1-6 2-6-0 0.25 F12 Scale = 1:35 4z6 = 15 4X5 — WO 11 7x6 SX8 3xlO 11 5 21 6 22 7 1 16 2 17 3 18 4 19 20 \ \ W1 \ NJ 7 1. 23 19 24 17 25 26 n 27 13 4x6 = 4x12 = Sz5 = 10 _ 8 2x4 II 4x12 2x611. 7-4-10 7--,,GG-0 14-5-12 76-5-11 19-4-7 21-10-7 7-4-10 0-i�-6 6-11-12 ~ 1-11-14 2_10_12 2-6-0 Plate Offsets (X,Y}- t4:0-3-0,0-4-8),[11 0 2 8,0-3-0] (12 0 2-8,0_1_12L _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.11 12 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.62 Ved(CT) -0.18 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matnx-S Weight: 2611b FT=29% LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G'Excepr W1,W10,W4: 2x6 DF No.2 G BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=653/0-5-8 (min. 0-1-8), 8=-62/0-5-8 (min. 0-1-8), 10=1465/0-5-8 (min. 0-2-3) Max Horz 13=2500(LC 29) Max Upliftl3=-810(LC 27), 8=-1713(LC 32), 10=-1187(LC 28) Max Grav 13=2116(LC 29), 8=1588(LC 34), 10=4117(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-356/55, 2-17=-5980/3817,3-17=-597813820, 3-18=-5925/3763, 4-18=-5923/3768, 4-19=-1718/2100, 19-20=1714/2100, 5-20=-171412105, 5-21=-3406/3729, 6-21=-3401/3733, 6-22=-1303/1631, 7-22=-1302/1634, 7-8=-1517/1691 BOT CHORD 13-23=-3215/5319, 12-23=-321515319, 12-24=-131312724, 11-24=-1313/2724, 11-25=-2644/1323,10-25=-264411323,10-26=-2644/1323,9-26=-264411323 WEBS 2-13=-490712858, 2-12=-1727/1809, 4-12=-2908/3794, 4-11=-4319/2209, 5-11=-1279/2864, 5-9=-1165/2384, 5-10=-3974/1163, 6-9=-2430/2162, 3-12=-2573/2339, 7-9=-2289/1789 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131IN2.5) nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. R17F ES S/O�\\ 11) A plate rating reduction of 20 / has been applied for the green lumber members. 12) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13. This connection is for uplift onl and does not consider lateral forces. 13) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at its) 8. This connection is for uplift and does not consider lateral forces. Uontinued on page 2 lob ITruss I Truss Type 3LDG 3 I MI5 I Monopilch PA NOTES- 14) Two RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 10. This connection is for uplift only and does not consider lateral forces. 15) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 16) Load case(s) 27, 28, 29, 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 17) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nonconcurrent with any other live loads. 18) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 19) Double installations of RT7 require the two hurricane ties to he installed on opposite sides of top plate to avoid nail interference in single ply truss. 20) Double installations of RTI6-2 require installation on both interior and exterior sides. 21) Double installations of RTBA require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 22) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 to up and 2500 lb left and 2500 16 right at 7-6-0, and 2500 Ito down and 2500 lb up and 2500 lb left and 2500 Ito right at 19-4-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-76(F), 8-13=-20(F) Concentrated Loads (Ih) Vert: 3=2500(F) Horz: 3=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-76(F), 8-13=-20(F) Concentrated Loads (Ih) Vert: 3=2500(F) Horz: 3=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-7= 76(F), 8-13=-20(F) Concentrated Loads (Ib) Vert: 3=2500(F) Horz: 3=-2500(F) 30) EBM DOWNRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7==r6(F), P-13=-20(F) Concentrated Loadj ;IL) V4t: 3=2500(1`? Harz: 3=250C(F) 31) EBM #2 UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Cnif�rm Loads (pit) ' Vert: 1-7=-76(F) P-13=-20(F) Concentrated Loads (IL) Vert: 6=2500(F) Horz: 6=25d0(F) 32) EBM #2 1 iP/LEFT: li mbe- Increase=1.15, Plate Increase=1.15 Lr.f. un Loads (plf) Vert: 1-7=76(F), 8-13=-20(F) Con,:entreted Loads (lb) Vert: 6=2500'F) ;iorz: 6=-2500(F) 33) EBM 412 DOWN/L-FT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-7=-76(F), 8-13=-20(F) Concentrated Loads (Ib) Vert: 6=-2500(F) Horz: 6=-2500(F) 34) EBM #2 DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-7=-76(F), 8-13=-20(F) Concentrated Loads (lb) Vert: 6=-2500(F) Horz: 6=2500(F) �ROFE55/�\\ ti Fr`) r n Exp. 6/30/23 �'u NO C53821 � q ' l V Iy '�P Job (Truss Truss Type - - IIO'y Ply iLDG3 AA16 GABLE 1 1 Job Reference(optional)1iT Run' 8420 s Apr 16 2021 Print 8.420 s Apr 16 2U21 _j Go Industries. Inc. Fri Nov 1915'.O9nb 202 ID:NChjgWi6d16-3-1 15cg9D3yWi6h-w2p8JJGorZ4j?oIBR1-10-7 KOZYi?oJ9n67CR 5-7-6 10-114 5-3-14 21-10-7 5-7-6 5-3-14 5-3-14 5-7_6 � 4x6 = 0.25 12 Scale = 1:34 4.6 = 3x4 = 4 37 ST3 5 ST1 _ �' r T 0 W1 rI W2 �� W3 ST4 W4 ,a- `� W5 ST7 W6 -' W7 L- ST2 STS ST6 ST6 n ST9 15 38 14 39 13 40 12 41 11 42 10 43 9 44 8 45 7 46 6 3x6 = 3x4 = 5x5 = 6x6 = 7-0-2 7-4-10 Plate Offsets (X,Y)-[T:0-3-1,Edg_e],[3:0-2-8,0-3-0], [5:0-2-15,Edge[,[9:0-2-8,0-3-0[ _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(L-) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - me 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.01 7 n/a Wa BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 124 ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G `Except' W1: 2x6 DF No.2 G OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and rev uired crass bracing be installed during truss erection, in accardat.ca with StaNfize- Installation guide. REACTIONS. All bearings 21-10-7. (lb) - Max Ho¢ 15=85(LC 29) Max Uplift All uplift 100 lb or less atjoint(s) 8, 13 except 15=-361(LC 27), 6=-376(LC 30), 9=-111(LC 30), 12=-204(LC 27) - Max Grav All reactions 250 Ib or less at joint(s) except 15=495(LC 34), 6=509(LC 31), 9=644(LC 1), 12=639(LC 1), 7=322(LC 77). 8=265(LC 76), 10=296(LC 74), 11=294(LC 73), 13=269(LC 71), 14=319(LC 70) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-337/55, 1-32=-471/452,2-32=-1001/998, 2-33=-3691347, 33-34=-379/425, 3-34=-830/875, 3-35=-837/850, 35-36=-386/405,4-36=-373/288, 4-37=-992/955, 5-37=-491/423, 5-6=-336/54 BOT CHORD 15-38=-884/945, 14-38=-631/613, 14-39=-315/313, 13-40=265/309, 12-40=-502/500, 12-41=-700/708,11-41=-480/491, 11-42=-2691277, 10-43=-434/445, 9-43=-664/673, 9-44=-469/498, 8-44=-291/304, 7-45=-222/251, 7-46=-549/566, 6-46=-811/907 WEBS 2-15=-981/953, 2-12=-686/582, 3-12=-112511007,3-9=-1056/974, 4-9=-768/616, 4-6=-940/934 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �F t S j between the bottom chord and any other members. 10) A plate ratingreduction of 20% has been applied for the lumber green members.11) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15. This connection is for uplift oand r.�'d does not consider lateral forces.12) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift onl - AN does not consider lateral forces. -ontlnued on page 2 { : P _ Job (Truss 3LGG 3 AA16 GABLE NOTES- 13) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9, 12, 8, and 13. This connection is for uplift only and does not consider lateral forces. 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 15) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) This truss has been designed for a total drag load of 3800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-10-7 for 173.8 plf. LOAD CASE(S) Standard QROFESSIO� � 9 cc � rn Exp. 6//30/23 �c No, C53821 , L.,J\OF CAA-" lob Truss 3LDG3 AA17 4x6 - 3x8 — Scale = 1:29 9 Plate Offsets (X,Y)-- [4 0 2 15,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.30 5-6 >632 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.51 5-6 >372 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 5 nla n!a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 90'b FT=20% LUMBER- BRACING- - TOP CHORD 2x4 OF N0.2 G TOP CHORD Sheathed or 4-10-5 oc pudins, except end ✓brtica,s. BOT CHORD 20 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracirg. WEBS 2x4 OF Stud/Std G `Except' MiTek recommends that Stabilizers and -equirad cross bracing W1,W7,W2: 2x6 DF Ne.2 G be installed during truss erection, in accordance with Star bi; zer Installation guide. REACTIONS. (lb/size) 5=75310-3-8 (min. 0-1-8), 10=753f0-5-8 (min. 0-1-8) Max Ho¢ 10=156(LC 9) Max Upliftl0=-1(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-10=-90/605, 1-10=335/76, 2-13=-1342/117, 3-13=-1338/118, 4-5=-340/69 BOT CHORD 7-16=-332/1236, 6-16=-332/1236, 6-17=-231/1236, 5-17= 231/1236 -, � WEBS 2-7=-12691322,2-6=-2/321, 3-6=0/338,3-5=-1263/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Ezp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 10. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job 3LDG 3 City 40 II 604 = Scale = 1:31 2x6 = 12 3X411 6X10= "" _-- 3xfi = 2-0-0 8-3-11 16-7-6 2-0-0 _6-3-11 - - _ 8-3-11 Plate Offsets �X,Y)-- [1 0 8-8 0.3_9]_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 6-7 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL L25 BC 0.46 Vert(CT) -0.25 6-7 >747 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 --Code IBC2018/FP12014 Matrix-S Weight: 2111b FT=20% LUMBER- BRACING - TOP CHORD 2x6 Dr ,Jo.2 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHOW) 2x4 OF N>.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDS 2x4 OF Stud/Std G *Except* W1,W,9,W4,W2: 2x6 OF No.2 G REACTIONS. (lb/size; 6=75310-3-8 (min. 0-1-8), 13=753/0-5-8 (min. 0-1-8) Max hors 3=-.2500(LC 27) Max Uplift13=-1756(LC 27) Max Grav6=1181(LC 30), 13=3263(LC 29) FORJES. (Iu) -Max. Conip.hvlax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHOPC 1-1 3=-3262/1747,1-14=-2815/1826,2-14=-2814/1828,2-15=-3427/2436, 3-15=-3424/2442, 3-16=-29(8,249,4-16=-2964/253, 5-6=-347176 BOT CHORD 10-19= '.78511862, 9-19=1785/1862, 8-9=-947/3469, 8-20=-947/3469, 7-20=-947/3469, 7-21=232/2286, 6-21=-232/2286 WEBS 3-9=-1719/243, 3-7=-640/884, 4-7=-620/875, 4-6=2355/306, 2-9=2390/2071, 1-9=-1499/3139 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"k2.5") nails as follows: Top chards connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wid(0n'ly fit between the bottom chord and any other members. ?0 F S S/0 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) Bearing at joint(s) 13 considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify ca of bearing surface. 13) Two bearing s USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13. This connection is for upliand does notconsider lateral forces.14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI7ontinued on page 2 - - Job 3LDG 3 Truss Type 2 ID'NCh-----"' _i;6W6 `"""""°'ea, n¢ rn-0v 1a 15:06:372021 Pa, NOTES- 19Wf6dcAzC2515cg9D3yWi6h-LdUGzOm95mzeaTWJsZd5WZThYcyGvLwmrlpnphyHY 15) Load case(s) 27, 28, 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 18) Double installations of RT16-2 require installation on both interior and exterior sides. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ile down and 2500 lb up and 2500 lb left and 2500 lb right at 2-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 27) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-10=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 28) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-10=-20(F) Concentrated Loads (to) Vert: 2=2500(F) Horz: 2=-2500(F) 29) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-10=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Harz: 2=-2500(F) 30) EBM DOWNRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-10=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Herz: 2=2500(F) "-'qnv ESS/0 I H4 lob us: 3LDG 3 AA19 Truss Type GABLE 3x4 — 16-7-6 5-7-10 Scale = 1:31 4z6= 9 r nxo — 3x4 = 6.8 II Plate Offse:c (X,Y)-- [4:0-2-15,Edge], L24:0-1-12,0-0_12], [25:0-3-8.Eagel LOACINC(psQ SFACING- 2-0-0 CSI. TC 0.49 TCLL 26.0 PIPte Grip DOL 1.25 1.25 BC 0.84 TCDL :C.O Lu,nber DOL BCLL 0.0 Rep Stress Incr YES WB 0.86 BCDL 10.0 Code IBC2018riP12014 Matrix-S LUMEER- TOP OWED 2x4 DF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF S1,jd1Std G'Except* W1,W7,W2: 2x6 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) 5-753/0-5-8 (min. 0-1-8), 26=753/0-5-8 (min-0-1-8) Max Horz 26=156(LC 29) Max Uplift5=-238(LC 30). 26=-287(LC 27) Max Grav 5=753(LC 1), 26=760(LC 34) DEFL. in (loc) I/defl Lld Vert(LL) -0.30 5-6 >632 240 Vert(CT) -0.51 5-6 >372 180 Horz(CT) 0.03 5 We We PLATES GRIP MT20 2201195 Weight: 106 to FT = 20% BRACING - TOP CHORD Sheathed or 4-10-5 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7-26=-283/698, 1-26=-335T77, 1-27=397/3511 27-28-A30/457, 2-28=-726/679, 2-29=-1342/451,3-29=-1338/315,3-30=-855/712,3C-31=-528/443, 4-31=-526/337, 4-5=-340/71 BOT CHORD 7-32=-993/1453, 6-32=-602/1236, 6-33=-619/1236, 5-33=-821/1361 WEBS 2-7=-1575/801, 2-6=-377/602, 3-6=397/590, 3-5=-14031943 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL-6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) GTruss designed for wind loads in the plane of able End Details as applicable, or consult qualified fed building designer ase truss only, For studs posed to per d(normal to the face), see Standard Industry per ANSI/TPI1 4) Provide adequate drainage to prevent water pending. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only an PROFESS/�� does not consider lateral forces. ;� 12) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 26. This connection is for uplift only X � �.\ and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 E 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along Top Chord and Bottom Chord, nonconcurrent with any other live loads. " p0/93 Continued on page 2 * No. C53821 sJ9T�CjC VIA/��P� c OF lob (Truss (Truss Type IQty iply 3LBG3 AA19 GABLE 1 NOTES- - -- 15) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-7-6 for 120.4 plf. 16) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �QROFE SS)a 4 �vE<p. Fj30/23� * nio. 1:538? 1 lob 3LGG 3 Truss Type MonopiU,h supported Gable Ply 5-2-12 10-2-0 15-1-3 20-3-15 5-2-12 4-11-0 _ 4-11 4 5-2-12 Scale = 1:37 3z6 - 6 0.25 12 Sz5 = 3x4 = 3x4 11 W1 3x4- 33 4 34 5 1 31 2 32 3 �� t T1 - �+ - '. s, ST5 ST4 STB ST12 We mv' ST3 I'., _. W4 ST7 WS I� 6 ST11 W7 N� 2W2 Ws S76 5T10 + ❑ - r - 52 — — 3x6 3x4 = 3x4 - 15 35 14 36 13 37 12 38 11 39 10 40 9 41 8 42 7 43 6 5x5 - 6-10-8 13-5-7 _ - 6-10-8 - _ - _ 6-7-0 3 0 2 8 0-3-0 ][ - ][ Plate Offsets (X,Y1-- [ : - - ], [3:0-1-11,0-0-12 , 9:0-2-8,0-3-0 , 29:0-1-12,0-0-121 LOADINU (psi) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Ficte Grip DOL 1.25 TC 0.46 Vert(LL) TCDL rb.n Lumber DOL 1.25 BC 0.29 Vert(CT) BCLL C0 ' Rep Stress Incr YES WB 0.34 Horz(CT) BCDL 10.n Code IBC2018/TPI2014 Mamx-S 20-3-15 — 6-10-8 in (loc) I/defy L/d PLATES GRIP -0.03 6-7 >999 240 MT20 220/195 -0.04 6-7 >999 180 0.00 6 n/a n/a Weight:1201b FT=20% LUMBER- BRACING - TOP CI IOCD 2x4 OF No.2 G TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Sit/Std G *Except` FMITek rrecommends that Stabilizers and required cross bracing W1: 2x6 OF No.2 G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 OF Stud/Std G Installation quide. REACTIONS. All bearings 20-3-15. (Ib) - Max Horz 15=134(LC 29) Max Uplift All uplift 100 lb or less atjoint(s) 9, 11 except 15=-253(LC 27). 6=-211(1-C 30), 12=-130(LC 29), 8=134(LC 61) Max Gnav All reactions 250 lb or less atjoint(s) 6, 8 except 15=367(LC 65), 6=382(LC 74), 9=619(LC 1), 12=591(LC 1), 7=326(LC 73), 10=307(LC 70). 11=274(LC 69), 13=297(LC 67). 14=291(LC 66) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-331/52, 1-31=-396/402, 2-31=-679/697, 3-32=-431/528, 3-33=-456/499, 4-34=-532/510, 5-34=-244/259, 5-6=-329/49 BOT CHORD 15-35=-562/580, 14-35=-479/441, 14-36=-376/374,12-37=-342/340, 12-38=-400/408, 11-38=-271/279,11-39=-257/265,9-40=-374/382, 9-41=269/295, 841=-226/252, 743=-295/322, 6-43=-447/511 WEBS 2-15=-643/608, 2-12=509/436, 3-12=-686/559, 3-9=-632/579, 4-9=-525/398, 4-6=-526/513 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 15, 6, 9, 12, 8, 11, and 14. This connection is for uplift only and does not consider lateral forces. , 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 11) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along th Top Chord and Bottom Chord, nonconcurrent with any other live loads. / 12) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist d 9 /ROFESS/o\ O H{ /� loads along bottom chord from 0-0-0 to 20-3-15 for 98.4 plf. LOAD CASE(S) Standard Exp. 6/30/23 * No. C53821 F CIV \F OF CNO'r / Job 3LOG 3 Type Gable Ply 46 = 3xfi = Scale = 1:35 fi-13-8 6-7-0 CV-3-IJ fi-10-8 Plate Offsets (XY)-_ 11:0-3-1,Edgej, L3:0-2-8,0-3-Oj, LP.0-3-0,0-3-OL _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATeS GRIP _ TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.19 7-8 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.41 7-8 >586 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 10-I lb FT=.20% LUMBER- BRACING-' TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 4-3-4 oc pudins, except end verticals. o o BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-6 oc nracing. _ WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at midpt 2-9 W1: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=958Po-5-6 (min. 0-1-8), 6=958/0-3-8 (min. 0-1-8) Max Horz 9=134(LC 29) Max Uplift9=-274(LC 27), 6=-225(LC 30) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-338/55, 1-11=-492/442, 2-11=-827/811, 2-12=-1925/596, 3-12=-1921/602, 3-13=-1832/718,4-13=-1828/318, 4-14=-670/629, 5-14=-326/274, 5-6=-333/50 BOT CHORD 9-15=-1075/1828, 8-15=-666/1708, 8-16=-87512137, 7-16=-653/2137, 7-17=-534/1585, 6-17=-790/1585 WEBS 2-9=-1932/903, 2-8=-295/651, 3-8=-6801562, 3-7=-699/617, 4-7=-320/650, 4-6=-1699/855 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT stills) 9. This connection is for uplift only and does not consider lateral forces. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0110 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 [0 20-3-15 for 123.0 plf. / LOAD CASE(S) Standard lob (Truss (Truss Type 3LDG 3 BB3 Monopilch Supported Gable 5-2-12 10 ' 15-1-3 5-2-12 4-11-0 4-11-4 5-2-12 4x6 = Plate Offsets (X,Y)-- L1:0-3-1 Fdge], (3:0-2-8,0-3-0], L3-0,0-3-01 LOADINu[psi) SPACING- 2-0-0 CSI. TCLL 20.0 Fhte Grip DOL 1.25 TC 0.52 TCDL Ib n Lumber DOL L25 BC 0.75 BCLL C.0 ' Rep Stress Incr YES WB 0.99 BCDL 117.11 Code IBC2018frP12014 Matrix-S LUMBER - TOP Cl IOCD 2x4 DF No.2 G BOT CHORrl 2x4 DF No.2-G - WEBS 2x4 DF S.Ld/St6 G *Except* W1: 2x6 DF Ne.2 G REACTIONS. (lb/size) 9=958/0-5-8 (min. 0-1-8), 6=958/0-3-8 (min. 0-1-8) Max Harz9=134(LC 9) Scale = 1:33 3x6 = DEFL. in (loc) "deft L/d PLATES GRIP Vert(LL) -0.19 7-8 >999 240 MIT20 220/195 Vert(CT) -0.41 7-8 >586 180 Horz(CT) 0.08 6 nla n/a Weight 1011b FT=20% BRACING - TOP CHORD Sheathed or 4-3-4 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-338/52, 1-11=-306/203, 2-11=-305/203,2-12=-1925/295, 3-12=-1921/296, 3-13=-18321214, 4-13=-1828/215, 5-6=-333/49 BOT CHORD 9-15=-376/1708,8-15=-376/1708,8-16=-359/2137,7-16=-359/2137, 7-17=-248/1585, 6-17=-248/1585 WEBS 2-9=-1781/306, 2-8=-7/449, 3-8=-325/154, 3-7=416/140, 4-7=0/511, 4-6=-1699/260 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard /ROFESs/0 � H Il Exp. 6%30/23 'D # No, C53821 �F �qA C'I V IL �P lob Truss Truss Type City Ply 3LDG3 B84 Monopitch Girder 2 2 12 3-0-0 na.., ue�., Di ec9awyvv i on-z Yb21 rcuVxrcunvHEStpRwguPHeJa FvpE 5 2 12 10-2-0 15-1-3 _ 20-3-15 2-2d2 4-11.4 4-11-4 1 5-2-12 6x6 = 2x6 11 402— axa— 5x5= - - 3x8 = Plate Offsets (X,Y)-- [4'0 3 0,0-4-8], [8 0 2 4 0 3-0], [10.0-5-0,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 18.0 Lumber DOL 1.25 BC 0.65 BCLL 0.0 * Rep Stress Incr NO WB 0.48 BCDL 10.0 Code IBC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x6 DF No.2 G BOT CHORD 2x4 DF N0.2 G WEBS 2x4 OF Stud/Std G *Except* W1,W10,W3: 2z6 DF N0.2 G, W2:2x4 DF No.2 G REACTIONS. (lb/size) 11=954/0-5-8 (min. 0-1-13), 7=954/Mechanical Max Horz 11 =-2500(LC 23) Max Upliftll=-1454(LC 23) Max Grav 11=3362(LC 25), 7=1559(LC 26) Scale = 1.35 3-1-7 _ 20-3-15 - - 6_7-0 6-10-8 - 4 DEFL. in floc) I/dell L/d PLATES -n GRIP Vert(LL) -0.12 8-9 >999 240 MT20 220/195 Vert(CT) -0.22 8-9 >999 180 - Horz(CT) 0.07 7 n/a n/a Weight: 24_, lb FT=20 0 BRACING - TOP CHORD Sheathed or 6-0-0 on purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc nraning, Except: 10-0-0 oc bracing: 7-8. FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-3280/1448, 1-13=-4220/2003, 2-13=-4216/2007, 2-14=-6013/3799, 3-14=6011/3802, 3-15=-5689/1789, 4-15=-5686/1793, 4-16=-3603/216, 5-16=-3599/216, 6-7=-343/51 BOT CHORD 11-18=-2521/2615,10-18=-2521/2615, 10-19=2531/6001, 9-19=-2531/6001, 9-20=-526/4899, B-20=-526/4899, 8-21=-246/2881, 7-21=-246/2881 WEBS 3-10=-1740/183,3-9=-510/1200,4-9=-1517/945,4-8=-1562/751, 5-8=-337/1230, 5-7=3078/257, 2-10=-2442/2195, 1 -1 0=-234714951 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 on. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 on. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 on. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girders) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at p(s) 11. This connection is for uplift ly-,_ and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSIfTP1 1 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the inte r ed- use of this truss. _ -ontinued on page 2 - l06 Truss Truss Type Oty Ply A-DG3 1aa4 IMonopirchGirder �2 'z NOTES- 15) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 to left and 2500 lb right at 3-0-0 on top chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Harz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-250WF1 Horz: 2=-2500(F) 26) ERM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 U. K,o. r,, _gads (plf, Vert: 1-6=- 7-11=-20(F) Cor.cent.ated Loads (Ib) \/art: 2=-2500(F) Horz: 2=2500(F) /�ROFESSiO\\ Exp. 6�30�23 � �r No. C5S821 �� OF CAS-\F/ lob 1II Truss Truss Type 3LGG 3 Bay Monopitch 4x6 = scale = 1:35 ....,. — 4x4 = 17 5x6 = 6 6x6 = 6-10 8 Plate Offsets pXY)-- [1 0 3 1,Edge], L3 0 2 8,0 3-01 LOADING(psf) SPACING- 2-0 TCLL 20.0 Plate Grip DOL 1.2 TCDL 18.0 Lumber DOL 1.2 BCLL 0.0 Rep Stress Incr YE BCDL 10.0 Code ISC20181rP12014 LUMBER. TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF Stud/Std G *Except- W1: 2x6 DF No.2 G a7 0 CSI. - - - - - _- 5 TC 0.52 5 BC 0.75 S WB 0.75 Matrix-S DEFL Vert(LL) in -0.19 (IOC) 7-8 IJ T GRIP Lid PLATES Vert(CT) -0.41 7-8 >999 >586 240 MT20- 220/195 180 Horz(CT) 0.08 6 We n/a ' I BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. lb/size) 9-958/0-9-8 (min. 0-1-8), 6=958/Mechanical Max Horz 9=134(LC 29) Max Uplift9=-702(LC 27). 6- 581(LC 30) Max Gr2v9=1315(LC 34), 6=1192(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-338/60, 1-11=-833/838,.2-11=-1678/1661,2-12=-1980/1017,3-12=-1988/1030, 8/463 BOT CHORD 52 9-15=-1857/2806, 8-15=-1073/180748746=-1598/257057-16= 1064/2137, 7 17 /556/1679, 6-17=-1350/2294 WEBS 2-9=-2987/1958, 2-8=798/1154, 3-8=-1390/1272, 3-7=-1367/1285, 4- -- 4-6=-2474/1688 7- 778/1109, Weight: 1011b FT=2n Sheathed or 4-0-10 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-12 or bracing 1 Row at midpt 2_94-6 - - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; VUlt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25K; B-45ft; L=24ft; eave=4ft; Cat. II; Exp S; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ;end vertical left and right exposed;.-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RTBA USP Connectors recommended to connect truss to bearing walls due to UPLIFT at jr(s) 9. This connection is for uplift only and does not consider lateral forces. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the -� Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 6000 Ib. Lumber DOL-( ) grip ( ) "n' S' S/O loads along bottom chord from 0-0-0 to 20-3-15 for 295.2 plf. - 1.33 Plate ri DOL= 1.33 Connect truss [o resist drag ----� N7 12) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of tap plate to avoid nail interference in HS single ply truss. LOAD CASES) Standard E-pNJ lob (Truss (Truss Type 3LOG3 Bab Monopitch Qty 4x6= n'l5Fig— Plate Offsets (X,Y)-- L1:0-3-1 Edgej, L:0-2-8,0-3-01 LOAD1Nli(pst) SPACING- 2-0-0 TOLL 20.0 Flcle Grip DOL 1.25 TCDL 'I b.O x Re Stress ncr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CI;Or.P 2x4 DF No.2 G BOT GHOPO 2x4 OF No.2 -G WEBS 2x4 OF 5u.11Std G `Excepr Wt'. 2x6 DF No.2 G CSI. _I DEFL. in (Joe) Wall L/d TC 0.51 Vert(LL) -0.18 7-8 >999 240 BC 0.73 Vert(CT) -0.38 7-8 >612 180 WB 0.93 Hom(CT) 0.08 6 n)a We Matrix-S Scale: 3/8"= PLATES GRIP MT20 220/195 Weight: 961b FT = 20 BRACING - TOP CHORD Sheathed or 4-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizersand required uoss bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 9=942/0-5-8 (min. 0-1-8), 6=942/Mechanical Max Horz 9=89(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-33615l,2-12=-18581221, 3-12=-1854/222,3-13=-1770/179,13-14=-1766/179, 4-14=-17631179, 5-6=-332/49 8-17=-30412063, 7-17=-304/2063, 7-18=-22011532, BOT CHORD 9-16=-289/1648, 8-16=-28911648, 6-18=-220/1532 WEBS 2-9=-1724/251, 2-8=0/442, 3-8=-320/112, 3-7=-4071117, 4-7=0/502, 4-6=-16481230 NOTES- 1) B;r Enclosed; MWFRSt(di (directional) and C C Comer(3) er(3) zone; cantilever heft and right exposedh; end verticaltleft and�righeav[ po edplC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) This truss r designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 8) This truss has been designed Chord, a moving aconcentrated loadher of 250.01b live located at all mid panels and at all panel points along the Top Chord a LOAD CASE(S) Standard //yoFESS/O/Vj Exp. 5 30/23 �c No, C53821 \sr� CIVIL OF �A�� Job (Truss (Truss Type 3LDG 3 6660 Mcnopirch 4x6 = - 6-9-2 6-5-10 Plate Offsets (X,Y)-_ E7:0-3-1,Edge],. L3:0-2-8,0-3-01 LOADING(psf) SPACING- 2-0-0 1 DEFL. in (Joe) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.18 7-8 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.38 7-8 >612 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Cade IBC2018lFP12014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF SNd/S[d G *Except* WI: 2x6 DF No.2 G REACTIONS. (lb/size) 9=94210-5-8 (min. 0-1-8), 6=942/Mechanical Max Horz 9=89(LC 29) Max Uplift9=-394(LC 27), 6=-324(LC 30) Max Grav9=997(LC 34), 6=942(LC 1) Scale: 319"= 6.6 = PLATES GRIP MT20 - , 220/195 - Weight: 961le FT=W-A BRACING - TOP CHORD Sheathed or 4-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-12 or bracing WEBS 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-336/56, 1-1 1=-499/439, 2-1 1=-968/940, 2-12=-1858/639, 3-12=-1854/652, 3-13=-1832/881,13-14=-1766/457,4-14=-1763/326, 4-15=-918/878, 5-15=-434/397, 5-6=-332/50 BOT CHORD 9A6=-1265/2017, 8-16=-693/1648, 8-17=-1023/2063, 7-17=-717/2063, 7-18=-618/1532, 6-18=-86511746 WEBS 2-9=-2165/1234, 2-8=-449/776, 3-8=-858/775, 3-7=-8711789, 4-7=-443/768, 4-6=-1880/1068 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjl(s) 9 and 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, for total drag with any other live loads. 10) This truss has been designed for a total drag load of ILumber DOL=(1.33) Plate grip DOConnect truss to resist drag 175. pi L=(1.33) loads along bottom chord from 0-0-0 to 19-11-15 for 175.0 pit./23 Lip. 6, 30, # . No. r LOAD CASE(S).Standard I.b Trot ILDG 3 B81 2-&0 2-8-0 6x6 = 112 Ofy Girder Scale = 1:35 1 2x6 11 5X10 = " — -... 4X8 - Plate Offsets (x,YE_ff 3 0-4-81, [109-3 0,0-1-12] LOADING 'psi) SPACING- 2-0-0 CSI. TCLL 20.0 f'I�m Grip DOL 1.25 TC 0.38 TCDL 18.0 LumberDOL 1.25 BC 0.62 BCLL J.0 ' Rep Stress Incr NO WB 0.44 BCDL 1n.0 Code IBC20181TPI2014 Matrix-S LUMBER - TOP CI 10420 2x6 DF No.2 G _ BOT CHORD 2x4 DIF No.2 G WEBS 2x4 DF S.cd/Stu G *Except* W1,W3: 2x6 DF No.2 G, W2: 2x4 DF No.2 G OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) 11=942/0-5-8 (min. 0-1-13), 7=942/Mechanical Max Horz 11=-2500(LC 23) Max Upliftl 1=-1508(LC 23) Max Grav 11=3391(LC 25), 7=1513(LC 26) DEFL. in (loc) I/deFl L/d PLATES GRIP Vert(LL) -0.11 8-9 >999 240 MT20 220/195 Vert(CT) -0.20 8-9 >999 180 Horz(CT) 0.07 7 n/a n/a Weight: 236 Ile FT=20% BRACING - TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 7-8. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-331111492,1-13=-3770/1798, 2-13=-3766/1802, 2-14=-5629/3660, 3-14=-562713664, 3-15=-537411589,4-15=-5371/1593,4-16=-3459/218,16-17=-3455/218,5-17=-3455/218, 6-7=-337/48 BOT CHORD 11-19=-252812609, 10-19=-252812609, 10-20=-2288I5650, 9-20=-228815650, 9-21=-40314656, 8-21=AO3/4656, 8-22=-250/2785, 7-22=-250/2785 WEBS 3-10=-1799/195, 3-9=458/1144, 4-9=14331863, 4-8=-1452/695, 5-8=-303/1163, 5-7=-3010/265, 2-10=-244712182, 1-10=-219614630 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 N2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. e) This buss has been designed for 10.0 psf bottom chord live load nonconcurren[ with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it QRQF E Ss/0� between the bottom chord and any other members. a• 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 11. This connection is for up or({ and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI m -ontinued on page 2 ,C� Exp. 6/30/23 * No. C53821 j L� P CIV11- \� OF CAoe�// Job 3LDG 3 Type Dty Ply itch Girder 6 2 NOTES- 14) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review leads to verity that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 lb up and 2500 lb left and 2500 to right at 2-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UP/RIGHT: Lumber Increase=1.15. Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Harz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=76(1`), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) �FttJFE557� q 4 �, �\ ti Exp. 6,130/73 M F c� lob 3LGG 3 4x6 = Scale = 1:36 24 12 25 11 26 70 27 9 14 23 13 4x4 = 8 6x7 - 2x8 II 7x8 — 6x6= JL24 JL24 0-Q-9 1-6-0 7-3-12 10-2-7 1 14-'-"I 21-3-15 0-6-31 5-13 5-9-12 1 2-10-12 4-1-8 7-0-0 Plate Offsets (X,Y)-- [1 0-3-1,Fdge],[3:0-4-0,0-3-0],[10:0-4-0,0-4-8],[14:0-3-0,0-4-0] LOADING 'par) Si 2-0-0 CS1. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.71 Vert(LL) -0,13 10-11 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.4010-11 >588 180 BCLL 0.0 Rep Stress Incr NO WB a65 Horz(CT) 0.09 9 n/a nla BCDL 1qr) Code IBC2018/iP12014 Matrix-S Weight: 1241b FT=20% LUMBER- BRACING - TOP CI IORD 2x4 OF No.2 G TOP CHORD SOT CHORD 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF S.ud/Ste G *Except` WEBS W1: 2x6 OF No.2 G REACTIONS. (Ib/size) 14=611/1-9-5 (min. 0-1-8), 9=1347/Mechanical, 13=738/0-3-8 (min. 0-1-8) Max Horz 14=179(LC 21) Max Upliftl4=654(LC 19), 9=-439(LC 22) Max Gravl4=915(LC 36), 9=1441(LC 55), 13=990(LC 51) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 4=-337/25,1-16=-646/797,2-16=-1385/1435,2-17=-2961/691, 17-18=-2959178, 3-18=-29581341, 3-19=-3452/1103, 19-20=-3450/463,4-20=-34501420, 4-21=-345010, 5-21=-3449/0, 5-22=-1450/1390, 6-22=-706/651, 6-9=-362127 BOT CHORD 14-23=-154612741, 13-23=-136712418, 13-24=-1188/2383, 12-24=-19212306, 12-25=-1002/3946, 11-25=-635/3946, 11-26=0/3947, 10-26=-675/3947, 10-27=-197/2883, 9-27=887/2863 WEBS 2-14=2927/1524, 2-12=-723/1226, 3-12=-1558I980, 3-10=-1427/1215, 5-10=-539/1316, 5-9=-3040/1171,3-11=-25/970,4-10=-295/96 Sheathed or 2-11-8 oc purins, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 2-14, 5-9 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces. 8) One R77 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider Iaterel forces. OF E 5 5 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V, , /�N 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 5400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dr loads along bottom chord from 0-0-0 to 21-3-15 for 253.2 plf. 12) Use USP JL24 (With 4-16d nails into Girder 8 2-10d x 1-1 /2 nails into Truss) or equivalent at 10-2-7 from the left end to connect truss(%BB11 �l ply 2x6 OF) to back face of bottom chord. -ontmue o page e Exp. 6/30/23 4t\ No. C5381/1 -� OF CAOF%� Job Truss (Truss Type iLDG 3 BBB Monooilch Girder NOTES- 13) Use USP JL24 (With 4-1 od nails into Girder 8 2-10d x 1-112 nails into Truss) or equivalent at 14-3-15 from the left end to connect trusses) BB12 (1 ply 2x6 DF) to back face of bottom chord, 14) Fill all nail holes where hanger is in contact with lumber. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-76, 6-7=-36, 8-14=20 Concentrated Loads (Ib) Vert: 1 0=-301 (B) 11 =-377(B) lob (True 3LDG 3 13139 3x6 = Scale = 1:29 0-0-3 5-0-13 10-1-11 _ 0- -3 5-0-11 5-0-13 LOADIAG(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2n.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.08 4-5 >999 240 MT20 220/195 TCDL 18.0 Lc.rber DOL 1.25 BC 0.47 Vert(CT) -0.12 4-5 >999 180 BCLL UA ' Rep Stress Incr YES WB 0.34 Ho¢(CT) 0.01 4 We n/a BCDL 10.0 Code IBC2018/rP12014 Matrix-S Weight: 57 In FT=20% LUMCEK- BRACING. TOP CHORD 2x4 DF No 2 G TOP CHORD Sheathed or 6-0-0 oc pudin5, except end verticals. BOT C: 10ZD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud'Sto G'Except' MiTek recommends [hat Stabilizers and required cross bracing W1: 2x6 DS No.2 G be installed during Wss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6=469/0-5-8 (min. 0-1-8), 4=469/Mechanical Max Horz 6=129(LC 9) Max Uplift6=-19(LC 8), 4=-21(LC 9) Max Grav6=523(LC 23), 4=523(LC 26) FORCES. (16) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-329/69, 1-8=-383/239, 2-8=-382/240, 3-4=-327/68 BOT CHORD 6-10=-266/643,5-10=-266/643, 5-11=-266/643,4-11=-266/643 WEBS 2-6=-666/359, 2-5=0/349, 2-4=-675/267 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) One RT4 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/0N l� L� i m Exp. 6/3C/73 � 4 No C538 1/ Job (Truss (Truss Type - City Ply 3LDG 9 Belo Monopitch. 1 1 N O T 7 N r N 0,25 12 1.5x4 11 1.5x4 11 3x4 = 1 6 2 7 3 4x4 = B 4 Scale = 1:17 5 4z4 = 6A1-4 6-11-5 6-11-4 0- -1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.29 Ven(LL) -0.08 4-5 >999 240 MT20 2201195 -, TCDL 18.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.13 4-5 >603 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a - BCDL 10.0 Code IBC2018fTPI2014 Matnx-P Weight: 401to FT=204: LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. fib/size) 5=319/Mechanical, 4=319/Mechanical Max Horz 5=43(LC 9) Max Grav5=436(LC 23), 4=436(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 1-5=-295/48, 3-4=-295/48 BOT CHORD 5-8=-146/282, 4-8=-146/282 WEBS 2-5=-345/154, 2-4=-345/160 BRACING - TOP CHORD Sheathed or 6-0-0 oc pgrllOa, except end ver icais BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers anC reguireJ cross brucit,g be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; 11=251t B=45ft; L=24ft; eave=4ft; Cat. II; Exp B;. Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Refer to girders) for truss to truss connections. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard zOFE_;/ \ 31OU lab (Truss ITuss Type 3LGG3 BB11 .i Flar Givtler Scale = 1:15 JL24 4 4.4 2x4 3-10-3 3-10-3 LOADIfIG(paf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 2n.0 Plate Grip DOL 1.25 TC 0.47 Vert(-L) -0.02 34 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.05 3-4 >800 180 BCLL 0.n Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-P Weight: 23 He FT = 20 LUMDEti- BRACING - TOP CHORD 2x4 DFNo.2 G , TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT Cl IOrD 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DFStud Stn G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=397/Mechanical, 3=393/Mechanical Max Horz 4=-38(LC 4) Max Uplift4=-21(LC 4), 3=-21(LC 5) Max Grav4=603(LC 19), 3=599(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-314/26, 2-3=-314M4 NOTES- 1) Wind: ASCE 7-16; VuIl=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP JL24 (With 4-10d nails into Girder 8 2-10d x 1-1/2 nails into Truss) or equivalent at 1-10-15 from the left end to connect trusses) BB9 (1 ply 2x4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) OF E $ S/ Vert: 1-2=-76,3-4=-20 ',R ON Concentrated Loads (Ib) Vert: 6=449(B) <Z J a lob Truss 3LDG 3 I BB12 Type IOty JL24 4x4 2x4 - - 3-10-3 3-10-3- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in line) Wag L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.02 3-4 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.04 3-4 >951 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2018ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=319/Mechanical, 3=321/Mechanical Max Horz4=-39(LC 4) Max Grav4=556(LC 19), 3=559(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-314/27, 2-3=-314/14 Scale = 1:15 PLATES SRIP MT20 220/195 ... Weight 24 lb FT=209S BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end vertica�s. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mi -recommendsthat Stabilizers anc,' re=auirej cross bnciry be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 8) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL24 (With 4-1 Od nails into Girder & 2-1 Od x 1-1/2 nails into Truss) or equivalent at 1-114 from the left end to connect truss(es) B810 (1 ply 2x6 DF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p1l) Vert: 1-2=-76, 3-4=-20 Concentrated Loads (to) Vert: 6=-299(B) r'1 Jilt I lob (Truss Truss Type Oly 3LDG3 BB13 IMor itch Girder t 4.6 = 5-8-B zxb II ,xb— 4x5= JL24 JL24 ~— 7-3-12 2-10-12 Plate Offsets (X,Y)-- [1:9-3-1 Fdge1, [3:0-4-0,0-3-0�10 _0=4-0,0-4-81 LOADING rpsf) SPACING- 2-0-0 CSL TCLL 20.0 171 :te Grip DOL 1.25 TC 0.72 TCDL 18 n Lumber DOL 1.25 BC 0.64 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 BCDL 10 n Cade ISC2018/TP12014 Matrix-S LUMBER - TOP CI iOGD 2x4 DF No.2 G BOT CHOP.D 2x6 DF.Nb.2 G - WEBS 2x4 DF S.uJ/Stu G *Except* W7: 2x6 DF No.2 G Scale = t.36 DEFL. in (loc) /deft Ud PLATES GRIP Vert(L-)-0.1410-11 >999 240 MT20 220/195 Vert(CT) -0.43 10-11 >586 180 HOrz(CT) 0.09 9 n/a n/a Weight: 12416 FT =20% BRACING - TOP CHORD Sheathed or 2-9-1 oc pudins, except and verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 2-13, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1394/Mechanical, 13=1297/0-5-8 (min. 0-1-8) Max Horz 13=1331LC 5) Max Grav9=1484(LC 25), 13=1314(LC 19) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-345/16, 1-15=-252/162, 2-15=-250/164, 2-16=-3400/0, 16-17=3398/0, 3-17=-3397/0, 3-18=-3594/0, 18-19=-3592/0, 4-19=-3592/0,4-20=-3592/0, 5-20=-3591/0, 6-9=-363/21 BOT CHORD 13-22=0/2666, 12-22=0/2666, 12-23=0/4173, 11-23=0/4173, 11-24=0/4174, 10-24=0/4174, 10-25=0/2995, 9-25=0/2995 WEBS 2-13=-2786/0, 2-12=0/1121, 3-12=-1134/30, 3-10=-825/86, 5-10=0/1376, 5-9=-3160/0, 3-11=-15/863, 4-10=-295/95 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6Apsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=41; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIf -PI 1. 8) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel paints along the Top Chord and Bottom Chord, nonconcument with any other live loads. 9) Use USP JL24 (With 4-16d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 10-2-7 from the left end to connect truss(es) BB11 (1 ply 2x6 DF) to front face of bottom chord. 10) Use USP JL24 (With 4-1 Od nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 14-3-15 from the left end to connect truss(es) BB12 (1 ply 2x6[front face of bottom chord. //RAF E S$/��\ 11) Fill all nail holes where hanger is s in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). O ti Exp. 6/30/23 �c No. C53821 , ' 21V11- r�� \y�rO` CA�\Fr�/ LOAD CASE(S) Standard :ontinued on page 2 lob (Truss 3LDG 3 8813 Type RCM1 Girrlsr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-76, 6-7=-36, 8-13=-20 Concentrated Loads (lb) Vert: 10=299(1`) 11=-373(F) lob 3LDG 3 Type 4xa = ,.,.,..,�y.....------ - 21-3-15 5-5-12 10-8-0 15-10-3 5-5-12 5.5-12 5-2-4 5-24 Scale = 1 35 0- -3 7-28 6_tt-0 _ - __ 7-2-8- 0- 3 - - - 72'S _ - - -- Plate Offsets (X,Y)--11 0 3 1. Fd9e],_ L3 0 3-O,Edge] [! 0 3AEdgej - _ - - LOADINObpsT) SPACING 2-0-0 CSI. DEFL. in Vert(LL) -0.22 (lot) I/deft l40 PLATES GRIP 6-7 MT20 220/195 TCLL 20.0 FV¢e Grip DOL 1.25 TC 0.78 BC 1.00 Vert(CT) -0.62 >999 180 7-8 TCDL 18 n Lumber DOL 1.25 BCLL G.0 ' Rep Stress Incr NO WB 0.66 Horz(CT) 0.14 6 n/a n/a Weight: 105 Ib FT = 20 BCDL 1n.n Code IBC2018/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD Sheathed or-2-9-5 oc pbes except end verticals. TOP CI IORD 2x4 DF No.2 G BOB CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHo R� 2x4 OF No.2 G -Except' WEBS 1 Row at midpt 2-9, 4-6 81: 2x4 CF No.'.&Btr G recommen ds that Stabilizers and required cross abating WEBS 2x4 DF Stud/Std G `Except" No.2 G be installed during truss erection, in accordance with Stabilizer be ins W is 2x6 DF Installation guide OTHERS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 9=126710-5-8 (min. 0-1-8), 6=1214/Mechanical, 5=22010-0-7 (min. 0-1-8) Max Horz9-135(LC 9) Max Gmv9=1267(LC 1). 6=1214(LC 1). 5=375(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-338/57, 1-11=-307/201, 2-11=-306/202, 2-12=-294410, 12-13=-2939/0, 13-14=-2939/0, 3-14=-293710,3-15=-299010,15-16=-2983/0, 4-16=-298310 BOT CHORD 9-19=0/2540, 8-19=0/2540, 8-20=013490, 7-20-0/3490, 7-21-012637, 6-21=0/2637 WEBS 2-9=-265310, 2-8=01731, 3-8=-718/0, 3-7=-63710, 4-7=0/664, 4-6=-2816/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd-75mph; TCDL-6.Opsf; BCDL-6.0psf; h-25ft; B-45ft; L-24ft; eave=4ft; Cat. II; Exp S; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to hearing plate at joint(s) 5. 8) This truss is designed in accordance with the 2018 Intemalional Building Code section 2306.1 and referenced standard ANS3, 3 1. 9) Load easels) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18' 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 37, 38 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.o1b live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nonconcument with any other live loads. 11) Gap between inside of top chard bearing and first diagonal or vertical web shall not exceed 0.500in. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QRZ F E S $ION 4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-76,12-18=-136(F=-60), 5-18=-76,6-9=-20 y Exp. 6j30/23 7ontinued on page 2 Jc No. C53821 �F CI 1L a qTr V OQ OF CA_\F lob (Truss -Truss Type 31-116 3 I BB14 . Manooitrh LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert :1-12=-66,12-18=-126(F=-60), 5-18=-66,6-9=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=21, 12-18=-39(F=-60), 5-1 8=21, 6-9=-1 2 Ho¢ 1-9=10, 1-10=44,-1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-12=21, 12-18=-39(F=-60), 5-18=21,6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-5=-33, 5-6=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-42, 12-18=-102(F=-60), 5-18=-42, 6-9=-20 Harz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert:1-12=-42,12-18=-102(F=-60),5-18=-42,6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=8,12-15=-52(F=-60), 15-18=-60(F=-60), 5-18=0,6-9=-12 Horz: 1-9=8, 1-10=24, 1-15=-20, 5-15=-12, 5-6=9 9) Dead + 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=0,12-14=-60(F=-60),14-18=-52(F=-60), 5-18=8,6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-14=-12, 5-14=-20,5-6=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-12=-36,12-18=-96(F=-60), 5-18=-36,6-9=-20 Horz: 1-9=4 1-10=-24, 1-5=0, 5-6=-13 12) Dead + 0.6 MWFRS Wind (Pas. Intemal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=3, 12-18=-57(F=-60), 5-18=3, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-15, 5-6=12 13) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (off) Vert: 1-12=-2, 12-18=-62(F=-60), 5-18=-2, 6-9=-12 Harz: 1-9=-12, 1-10=-16, 1-5=-10, 5-6=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-12=-36,12-18=-96(F=-60), 5-18=-36,6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 17) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-18=-126(F=-60), 5-18=-66, 6-9=-20 Horz: 1-9=10, 1-10=18, 1-5=0, 5-6=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-66,12-18=-126(F=-60), 5-18=-66, 6-9=-20 Horz: 1-9=-3, 1-10=-18, 1-5=0, 5-6=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 at Parallel): Lumber Increase=1.60, Plate Increase- 1.60 Uniform Loads (plf) Vert: 1-12=-66, 12-18=-126(F=-60), 5-18=-66,6-9=-20 Harz: 1-9=-5, 1-10=-12, 1-5=0, 5-1 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase- 1.60, Plate Increase=1.60 Uniform Loads (pit) Vert 1-12=-66, 12-18=-126(F=-60), 5-18=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert. 1-12=-28, 12-18=-88(F 60), 5-18= 28,6-9=-12 Horz' 1-9=-16 1-10=33, 1 5 16, 5-6=-16 continued on page 3 lob (Truss (Truss Type 3LDG3 Ba14 Monopitch LOAD CASE(S) Standard 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=4, 12-18=-56(F=-60), 5-18=4, 6-9=-12 Horz: 1-9=16,1-10=33,1-5=-16,5-6=16 23) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 Concentrated Loads (lb) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate-hacrease=1.60 -- ----- Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 Concentrated Loads (Ib) Vert: 11=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (lb) Vert: 13=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (IbI Vert: 16 --50 27) 5th Movim Load: Lumber Increase=1.60, Plate Increase=1.60 U,iifca.i wads (plf, Vert: 1-12--48, 1?-18=-96(F=-60), 5-18=-36, 6-9=-20 Coi.cent.ated Loads (lb) �rert: 17=-250 28) 6th Moving Load: Lvmbet ncrease=1.60, Plate Increase=1.60 Unito" Lads (pff) :art: 1-12=-36, 12-18=-96(F=60), 5-18=-36, 6-9=-20 Crrc�,fated Loafs (lb` Vbrt: 5=-25G 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uu .6.ci wads (plf) Vrrt: 1-12=-36, 12-18=96(1`=-60), 5-18=-36, 6-9=-20 Concentrated Loads (.o) Vert: 2=-25C 30) 8th ,6.o>ing Load: umber ncrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (lb) Vert: 3=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 - - - - - - - Concentrated Loads (to) Vert: 4=-250 32) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 Concentrated Loads (to) Vert: 19=-25C 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 Concentrated Loads (Ib) Vert: 20=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-1 8=-36, 6-9=-20 Concentrated Loads (lb) Vert: 21=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.6C Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (lb) Vert: 9=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (lb) Vert: 8=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 7ontinued on page 4. �QROFESS/Ol Y � m Exp. 6/30/23 4 \ No. C53821 i s\ P \ njC I V \\f Of ;-Ao`I�/ Job 3LDG 3 Type - IQty LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-250 38) 161h Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 6=-250 /�ROF E SS/0 � G l Y m Erp. 6 30; 23 c^ C93331 *� r � Or � � lob (Truss (Truss Type Oty �Pty 3LDG 3 6615 Monupltrh 1 4x6 = 5-5-12 5-5-12 5-2d 0.25 12 6xs = 4x10= 15 ifi 11 2 12 13 14 3 19 8 20 7 6x7 = 4x5 = 6x6 = 4x8 = 4 17 18 Scale = 1:36 2x6 11 5 6 5xe = 0- -3 7-2-8 14-1-7 21-3-15 0- -3 7-2-5 6-11-0 7-2-8 Plate Offsets (X,Y)- [1 0 3 1,EdgeL[3 0-3-0,Edge], [6:Edge,0-2-12] 17.03-0,EdgeL LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TC! I. 10.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.22 6-7 >999 240 MT20 220/195 TCDL .&0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.62 7-8 >403 180 BCLI. 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.14 6 n/a n/a BCDL ,0.0 Code IBC2018/TP12014 Matrix-S Weight: 105 lb FT=20% LUN.3ER- BRACING - TOO CH^RD 2x4 DF No.2 G TOP CHORD Sheathed or 2-9-5 oc puffins, except end verticals. BOT CHORD 2x4 DF Nn.2 -3 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-10 oc bracing. Bill: 2x' DF NJ.1&Btr G WEBS 1 Row at midpt 2-9, 4-6 WE33 2x4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing Wi: 2x6 DF No.2 G be installed during truss erection, in accordance with Stabilizer OTI IECS 2x4 DF Sti,oi G Installation guide. REGC-.IJd3. (lb/size) 9=1267/0-5-8 (min.0-1-15), 6=1214/Mechanical, 5=220/0-0-7 (min. 0-1-8) Max : lorzD=135(LC 29) Max UpIrR9=-b10(LC 27), 6=-300(LC 30) Max Grav9=1779(LC 34), 6=1656(LC 31), 5=375(LC 52) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-338/67, 1-11=-975/910,2-11=-2125/2097,2-12=-3150/0, 12-13=-2939/0, 13-14=-2939/0,3-14=-3122/434, 3-15=-3818/843, 15-16=-2983/0, 4-16=-2983/0, 4-17=-2009/1930, 17-18=-10181958, 5-18=-8511782 BOT CHORD 9-19=-1684/4081, 8-19=-663/2716, 8-20=-877/4220, 7-20=-144/3490, 7-21=0/2891, 6-21=-104513664 WEBS 2-9=-4335/1813, 2-8=-767/1657,3-8=-2119/1258,3-7=-1895/1415, 4-7=-844/1455, 4-6=-3931/1134 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-secand gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24R; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=1b) 6=300. 9) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 9. This connection is for uplift only and does not consider lateral forces. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 5. This connection is for uplift only and 2 Oi E S S/0N does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62 has/have been modified. Buil designer must review loads to verify that they are correct for the intended use of this truss. 1 m Dontinued on page 2 Exp. 6/30/23 4L No. C5382I 1F CIVIL �rP� �� OF CAAFQ) Job Truss (Truss Type 3LDG 3 R815 MDoOnitch NOTES- ._... �� y ....y.. „ 1- ....yar oyinn_vgw.uyn 13) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel paints along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 7800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-3-15 for 365.7 pit. 15) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-76, 12-18=-136(1`=60), 5-18=-76,6-9=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-66,12-18=-126(F=-60), 5-18=-66,6-9=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=60), 5-18=-36, 6-9=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=21, 12-18=-39(F=-60), 5-18=21,6-9=-12 Horz: 1-9=10, 1-10=44, 1-5=-33, 5-6=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=21, 12-1B=-39(F=-60), 5-18=21,6-9=-12 Horz: 1-9=-17, 1-10=-27, 1-5=-33, 5-6=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=42, 12-18=-102(F=-60), 5-18=42, 6-9=-20 Horz: 1-9=-11, 1-10=18, 1-5=6, 5-6=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-42, 12-18=-102(F=-6(), 5-18=42, 6-9=-20 Horz: 1-9=15, 1-10=-27, 1-5=6, 5-6=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=8,12-15=-52(F=-60),15-18=-60(F=-6(), 5-18=0,6-9=-12 Horz: 1-9=8,1-10=24,1-15=-20,5-15=-12,5-6=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=0, 12-14=-60(F=-60), 14-18=52(F=-60), 5-18=8, 6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-14=-12, 5-14=-20, 5-6=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-6(g, 5-18=-36,6-9=-20 Horz: 1-9=13, 1-10=24, 1-5=0, 5-6=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1-60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12= 36, 12-18=-96(F=-6(), 5-18=-36,6-9=-20 Harz: 1-9=4, 1-10=-24, 1-5=0, 5-6=-13 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=3, 12-18=-57(F=-60), 5-18=3,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-15, 5-6=12 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-2, 12-18=-62(F=-60),5-18=-2, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-5=-10, 5-6=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=96(F=-60), 5-18=-36, 6-9=-20 Harz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Herz: 1-9=-7, 1-10=-16, 1-5=0, 5-6=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pig Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert:1-12=-66,12-18=-126(F=-60),5-18=-66,6-9=-20 Horz: 1-9=10, 1-10=18, 1-5=0, 5-6=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 2=-66, 12-1 8=-1 26(F=-60), 5-18=-66,6-9=-20 Horz: 1-9=-3, 1G0=-18, 1-5=0, 5-6=-10 19) Dead + 0.75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Ing 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 3ontinued on page 3 Job . (Truss 'Truss Type 3LDG3 Ban Monopitch LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-12=-66, 12-18=-126(F=-60), 5-18=66, 6-9=-20 Harz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 20) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl1) Vert: 1-12=-66, 12-18=-126(F=-60), 5-18=-66, 6-9=-20 Horz: 1-9=-5, 1-10=-12, 1-5=0, 5-6=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-28, 12-18=-88(F=-60), 5-18=-28, 6-9=-12 Horz: 1-9=-16, 1-10=33, 1-5=16, 5-6=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=4, 12-18=-56(F=-60), 5-18=4, 6-9=-12 Horz: 1-9=16, 1-10=33, 1-5=-16, 5-6=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert: 1-12=29, 12-18=-31(F=-60), 5-18=29, 6-9=-12 Horz: 1-9=-1 7, 1-1 0=-27, 1-11 =17520, 2-1 1=17520, 2-12=17520, 12-13=1 7520,13-14=17520, 3-14=17520, 3-15=17520,15-16=1 7520, 4-16=17520, 4-17=17520 17-18=17520, 5-18=17520, 5-6=-10 Drag: 6-9=-366 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=14, 12-18=-46(F=-60), 5-18=14, 6-9=-12 Horz: 1-9=-17,1-10=27,1-11=-17586,2-11=-17586,2-12=-17586,12-13=-17586,13-14=-17586,3-14=-17586,3-15=-17586, 15-16=-17586, 4-16=-17586, 4-17=-17586, 17-18=-17586, 5-18=-17586, 5-6=-10 Drag: 6-9=366 25) Dead +0.6 C-C Wind (Neg. Internal) Case 2+Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12= S4, 12-18=-94(F=-60),5-18=-34,6-9=-20 Horz: 1-9=1E 1-10=-27, 1-11=17559, 2-11=17559, 2-12=17559, 12-13=17559, 13-14=17559, 3-14=17559, 3-15=17559, 15-16=17559, 4-16=17559, 4-17=17559, 17-18=17559. 5-18=17559, 5-6=11 Drag: 6-9=-366 26) Dead + 0.6 C-C lanu t,Jeg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-50, 12A8=-110(F=-60), 5-18=-50, 6-9=-20 Horz: 1-n=15,1-'0=-27,1-11=-17547,2-11=-17547,2-12=-17547,12-13=-17547,13-14=-17547,3-14=-17547,3-15=-17547, 15-16=-17547, 4-16=-17547, 1-17=-17547, 17-18=-17547, 5-18=17547, 5-6=11 Drag: 6-9=366 27) �'.3JL 0.6 MWf IRS Wind (Pos. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=',6, 12-15=-44(F=-60),15-18=-52(F=-60), 5-18=8,6-9=-12 Harz: 1-9=3, 1 'C=24, 1-11=17533, 2-11=17533, 2-12=17533, 12-13=17533, 13-14=17533, 3-14=17533, 3-15=17533, 15-16=17541, 4-16=17541, 4-17=17541, 17-18=1 �541, 5-8=17541, 5-6=9 nrag: 6-9=-366 28) Dead + 6.6 MWFRS Winn (Pos. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Unirorm Loads (plf Vert: 1-12=1, 12-15=-59(F=-60),15-18=-67(F=-60), 5-18=-7, 6-9=-12 Horz: 1-9=8, 1-10=24, 1-11=-17573, 2-11=-17573, 2-12=-17573, 12-13=-17573, 13-14=-17573, 3-14=-17573, 3-15=-17573, 15-16=-17565,4-16=-17565, 4-17=-17565, 17-18=-17565, 5-18=-17565, 5-6=9 Drag: 6-9=366 29) Dead +0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=8,12-14=-52(F=-60), 14-18=-44(F=-60), 5-18=16,6-9=-12 Horz: 1-9=-9, 1-10=-24, 1-11=17541, 2-11=17541, 2-12=17541, 12-13=17541, 13-14=17541, 3-14=17533, 3-15=17533, 15-16=17533, 4-16=17533, 4-17=17533, 17-18=17533, 5-18=17533, 5-6=-8 Drag: 6-9=-366 30) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-7,12-14=-67(F=-60), 14-18=-59(F=-60),5-18=1, 6-9=-12 Harz: 1-9=-9,1-10=-24,1-11=-17565,2-11=-17565,2-12=-17565,12-13=-17565,13-14=-17565, 3-14=-17573, 3-15=-17573, 15-16=-17573,4-16=-17573, 4-17=-17573, 17-18=-17573, 5-18=-17573, 5-6=-8 Drag: 6-9=366 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-29, 12-18=89(F=-60), 5-18=-29, 6-9=-20 Harz: 1-9=13,1-10=24,1-11=17553,2-11=17553,2-12=17553,12-13=17554,13-14=17553, 3-14=17554, 3-15=17553, 15-16=17554, 4-16=1 7553, 4-17=17553,17-18=17553, 5-18=17553, 5-6=4 Drag: 6-9=-366 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-44, 12-18=104(F=-60), 5-18=44, 6-9=-20 Horz: 1-9=13, 1-10=24, 1-11=-17553, 2-11=-17553, 2-12=-17553, 12-13=-17553, 13-14=-17553, 3-14=-17553, 3-15=-17553, ROF ES S/� 15-16=-17553, 4-16=17553, 4-17=-17553,17-18=-17553, 5-18=-17553, 5-6=4 Q Drag: 6-9=366N? \ 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 �� F F✓ \ continued on page 4 ra V a Exp. 6/30/23 * No. C53821 CI \� OFV PJF%/ lob (Truss (Truss Type Oty 3LDG 3 BB15 Monwilch I i LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-12=-29, 12-18=-89(F=-60), 5-18=-29,6-9=-20 Horz: 1-9=-4, 1-10=-24, 1-11=17553, 2-11=17553, 2-12=17553, 12-13=17554, 13-14=17553, 3-14=17554, 3-15=17553, 15-16=17554, 4-16=17553, 4-17=17553, 17-18=17553, 5-18=17553, 5-6=-13 Drag: 6-9=-366 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=-44,12-18=-104(F=-60), 5-18=-44, 6-9=-20 Herz: 1-9=-4,1-10=-24,1-11=-17553,2-11=-17553,2-12=-17553,12-13=-17553,13-14=-17553,3-14=-17553,3-15=-17553,15-16=-17553, 4-16=-17553, 4-17=-17553,17-18=-17553, 5-18=-17553, 5-6=-13 Drag: 6-9=366 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=11, 12-18=49(1`=60), 5-18=11, 6-9=-12 Herz: 1-9=-12, 1-10=-16, 1-11=17538, 2-11=17538, 2-12=17538, 12-13=17538, 13-14=17538, 3-14=17538, 3-15=17538, 15-16=17538, 4-16=17538, 4-17=17538, 17-18=17538, 5-18=17538, 5-6=12 Drag: 6-9=-366 36) Dead + 0.6 MWFRS Wind (Pos. Internal) tat Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plt) Vert: 1-12=412-18=-64(F=60), 5-18=-4, 6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-11=-17568, 2-11=-17568, 2-12=-17568, 12-13=-17569, 13-14=-17568, 3-14=-17569, 3-15=-17568, 15-16=-17568, 4-16=-17568, 4-17=17568, 17-18=-17568, 5-18=-17568, 5-6=12 Drag: 6-9=366 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=5, 12-18=-55(F=-60), 5-18=5,6-9=-12 Horz: 1-9=-12, 1-10=-16, 1-11=17543, 2-11=17543, 2-12=17543, 12-13=17543, 13-14=17543, 3-14=17543, 3-15=17543, 15-16=17543, 4-16=17543, 4-17=17543, 17-18=17543, 5-18=17543, 5-6=12 Drag: 6-9=-366 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-10, 12-18=-70(F=-60), 5-18=-10,6-9=-12 Horz: 1-9=-12,1-10=-16,1-11=-17563,2-11=-17563,2-12=-17563,12-13=-17563,13-14=-17563,3-14=-17563,3-15=-17563,15-16=-17563,-1F=-17563, 4-17=-17563, 17-18=-17563, 5-18=-17563, 5-6=12 Drag: 6-9=366 39) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=-29, 12-18=-89(F=-60), 5-18=-29,6-9=-20 Horz: 1-9=-7, 1-10=-16. 1-11=17553, 2-11=17553, 2-12=17553, 12-13=17554, 13-14=17553, 3-14=17554, 3-15=17553, 15-16=17554, 4-'6=17E53, 4-17=17553, 17-18=17553, 5-18=17553, 5-6=7 Drag: 6-9=366 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1 at Parallel + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-12=-44, 12-18=-104(F=-60), 5-18=44, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=-17553, 2-11=-17553, 2-12=-17553, 12-13=-17553, 13-14=-17553, 3-14=-17553, 3-15=17553, 15-16=-17553, 4-16=-17553, 4-17=-17553,17-18=-17553,5-18=-17553, 5-6=7 Drag: 6-9=366 41) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-29, 12-18=-89(F=-60), 5-18=-29,6-9=-20 Horz: 1-9=-7, 1-10=-16. 1-11=17553, 2-11=17553, 2-12=17553, 12-13-17554, 13-14=17553, 3-14=17554, 3-15=17553, 15-16=17554, 4-16=17553, 4-17=17553, 17-18=17553, 5-18=17553, 5-6=7 Drag: 6-9=-366 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert* 1-12=-44,12-18=-104(F=-60), 5-18=44, 6-9=-20 Horz: 1-9=-7, 1-10=-16, 1-11=-17553, 2-11=-17553, 2-12=-17553, 12-13=-17553, 13-14=-17553, 3-14=-17553, 3-15=17553, 15-16=-17553, 4-16=-17553, 4-17=-17553, 17-187-17553, 5-18=-17553. 5-6=7 Drag: 6-9=366 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-28,12-18=-88(F=-60), 5-18=-28,6-9= 20 Harz: 1-11=17553, 2-11=17553, 2-12=17553, 12-13=17553, 13-14=17553, 3-14=17553, 3-15=17553, 15-16=17553, 4-16=17553, 4-17=1 7553,17-18=17553, 5-18=17553 Drag: 6-9=-366 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-12=-44, 12-18=-104(F=-60), 5-18=44, 6-9=-20 Horz: 1-11=-17553, 2-11=-17553, 2-12=-17553, 12-13=-17553, 13-14=17553, 3-14=-17553, 3-15=-17553, 15-16=-17553, 4-16=-17553, 4-17=-17553, 17-18=17553, 5-18=-17553 Drag: 6-9=366 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 OR�FE SS/0� z ' , --ontinued on page 5 lob Truss (Truss Type 3LmG3 91315 Monopftch LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-12=-14,12-18=-50(F=-36), 5-18=-14, 6-9=-12 Horz:1-11=17553,2-11=17553,2-12=17553,12-13=17553,13-14=17553,3-14=17553,3-15=17553,15-16=17553,4-16=17553, 4-17=17553,17-18=17553, 5-18=17553 Drag: 6-9=-366 46) 0.6 Dead -Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-12=-29, 12-18=-65(F=-36), 5-18=-29, 6-9=-12 Hoot : 1-11=-17553, 2-11=-17553, 2-12=-17553, 12-13=-17553, 5-18=-17553 Drag: 6-9=366 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36,12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 11=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 13=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads ilb) Vert: 16=2FC 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (; H)- - Vert: 1-12=-3a, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 17=-250 52) 63h Moving Loaf: Lunbe. Increase=1.60, Plate Increase=1.60 Jnl:orm goads (pit) Vert: 1-12--36,4^-18=-96(F=-60), 5-18=-36, 6-9=-20 Jji,ca.rtrated Loads (in) Vert: 5=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 )nilorm'.oads (plf, Bert: 1-12=-36, 17-18=-96(1`=-60), 5-18=-36, 6-9=-20 r:rrc^rtr3ted Loads (lb) Bert: 2=-250 54) 8th Moving Load: LL:nbe, Increase=1.60, Plate Increase=1.60 Uniform Loads golf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 3=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 4=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=20 Concentrated Loads (Ib) Vert: 19=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 20=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (lb) Vert: 21=-250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (Ib) Vert: 9=-250 60) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 continued on page 6 13-14=-17553, 3-14=-17553,3-15=-17553,15-16=-17553,4-16=-17553, 4-17=-17553, 17-18=-17553, �/,ROFESS/0A� J I m « E,Xp. 6/-30/23 �o Job Truss Truss Type -- - - Qty- —rll Ply 3LDG3 BB15 IMonopitdn I 1 LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36, 6-9=-20 Concentrated Loads (lb) Vert: 8=-250 61) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-12=-36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 Concentrated Loads (lb) Vert: 7=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-12=36, 12-18=-96(F=-60), 5-18=-36,6-9=-20 Concentrated Loads (Ib) Vert: 6=-250 lob 3LDG 3 Type 13 6xe= Scale = 142 2x6 11 604 = 1. — O10 — 1.5x4 11 3x5 = Plate Offsets (_XY !4 O:-0,0-4-8], 19:0-2-4,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. TOLL 2J.0 Plate Grip DOL 1.25 TC OA2 TCDL 18.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.62 BCLL 11L0 Code IBC2018/TP12014 Matrix-S LUMbFR- TOF CHORD 2x6 DF No.2 G BOT r.HDRD 2x4 D� No.2 C WEBS 2x4 DF Smd/Sid G *Except` W1,W3: 2x6 DF No.2 G, W2: 2x4 DF No.2 G 3-9-3 DEFL. in (loc) I/de0 L/d PLATES GRIP Vert(LL) -0.20 9-10 X9 240 MT20 2201195 Vert(CT) -0.59 9-10 >521 180 Horz(CT) 0.15 Weight: 295 lb FT=20% BRACING - TOP CHORD Sheathed or 5-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/siz7) 12=:563/0-5-8 (min. 0-2-2), 7=1557/Mechanical Max.Ho212=-2500(LC 47) Max Up'iftl2- 332(LC 47) Max Gmv12=+959(LC 49), 7=2064(LC 50) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 2=-3880/836,1-14=-5654/1362,2-14=-5649/1366,2-15=-7521/3233, 3-15=-7518/3238, 3-16=-8381/0,16-17=8372/0, 17-18=-8365/0,4-18=-8364/0,4-19=590710, 19-20=-5897/0, 5-20=-5894/0, 5-21=-874/832, 6-21=-431/417, 6-7=-317/46 BOT CHORD 12-22=-2498/2642, 11-22=-2498/2642, 11-23=-234/8494, 10-23=-234/8494, 10-24=0/7606, 9-24=0/7606, 9-25=-324/3710, 8-25=0/3710, 8-26=013710, 7-26=-193/3710 WEBS 3-11=-3432/177, 3-10=-254/1216, 4-10=-2137/831, 4-9=-2119/315, 5-9=-197/2594, 5-7=-4103/203, 5-8=-25/302, 2-11=-2538/2235, 1-11=-1535/6445 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp 8; Enclosed; MWFRS (directional) and C-C Comer(3)zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DCL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A 20 % has been for the lumber QRQF L S S/ plate rating reduction of applied green members. 11) Refer to girder(s) for truss to truss connections. A HMI �� 12) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12. This connection is for uplift Onl 1 and does not consider lateral forces. L 0 13) One R73A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift o and does not consider lateral forces. Jontinued on page 2 NO. C53891 lob Truss (Truss Type 3LDG 3 BS16 MonWitch Girder Ply NOTES- IU:NChjgWf6dcAzC2515cg9D3yWT6h-tz ISIErkv6z2XYfIJrLWLL?v5r6HFcROJOTHyHV 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI i 15) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10. 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25. 26, 27, 28. 29, 30, 31. 32, 33, 34, 35, 36, 37, 38, 39, 40. 41, 42, 43, 44, 45, 46 47. 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61. 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-9-6 for 174.5 pit. 18) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb dawn and 2500 lb up and 2500 lb left and 2500 lb right at 3-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-76, 3-20=-136(F=-60), 6-20=-76,7-12=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-66,3-20=-126(F=-60), 6-20=-66,7-12=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(1`=-60), 6-20=-36, 7-12=-40 4) Dead + 0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=19, 3-20=-41(F=60). 6-20=19, 7-12=-12 Harz: 1-12=9, 1-13=41, 1-6=-31, 6-7=16 5) Dead + 0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=19, 3-20=41(F=-60), 6-20=19, 7-12=-12 Horz: 1-12=-16, 1-13=-26, 1-6=-31, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-42,3-20=-102(F=-60), 6-20=-42, 7-12=-20 Horz: 1-12=-11, 1-13=17. 1-6=6, 6-7=-15 7) Dead + 0+6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=42, 3-20=-102(F=-60), 6-20=-42, 7-12=-20 Harz: 1-12=15, 1-13=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=8, 3-17=-52(F=-60), 17-20=-60(F=-60), 6-20=0,7-12=-12 Harz: 1-12=8, 1-13=24, 1-17=20, 6-17=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pas. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=0,3-18=-60(F=-60), 18-20=-52(F=-60), 6-20=8,7-12=-12 Horz: 1-12=-9, 1-13=-24, 1-18=-12, 6-18=-20, 6-7=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=-36, 3-20=-96(F=-60), 6.20=-36, 7-12=-20 Harz: 1-12=13. 1-13=24, 1-6=0, 6-7=4 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl1) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Horz: 1-12=-4, 1-13=24, 1-6=0, 6-7=13 12) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=3, 3-20=-57(F=-60), (-20=3, 7-12=-12 Horz: 1-12=-12, 1-13=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pas. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=-2, 3-20=-62(F=-60), 6.20=-2, 7-12=-12 Horz: 1-12=-12, 1-13=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Horz: 1-12=-7, 1-13=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Horz: 1-12=7, 1-13=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-3=-36, 3-20=-96(F=60), 6-20=-36, 7-12=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Uniform Loads (plf) Increase=1.60 Vert: 1-3=-66, 3-20=-126(F=-60), 6-20=-66, 7-12=-20 Horz: 1-12=10, 1-13=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (be[.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 7ontinued on page 3 lob (Truss Truss Type 'IQty PJ� 3LDG 3 B816 Monopilch Girder 2 LOAD CASE(S) Standard Except: Uniform Loads (pit) Vert: 1-3=-663-20=126(F=-60), 6-20=-66, 7-12=20 Horz: 1-12=';' 1-13=-18, 1-6-0. 6-7--10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=68, 3-20=-126(F=-60), 6-20=-66, 7-12=-20 Horz: 1-12=-5, 1-13=12, 1-6-0, 6-7=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-66,3-20=-126(F=-60), 6-20=-66, 7-12=-20 Horz: 1-12=-5, 1-13=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=-28,3-20=-BB(F=-60), 6-20--28,7-12=-12 Horz: 1-12=-16, 1-13=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=4,3-20=-56(F=-60), 6-20=4, 7-12=-1 2 Horz: 1-12=16, 1-13=33, 1-6=-16, 6-7=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=22, 3-20=-38(F=-60), 6-20=22, 7-12=-12 347, 3-17=8347,17-16=8347,4-18=8347,4-19=8347, 19-20=8347, 20-21=8347, 6-21=8347, Horz: 1-12=16, 1-13=-26, 1-14=8347, 2-14=8347, 2-15=8347, 9-15=8 6-7=-9 Drag: 7-12=-175 24) Dead + 0.6 C-C Wind (Pas. Internal) Case 2+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=15,3-20=-45(F--60), 6-20=15,7-12=-12 Horz: 1-12=-16,1-13=-26, 1-14=-8408,2-14=-8408,2-15=-8408,3-15=-8408,3-17=-8408,17-18=-8408,4-18=-8408,4-19=-8408, 19-20=8408, 20-21=-8408, 6-21=-8406, b-r=-9 Drag: 7-12=17E 25) Dead + u.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 -Jniform'-pads (FIf Vert: 1-3=-38, 3-20=-98(F=-60), 6-20=-38, 7-12=-20 Horz: 1-12=`5, 1-13=26, 1-14=8383, 2-14=8384, 2-15=8384, 3-15=8383, 3-17=8384, 17-18=8384, 4-18=8384, 4-19=8384, 19-20=8384, 20-21=8383, 6-21=8384, 6-7=11 Drag: 7-12=-175 26) Dead + 6.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf, Vert: 1-3=116, 3-2)=-106(F=-60), 6-20=46, 7-12=-20 Horz: 1-1 2=1 5,1-13=-26, 1-14=-8372, 2-14=-8372, 2-1 5=-8372, 3-15=-8372, 3-17=-8372, 17-1 8=-8372, 4-18=-8372, 4-19=-8372, 19-20=-8372, 20-21=-8372, 6-21=-8372, 6-7=11 Crag: 7-121175 27) Lead + 0.6 MWFRR 'Nind (Pos. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Vrifarr Loads (plf) Vert: 1-3=12, 3-17-48(17 -60), 17-20=-56(F=-60), 6-20=4, 7-12=-12 -21=8365, 6-21=83fi5, Harz: 1-12=8, 1-JL=24, 1-14=8357, 2-14=8357, 2-15=8357, 3-15=8357, 3-17=8357, 17-18=8365, 4-18=8365, 4-19=8365, 19-20=8365, 20 6-7=9 Drag: 7-12=-175 28) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=5,3-17=-55(F=-60),17-20=-63(F=-60), 6-20=-3,7-12--12 Horz: 1-12=8, 1-13=24, 1-14=-8398, 2-14=-8398, 2-15=-8398, 3-15=8398, 3-17=8398, 17-18=-8390, 4-18=-B390, 4-19=-8390, 19-20=-8390, 20-21=-8390, 6-21=-B390,6-7=9 Drag: 7-12=175 29) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=4,3-18=-56(F=-60), 18-20=-48(F=-60), 6-20-12,7-12=-12 Horz: 1-12=9, 1-13=-24, 1-14=8365, 2-14=8365, 2-15=8365, 3-15=8365, 3-17=8365, 17-18=8365, 4-18=8357, 4-19=8357, 19-20=8357,20-21=8357, 6-21=8357,6-7=-8 Drag: 7-12=-175 30) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-3, 3-18=-63(F=-60), 18-20=-55(F=-60), 6-20=5, 7-12=-12 Horz: 1-12=-9, 1-13=-24,1-14=-8390,2-14=-8390,2-15=-8390,3-15=-8390, 3-17=-8390, 17-18=-8390, 4-18=-8398, 4-19=-8398,19-20=-8398, 20-21=-8398,6-21=-8398, 6-7=-8 Drag: 7-12=175 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-33, 3-20=-93(F=-60), 6.20=-33, 7-12=-20 Horz:1-12=13,1-13=24,1-14=8378, 2-14=8378,2-15=8378,3-15=8378,3-17=8378, 17-18=8378, 4-18=8378, 4-19=8378, 19-20=8378, 20-21=8378, 6-21=8378, 6-7=4 Drag: 7-12=175 ROF E 5 Sid 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 :ontinued on page 4 T C' 1' 23 � m Exp. 6'30� �c No. C53821 * \V`��,gr�Cl V IL \ of ray �Fi/ lob - (Truss (Truss Type 3LDG 3 61316 Monopitch Girder LOAD CASE(S) Standard Except: Uniform Loads (plt) Vert: 1-3=-40,3-20=-100(F=-60), 6-20=-40,7-12=-20 Horz: 1-12=13, 1-13=24, 1-14=-8377, 2-14=-8377, 2-15=-8377, 3-15=-8377, 3-17=-8377, 17-18=-8377, 4-18=-8377, 4-19=-8377, 19-20=-8377, 20-21=-8377, 6-21=-8377, 6-7=4 Drag: 7-12=175 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-3=-33,3-20=-93(F=-60), 6-20=-33,7-12=-20 Horz: 1-12=4 1-13=-24, 1-14=8378, 2-14=8378, 2-15=8378, 3-15=8378, 3-17=8378, 17-18=8378, 4-18=8378, 4-19=8378, 19-20=8378, 20-21=8378, 6-21=8378, 6-7=-13 Drag: 7-12=-175 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Crag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-40, 3-20=-100(F=-60), 6-20=-40, 7-12=-20 Horz: 1-12=-4,1-13=-24,1-14=-8377,2-14=-8377,2-15=-8377, 3-15=-8377, 3-17=-8377, 17-18=-8377, 4-18=-8377,4-19=-8377, 19-20=-8377, 20-21=-8377, 6-21=-8377,6-7=-13 Drag: 7-12=175 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=.1.33 Uniform Loads left) Vert: 1-3=7, 3-20=-53(F=-60), 6-20=7, 7-12=12 Harz: 1-12=-12, 1-13=-16, 1-14=8362, 2-14=8362, 2-15=8362, 3-15=8362, 3-17=8362, 17-18=8362, 4-18=8362, 4-19=8362, 19-20=8362, 20-21=8362, 6-21=8362, 6-7=12 Drag: 7-12=-175 36) Dead + 0.6 MWFRS Wind (Pos. Internal) let Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-3=-0, 3-20=-60(F=-60), 6-20=-0, 7-12=-12 Horz: 1-12=-12, 1-13=-16,1-14=-8393, 2-14=-8393, 2-15=-8393, 3-15=-8393, 3-17=-8393, 17-18=-8393, 4-18=8393, 4-19=-8393, 19-20=-8393, 20-21=8393, 6-21=-8393, 6-7=12 Drag: 7-12=175 _ 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 - Uniform Loads (pit) Vert: 1-3=1, 3-20=-59(F=-60), 6-20=1,7-12=-12 Horz: 1-12=-12, 1-13=-16, 1-14=8368, 2-14=8368, 2-15=8368, 3-15=8368, 3-17=8368, 17-18=8368, 4-18=8368, 4-19=8368, 19-20=8368, 20-21=E368, 6-21=8368, 6-7=12 Drag: 7-12=-175 - 38) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 - Uniform Loads (plf) Vert: 1-3=-6, 3-20=-66(F=-60), 6-20=-6, 7-12=-12 ' Horz: 1-12=-12, 1-13=-16, 1-14=-8387, 2-14=-8387, 2-15=-8387, 3-15=8387, 3-17=-8387, 17-18=-8387, 4-18=-8387, 4.19=-8387, 19-20=6387;'20-21=-8387, 6-21=-8387, 6-7=12 - Drag:7-12=175 39) Dead + 0.6 MWFRS Wind (Neg. Internal) let Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (elf) Vert: 1-3=33, 3-20=-93(1`=60), 6-20=-33, 7-12=-20 Horz: 1-12=-7, 1-13=-16, 1-14=8378, 2-14=8378, 2-15=8378, 3-15=8378, 3-17=8378, 17-18=8378, 4-18=8378, 4-19=8378, 19-20=8378, 20-21=8378, 6-21- 83'£1 6-7=7 Drag: 7-12=-175 40) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-3=-40, 3-20=-100(F=-60), 6-20=-40, 7-12=-20 Ham 1-12=-7, 1-13=-16,1-14=-8377, 2-14=-8377, 2-15=8377, 3-15=-8377,3-17=-8377, 17-18=-8377, 4-18=-8377, 4-19=-8377,19-20=-8377,20-21=-8377, 6-21=-8377, 6-7=7 Drag: 7-12-175 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag 1_0#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (elf) Vert: 1-3=-33, 3-20=-93(F=-60), 6-20=-33, 7-12=20 Horz: 1-12=7, 1-13=-16, 1-14=8378, 2-14=8378, 2-15=8378, 3-15=8378, 3-17=8378, 17-18=8378, 4-18=8378, 4-19=8378, 19-20=8378, 20-21=8378, 6-21=8378, 6-7=7 Drag: 7-12=-175 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (elf) Vert: 1-3=-40,3-20=-100(F=-60), 6-20=40, 7-12=-20 Ho¢ 1-12=-7, 1-13=-16, 1-14=-8377, 2-14=-8377, 2-15=-8377, 3-15=-8377, 3-17=-8377, 17-18=8377, 4-18=-8377, 4-19=-8377, 19-20=-8377,20-21=-8377, 6-21=-8377, 6-7=7 Drag: 7-12=175 43) Dead-Dmg LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-3=-32, 3-20=-92(F=60), 6-20=-32,7-12=-20 Horz: 1-14=8378,2-14=8378,2-15=8378,3-15=8378, 3-17=8378, 17-18=8378, 4-18=8378, 4-19=8378,19-20=8378, 20-21=8378, 6-21=8378 Drag: 7-12=-175 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 -_ -ontinued on page 5 Job iTruss Truss Type Qty 3LOG3 IBB16 Manopitch Girder 2 LOAD CASE(S) Standard Except: Uniform Loads (pin Vert: 1-3=-40, 3-20=-100(1`=-60), 6-20=-40, 7-12=-20 Horz: 1-14=-8378, 2-14=-8378, 2-15=-8378, 3-15=-8378, 3-17=-8378, 17-18=-8378, 4-18=-8378, 4-19=-8378, 19-20=-8378, 20-21=8378, 6-21=-8378 Drag: 7-12=175 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plt) Vert: 1-3=-18,3-20=-54(F=-36), 6-20=-18, 7-12=-12 Horz: 1-14=8378, 2-14=8378, 2-15=8378, 3-15=8378, 3-17=8378, 17-18=8378, 4-18=8378, 4-19=8378, 19-20=8378, 20-21=8378, 6-21=8378 Drag: 7-12=-175 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-25, 3-20=-61(F=-36), 6-20=-25,7-12=-12 Horz: 1-14=-8378,2-14=-8378,2-15=-8378,3-15=-8378,3-17=-8378, 17-18=-8378,4-18=-8378,4-19=-8378, 19-20=-8378,20-21=-8378, 6-21=-8378 Drag: 7-12=175 47) EBM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-76(F),3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 48) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-76(F), 3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=-2500(F) 49) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-76(F), 3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (ib) Vert: 2=-21=O F) Horz: 2=-2500(F) 50) SBM DCWNIRICHT. Lurbber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) `.'art:1-3=-73IF),3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (Ib� Vert: 2=-2500�F) Horz: 2=2500(F) 51) 1 st Moving Load: 'Lumbar Increase=1.60, Plate Increase=1.60 Uuitomi Loads (plf) Vert: 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vart: 1=-250 52) 2nd Moving Load: '!,mbe- Increase=l.60, Plate Increase=1.60 UrlfDrm. Loads (plf) Vert: 1-3=-36, 3-211=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads alb) Vert: 14=-250 53) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 15=-250 54) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (Ib) Vert: 16=-250 55) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (Ib) Vert: 19=-250 56) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (Ib) Vert: 21=-250 57) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 6=-250 58) Bth Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 2=-250 continued on page 6 ROFESS/ 0�\ to H�j� Cn cc Exp. 6/1 30/23 �c\ No. C53KI s. Vl� - _ OF I -AI_'` Job (Truss Truss Type 3LDG3 B I Monooltch Girder K LOAD CASE(S) Standard 59) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 3=-250 60) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 4=-250 61) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 5=-250 62) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ih) Vert: 22=-250 63) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert, 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 23=-250 64) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 24=-250 65) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 25=-250 66) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 26=-250 67) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 12=-250 68)18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 11=-250 69)19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniforrm Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 10=-250 70) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert :1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 9=-250 71) 21st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 8=-250 72) 22nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert 13=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (Ib) Vert: 7=-250 Job 3LDG 3 Type GIRDER Dty 2x6 - 5-5.3 0.25 12 6X6 = 1.5x4 11 3xi0= 3A= -17 4 18 5 Scale = 1:41 4x10 = 19 6 L 13 2 14 1c '�" :; 3 6 13 8 P - L-" 20 10 21 114X8 = 3x5 = 5.10 M18SHS= 5X9 = 23 7 3X4 II 7-1-12 14-0-0 20-10-4 25-9-6 7-1-12 5-10-4 SA0-4 _ _ _411-_2 Plate Offsets (X,Y)-- (19 3 0,Edge], [6:0-3-7,0_2-0], [8:0-1-8,0-2-4], [9:0-5-0,0-3-01 _ LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.21 9-10 >999 240 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.92 9-10 >332 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Honz(CT) 0.19 7 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 126 Ib FT=20% LUMBER- BRACING - TOE CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 1-10-8 oc purlins, except end verticals. BOT CHOPD 2x4 OF No.1 &Dtr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Sid G `Except* WEBS 1 Row at micipt 2-11, 4-8 W8: 2x4 ET No.2 G MiTek recommends that Stabilizers and required cross bracing OTHER3 2x6 OF No.2 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 11=156910-5-8 (min. 0-1-11),7=1560/Mechanical Max Horz 11=136(LC 9) FORCES. (fie) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-338/51, 1-13=284/191, 2-13=-284/191, 2-14=-3844/0, 14-15=3839/0, 3-15=-3839/0, 3-16=41671/0, 16-17=-4663/0, 4-17=-4663/0, 4-18=-2648/0, 5-18=-2640/0, 5-19=-264510, 6-19=-2641/0, 6-7=-1513/0 BOT CHORD 11-20=0/3230, 10-20=013230, 10-21=014797, 9-21=0/4797, 9-22=0/4498, 8-22=0/4498 WEBS 2-11=-3402/0, 2-10=0/994, 3-10=1152/0, 3-9=-299/82, 4-9=0/420, 4-8=-2047/0, 5-8=-468/69, 6-8=0/2962 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIT-PI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard9- 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (elf) Vert: 1-14=-76, 1418=-136(F=-60), 6-18=-76, 7-11=-20 W rzi Jontinued on page 2 � ExP. 6/30 �'_J No C53821 OFF y/ f CA��F% Job (Truss (Truss Type SLOG 3 i B817 MONOPITCH GIRDER LOAD CASE(5) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-66,14-18=-126(F=-60), 6-18=-66, 7-1 1=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36,7-11=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=19, 14-18=-41(F=60), 6-18=19, 7-11=-12 Herz: 1-11=9, 1-12=41, 1-6=-31, 6-7=16 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=19,14-18=-41(F=60), 6-18=19,7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-31, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-42,14-18=-102(F=-60),6-18=-42,7-11=-20 Horz: 1-11=-11,1-12=17, 1-6=6,6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42, 14-18=-102(F=-60), 6-18=-42, 7-11=-20 Horz: 1-11=15, 1-12=26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (DID Vert: 1-14=8, 14-16=52(1`=-60), 16-18=60(F=-60), 6-18=0, 7-11=-12 Horz: 1-11=8, 1-12=24, 1-16=-20, 6-16=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=0, 14-17=-60(F=-60), 17-18=-52(F=60), 6-18=8, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-17=-12, 6-17=20, 6-7=8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11 =-20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-18=-96(F=-60), 6-18=-36,7-11=-20 Horz: 1-11=-4, 1-12=-24, 1-6=0, 6-7=-13 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate I ncrease= 1. 60 Uniform Leads (of) Vert:1-14=3,14-18=-57(F=-60), 6-18=3,7-11=-12 Horz: 1-11=12, 1-12=-16, 1-6=15, 6-7=12 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-2,14-18=-62(F=-60),6-18=-2,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-14=-36,14-18=-96(F=-60), 6-18=-36, 7-11 =-20 Horz: 1-11=-7, 1-12=-i 6, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=96(F=-60), 6-18=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-14=-36, 14-18=96(F=-60). 6-18=-36, 7-11=-20 17) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66,14-18=-126(F=-60), 6-18=-66, 7-11=-20 Horz: 1-11-10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-14=-66,14-18=-126(F=-60),6-18=-66,7-11=-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-14=-66,14-18=-126(F=-60), 6-18=-66, 7-11 =-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. In I) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66,14-18=-126(F=-60),6-18 -66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert1-14=-28 14-18=-88(F 60), 6-18= 28, 7-11=-12 Horz. 1-11= 16, 1 12=33, 1 6=16, 6-7=-16 continued on page 3 Job ITruss ITruss Type 3LDG 3 I B817 I MONOPITCH GIRDER Ply LOAD CASE(S) Standard 22) Dead +0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=4, 14-18=-56(F=-60), 6-18=4, 7-11=-12 Harz: 1-11=16, 1-12=33, 1-6=16, 6-7=16 23) tat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 13=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 15=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 17=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 18=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf, Vert: 1-14=-36, 14-18=-96(F=-50), 6-18=-36, 7-11=-20 :oncentrated Loads (Ib) Vert: 19=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (PIP Vert: 1-1G= 36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loaas (Ile) Vert: 6=-250 30) bb, Moving Load: I Umber Increase=1.60, Plate Increase=1.60 UrifDrc Loads (plf) Vert: 1-14=36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loado (Ib) Vert: 2=-250 31) 941- Nj%Ir.g Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-14=3,3, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 3=-250 32) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(1`=-60), 6-18=-36, 7-11=-20 Concentrated Leads (Ib) Vert: 4=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 5=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-3fi, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 20=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 21=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 22=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 continued an page 4 /9RUF LS;i/0�\ Ezp. �= Job rmss 3Loca sen LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 23=-250 38) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36,7-11=-20 Concentrated Loads (Ib) Vert: 11=-250 39) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=36,14-18=-96(F=-60), 6-18=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 10=-250 40) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Unifoml Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36,7-11=-20 Concentrated Loads (Ib) Vert: 9=-250 41) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 4=-36, 14-1 8=-96(F=-60), 6-18=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 8=-250 42) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-18=-96(F=-60), 6-18=-36, 7-11=-20 Concentrated Loads (lb) Vert: 7=-250 Icb Truss 3LDG 3 BB18 Type 46 = - - - _ .- Plate Offsets (XY)-- [1:9 3 1,Edge], [4 0 3 O,Edge] [6 0 3 7,0-2-0] [9:0-5-0,0-3-4L LOADING(psf) SPACING- 2-0-0 CSI. TCL- 26.0 Plate Grip DOL 1.25 TC 0.94 TCDL 18.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 BCD( ^0.0 Code IBC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CPOPD 2x4 Or No-1&Ctr G WEBS 2x4 OF Stud/Std G "Except" W 1: 2x6 CF No.2 G, W9: 2x4 OF No.2 G Scale = 1:41 sx4 II DEFL. in (loc) I/dell L/d PLATES GRIP Ved(LL) -0.21 9-10 >999 240 MT20 220/195 Vert(CT) -0.96 9-10 >324 180 M18SHS 2201195 Horz(CT) 0.19 7 We We Weight: 1281b FT=20% BRACING. TOP CHORD Sheathed or 1-9-13 oc buries, except end verticals. BOT CHORD Rigid ceiling directly applied ar 10-0-0 be bracing, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 2-11, 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAJTIONS. (lb/size) 11=1598/0-5-8 (min. 0-1-11),7=1576/04-0 (min.0-1-11) Max Ho;z 11=137(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-338/53, 1-13=4431409, 2-13=-718/677, 2-14=-3917/0, 14-15=-3912/0, 3-15=-391210, 3-16=4842/0, 16-17=-4835/0, 17-18=4835/0,4-18=483310, 4-19=-294110, 19-20=-2933/0, 5-20=-2933/0, 5-21=2939/0, 6-21=-2934/0, 6-7=-1521/0 BOT CHORD 11-22=0/3281, 10-22=0/3281, 10-23=0/4916, 9-23=0/4916, 9-24=0/4696, 8-24=0/4696, 8-25=-522/552, 7-25=-228/283 WEBS 2-11=-3460/0, 2-10=0/1140, 3-10=-1371/0, 3-9=-475/412, 4-9=-1831491, 4-8=-1966/0, 5-8=481/71, 6-8=013208 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24. 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2500 Ilb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-2-14 for 95.3 plf. . 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard continued on page 2 Q OFESSID No, C558? I Y/ lob (Truss (Truss Type L 3G 3 BB18 Monopitch LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert :1-14=-76,14-20=-136(F=-60), 6-20=-76, 7-11 =-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-14=-66, 14-20=-126(F=-60), 6-20=-66, 7-11=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=18, 14-20=-42(F=-60), 6-20=18,7-11=-12 Horz: 1-11=9, 1-12=41, 1-6=-30, 6-7=16 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf). Vert: 1-14=18, 14-20=42(1`=-60), 6-20=18,7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-30, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42, 14-20=102(F=-60), 6-20=-42, 7-11=-20 Horz: i-11=-11, 1-12=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=L60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42, 14-20=102(F=-60), 6-20=42, 7-11=-20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=8, 14-16=-52(F=-60), 16-20=-60(F=-60),6-20=0,7-11=-12 Horz: 1-11=8, 1-12=24, 1-16=-20, 6-16=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=0, 14-1 8=-60(F=-60),18-20=-52(F=-60), 6-20=8, 7-1 1=-1 2 Horz: 1-11=-9, 1-12=-24, 1-18=-12, 6-18=-20, 6-7=-8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Horz: 1-11=-4, 1-12=24, 1-6=0, 6-7=-13 12) Dead + 0.6 MWFRS Wind (Pos. Internal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=3,14-20=-57(F=-60),6-20=3,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-2, 14-20=-62(F=-60), 6-20=-2, 7-11=-12 Horz: 1-11=-12. 1-12=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=60), 6-20=36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pig Vert: 1-14=-36, 14-20=96(1`=-60), 6-20=-36, 7-11=-20 17) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66, 14-20=-126(F=-60), 6-20=-66, 7-11=20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert:1-14=-66, 14-21126(F=-60), 6-20=-66, 7-11=-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-1 4=-66, 14-20=-126(F=60), 6-20=-66, 7-11=-20 Hum 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-14=-66, 14-20=-126(F=-60),6-20=-66, 7-11=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 -ontinued on page 3 lob (Truss ITruss Type IOty IPly 3LDG 3 Joule LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-14=-28, 14-20=-88(F=-60),6-20=-28,7-11=-12 Harz: 1-11=-16, 1-12=33, 1-6=16, 6-7=16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads PR) Vert: 1-14=4,14-20=-56(F=-60), 6-20=4,7-11=-12 Harz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=20, 14-20=-40(F=-60), 6-20=20, 7-11 =-12 Horz: 1-11=-15, 1-12=-26, 1-14=4543, 14-15=4543, 15-16=4543, 16-18=4543, 4-18=4543, 4-21=4543, 6-21=4543, 6-7=-9 Drag: 7-11=-95 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=16, 14-20=-44(F=-60), 6-20=16, 7-11=-12 Harz: 1-11=-16, 1-12=-26, 1-14=-4603, 14-15=4603, 15-16=4603, 16-18=-4603, 4-18=-4603, 4-21=4603, 6-21=4603, 6-7=-9 Drag: 7-11=95 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-40, 14-20=-100(F=-60), 6-20=-40, 7-11=-20 Horz: 1-11=15, 1-12=-26, 1-14=4579, 14-15=4579, 15-16=4579, 16-18=4579, 4-18=4579, 4-21=4579, 6-21=4579, 6-7=11 Drag: 7-11=-95 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-44, 14-20=-104(F=-60), 6-20=44, 7-11=-20 Horz: 1-1 1=15,1-12=-26, 1-14=4567, 14-15=4567, 15-16=4567, 16-18=-4567, 4-18=4567, 4-21=4567, 6-21=4567, 6-7=11 Drag: 7-11=95 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-1d=10, 14 16=-50(F=-60),16-20=-58(F=-60), 6-20=2,7-11=-12 Horz: 1-111 &, 1-12=24, 1-14=4553, 14-15=4553, 15-16=4553, 16-18=4561, 4-18=4561, 4-21=4561, 6-21=4561, 6-7=9 Drag: 7-11=-95 28) Dead + C.6 MWFRS 'Nino (Pos. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Cart: 1-14=6, 14-16=-54(F=-60), 16-20=-62(F=60), 6-20=-2, 7-11=-12 Horz: 1-11=8, 1-1-24, 1-14=4593, 14-15=4593, 15-16=-4593, 16-18=-4585, 4-18=4585, 4-21=4585, 6-21=-4585, 6-7=9 Drag: 7-1;=95 29) Used + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=0, 14-18=-58(F=-60), 18-20=-50(F=-60), 6-20=10, 7-11=12 Horz: 1-11=-9, 1-12=-24, 1-14=4561, 14-15=4567, 15-16=4561, 16-18=4561, 4-18=4553, 4-21=4553, 6-21=4553, 6-7=-8 D•ag: 7-11=-95 30) CeaJ + 0.5 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Tart: 1-14=-2, 14-18=-62(F=-60), 18-20=-54(F=60), 6-20=6, 7-11=-12 Horz: 1-11=-9, 1-12=-24, 1-14=-4585, 14-15=-4585, 15-16=-4585, 16-18=-4585, 4-18=4593, 4-21=4593, 6-21=-4593, 6-7=-8 Drag: 7-11=90 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-34, 14-20=-94(F=-60), 6-20=-34, 7-11 =-20 Horz: 1-11=13, 1-12=24, 1-14=4573, 14-15=4573, 15-16=4573, 16-18=4573, 4-18=4573, 4-21=4573, 6-21=4573, 6-7=4 Drag: 7-11=-95 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-38, 14-20=-98(F=-60), 6-20=38, 7-11=-20 Horz: 1-11=13, 1-12=24, 1-14=-4572, 14-15=4572, 15-16=-4572, 16-18=-4572, 4-18=4572, 4-21=4572, 6-21=4572, 6-7=4 Drag: 7-11=95 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-14=-34, 14-20=94(F=-60),6-20=-34,7-11=-20 Horz: 1-11=4, 1-12=-24, 1-14=4573, 14-15=4573, 15-16=4573, 16-18=4573, 4-18=4573, 4-21=4573, 6-21=4573, 6-7=-13 Drag: 7-11=95 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-14=-38, 14-20=-98(F=-60),6-20=-38,7-11=-20 Horz: 1-11=41-12=-24, 1-14=4572,14-15=-4572, 15-16=-4572, 16-18=-4572, 4-18=-4572, 4-21=-4572, 6-21=-4572, 6-7=-13 Drag: 7-11=95 35) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=5,14-20=-55(F=-60),6-20=5,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-14=4557, 14-15=4557, 15-16=4558, 16-18=4558, 4-18=4557, 4-21=4558, 6-21=4557, 6-7=12 Drag: 7-11=-95 36) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 ,2ROF E SS/O N 7ontinued on page 4 - Y Exp. 6;30/23 Nla. C53821 , \� OF CP`St,� lab 3LDG3 Truss BB18 Truss Type at'ply Monopitch 1 1 b Reference pT 0 Run8.420 s Apr 16 2021 Print' 8.420 s Appr 16 2021 MiTek Industries, Inc. Fn Nov 1915:07:14 202 ID:NChjg Wf6dcAzC2515cg9D3yVVT6h-IIEGigCMNBcO W9rRXgon WMVuuWT642nCM?HEc LOAD GASE(S) Standard Uniform Loads (plf) Vert: 1-14=1, 14-20=59(F=-60), 6-20=1, 7-11=-12 Horz: 1-11=12, 1-12=-16, 1-14=-4588, 14-15=-4588, 15-16=-4588, 16-18=-4588, 4-18=4588, 4-21=-4588, 6-21=-4588, 6-7=12 Drag: 7-11=95 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-0,14.20=-60(F=-60), 6-20=-0,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-14=4563, 14-15=4563, 15-16=4563, 16-18=4563, 4-18=4563, 4-21=4563, 6-21=4563, 6-7=12 Drag: 7-11=-95 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-4, 14-20=-64(F=-60), 6-20=-4, 7-1 1=-12 Horz: 1-11=-12, 1-12=-1611-14=-4583, 14-15=-4583, 15-16=-4583, 16-18=-4583,4-18=-4583,4-21=-4583, 6-21=-4583, 6-7=12 Drag: 7-11=95 39) Dead + 0.6 MWFRS Wind (Neg. Internal) tat Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-34, 14-20=-94(F=-60), 6-20=-34, 7-11 =-20 Horz: 1-11=-7, 1-12=-16, 1-14=4573, 14-15=4573, 15-16=4573, 16-18=4573, 4-18=4573, 4-21=4573, 6-21=4573, 6-7=7 Drag: 7-11=95 40) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-38, 14-20=-98(F=-60), 6-20=-38, 7-11=-20 Horz: 1-1 1=-7,1-12=-16,1-14=-4572, 14-15=-4572,15-16=-4572, 16-18=-4572, 4-18=-4572, 4-21=-4572,6-21=-4572, 6-7=7 Drag: 7-11=95 41) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC41 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-14=-34,14-20=-94(F=-60), 6-20=-34,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-14=4573, 14-15=4573, 15-16=4573, 16-18=4573, 418=4573, 4-21=4573, 6-21=4573, 6-7=7 Drag: 7-11=95 42) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 - Uniform Loads (plf) Vert: 1-14=-38,14-20=-98(F=-60),6-20=-38,7-11=-20 ; Horz: 1-11=7,1-12=-16,1-14=-4572, 14-15=-4572, 15-16=-4572, 16-18=-4572,4-18=-4572,4-21=-4572,6-21=-4572,6-7=7 Drag: 7-11=95 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1-33 Uniform Loads (plf) Vert: 1-14=-34, 14-20=-94(F=-60),6-20=-34,7-11=-20 Horz: 1-14=4573, 14-15=4573, 15-16=4573, 16-18=4573, 4-18=4573, 4-21=4573, 6-21=4573 Drag: 7-11=-95 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-38, 14-20=-98(F=-60),6-20=-38,7-11=-20 , Horz: 1-14=-4573,.14-15=-4573,15-16=-4573,16-18=-4573, 4-18=-4573, 4-21=-4573, 6-21=-4573 - - Drag: 7-11=95 - 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-20, 14-20=-56(F=-36), 6-20=-20,7-11=-12 -� Horz: 1-14=4573, 14-15=4573,. 15-16=4573, 16-18=4573, 4-18=4573, 4-21=4573, 6-21=4573 Drag: 7-11=-95 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-1 4=-24, 14-20=-60(F=-36), 6-20=-24, 7-11 =-1 2 Horz: 1-14=-4573, 14-15=-4573,15-16=-4573,16-18=-4573, 4-18=-4573, 4-21=-4573, 6-21=-4573 Drag: 7-11=95 47) fat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 13=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 15=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) - E Vert: 17=-250 (O' 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf)- jl-- Vert: 1-14=-36,14-20= 96(F=-fi0), 6-20=-36, 7-11=-20 7ondnued on page 5 Job (Truss Truss Type 3LGG3 BB18 Monopltch LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 19=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 21=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 6=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1 4=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 2=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 3=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 4=250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-1a=-36,1A-20=-96(F=-60), 6-20=-36, 7-1 1=-20 Concentrated Load8 ilu) Vert: 5=-250 58) 12th Moving LoaJ: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vart: 1-14=66,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Load, (Ih) Vert: 22=-250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) V=rt: 1-14= 35, 14 20=-96(F=-60), 6-20=-36, 7-11=-20 Cao,ca,rated Loads (lb) Vert: 23=-250 60) 141h Moving Load: cumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) -✓ert: 1-14=-36, 14-20=-96(1`=-60), 6-20=-36, 7-11=-20 Co�rent,ated Loads (It) Vert: 24=-250 61) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 25=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 11=-250 63)17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 10=-250 64) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=36, 7-11=20 Concentrated Loads (lb) Vert: 9=-250 65) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (Ih) Vert: 8=-250 66) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 7=-250 s i) m Exp 6/30/23 No, t538'"I / lob (Truss 'Truss Type 3LDG3 9819 Monopllch 06 - Scale = 1:41 _... _ .... __.._ 5x14 = 3x4 II 7-1-5 Plate Offsets (X,Y)-- [1 0 3 1,Edge], 14 0-3-O,Edge1 [6:0-3-7,0-2-0] [9:09:0-5-0,0-3-4]- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefi ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.21 9-10 >999 240 MT20 "220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.96 9-10 >324 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WS 0.78 Horz(CT) 0.19 7 n/a n/a BCDL 10.0 Code IBC20181TPI2014 Matrix-S Weight: 128 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD Sheathed or 1-9-13 oc purlins, except erd.wertinals. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.- WEBS 2x4 OF Stud/Std G'Excepr WEBS 1 Row at midpt 2-11, 4-8 W1: 2x6 OF No.2 G, WR 2x4 OF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in acw,dance with St bilizcr REACTIONS. (lb/size) 11=1598/0-5-8 (min. 0-1-11), 7=1576/0-4-0 (min. 0-1-11) Installation guide. Max Horz 11=136(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11 =-338/50, 1-13=-283/190, 2-13=-282/190, 2-14=-3917/0, 14-15=-3912/0, 3-15=-3912/0, 3-16=4842/0, 16-17=-4835/0, 17-18=-4835/0, 4-18=-4833/0, 4-19=-2941/0, 19-20=-2933/0, 5-20=-2933/0, 5-21=-2939/0, 6-21=-2934/0, 6-7=-1521/0 BOT CHORD 11-22=0/3281, 10-22=0/3281, 10-23=014916, 9-23=014916, 9-24=014696, B-24=0/4696 WEBS 2-11=-3460/0, 2-10=0/1026, 3-10=-1207/0, 4-9=0/3&4, 4-8=-1944/0, 5-8=-481/71, 6-8=0/3208 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft: B=45ft; L=24ft; eave=oft; Cat II; Exp B; Enclosed; MWFRS (directional) and. C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018.International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plf) n Vert: 1-14=-76, 14-20=-136(F=-60), 6-20=-76, 7-11=-20 I/ - 3ontinued on page 2 1 \ 4x P lob (Truss (Truss Type QtY PIY iLOG 3 B819 Monopitch 3 LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-66, 14-20=-126(F=-60), 6-20=-66, 7-11 =-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36, 7-1 1=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=1 8,14-20=-42(F=-60), 6-20=18, 7-11 =-12 Herz: 1-11=9, 1-12=41, 1-6=-30, 6-7=16 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Unform Loads (pit) Vert: 1-14=18,14-20=-42(F=-60), 6-20=18, 7-1 1=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-30, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42, 14-20=-102(F=-60), 6-20=-42, 7-11=-20 Horz:. 1-11=-11, 1-12=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-42, 14-20=-102(F=-60), 6-20=-42, 7-11=20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead +0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=8, 14-16=-52(F=-60), 16-20=-60(F=60), 6-20=0, 7-11=-12 Horz: 1-11=8, 1-12=24, 1-16=-20, 6-16=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=0, 14-18=60(1==-60), 18-20=52(F=-60), 6-20=8, 7-11=-12 Horz: 1-11=-9, 1-1^=-24, 1-18=-12, 6-18=-20, 6-7=-8 10) Dead +0.6 MWFR,3 hind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 1 Info" I oads (p'f) Vart: 1-14=-56. 14-20=96(F=-60), 6-20=-36, 7-11=20 Horz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) CeaJ +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=36, 7-11=-20 Horz: 1-11=4 1-12=-24, 1-6=0, 6-7=13 12) Dead +0.6 MWFRS Wind (Pos, Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform L oads (plf) Vert: 1-14=3, 14-20=-57(F=-60), 6-20=3, 7-11=-12 Horz: 1-11=-12,1-12=-16, 1-6=-15, 6-7=12 13) Gaau + 0.8 MWFRS Wind Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ✓ert: 1-14=-2, 14-20=-62(F=-60), 6-20=-2, 7-11=12 4orz: 1-11=-12,1-:2=-16, 1-6=-10,6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) flat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60),6-20=-36,7-11=-20 Harz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-1 4=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 17) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66,14-20=-126(F=-60),6-20=-66,7-11=-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-14=-66,14-20=-126(F=-60), 6-20=-66, 7-11 =-20 Horz 1-11=-3, 1-12=-18, 1-6=0, 6-7=10 19) Dead +0.75 Roof Live (bal.) + 0.75(0. 6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber I ncrease= 1.60, Plate I ncrease= 1.60 Uniform Loads (plf) Vert: 1-14=-66,14-20=-126(F=60),6-20=-66,7-11=-20 Horz: 1-11=-5, 1-12=12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66,14-20=-126(F=-60), 6-20=-66, 7-1 1=-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-28,14-20=-88(F=-60),6-20=-28, 7-11=-12 Horz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 Continued on page 3 R�FESSI�N -77" , yr �u Exp. 6/30/93 *� No. C53821, \ OFCW V (: Wrr Job - Truss Truss Type SLOG 3 9619 IMonopdch LOAD CASE(S) Standard 22) Dead + 0.6 C-C Wind Min, Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pro Vert:1-14=4,14-20=-56(F=-60),6-20=4,7-11=-12 Horz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60),6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 13=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 15=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(1`=-60), 6-20=-36,7-11=-20 Concentrated Loads (Ib) Vert: 17=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-36, 14-20= 96(F=-60), 6-20=36, 7-11=-20 Concentrated Loads (lb) Vert: 19=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 21=-250 29) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 6=-250 30) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=20 Concentrated Loads (lb) Vert: 2=-250 31) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=20 Concentrated Loads (lb) Vert: 3=-250 32) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-14=-36,14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 4=-250 33) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20= 96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (Ib) Vert: 5=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 22=-250 35) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 23=-250 36) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert. 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 24=-250 37) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 continued on page 4 Job - )Truss - ITruss Type SLOG 3 I BB19 I Monopitch LOAD CASES) Standard Concentrated Loads (lb) Vert: 25=-250 38) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 11=-250 39)17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 10=-25(l 40) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 9=-250 41) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 8=-250 42) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 7=-250 r p. 6/30/7_3 {c IVu. C53821 �i �� Job Truss 3LDG3 BB19D Monopitch 4x6 - 5-4-14 10-6-3 15-7-9 -- 5-4-14 54-fi 5-1-6 0.25 f 12 Scale = 1:41 W 1 1 4x6 - 13 2 14 15 3x5 - 3 1617 18 6x6 - 4 19 20 1.Sx4 11 5 4x10 = 21 6 1 p3 \ 4 6 9 114x6 = 22 10 4x5 - 23 9 5x1D M18SHS= 24 e 5xl4- 25 7 3x411 7-1-5 13-11-1 20-8-14 26-2-14 Plate Offsets (X,Y)-- 7-1-5 __- [1:0 3 1,Edge1, �4 0-3-O,Edge], [6:0-3-7,0-2-0], 6-9-13 [9:D-5-0,0-3-4]- _ 6-9-13 5-6-0 LOADING(psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.94 DEFL. Vert(LL) in -0.21 (loc) I/deft 9-10 >999 L/d 240 PLATES MT20 GRIP 220/19 TCDL 18.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.96 9-10 >324 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(CT) 0.19 7 n/a n/a BCOL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 128 lb FT=2C;; LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G `Except` W1: 2x6 OF No.2 G, W9: 2x4 DF No.2 G REACTIONS. (lb/size) 11=1598/0-5-8 (min. 0-1-13),7=1576104-0 (min.0-1-11) Max Horz11=137(LC 29) Max Uplifts 1=-126(LC 27), 7=-36(LC 30) Max Grav 11=1646(LC 34), 7=1576(LC 1) BRACING - TOP CHORD Sheathed or 1-9-13 oc purlins, except eye venccals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc vrauing. WEBS 1 Row at midpt 2-11, 4-8 - MITek recommends that Stabilizers and required cross hmrino be installed during truss erection, in aa:urdanoe with SL.biliz-,r Installation guide. FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-338156, 1-13=-678/635, 2-13=1302/1261, 2-14=-3917/0, 14-15=-3912/0, 3-15=3912/0, 3-16=-4842/0, 16-17=-4835/0, 17-18=-4835/0, 4-18=-4833/0, 4-19=-33831701, 19-20=-29331169, 5-20=-2933/103, 5-21=-2939/0, 6-21=-30421374, 6-7=-1521/223 BOT CHORD 11-22=-797/3709, 10-22=-76/3281, 10-23=0/4916, 9-23=0/4916, 9-24=0/4696, 8-24=0/4696, 8-25=-1132/1162, 7-25=-5301561 WEBS 2-11=-3967/602, 2-10=-230/1493, 3-10=-18761489,3-9=947/884, 4-9=-504/812, 4-8=-2549/460, 5-8=481/72, 6-8=421/3359 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a I O.O psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 11 and 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61. 62, 63, 64, 65, 66 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss %ROFEss/aA 10) This truss has been designed for a moving concentrated load of 250,0lb live located at all mid panels and at all panel points along th ��. d �\ Top Chord and Bottom Chord, nonconcurrent with any other live loads. Z 11)This truss has been designed for a total drag load of 55001b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist d loads along bottom chord from 0-0-0 to 26-2-14 for 209.6 plf. I 42� In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). o tinued on page 2 lob (Truss ITruss Type 3MG3 IBB19D IMonopilch LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-14=-76, 14-20=-136(F=-60), 6-20=-76, 7-11 =-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-14=-66, 14-20=-126(F=60), 6-20=-66, 7-11=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1..25 Uniform Loads (plf) Vert: 1-1 4=-36,14-20=-96(F=-60), 6-20=-36, 7-11 =-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=18, 14-20=-42(F=-60), 6-20=18,7-11=-12 Harz: 1-11=9, 1-12=41, 1-6=-30, 6-7=16 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=18,14-20=-42(F=-60), 6-20=1 8, 7-1 1=-12 Horz: 1-11=-16, 1-12=-26, 1-6=-30, 6-7=-9 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=42, 14-20=-102(F=60), 6-20=42, 7-11=-20 Horz: 1-11=-11, 1-12=17, 1-6=6,6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-42,14-20=-102(F=-60),6-20=-42,7-11=-20 Horz: 1-11=15, 1-12=-26, 1-6=6, 6-7=11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=8, 14-16=-52(F=-60), 16-20=-60(F=-60),6-20=0,7-11=-12 Horz: 1-11=8. 1-12=24, 1-16=-20, 6-16=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind ("os. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vs-t: 1-14=9, 14-13=-60(F=-60), t8-20=-52(F=-60), 6-20=8,7-11=-12 Ho¢: 1-11=9, 1-12=-24, 1-18=12, 6-18=-20, 6-7=8 10) Dend+9.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Unifurm Loads (plf) Vert: 1-14= 36, 11 20=-96(F=-60), 6-20=-36, 7-11=-20 ,iorz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Dead 9.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vrrt: 1-14=-3C, 14 20=96(1`=-60), 6-20=-36, 7-11=-20 ,iorz: 1-11=-4 1-12=-24, 1-6=0, 6-7=-13 12) P:rd n.5 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plfl' - Vert: 1-14=3,:4-2C=-57(F=-60), 6-20=3, 7-11 =-1 2 Harz: 1-11=-12, 1-12=-16,1-6=-15, 6-7=12 13) Dare I C.6 MWFRS Wi.id ;Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-2, 14-20=-62(F=-60), 6-20=-2, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 17) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66, 14-20=-126(F=-60), 6-20=-66, 7-11 =-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-66, 14-20=-126(F=-60), 6-20=-66, 7-11 =-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead + 0.75 Roof Live (bat.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-66, 14-20=- 1 26(F=-60), 6-20=-66, 7-11 =-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-66, 14-20=-126(F=-60), 6-20=66, 7-11=-20 Harz: 1-1 1=-5,1-12=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 continued on page 3 /�RpFESS/�v\ rn � Exp. 6/30/23 No, C5.3821 s� Job (Truss ITruss Type Dty Ply 3LDG3 13619D iMonnnitrh 1 LOAD CASE(S) Standard Uniform Loads (plf) Vert, 1-14=-28,14-20=-88(F=-60), 6-20=-28,7-11=12 Harz: 1-11=-16, 1-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=4, 14-20=-56(1`= 60), 5-20=4, 7-11=12 Horz: 1-11=16, 1-12=33, 1-6=16, 6-7=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=23,14-20=-37(1`=-60), 6-20=23,7-11=-12 Horz: 1-11=-16, 1-12=-26, 1-13=10030, 13-14=10030, 14-15=10030, 3-15=10030, 3-17=10030, 17-18=10030, 4-18=10030. 4-20=10030, 5-20=10030, 5-21=10030, 6-21=10030, 6-7=-9 Drag: 7-11=-210 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=14, 14-20=46(F=-60), 6-20=14, 7-11=-12 Horz:1-11=-16,1-12=-26,1-13=-10091,13-14=-10091,14-15=-10091,3-15=-10091,3-17=-10091,17-18=-10091,4-18=-10091,4-20=-10091,5-20=-10091, 5-21=-10091, 6-21=-10091, 6-7=-9 Drag: 7-11=210 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-38,14-20=-98(F=-60),6-20=-38,7-11=-20 Horz: 1-11=15, 1-12=-26, 1-13=10066, 13-14=10066, 14-15=10066, 3-15=10066, 3-17=10066, 17-18=10066, 4-18=10066, 4-20=10066, 5-20=10066, 5-21=10066, 6-21=10066, 6-7=11 Drag: 7-11=-210 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert:1-14=-46,14-20=-106(F=-60), 6-20=-46, 7-11=-20 Horz:1-11=15,1-12=-26,1-13=-10054,13-14=-10054,14-15=-10054,3-15=-10054,3-17=-10054,17-18=-10054,4-18=-10054, 4-20=-10054,5-20=-10054, 5-21=-10054, 6-21=10054, 6-7=11 Drag: 7-11=210 27) Dead + 0.6 MWFRS Wind (Pos. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=13, 14-16=-47(F=-60),16-20=-55(F=-60), 6-20=5,7-11=-12 Horz 1-11=8, 1-12=24, 1-13=10040, 13-14-10040, 14-15=10040, 3-15=10040, 3-16=10040, 16-17=10048, 17-18=10048, 4-18=10048, 4-20=10048, 5-20=10048, 5-21=10048, 6-21=10048, 6-7=9 Drag: 7-11=-210 28) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=4, 14-16=-56(F=-60),16-20=-64(F=-60),6-20=-4, 7-11=-12 . Harz:1-11=8,1-12=24,1-13=-10080,13-14=-10081,14-15=-10080,3-15=-10081,3-16=-10081,16-17=-10073,17-18=-10073,4-18=-10073,.4-20=-1007-3. 5-20=-10073, 5-21=-10073, 6-21=-10072, 6-7=9 Drag: 7-11=210 29) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=5, 14-18=-55(F=-60),18-20=-47(F=-60), 6-20=13, 7-1 1=-1 2 - Horz: 1-1 1=-9,1-12=-24, 1-13=10048, 13-14=10048, 14-15=10048, 3-15=10048, 3-17=10048, 17-18=10048, 4-18=10040, 4-20=10040. 5-20=10040, 5-21-10 YO, 6-21=10040, 6-7=-8 Drag: 7-11=-210 30) Dead +0.6 MWFRS Wind (Pas. Internal) Right+ Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 - Uniform Loads (plf) Vert: 1-14=-4, 14-18=-64(F=-60),18-20=-56(F=-60), 6-20=4, 7-11=-12 - Horz: 1-11=-9, 1-12=-24, 1-13=-10073, 13-14=-10073, 14-15=-10072, 3-15=-10073, 3-17=-10073, 17-18=-10073, 4-18=-10080, 4-20=-10081,5-20=-10081,5-21=-10081, 6-21=-10080, 6-7=-8 Drag: 7-11=210 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Leads (plf) Vert :1-14=-32,14-20=-92(F=-60), 6-20=-32, 7-11 =-20 Horz: 1-11=13, 1-12=24, 1-13=10061, 13-14=10061, 14-15=10061, 3-15=10061, 3-17=10061, 17-18=10061, 4-18=10061, 4-20=10061, 5-20=10061, 5-21=10061, 6-21=10061, 6-7=4 Drag: 7-11=-210 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-14=-41, 14-20=-101(1`=60),6-20=41, 7-11=-20 Horz: 1-11=13, 1-12=24, 1-13=-10060, 13-14=10060, 14-15=-10060, 3-15=-10060, 3-17=-10060, 17-18=-10060, 4-18=-10060, 4-20=-10060, 5-20=-10060, 5-21=-10060, 6-21=-10060, 6-7=4 Drag: 7-11=210 33) Dead +0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-32, 14-20=-92(F=-60), 6-20=-32, 7-11 =-20 Horz: 1-11=4. 1-12=-24, 1-13=10061, 13-14=10061, 14-15=10061, 3-15=10061, 3-17=10061. 17-18=10061, 4-18-10061, 4-20=10061, 5-20-10061, 5-21=10061, 6-21=10061, 6-7=-13 Drag: 7-11=-210 ` OF�E S S 34) Dead + 0.6 MWFRS Wind (Neg. Internal) Right + Drag LC#1 Right Lumber Increase=1.33, Plate Increase=1.33 0 -ontlnued on page 4 li LE.p. F,_j0!2J 1 p lob - [Truss ITruss Type �Qty I Ply ILDG 3 16a19D LOAD CASE(S) Standard - Uniform Loads (pit) Vert:1-14=-41, 14-20=-101(F=-60), 6-20=-41, 7-11=-20 Harz: 1-11=-4,1-12=-24,1-13=-10060,13-14=-10060,14-15=-10060,.3-15=-10060,3-17=-10060,17-18=10060,4-18=-10060, 4-20=-10060, 5-20=-10060, 5-21=-10060, 6-21=-10060, 6-7=-13 Drag: 7-11=210 35) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-14=8, 14-20=-52(F=-60), 6-20=8, 7-1 1=-12 Horz: 1-11=-12, 1-12=-16. 1-13=10045, 13-14=10045, 14-15=10045, 3-15=10045, 3-17=10045, 17-18=10045, 4-18=10045, 4-20=10045, 5-20=10045, 5-21=10045, 6-21=10045, 6-7=12 Drag: 7-11=-210 36) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-1, 14-20=61(1`=-60), 6-20=-1, 7-11=-12 Horz: 1-11=-12, 1-12=-16,1-13=-10076, 13-14=-10076, 14-15=-10076, 3-15=-10076,3-17=-10076,17-18=-10076, 4-18=-10076, 4-20=-10076, 5-20=-10076, 5-21=10076, 6-21=10076, 6-7=12 Drag: 7-11=210 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=2, 14-20=58(F=-60), 6-20=2, 7-11=-12 Horz: 1-11=-12, 1-12=16, 1-13=10051, 13-14=10051, 14-15=10051, 3-15=10051, 3-17=10051, 17-18=10051, 4-18=10051, 4-20=10051, 5-20=10051, 5-21=10051, 6-21=10051, 6-7=12 Drag: 7-11=-210 38) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC41 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-7, 14-20=67(F=-60),. 6-20=-7, 7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-13=-10070,13-14=-10070, 14-15=-10070,3-15=-10070,3-17=10070,17-18=-10070, 4-18=-10070, 4-20=10070, 5-20=-10070, 5-21=-10070, 6-21=-10070,6-7=12 Drag: 7-11=210 39) Dead + 0.6 MWFRS Wind (Neg. Internal)1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-14=-32, 14-20=-92(F=-60), 6-20=-32, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-13=10061, 13-14=10061, 14-15=10061, 3-15=10061, 3-17=10061, 17-18=10061, 4-18=10061, 4-20=10061, 5-20=10061, 5-21=10061, 6-21=10061, 6-7=7 Drag: 7-11=-210 40) Dead + 0.6 MWFRS A,nd (Neg. Internal) 1st Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-41, 14-20=-101(1`=-60), 6-20=-41, 7-11=-20 Horz: 1-1'=', 1-12=-16, 1-13=-10060, 13-14=-10060, 14-15=-10060, 3-15=-10060, 3-17=10060, 17-18=-10060, 4-18=-10060, 4-20=-10060, 5-20=-10060, 5-21=-1066J, 6-'n1=-10060, 6-7=7 0-ag: 7-11=210 41) Dead • J.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plj Vert: 1-14=-32,14-20=-92(F=-60), 6-20=-32,7-11=-20 Horz: 1-11= 7, 1 19=-16, 1-13=10061, 13-14=10061, 14-15=10061, 3-15=10061, 3-17=10061, 17-18=10061, 4-18=10061, 4-20=10061, 5-20=10061, 5-21=10061, 3-21=100o1. 6-7=7 - Drag:7-11=-210 42) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 L'gifcrn Loads (plf) Vert: 1-14=41, 14-20=-101(F=-60),6-20=-41, 7-11=-20 'iirz: 1-11=7,1-12=16,1-13=-10060,13-14=-10060,14-15=-10060,3-15=-10060,3-17=-10060, 17-18=-10060,4-18=-10060, 4-20=-1006o, 5-20=-10060,5-21=-10060, 6-21=-10060, 6-7=7 Drag: 7-11=Y0 43) Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-32, 14-20=-92(F=-60), 6-20=32, 7-11=-20 Horz: 1-13=10060, 13-14=10060, 14-15=10060, 3-15=10060, 3-17=10060, 17-18=10060, 4-18=10060, 4-20=10060, 5-20=10060,5-21=10060, 6-21=10060 Drag: 7-11=-210 44) Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-14=40, 14-20=-100(F=-60),6-20=-40, 7-11=-20 Horz: 1-13=-10060,13-14=-10060,14-15=-10060,3-15=-10060,3-17=-10060,17-18=-10060, 4-18=-10060, 4-20=-10060, 5-20=-10060,5-21=-10060,6-21=-10060 Drag: 7-11=210 45) 0.6 Dead -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-14=-17, 14-20=-53(F=-36), 6-20=-17,7-11=-12 Horz: 1-13=10060,13-14=10060,14-15=10060,3-15=10060,3-17=10060,17-18=10060, 4-18=10060, 4-20=10060, 5-20=10060, 5-21=10060, 6-21=10060 Drag: 7-11=-210 46) 0.6 Dead -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Jontinued on page 5 �ROFESSI0� E+p. 6/30/123 * No. C53S21 NF CALF J� Job Truss Truss Type - OTy PIY 3LOG 3 BB19D Monopilcll 1 1 JbRf 21(PL I) Run. H 420 s Apr 16 2021 Pnnt. B 420 s Apr 16 2t121 MiTek Industnes,. Inc. Fri Nov 19 15'07 18 2021 I D:NChjgWffidcAZC2515cg9D3yWT6h-eWTmY1 GtR.M6q?m9CMgsjgCgat8g20gYoHdFSlpyI LOAD CASE(S) Standard Uniform Loads (pig Vert: 1-14=-26, 14-20=-62(F=-36), 6-20=-26, 7-11=-12 Horz: 1-13=-10060, 13-14=-10060, 14-15=-10060, 3-15=-10060, 3-17=-10060, Drag: 7-11=210 17-18=-10060, 4-18=-10060, 4-20=-10060, 5-20=-10060, 5-21=-10060, 6-21=-10060 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (Ib) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (Ib) Vert: 13=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 15=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 17=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-14=-36, 14-20=-96(F=-60), 6-2u=-36,7-11=-20 Concentrated Loads (Ib) Vert: 19=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 21=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 6=-250 54) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (to) Vert: 2=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (of) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 3=250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads IN) Vert: 4=-250 57) 11 th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 5=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (Ib) Vert: 22=-250 59) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 23=-250 60) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=20 Concentrated Loads (lb) Vert:24=-250 61) 15th Moving Load: Lumber DF E�S� Increase=1.60, Plate Increase=1.60 tit Uniform Loads (plf) _ - Vert:1-14=-36, 14-20=-96(F=-60), 6-20=-36,7-11=-20 continued on page 6 lob - Truss - Truss Type 3LDG 3 B81 OD Monopitch LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 25=-250 62) 16th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 11=-250 63) 17th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36, 14-20=96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 10=-250 64) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 9=-250 65) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-14=-36, 14-20=-96(F=-60),6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 8=-250 66) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=-36,14-20=-96(F=-60), 6-20=-36, 7-1 1=-20 Concentrated Loads (Ib) Vert: 7=250 ESSIp\ � m Exp. 6/30/23 A 4E No. l53821 I V OF CA Job Trust 3LDG 3 18820. Type Itch Shoe, 2 6.8 = 13 Plate Offsets (1 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 [4:0-3-0,0-4-8], 26-2-14 -- 5-6-0 Scale = 1:42 tbx4 II 4x4 = SPACING. 2-0-0 CSI. Plate Grip DOL 1.25 Lumber TC 0.40 DEFL. Vert(LL) in floc) I/defl Ltd PLATES GRIP DOL 1.25 Rep Stress Incr BC 0.94 Vert(CT) -0.21 -0.62 9-10 9-10 >999 >4g7 240 MT20 2201195 NO Code IBC2018?P12014 WB 0.69 Horz(CT) 0.16 7 We 1B0 Matrix-S n/a LUMBER - TOP CHORD 2x6 DF N1.2 G BRACING- BOT CHORD 2x4 DF N1.2 G TOP CHORD WEBS 2x4 DF Stud/Std G'Except* GOT CHORD W1,W3: 2x6 DF 141.2 G, W2: 2x4 OF Nc.2 G REACTIONS. (lb/size) 12=1611/0-5-8 (min. 0-2-2), 7=1580/0-4-0 (min. 0-1-8) Max Horz 12--2500(LC 23) Max UPIifl12--787(LC 23) Max Grav 12=4008(LC 25), 7=2077(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-3928/791, 1-14--5719/1289, 2-14=-5714/1294, 2-15- 760013174. 3-15--7597/3179, 3-16=-8540/0, 16-17=-8533/0,4-17=8524/0,4-18=-5984/0, 18-19=5983/0, 19-20=-5974/0, 5-20=-5969/0, 6-7=-316/53 BOT CHORD 12-22=-2497/2645, 11-22=-2497/2645, 11-23=-463/8570, 10-23--463/8570, 10-24=0/8159, 9-24=018159, 9-25-0/4164, 8-25=0/4164, 8-26=014164, 7-26=0/4164 WEBS 3-11=-3200/0, 3-10--54/1572,4-10=-2059/421, 4-9--2470/0, 5-9=0/2227, 5-7=-4507/0, 5-8=-39/297, 2-11=-2519/2229, 1-11=-1450/6518 Weight: 2P9 Ih FT=20% Sheathed or 5-3-15 oc pudins, except enC verticals. Rigid ceiling directly applied or 6-0-0 oc branino NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (01131N2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 or. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 or. Webs connected as follows: 2x4 - 1 row at 0-9-0 or, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, (e) face in the LOAD CASE(S) section. Ply [o ply except if noted as front (F) or back connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vul[=95Mph (3-second gust) Vasd=75mph; TCDL-6.0psf; BCDL=6.Opsf; h=25ft; 8-45ft; L-24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 9R0F E $$/0 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12. This connection is for uplift onl py ��" and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 30ntinued on page 2 Epp_ 6,'30/73 Type lob 3LDG3 i8620 NOTIES-13)Loa 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29. 30, 31, 32, 33, 34, 35, 36. 37, 38, 39, 40, 41, 42, 43, 44, 45. 46 13) Load cases) 1, 2, 3, 4, 5, 6, 7, 47, 48 haslhave been modified. Building designer must review loads to verify that they are correct for the intended use oft l cuss. 14) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, and 2500 lb right a[ 3-4-0 on nonconcurrent with any other live loads. opposite sides of top plate to avand 2500 lb up and 2500 lb le 15) Double installations of RT7 require the two hurricane ties [o be installed on oppoid nail interference in single ply truss. 16) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2500 lb down left top chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-76, 3-20=-136(F=-60), 6-20=-76, 7-12=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-66,3-20=-126(F=-60), 6-20=-66,7-12=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(17 -60), 6-20=-36, 7-12=40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=18, 3-20-42(F=-60), 6-20-18, 7-12=-12 Harz: 1-12=9, 1-13=41, 1-6--30, 6-7-16 5) Dead . 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-3=18, 3-20=42(F=-60), 6-20-18. 7-12=-12 Harz: 1-12=-16, 1-13=26, 1-6=30, 6-7=9 6) Dead + 0,6 C-C Wind (Neg. Internal) Case. 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-42, 3-20=-102(F=-60), 6-20=-42, 7-12=-20 Harz: 1-12=-11, 1-13=17, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 6 20=42 7-12=-20 Vert: 1-3=-42, 3-20--102(F--60), Harz: 1-12=15, 1-13=-261 1-6-6. 6-7-11 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=8,' ;, -52(F=-fi0),17-20=-60(F=-60), 6-20=0,7-12=-12 Horz: 1-12:= . ' ^'-24, 1-17=20, 6-17=-12, 6-7=9 9) Dead + 0.6 MWFRS Wind.(Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=0, ;-1&= 60(F=fi0),98-20=-52(F=-60), 6-20=8, 7-12=-12 Harz: 1-12=-9, 1-13=-24, 1-18=-12, 6-18=-201 6-7=-8 10) Daad D.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-3=-3J, 3-25= 96(F=-60), 6-20=-36,7-12=-20 Harz: 1-12:-, , 1 13=24, 1-6=0, 6-7=4 11) De..d a6 MWFRS Wind ,Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Unirc,m'-oads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20--36,7-12=-20 Hrrz: i-12= 4, 1-1.^=-24, 1-6-0, 6-7=-13 12) Dead +0.o MWFRS Wi,id,Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uni'c•m ! ^ads (plf) 7_1P=_12 Vtrt: 1-3=3, 3-20=-57(F=-60), 6-20=3, Horz: 1-12=-14, 1 ' 3=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=l.6o, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-2, 3-20=-62(F=-60), 6-20=-2, 7-12=-12 Horz: 1-12=-12, 1-13=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (1311) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Harz: 1-12=-7,. 1-13=-16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-g6(F=-60), 6-20=36, 7-12=-20 Horz: 1-12=-7, 1-13=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads P10 Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-38, 7-12=20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-66, 3-20=-126(F=-fi0), 6-20=-66, 7-12=-20 Harz: 1-12=10, 1-13=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) 7 12=-20 Vert: 1-3=-66, 3-20=-126(F=-60), 6-20=-66, Harz: 1-12=-3, 1-13=-18, 1-6-0, 6-7=-10 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 at Parallel): Lumber Increase=1.60, Plate Increase=l.6 ]ontinued on page 3 /ROVEsS/0 Exp. 6/3023 No. C53821 �E OF CA0' Job Trus, ILGG 3 1as20 Truss Type Monppitch Girder N ..y„�„y.. AD CASE(S) Standard Except: ----- . Uniform Loads (plf) Vert: 1-3=-66, 3-20=-126(F=-60), 6-20=-66,7-12=-20 Horz: 1-12=-5, 1-13=-12, 1-6=0, 6-7=5 20) Dead +0.75 Roof Live (hal.) + 0.75(0.6 MWFRS Wind (Neg. Ing 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-66, 3-20=-126(F=-60), 6-20=-66, 7-12=-20 Horz: 1-12=-5, 1-13=-12, 1-6=0, 6-7=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-28, 3-20=-88(F=-60), 6-20=-28, 7-12=-12 Harz: 1-12=-16, 1-13=33, 1-6=16, 6-7--16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=4,3-20=-56(F=-60), 6-20-4,7-12=-12 Horz 1-12=16, 1-13-33, 1-6=-16,6-7=16 23) ESM UP/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-3=-76(F), 3-20=-136(F), 6-20=-76(F), 7-12=20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase-1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-3=-76(F), 3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Herz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-76(F), 3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) ESM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-76(F), 3-20=-136(F), 6-20=-76(F), 7-12=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Herz: 2=2500(F) 27) list Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads Ile) Vert: 1=-250 28) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 14=-250 29) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 15=-250 30) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 16=-250 31) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (Ib) Vert: 19=-250 32) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (to) Vert: 21=-250 33) 7th Moving Load: Lumber I111ease=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ih) Vert: 6=-250 34) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 7ontinued on page 4 Job Truss Truss Type 3LDG3 aB2e IMonoplmh Glider 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-250 35) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 3=-250 36) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) , Vert: 1-3=-363-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 4=-250 37) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36 , 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 5=-250 38) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 22=-250 39) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 23=-250 40) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads Jib) Vert: 24=-250 41) 15th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Load:. �1) Vert: 25=-250 42) 13th MDV,.ig Load: Lumber Increase=1.60, Plate Increase=1.60 Unform Loads (ph) Vert: 1-3= 33, 20=-96(1`=-60), 6-20=-36,7-12=-20 Conrenrated Loads mb) Vert: 26=-250 43) 17th Moving Lear!:. Lambe• Increase=1.60, Plate Increase=1.60 Uaifcnn Dads (pit) Vert: 1-3=-39, 3-" 0=-96(F=-60), 6-20=-36, 7-12=-20 Co,.Gaa;rated Loads (Ib) Vert: 12=-250 44) 18th Moving Load: Lumber Increase=1.60. Plate Increase=1.60 tlnifOrm Loads (plf) Vurt: 1-3=36, 5-2G= 96(F=-60), 6-20=-36, 7-12=-20 Co�renrzted Loads (lb) Vurt: 11=-250 45) 19th Moving Load:'.rmbe- Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 10=-250 46) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (Ib) Vert: 9=-250 47) 21st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Plf) Vert: 1-3=-36,3-20=-96(F=-60), 6-20=-36,7-12=-20 Concentrated Loads (lb) Vert: 8=-250 48) 22nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Plf) Vert: 1-3=-36, 3-20=-96(F=-60), 6-20=-36, 7-12=-20 Concentrated Loads (lb) Vert: 7=-250 y Exp, 6/3023 �c fJo. C53821 �F� Job Tress Truss Type 1LpG 3: BS21 Monopilch Ply 6-5-6 6-5-fi 4x6 - Plate Offsets (X,Y} [1:0-3-1,Edge], [4 0 1 8 0-1-8j, LOADING(psf) SPACING. 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2018/TP12014 LUMBER. TOP CHORD 2x4 DF NoA &Btr G SOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/St l G'Except' W7: 2x6 DF No.2 G 5x9 = e 3x8 = CSI. DEFL. in (loc) TC 0.86 Vert(LL) -0.45 5-6 BC 0.97 Ved(CT) -0.88 5-6 WB 0.73 Horz(CT) 0.10 5 Matrix-S REACTIONS. (lb/size) 7=114410-5-8 (min. D-1-8)15=1342/Mechanical Max Horz7=134(LC 29) Max Uplift7=-50(LC 27) Style = 1:33 /deft L/d PLATES GRIP >503 240 MT20 220/195 >254 180 We n/a Weight:93 lb, FT=20% BRACING - TOP CHORD Sheathed or 3-0-14 oc purlins, except ent verticals. BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracinc. WEBS 1 Row at midpt 2-7, 3-5 - - MiTek recommendsthat Stabilizers and required cross timr-in g be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-344/87, 1-9=-576/608,2-9=-1047/961,2-10=-2701/0, 3-10=-2692/0, 3-11=-926/788, 11-12=-457/337, 4-5=-464/0 BOT CHORD 7-13=-574/2775, 6-13=0/2497, 6-14=0/2615, 5-14=-119/2699 WEBS 2-7=2894/340, 2-6=-354/815, 3-6=-559/613, 3-5=-2772/143 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 9) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21. 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33. 34, 35, 36 , 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 1 O) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-9 for 131.3 plf 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard -ontinued on page 2 H� lob Truss Tmss Type 3LDG 3 IBB21 Monopimh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-76, 2-12=-136(F=-60), 4-12=-76, 5-7=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-66, 2-12=-126(F=-60), 4-12=-66, 5-7=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Leads(plf) Vert: 1-2=-36, 2-12=96(1==-60), 4-12=-36, 5-7=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=23, 2-12=-37(F=-60), 4-12=23, 5-7=12 Herz: 1-7=10, 1-8=46, 1-4=-35, 4-5=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=23, 2-12=-37(F=-60), 4-12=23,5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-4=-35, 4-5=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-42, 2-12=-1 02(F=-60), 4-12=42, 5-7=-20 Hoe 1-7=-11, 1-8=18, 1-4=6, 4-5=-15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads Of) Vert: 1-2=-42, 2-12=-102(F=60), 4-12=-42, 5-7=-20 Horz: 1-7=15, 1-8=-28, 1-4=6, 4-5=11 8) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=8, 2-3=-52(F=-60), 3-12=-60(F=-60), 4-12=0, 5-7=-12 Horz: 1-7=8, 1-8=24, 1-3=-20, 34=12, 4-5=9 9) Dead + 0.6 MWFRS Wind (Pos. internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=0, 2-12=-52(F=-60), 4-12=8, 5-7=-12 Horz: 1-7=-9, 1-8=-2411-2=-12, 2-4--20, 4-5 -8 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-33, 2-`.2=-96(F=-60), 4-12=-36,5-7=-20 Horz: 1-7=19, i-P=24, 1-4-0, 4-5=4 11) Died + 0.3 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lnads (plf, Vert: 1-2=-33, 2! 2=-96(F=-60), 4-12=-36, 5-7=-20 Horz: 1-7=-4, 1-8=-24, 14-0, 4-5=-13 12) D-,ad , C.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (plfl VGrt: 1-2=3, 2 12=-57(F=-60), 4-12=3, 5-7=-12 Horz: 1-7=-12, 1-9=-16, 14=-15, 4-5=12 13) DJL. < C.6 MWFRS Wind ,Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (plf) Vert: 1-2=-2, 12=-62(F=-60),4-12=-2,5-7=-12 Horz: 1-7=-12, 1-9--16, 1-4=-10, 4-5=12 14) D.ad +0.G MWFRS Wind .Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Inads (plf) Vc,rt: 1-2=-36, 2--12= 96(F=-60), 4-12=-36, 5-7=-20 Horz: 1-7=-7 1-8=-16. 1-4=0, 4-5=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36,2-12=-96(F=-60), 4-12=-36,5-7=-20 Horz: 1-7=-7, 1-8=-16, 14=0, 4-5=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=36, 2-12=-96(F=-60), 4-12=-3615-7=-20 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.80, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-66, 2-12=-126(F=-60), 4-12=-66, 5-7=-20 Horz: 1-7-10, 1-8-18, 1-4=0, 4-5=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66, 2-12=-126(F=-60), 4-12=-66, 5-7=-20 Horz: 1-7=-3, 1-8=-18, 1-4=0, 4-5=-10 19) Dead+ 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66, 2-12=-126(F=-60), 4-12=-66, 5-7=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=66, 2-12=-126(F=-60), 4-12=-66, 5-7=-20 Horz: 1-7=-5, 1-8=-12, 14=0, 4-5=5 21) Dead + 0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.6D ;ontinued on page 3 Q(LOFESSIo� 11 \<\ Exp. 6/30/Z3 �v ,4c\\ No. C93821 j �F C� OF AL�� Job (Truss (Truss Type 3LDG 3 BB21 MDnopitch LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-28, 2-12=-88(F=-60), 4-12=-28,5-7=-12 Harz: 1-7=-16, 1-8=33, 1-4=16, 4-5=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-12=-56(F=-60), 4-12=4, 5-7=-12 HDrz: 1-7=16, 1-8=33, 1-4=-16, 4-5=16 23) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=26, 2-12=-34(F=-60), 4A 2=26,5-7=-12 Horz:1-7=-17,1-8=-28,1-9=6264,9-11=6264, 4-11=6264, 4-5=-10 Drag: 5-7=-131 24) Dead + 0.6 C-C Wind (Pos. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert 1-2=20,2-12=-40(F=-60), 4-12=20,5-7=-12 Horz: 1-7=-17,1-8=-28, 1-9=-6334,9-11=-6334, 4-11=-6334, 4-5=-10 Drag: 5-7=131 25) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-39, 2-12=-99(F=-60), 4-12=-39,5-7=-20 Horz:1-7=15,1-8=-28,1-9=6305, 9-11=6305, 4-11=6305, 4-5=11 Drag: 5-7=-131 26) Dead + 0.6 C-C Wind (Neg. Internal) Case 2 + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33. Uniform Loads (plf) Vert: 1-2=-45, 2-12=-105(17=60), 4-12=-45, 5-7=-20 Horz: 1-7=15, 1-8=-28, 1-9=-6293, 9-1 1=-6293, 4-11=-6293, 4-5=11 Drag: 5-7=131 27) Dead + 0.6 MWFRS Wind. (Pos. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert:1-2=11,2-3=-49(F=-60),3-12=-57(F=-60),4-12=3,5-7=-12 Horz: 1-7=8, 1-8=24, 1-9=6279, 3-9=6279, 3-11=6287, 4-11=6287, 4-5=9 Drag: 5-7=-131 28) Dead + 0.6 MWFRS Wind (Pos. Internal) Left + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=5, 2-3=-55(F=-60), 3-12=-63(F=-60), 4-12=-3, 5-7=-12 Horz:1-7=8, 1-8=24,1-9=-6319,3-9=-6319,3-11=-6311,4-11=-6311,4-5=9 Drag: 5-7=131 29) Dead + 0.6 MWFRS Wind (Pos. Internal) Right + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=3, 2-12=-49(F=-60), 4-12=1 1, 5-7=-1 2 Herz: 1-7=-9, 1-8=-24, 1-9=6287, 2-9=6287, 2-11=6279, 4-11=6279, 4-5=-8 Drag: 5-7=-131 30) Dead + 0.6 MWFRS Wind (Pos. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-2=-3, 2-12=-55(F=60), 4-12=5, 5-7=-12 Horz: 1-7=-9,1-8=-24, 1-9=-6311,2-9=-6311,2-11=-6319, 4-11=-6319, 4-5=-8 Drag: 5-7=131 31) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-34, 2-12=-94(F=-60), 4-12=34,5-7=-20 Horz: 1-7=13. 1-8=24, 1-9=6300, 9-11=6300, 4-11=6300, 4-5=4 Drag: 5-7=131 32) Dead + 0.6 MWFRS Wind (Neg. Internal) Left+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-39, 2-12=-99(F=-60), 4-12=-39, 5-7=-20 Horz: 1-7=1 3,1-8=24, 1-9=-6299, 9-11=6299, 4-11=-6299, 4-5=4 Drag: 5-7=131 33) Dead + 0.6 MWFRS Wind (Neg. Internal) Right +Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-2=34, 2-12=-94(F=-60), 4-12--34, 5-7=-20 Herz: 1-7=-4, 1-8=-24, 1-9=6300, 9-11=6300, 4-11-6300, 4-5=-13 Drag: 5-7=-131 34) Dead +0.6 MWFRS Wind (Neg. Internal) Right+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert :1-2=-39,2-12=-99(F=-60), 4-12=-39,5-7=-20 Horz: 1-7=-4,1-8=-24, 1-9=-6299,9-11=-6299, 4-11=-6299, 4-5=-13 Drag: 5-7=131 35) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase-1.33 Uniform Loads (pit) Vert: 1-2=6, 2-12=-54(F=-60), 4-12-6, 5-7=-12 Horz: 1-7=-12, 1-8=-16,1-9=6284, 9-11-6284, 4-11=6284, 4-5=12 Drag: 5-7=131 36) Dead + 0.6 MWFRS Wind (Pos. Internal) tat Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 continued on page 4 lob [Truss ITruss Type 3LGG 3 1B821 IMonopnc LOAD CASE(S) Standard Uniform Loads (pig Vert: 1-2=1, 2-12=-59(F=-60), 4-12=1, 5-7=-12 Harz: 1-7=-12, 1-8=-16, 1-9=-6315, 9-11=-6315, 4-11=-6315, 4-5=12 Drag: 5-7=131 37) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pin Vert: 1-2=1, 2-12=-59(F=-60), 4-12=1, 5-7=-12 Horz: 1-7=-121 1-8=-16, 1-9=6290, 9-11=6290, 4-11=6290, 4-5=12 Drag: 5-7=-131 38) Dead + 0.6 MWFRS Wind (Pas. Internal) 2nd Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-5,2-12=-65(F=-60), 4-12=-5,5-7=-12 Horz: 1-7=-12, 1-8=-16,1-9=-6309, 9-11=-6309, 4-11=-6309, 4-5=12 Drag: 5-7=131 39) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel + Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-34, 2-12=-94(F=-60), 4-12=34, 5-7=-20 Harz: 1-7=-7,1-8=-16,1-9=6300, 9-11=6300, 4-11=6300, 4-5=7 Drag: 5-7=-131 40) Dead +0.6 MWFRS Wind (Neg. Internal) fat Parallel + Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-39, 2-12=-99(F=-60), 4-12=39, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-9=-6299, 9-11=-6299, 4-11=-6299, 4-5=7 Drag: 5-7=131 41) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel+ Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-34, 2-12=94(1`=-60), 4-12=34, 5-7=-20 Horz: 1-7=-7,1-8=-16,1-9=6300, 9-11=6300, 4-11=6300, 4-5=7 Drag: 5-7=-131 42) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel+ Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-39, 2-12=-99(F=-60), 4-12=-39, 5-7=-20 Horz: 1-7=7, 1-8=-16, 1-9=-6299, 9-11=-6299, 4-11=-6299, 4-5=7 Drag: 5-7=131 43) Dead -Dreg LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig Vert: 1-2=-39 2-12=-93(F=-60), 4-12=33, 5-7=-20 H„rz: 1-9=6299, 9-11=6299, 4-11=6299 Drag: 5-7=-131 44) Dead -Drag LC#1 fright. Lumber Increase=1.33, Plate Increase=1.33 Uniorm Loads (pig Vert: 1-2=-39, 2-12=-99(F=-60), 4-12=39, 5-7=-20 Horz: 1-9=-6290, 9-11=-6299, 4-11=-6299 Diag: 5-7=13. 45) 0.6 Deaa-Drag LC#1 LeftI umber Increase=1.33, Plate Increase=1.33 U.ii"ur.1 _oads (plfr Wert: 1-2=-19, 2-12=-55(F=-36), 4-12=-19, 5-7=-12 Horz: 1-9=6299, 9-11=6299, 4-11=6299 Urag: 5-7=-131 46) 0.3 Dead -Drag LC::1 Right. Lumber Increase=1.33, Plate Increase=1.33 Uniform bads (pig Vert: 1-2=-2., 2-1r2=-60(F=-36), 4-12=-24, 5-7=-12 Horz: 1-9=-69n9, 9 ll=-6299, 4-11=-6299 Drag: 5-7=131 47) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=96(1`=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 1=-250 48) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-36, 2-12=-96(1`=60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 9=-250 49) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 10=-250 50) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=20 Concentrated Loads lb) Vert: 11=-250 51) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Pig Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=20 continued on page 5 /�kOFESS/0 j ~ / G rn Exp. 61/30/23 � Vo. ��3891 lob Truss (Truss Type Oty IPIy 3LDG 3 B821 Mononiich 1 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-250 52) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=-36,2-12=-96(F=-60), 4-12=-36,5-7=-20 Concentrated Loads (Ib) Vert: 2=-250 53) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36,2-12=-96(F=-60), 4-12=-36,5-7=-20 Concentrated Loads (to) Vert: 3=-250 54) 8ih Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=20 Concentrated Loads (Ib) Vert: 13=-250 55) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 14=-250 56) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-2=-36,2-12=-96(F=-60), 4-12=-36,5-7=-20 Concentrated Loads (Ih) Vert: 7=-250 57) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 6=-250 58) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 5=-250 /�RJFC cd\C1\ w) Er^. F13Q��j w) Er^. F13Q��j lob ILDG 3 Type 4x6 — Plate Offsets (X,Y)--- (1:0-3-1,Edge], [4:0-1-8,0-1-8], [6:0-4-8,0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 18.0 Lumber DOL 1.25 BC 0.97 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 BCDL 10.0 Code IBC2018ITP12014 Matrix-S LUMBER- TOP^,!{O.^,O 2x4 OF No.1&3trG BOT CHORD 2x4 OF No.1&BV G WEBS 2x4 OF Stud/Std G *Except* W 1: 2x6 Or No.2 G REAGT]OIib. (lb/size) 7=1144/0-5-8 (min. 0-1-8), 5=1342/Mechanical Max Hcrz7= 13C(LC 9) Scale = 1:33 DEFL. in floc) Hall L/d PLATES GRIP Vertft-Q -0.45 5-6 >503 240 MT20 220/195 Vert(CT) -0.88 5-6 >254 180 Hou(CT) 0.10 5 n/a n/a Weight: 93 lb FT = 20% BRACING - TOP CHORD Sheathed or 3-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Cor.ip./Max. Ten. - All forces 250 (lb) or less except when shown. TOP chuHU 1-7=-344/82. 1-9=-309/209, 2-9=-308/210, 2-10=-2701/0, 3-10=-2692/0, 4-5=-464/0 BOT CHORD 7-13=O/24E7, C-13=012497, 6-14=0/2615, 5-14=0/2615 WEBS 2-7=-253J/0, 2-6=0/460, 3-6=-64/303, 3-5=-2677/0 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s)for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load easels) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-76, 2-12=-136(F=-60), 4-12=-76, 5-7=-20 2) Dead +0.75 Roof Live Lumber Increase=1.25, Plate Increase=1.25 ON (balanced): pR Uniform Loads (plf) Vert: 1-2=-66, 2-12=-1 26(F=-60), 4-12=-66,5-7=-20 �H��<\ Q- P F F 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 ]ontlnued on page 2 Exp. 6/30/23 �4 No. C53821 , V`�y �CIVA OF Job (Truss (Truss Type 3LDG 3 BB22 M-rillh LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-36, 2-12=96(1`=-50), 4-12=-36, 5-7=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=23, 2-12=-37(F=-60), 4-12=23, 5-7=-1 2 Horz: 1-7=10, 1-8=46, 1-4=-35, 4-5=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (fill) Vert: 1-2=23, 2-12=-37(F=-60), 4-12=23,5-7=-12 Horz: 1-7=-17, 1-8=-28, 1-4=-35, 4-5=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-42, 2-12=-102(F=-60), 4-12=-42,5-7=-20 Harz: 1-7=-11, 1-8=18, 1-4=6, 4-5=15 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-42, 2-12=-102(F=-60), 4-12=-42, 5-7=-20 Horz: 1-7=15, 1-8=-28, 1-4=6, 4-5=11 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=8, 2-3=-52(F=-60), 3-12=-60(F=-60), 4-12=0, 5-7=12 Horz 1-7=8, 1-8=24, 1-3=-20, 3-4=-12, 4-5=9 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=0, 2-12=-52(F=-60), 4-12=8, 5-7=-12 Horz: 1-7=-9, 1-8=-24, 1-2=-12, 2-4=-20, 4-5=-8 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Horz: 1-7=13, 1-8=24, 1-4=0, 4-5=4 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(1`=-60), 4-12=-36, 5-7=-20 Horz: 1-7=-4, 1-8=-24, 1-4=0, 4-5=-13 12) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3,2-12=-57(F=-60), 4-12=3, 5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-4=-15, 4-5=12 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-2, 2-12=-62(F=-60), 4-12=-2, 5-7=-12 Horz: 1-7=-12, 1-8=-16, 1-4=-10, 4-5=12 14) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Horz: 1-7=-7, 1-8=-16, 1-4=0, 4-5=7 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-36,2-12=96(F=-60), 4-12=-36,5-7=-20 Horz: 1-7=-7, 1-B=-16, 1-4=0, 4-5=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 17) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66, 2-12=-1 26(F=-60), 4-12=-66,5-7=-20 Horz: 1-7=10, 1-8=18, 1-4=0, 4-5=3 18) Dead + 0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66,2-12=-126(F=-50), 4-12=-66,5-7=-20 Horz: 1-7=-3, 1-8=-18, 1-4=0, 4-5=-10 19) Dead + 0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) 1at Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=-66,2-12=-126(F=-60), 4-12=-66, 5-7=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ind) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=-66, 2-12=-1 26(F=-60), 4-12=-66,5-7=-20 Horz: 1-7=-5, 1-8=-12, 1-4=0, 4-5=5 21) Dead + 0.6 C-C Wind Min, Down: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (pit) Vert: 1-2=-28, 2-12=-88(F=-60), 4-12=-28,5-7=-12 Horz: 1-7=-16, 1-8=33, 1-4=16, 4-5=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-2=4,2-12=-56(F=-60), 4-12=4, 5-7=-12 Harz: 1-7=16, 1-8=33, 1-4=-16, 4-5=16 continued on page 3 lob Truss Truss Type OtY 3LGG 3 8922 Mmnmpitch 5 LOAD CASE(S) Standard 23) 1st Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 1=-250 24) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 9=-250 25) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36,5-7=-20 Concentrated Loads (lb) Vert: 10=-250 26) 4th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (11b) Vert: 11=-250 27) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36,5-7=-20 Concentrated Loads (lb) Vert: 4=-250 28) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 2=-250 29) 7th Moving Load: Ldmuer Increase=1.60, Plate Increase=1.60 dnifvrm I-oads (plf) '/art: 1-2=-35, 2-,2=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) '.'art: 3=-256 30) 8th Moving Load: '-umhe- Increase=1.60, Plate Increase=1.60 Uaifon,i Loads (plf) Vert: 1-2=36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb, \'art: 13=-^5) 31) JLr Moving Load: Lumber Increase=1.60, Plate Increase=1.60 I inifoo, Loads (plf) Vert: 1-2=-J6, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loafs (Ib) Bert: 14=-250 32)'IPth Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12 36,5-7=-20 Concentrated Loads (lb) Vert: 7=-250 33) 1 ith Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=36, 2-12=-96(17=60), 4-12=-36, 5-7=-20 Concentrated Loads (Ib) Vert: 6=-250 34) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36, 2-12=-96(F=-60), 4-12=-36, 5-7=-20 Concentrated Loads (lb) Vert: 5=-250 �)ROf E SS/0, a Eq. 6/30/123 �4t No. C53821 lv�\- 0 \F OF CPL�F_ lob Truss Truss Type Oty Ply 3LGG 3 BB23 Monopitch Girder 4 2 6x6 — 2x6 11 5x10 = "" 3x5 = Scale = 1:34 -_.... Plate Offsets (X,Y)-- [4:0-3-0,0-4-8], (8:0-2-0,0-3-01, [10:0-3-0,0-1-8] _. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.36 Vert(LL) -0.10 8-9 >999 240 MT20 220/195 _ TCDL 18.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.23 8-9 >983 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight:, 22716 FT=20^/ LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G TOP CHORD Sheathed or 6-0-0 oc pur ins, except end ,erticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 on brac;ng. WEBS 2x4 OF Stud/Std G "Excepr W1,W3: 2x6 DF No.2 G, W2: 2x4 OF No.2 G REACTIONS. (lb/size) 11=1142/0-5-8 (min. 0-1-14), 7=1341/Mechanical Max Horz11=-2500(LC 23) Max Upliftl l=-1282(LC 23) - Max Grav11=3567(LC 25), 7=1962(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-3481/1274,1-13=-4219/1653,2-13=-4216/1656, 2-14=-6010/3448, 3-14=-6008/3451, 3-15=-6049/1205, 15-16=-6045/1207,4-16=-6045/1213, 4-17=-4204/0, 17-18=-4198/0, 5-18=4195/0, 6-7= 413/0 BOT CHORD 11-21=-2516/2619, 10-21=-2516/2619, 10-22=-2037/6227, 9-22=-2037/6227, 9-23=015529, 8-23=0/5529, 8-24=0/3475, 7-24=0/3475 WEBS 3-10=2002/0, 3-9=-307/1399, 4-9=-1784/631, 4-8=-1632/633, 5-8=-283/1289, 5-7=-3785/0, 2-10=-2379/2216, 1-10=-1967/5058 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 N2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 an, 2x4 - 1 row at 0-9-0 or. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. „�QF E S Si 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Two RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift o and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI --I I T 7ominued on page 2 r l y �I � � 1 lob Truss Truss Type C.lty Ply n-DG 3 BB23 Monoadch Girder 4 q NOTES- 14) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RTBA require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down and 2500 Ib up and 2500 lb left and 25001b right at 2-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-15=-76, 15-20=-136(F=-60), 6-20=-76, 7-11=-20 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-15=-66, 15-20=-126(F=-60), 6-20=-66, 7-11 =-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-15=-36, 15-20=-96(F=60), 6-20=-36, 7-11=-40 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (fill) Vert: 1-15=23, 15-20=-37(F=-60), 6-20=23, 7-11 =-1 2 Horz: 1-11=10, 1-12=46, 1-6=-35, 6-7=17 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60. Uniform Loads (filf) Vert: 1-15=23, 15-20=-37(F=60), 6-20=23, 7-11=-12 Horz: 1-11=-17, 1-12=28, 1-6=-35, 6-7=-10 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-15=42, 15-20=-102(F=-60), 6-20=-42, 7-11=-20 Horz: 1-11=-11, 1-12=18, 1-6=6, 6-7=-15 7) Dead + 0.6 C-C Wind (Neg Internet) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-42, 1F-20=-102(F=-60), 6-20=-42, 7-11=-20 HG.7: 1-11 -'16, 1-1�=-28, 1-6=6, 6-7=11 8) Dead + 0 6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Ur.ifimm Lcads (plf) Vert: 1-15=8.15-+-9=-52(F=-60), 18-20=-60(F=-60), 6-20=0, 7-11=12 Forz: 1-11=8, 1-12-24, 1-18=-20, 6-18=-12, 6-7=9 9) Dead + 0 6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) " Ve-t: 1-15=0,'5-20--52(F=-60), 6-20=8,7-11=-12 iiorz: 1-11=-9, 1-12=-24, 1-15=-12, 6-15=-20, 6-7=-8 10) Dend - 0 6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Cnifcrn Loads (pin Vert: 1-15=3 �, 15 20=-96(F=-60), 6-20=36, 7-11=-20 ,iorz: 1-11=13, 1-12=24, 1-6=0, 6-7=4 11) Den(' � 9.6 MWFRS Wand ;Neg, Internal) Right: Lumber Increase=1-60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11=-20 Horz: 1-11=4 1-12=-24, 1-6=0, 6-7=-13 12) Dead + 0.6 MWFRS Wind (Pos. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=3, 15-20=-57(F=-60),6-20=3,7-11=-12 Horz: 1-11=12, 1-12=-16, 1-6=-15, 6-7=12 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-2, 15-20=-62(F=-60),6-20=-2,7-11=-12 Horz: 1-11=-12, 1-12=-16, 1-6=-10, 6-7=12 14) Dead + 0.6 MWFRS Wind (Neg. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15= 36, 15-20=-96(F=-60), 6-20=-36, 7-11=-20 Horz: 1-11=-7, 1-12=16, 1-6=0, 6-7=7 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11=-20 Horz: 1-11=-7, 1-12=-16, 1-6=0, 6-7=7 16) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plo Vert: 1-15=-36,15-20=-96(F=-60), 6-20=-36, 7-11=-20 17) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-66, 15-20=-126(F=-60), 6-20=-66, 7-11 =-20 Horz: 1-11=10, 1-12=18, 1-6=0, 6-7=3 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-15=-66, 15-20=126(F=-60), 6-20=-66, 7-11=-20 Horz: 1-11=-3, 1-12=-18, 1-6=0, 6-7=-10 19) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1,60, Plate Increase=1.60 continued on page 3 �ROFE55/�� Eao. 6%30/'-3 lob Truss Truss Type Oty Ply 3LmG 3 BB23 Monmpitch Girder 4 q LOAD CASE(S) Standard Except: Uniform Loads (plf) Vert: 1-15=-66, 15-20=126(F=-60), 6-20=-66, 7-11 =-20 Herz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 20) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (elf) Vert: 1-15=-66, 15-20=-126(F=-60), 6-20=-66, 7-11 =-20 Horz: 1-11=-5, 1-12=-12, 1-6=0, 6-7=5 21) Dead +0.6 C-C Wind Min. Down: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-28, 15-20=-88(F=-60), 6-20=-28,7-11=-12 Horz: 1-11=-16, 11-12=33, 1-6=16, 6-7=-16 22) Dead + 0.6 C-C Wind Min. Upward: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert, 1-15=4,15-20=-56(F=-60), 6-20=4,7-11=-12 Harz: 1-11=16, 1-12=33, 1-6=-16, 6-7=16 23) EBM UP/RIGHT; Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-20=-136(F), 6-20=-76(F), 7-11=-20(1`) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UPILEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-20=-136(F), 6-20=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-20=-136(F), 6-20=-76(F), 7-11=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-15=-76(F), 15-20=-136(F), 6-20=-76(F), 7-11=-20(F) Concentrated Loads (lb) Vert: 2=-2500(F) Horz: 2=2500(F) 27) tat Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36, 15-20=-96(F=-60), 6-20=36, 7-11=-20 Concentrated Loads (Ib) Vert: 1=-250 28) 2nd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (Ib) Vert: 13=-250 29) 3rd Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11=20 Concentrated Loads (Ib) Vert: 14=-250 30) 4Ih Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 16=-250 31) 5th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert:1-15=-36,15-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads Lb) Vert: 17=-250 32) 6th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 19=-250 33) 7th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-1 5=-36,15-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (Ib) Vert. 6-250 34) 8th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert' 1 15=-36,15-20=-96(F=-60), 6-20=-36,7-11=-20 Continued on page 4 c lob )Truss ITruss Type ILDG3 18823 IManapitc Girder 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=250 35) 9th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 3=-250 36) 10th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=96(1`=-60), 6-20=-36, 7-11=20 Concentrated Loads (lb) Vert: 4=-250 37) 11th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 5=-250 38) 12th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11=-20 Concentrated Loads (lb) Vert: 21==-250 39) 13th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15= 36, 15-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Loads (lb) Vert: 22=-250 40) 14th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 1E 20=96(1`=-60), 6-20=-36, 7-11=-20 Concentrated Loads r11b) V=rt: 23=-250 41) 15th Mov;ng Loau: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vart: 1-15=-36, 15-20=-96(F=-60), 6-20=-36, 7-11 =-20 Concentrated Load- (lb)- Vert:24=-250 42) 19th A"cving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vgrt: 1-15- 33, 15 20=-96(F=-60), 6-20=-36, 7-11=-20 God,enaated Loads fib) V^rt: 11=-250 43) 17th Moviog Load: umber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=36,15-20=-96(F=-60), 6-20=-36,7-11=-20 Conrei'•ated Loads (IL) Vert: 10=-2b0 44) 18th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36,15-20=-96(F=-60), 6-20=36,7-11=-20 Concentrated Loads (lb) Vert 9=-250 45) 19th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36,7-11=20 Concentrated Loads (lb) Vert: 8=250 46) 20th Moving Load: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=-36, 15-20=-96(F=-60), 6-20=-36,7-11=-20 Concentrated Loads (lb) Vert: 7=-250 /ROFEss/0 Exp 6/30/23 �No, C53821 � 9 Cl V ��- / J', P \�F OF CA0F��/ Type lob iLDG 3 46 = 1 _ Job Reference joQlional) ___ Run 8420 s Apr 16 2021 Pnn18420 s Apr 16 2021 MiTek Industries, Inc. Fd Nov 1915:0727 2021 Fag ID:NChjgWf6dcAzC2515cg9D3yWT6h-lF WARGM WJ7FYa9Lwo3XgX6YBbmxjdxk7LXwOZoyHY 6x8 = Scale = 1:34 9-6-5 19-0-9 9-6-5 9-6.5 Plate Offsets (X,Y)— [1.0-3-1,Edge],L40 0-8,0-1-8L [6.0-4-8,0-3-41 _ - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) -0.45 5-6 >502 240 MT20 . i201195 - TCDL 18.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.80 5-6 >280 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.06 5 n/a We BCDL 10.0 Code IBC2018rTP12014 Matrix-S Weight: 93 lb FT=20% LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 DF Stud/Std G *Except' W1: 2x6 OF Nc.2 G REACTIONS. (Iblsize) 7=896/0-5-8 (min. 0-1-8), 5=896/Mechanical Max Horz 7=134(1-C 29) Max Uplift7=-556(LC 27), 5=466(LC 30) Max Grav7=1 1 29(LC 34), 5=1036(LC 31) BRACING - TOP CHORD Sheathed or 3-9-12 oc purlins, except end. verticals. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc br cing. WEBS 1 Row at micipt 2-7, 3-5 MiTek recommends that Stabilizers and required cross hmano be installed during truss erection, in with Stcbilizor Installation guide. roc., �a FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-358/75, 1-9=-873/811, 2-9=-1697/1660, 2-10=-2130/1146, 3-10=-1861/775, 3-11=-1550/1482, 4-11=-742/687, 4-5=-352/68 BOT CHORD 7-12=-2031/2772, 6-12=-95911768, 6-13=1208/1935, 5-13=1632/2359 WEBS 2-7=-2881/1881, 2-6=-835/1103, 3-6=-829/1132, 3-5=-2439/1720 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) T This connection is for uplift only and does not consider lateral forces. 8) One RTBA USE connectors recommended to connect truss to bearing walls due to UPLIFT at fits) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-9 for 236.3 plf. tt ti o� w LOAD CASE(S) Standard lob (Truss Truss Type 3LDG3 BB25 Monapitch Oty LPN 4x6 = 0.25 12 Wi 4x10 = 1 9 2 10 4x8 = 3x4 = 3 4 BI M. 1 12 5.9 = 13 9-6-5 9-6-5 Plate Offsets (X,Y)= L.0.3-1,Edgej,_L4:0-0-8,0-1-8], [6:04-8,0-34] _ LOADING(p3f) SPACING- 2-0-0 CSI. DEFL. in (too) Wait L/d TCL,- zu.0 Pate Grip DOL 1.25 TC 0.81 Vert(LL) -0.45 5-6 >502 240 TCDL 18.0 Lumber DOL t25 BC 0.80 Vert(CT) -0.80 5-6 >280 180 BCLL OD ' Rep Stress Incr YES WB Ill HOrz(CT) 0.06 5 nla n/a BCC: '0.0 Code IBC2018TFP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 OF No.2 9- TOP CHORD BOT CF:CF.D 2x4 OF No.; &Btr G BOT CHORD WEBS 2x4 OF Stud/Std G *Except* WEBS WI: 2x6 CF No.2 G REA —13NS. (lb/size) 7=89610-5-8 (min. 0-1-8), 5=896/Mechanical Max Herz 7=134(LC 29) Max Upl;ft7=-7 ; 1(LC 27), 5=-597(LC 30) Max Grav7=1284(LC 34), 5=1167(LC 31) FORCES. (lb) - Max. Comp./Maz. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-358F77, 1-9=-1026/1003,2-9=-2085/2047, 2-10=-2373/1390,3-10=-1897/920, 3-11=-1945/1877, 4-11=-955/893, 4-5= 352/69 BOT CHORD 7-12=-2467/3208, 6-12=-1109/1850, 6-13=-1447/2174, 5-13=1984/2711 WEBS 2-7=-3338/2339, 2-6=1080/1349, 3-6=1067/1370, 3-5=-2812/2093 PLATES MT20 Weight: 93 lb Scale = 1:34 6x7 = GRIP 220/195 FT=20% Sheathed or 3-9-12 oc purlins, except end verticals Rigid ceiling directly applied or 4-1-0 oc bracing. 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 5700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-9 for 299.3 plf. QROFESS/�� 12) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard rn � � m ' m Exp. 6/Z0/,_7� � No. C53K I JaT c�NT� lob Truss 3LOG3 BB26 4x6 — fi-i6-0 6-6-6 Plate Offsets (X,Y)— 11:0-3_11,Edgel,[3:0-2-8,0-3-01.[7:0-3-0,0-3-01 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.19 7-8 >999 240 TCDL 18.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 7-8 >589 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2018/iP12014 Matrix-S Scale = 1:32 6x6 — PLATES GRIP MT20 - 220/195 .. Weight: 961b FT=2GY - LUMBER- BRACING- o n TOP CHORD 2x4 DF No.2 G TOP CHORD Sheathed or 4-3-6 oc purlins, except enO ­ertioals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing.- WEBS 2x4 DF Stud/Std G *Except* WEBS 1 Row at micipl 2-9, 4-6 WI: 2z6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordan,e with Stabilizer Installation guide. REACTIONS. (16lsize) 9=952I0-5-8 (min. 0-1-8), 6=952/Mechanical Max Horz 9=89(LC 29) Max Uplift9=-324(LC 27), 6=-264(LC 30) _ FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when. shown. TOP CHORD 1-9=-337/56, 1-11=-451/388, 2-11=-849/820, 2-12=-1921/586, 3-12=-1917/592, 3-13=-1827/786,4-13=-1823/306,4-14=-794/753,5-14=-381/335, 5-6=-333/50 BOT CHORD 9-15=-1133/1915,B-15=-642/1704,8-16=-92812132, 7-16=-660/2132, 7-17=-566/1581, 6-17=-774/1666 WEBS 2-9=-2047/1086,2-8=-370/702,3-8=-756/670,3-7=-777/690, 4-7=-369/701, 4-6=-1784/946 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at f(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag --_ loads along bottom chord from 0-0-0 to 20-2-8 for 148.5 plf. LOAD CASES) Standard /'� �- Iol 3LDG 3 Type 5.2-6 10-1-4 _ 15-0-2 20-2-8 52-6 4-10-14 4-10-14 4a6 = 0.25 12 Plate Offsets (X,Y)-- [ ,C-3-I,EdgeLL0-2-8,0-3-1, L7:0-3-0,0-3-OL LOADING(p--f) ( SPACING- 2-0-0 CSI. TCLI 200 t Plate Grip DOL 1.25 TC 0.52 TCDL 18.0 umber DOL 1.25 BC 0.75 BCLI 00 ' Rep Stress Incr YES WB 0.97 BCD_ 13.0 Code IBC2018FP12014 Matdx-S LUM3ED- TOP CHORO 2x4 OF b o.2 ,- TOT C:i3RD 2x4 DF Na2 G WEBS 2x4 OF Stud/Std G *Except' W1: 2x6 DF No.2 G REACTIONS. (Ib/size) 9=954/0-5-8 (min. 0-1-8), 6=952/Mechanical Max Hom 9=89f LC 9) Scale = 1:32 DEFL. in (loc) I/dell Lid PLATES GRIP Vert(LL) -0.19 7-8 >999 240 MT20 220/195 Vert(CT) -0.40 7-8 >589 180 Horz(CT) 0.08 6 n/a n/a Weight 961b FT=20% BRACING - TOP CHORD Sheathed or 4-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. (Ib) - Max. Cornp.livex. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-337/52,2-12=-1921/224,3-12=-1917/225,3-13=-1827/181, 4-13=-1823/182, 5-6=-333149 BOT CHORD 9-15=-293/1704,8-15=-293/1704, 8-16=-308/2132, 7-16=-308/2132, 7-17=-223/1581, 6-17=-223/1581 WEBS 2-9=-1776/255,2-8=0/448,3-8=-325/114,3-7=-416/119, 4-7=0/510, 4-6=-1694/233 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �ROFEsslo- ` Ezp, 6/130/23� No. C53821 CI11 165 3LBG 3 BB28 Type Qly 4x6 = 6-10-0 6 Plate Offsets_(X,Yj-- 11:0-3-1,Edge1,[3 0 2 8,0-3-0],[7 0-3-0,0-3-01__ LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 18.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 BCDL 10.0 Code IBC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G GOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G'Except' Wl: 2x6 OF No.2 G REACTIONS. (lb/size) 9=952/0-5-8 (min. 0-1-8), 6=952/Mechanical Max Horc 9=89(LC 29) Max Uplift9=-202(LC 27), 6=-163(LC 30) n 25fi—, Scale = 1.32 3x6 = DEFL. in (Joe) I/defi Lid PLATES GRIP Vert(LL) -0.19 7-8 >999 240 MT20 - 720/195' Vert(CT) -0.40 7-8 >589 180 Horz(CT) 0.08 6 n/a n/a Weight 96 lb FT = 20% BRACING - TOP CHORD Sheathed or 4-3-6 oc purlins, except e0 %terticals BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Jib) or less except when shown. TOP CHORD 1-9=-337/54,1-11=-345/295,2-11=-6061577, 2-12=-1921/465,3-12=-1917/470, 3-13=-1827/584,4-13=-1823/264,4-14=546/504, 5-14=-271/252, 5-6=-333/50 BOT CHORD 9-15=-853/1704, 8-15=-52611704,8-16=-722/2132, 7-16=-543/2132, 7-17=452/1581, 6-17=-657/1581 WEBS 2-9=-1776/784, 2-8=-227/559, 3-8=-553/468, 3-7=-586/500, 4-7=239/571, 4-6=-1694/708 MiTek recommends that Stabilizers and required cross brjur.g be installed during truss erection, in accordance with Stablizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf{ BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 test bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-8 for 99.0 plf. /2v'OF F D j 0 \ i .�H'j .. �,Icu l � m Exp. 6/'�0/23 LOAD CASE(S) Standard lob (Truss (Truss Type City 3LOG 3 B629 Monepitch Girder 2 4-0- 5-2-6 10-1 4 15-0-2 20-2-8 4-0-0 1-2-6 4-10-14 4-10-14 5-2-6 Scale = 1:32 2x8 = III�II 0.25 12 7x6 = 3x5 = 2x4 II 8x10 = 15 4 16 5 1 12 _ t 5 W7 2 W3 17 10 6x6 = 18 1.5x4 11 3x5 19 Sx5 = 20 3x5 = 4-0-0 2-10-0 6-6-8 6-10-0 Plate Offsets LX,Y)_- (ZL-�-J,0-4-8L [7 0 2 0,0-3-01 LOADING(pa.f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 200 t Preto Grip DOL 1.25 TC 0.39 Vert(ILL) -0.15 8 >999 240 MT20 220/195 TCDL 18.0 cumber DOL 1.25 BC 0.82 Vert(CT) -0.25 7-8 >962 180 BCLI 00 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.09 6 n/a n/a BCD: 13.0 1 Code IBC2018/TPI2014 Matrix-S Weight: 227 lb FT = 20% LOM3EIT- BRACING - TOP CHORD 2x6 OF No.2 9- TOP CHORD Sheathed or 6-0-0 oc purins, except end verticals. BOT CHORD 2x4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except WEBS 2x4 OF Stud/Std G *Except* 10-0-0 oc bracing: 6-7. W1,W3: 2x6 OF No.2 G REACTIONS. (lb/size) 1l)=93210-5-8 (min. 0-1-12), 6=952/1dechanical Max Horz 10=2500(LC 23) Max UpllitI O=- 330(LC 23) Max Grad' 0=3?34(LC 25), 6=1685(LC 26) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-317/34, 2-13=-6446/2608,13-14=-fi44212fi12,3-14=-6441/2617, 3-15=-4039/277, 4-15=-4035/284, 5-6=-340/49 BOT CHORD 10-17=-4075/7028, 9-17=-4075/7028, 9-18=-4075/7028, 8-18=-4075/7028, 8-19=-1130/5580, 7-1 9=-1 13015580, 7-20=-225/3200, 6-20=-225/3200 WEBS 2-10=-6112/2889, 2-8=-723/1803, 3-8=-1778/1034, 3-7=-1855/1020, 4-7=-514/1428, 4-6=-3446/237, 2-9=-51/284 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-M oc, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10,0sf bottom chord live load nonconcurrent with any other live loads.. 9)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. QROF E S $/0 11) Refer to girder(s) for truss to truss connections. 12) Two RT16-2 USE connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift d T and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUiPI 1 N 661 14) Load cases) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the inte �I use of this truss. w I rr 3ontinued on page 2 Exp. 6/30/23 / �c No. (-53821 i �F \� OF 11 L lob Truss Truss Type - Oty Ply 3LDG 3 B822 Monopitch Girder 2 q NOTES- 15) This truss has been designed for a moving concentrated load of 250.011to live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) Double installations of RT16-2 require installation on both interior and exterior sides. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ib down and 2500 lb up and 2500 lb left and 2500 lb right at 4-0-0 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UPIRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-10=-20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-5=-76(F), 6-10=20(F) Concentrated Loads (Ib) Vert: 2=2500(F) Horz: 2=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads P11) Vert: 1-5=76(F), 6-10=-20(F) Concentrated Loads (Ib) Vert: 2=2500(1`) Horz: 2=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-5=-76(F), 6-10=-20(F) Concentrated Loads (Ib) Vert: 2=-2500(F) Horz: 2=2500(F) lob ''Truss Truss Type City Ply SLOG 3 B930 GABLE i 1 Job Reference (optional) Run 8,420 s Apr 16 2021 Print8.420 s Apr 16 2021 MiTek industries, Inc Fri Nov 19 15:0739 2021- Pag ID:NChjg Wf6dcAzC2515cg9D3yWT6h-W VEiyDW2Uplr0?GEVakel e2H7b9oRSKu6Og3_Syo 5-2-6 10-IA 15-0-2 z0-2-8 5-2-6 4 -10-14 4-10-14 5-2-6 Scale = 1:32 3x6 = 0.25 rl2 2x6 = Sx5 = 3x4 = 3.4 11 3x4 = 3 30. 4 35 5 1 32 2 33 n _ 0 - �. -L1 ri r J. a $T3 STS ST7 S�TM9 dT ST1i2 ST1 W2 Li �3 _ W4 WS 6 W7 We < H ST2 - ST6 �,rL1]{ ;if SITJ11 LI SY4 ✓Y9 SA0 5�'3 1E 16 36 15 37 14 38 13 39 12 40 11 41 10429 43 8 44 7 45 6 3x6 = 3x4 = 5x5 = 3x4 = 6-10-0 6-6-8 6-10-0 — _ Plate Offsets (X,Y)-- [3 C 0-3-01 [30 3 0,0-0-M, [10:0-2-8,0-3-0], [31:0-1-13,0-0-12] LOADING(ps. SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.45 Vert(L-) n/a - n/a 999 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - n/a 999 BCLL u 0 ' Rep Stress [net YES WB 0.37 Horz(CT) 0.00 6 n/a n/a BCDL 17.0 Code IBC2018/TP12014 Matrix-S Weight: 116 lb FT=20% LUMDED- BRACING - TOP CHORD 2x4 DF 6b.2 IS TOP CHORD Sheathed or 6-0-0 oc purl except end verticals. BOT C: IORD 2x4 DF' No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G *Except* MiTek recommends that Stabilizers and required cross bracing W1: 2x6 D No.2 G be installed during truss emction, in accordance with Stabilizer OTHFR& 2x4 DF S*.ud/SFr' G Installation guide. REACTInNc. All bearings 20-2-8. (lb) - Max Her, 1129) Max UpliR All calif[ 100 Ib or less atjoint(s) 11, 9 except 16=-265(LC 27), 6=-273(LC 30), 10=-118(LC 30). 13=-130(LC 27), 14=-143(LC 59) Max Gray All reactions 250 lb or less atjoint(s)14 except 16=397(LC 34), 6=377(LC 31), 10=570(LC 1), 13=605(LC 1), 15=323(LC 67), 12=307(LC 70), 11=280(LC 71), 9=281(LC 73), 8=291(LC 74), 7=291(LC 75) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-331/53, 1-32=-358/352, 2-32=-705/710, 3-33=-536I607, 3-34=-557/599, 4-35=-652/635, 5-35=-2921321, 5-6=-328/49 BOT CHORD 16-36=-602/652, 15-36=-416/419,14-38=-300/303,13-38=-351/355,13-39=-473/487, 12-39=-275/289, 11-40=-271/285,11-41=-3561370,10-41=-041/455,10-42=-324/353, 9-02=-254/284,9-43=-246/276, 7-44=-339/368,7-45=-4661452, 6-45=-569I623 WEBS 2-16=-694/664, 2-13=-531/454, 3-13=-795I695, 3-10=-750/684, 4-10=-5881465, 4-6=-648/629 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. ROF E S j/Q 10) One RT4 LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 16, 10, 13, 14, 11, and 9. This connection is for uplift only and does not consider lateral forces. �� F 11) One R75 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 6. This connection is for uplift only d does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI Z Z m 7ontinued on page 2 Exp. 6/30//?3 a'i * No. C53821 or Job (Truss (Truss Type Qty Ply a830 3LDG 3 GABLE 1 NOTES- 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-8 for 123.7 lop LOAD CASE(S) Standard 13 Truss 3 DG 3 Ccl Oty - (PryT--— bx6 — Plate Offsets (XY)— [1.0 Edgiej LOACING(ps:7 SPACING- 2-0-0 TCLL 20A Plate Grip DOL 1.26 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2018ITP12014 L1IMCEK- TOP CHORD 2x4 OF No.2 P SOT Cl IODD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1: 2x6 DP No.2 G 6x6 = k Scale =1:37 g-1-g tl-1-ti CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.65 Vert(LL) -0.31 5-6 >618 240 MT20 2201195 BC 0.85 Vert(CT) -0.52 5-6 >369 180 WB 0.43 Horz(CT) 0.05 5 n/a n/a Matrix-S Weight: 84 lb FT = 20 BRACING - TOP CHORD Sheathed or 4-10-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACT:CIX. (lb/size) 7=761/0-5-8 (min. 0-1-8), 5=761/Mechanical Max Hc, z7=164(LC 29) Max Uplift;=-368(LC 27), 5=-319(LC 30) Max Grav7=850(LC 34), 5=799(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-342/68, 1-9=-663/631,9-10=-779/720,2-10=-1123/1128,2-11=-14567775, 3-11=-1374/597, 3-12=-876/825,12-13=-514/514, 4-13=-414/371,4-5=337/63 BOT CHORD 7-14=-1335/1823, 6-14=-767/1302, 6-15=-805/1292, 5-15=-1064hi 552 WEBS 2-7=-1882/1046,2-6=511(717,3-6=-514/739,3-5=-1635/1136 NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 11) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-2-12 for 154.0 pit. LOAD CASE(S) Standard ESS/cl _xp. 6/30/23 lob Truss (Truss Type 3LDG 3 CC2 Manopitch Girder 2x8 = I --emu- wu-u l U-e-11 16-2-12 5-6-1 2-5-15 2-8-11 S_6-1 O 5x72 = 4x5 = t Scale = 1:37 8-0-0 8-1-6 16-2-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATE: GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.16 6-7 >999 240 MT20 220/191, TCDL 18.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.27 6-7 1709 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(CT) 0.07 6 n/a We BCDL 10.0 Code IBC2018ITP12014 Matti Weight: 19P Ib FT = 90 LUMBER - TOP CHORD 2x6 DF Ne.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G *Except* W1,W4: 2x6 OF No.2 G REACTIONS. (Ib/size) 8=76110-5-8 (min. 0-1-8), 6=761/Mechanical Max Horz 8=2500(LC 25) Max Uplift8=-849(LC 23), 6=-799(LC 24) Max Grav 8=2371(LC 25). 6=2321(LC 26) BRACING - TOP CHORD Sheathed or 6-0-0 oc pur ins, except enu verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc tracing: FORCES. (Ih) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-357/85, 1-10=-500/314, 10-11=-499/315,2-11=-499/315,2-12=-7214/4297, 3-12=-7212/4300, 3-13=-7264/4352, 4-13=-7263/4354, 5-6=-344/62 BOT CHORD B-16=-3456/6064, 7-16=-3456/6064, 7-17=-2472/4993, 6-17=-2472/4993 WEBS 2-8=-5499/2920, 2-7=-2070/2466, 4-7=-2407/2908, 4-6=-5294/2683, 3-7=-2667/2446 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - i row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or, 2x6 - 2 rows staggered at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 O) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girders) for truss to truss connections. 12) Two RT7 USP connectors recommended to connect. truss to bearing walls due to UPLIFT atjt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1I 14) Load easels) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the into d use of this truss. 15) This truss has been designed for a moving concentrated load of 250.OI1h live located at all mid panels and at all panel points along e Top Chord and Bottom Chord, nonconcurrent with any other live loads. ::onfinued on page 2 Job (Truss Truss Type Oty PIY 3LDG 3 GG2 Monopitrh Girder 2 2 NOTES- 16) Double installations of RT7 raguire the two hurricane ties to be installed an opposite sides of top plate to avoid nail interference 1n single ply truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 2500 lb down and 2500 lb up and 2500 lb left and 2500 lb right at 8-0-0 an top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UPIRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (Ib) Vert: 3=2500(F) Horz: 3=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-76(F), 6-8=20(1`) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=-2500(F) Horz: 3=-2500(F) 26) EBM DOWNIRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-76(F), 6-8=-20(F) Concentrated Loads (lb) Vert: 3=-2500(F) Horz: 3=2500(F) �F o`rESS/pN1, �Q7 � z s Exp. h/30/23 \v.C53KI v OF Ck -�` lab Tru. 3LDG 3 CC3 Type IOty IPly 4x6 = Plate Offsets LX Y)-_J1:0-3-1,Edgej 5-fi-1 10-8-11 i 16-2-12 5-6-1 5-2-9 5-6-1 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip COL 1.25 TC 0.65 TCDL 18.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 BCDL 10.0 Code IBC20181TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std 6 *Except* W1: 2x6 DF No.2 G REACTIONS. (Ib/size) 7=761/0-5-8 (min. 0-1-8), 5=761/Mechanical Max Horz7=164(LC 29) Max Uplift7=-588(LC 27), 5=-508(LC 30) Max Grav7=1070(LC 34), 5=988(LC 31) Scale = 1:37 3x5 = 6x6 = DEFL. in (loc) I/de0 Ud PLATES GRIP, Vert(LL) -0.31 5-6 >618 240 MT20 - 7201195 Vert(CT) -0.52 5-6 >369 180 Horz(CT) 0.05 5 n/a n/a Weight: 94 lb FT = 2090 BRACING - TOP CHORD Sheathed or 4-8-6 oc pudins, except enJ ierticals. BOT CHORD Rigid ceiling directly applied or 4-6-0 oc oracine. WEBS 1 Row at midpt 2-7, 3-5 MiTek recommends that Stabilizers and required cross hm,rc be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-342/71, 1-9=-850/863,9-10=-1084/979,2-10=-1606/1610,2-11=-1751M070, 3-11=-1460/784,3-12=-1369/1318, 12-13=-822/822, 4-13=672/625, 4-5=-337/65 BOT CHORD 7-14=-1870/2358, 6-14=-961/1449, 6-15=-1095/1583, 5-15=-1510/1998 WEBS 2-7=-2454/1618, 2-6=-833/1038, 3-6=-827/1052, 3-5=-2116/1618 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 8; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-2-12 for 246.5 plf. QROF E $ S/Q LOAD CASE(S) Standard lob - (Truss (Truss Type oty Ply 3LGG3 CC4 Monopitch Girder 1 10 3x6 = 4-0-13 7-10-2 11-7-7 16-2-152 _ 4-0-13 3-9-5 3-9-5 4-7-5 9 4.6— — 4x4 — 7x6 — 8x9 — THD26-2 Special Scale = 1:39 5-11-8 11-7-7 16-2-12 5-11-_8 5-8-0 4-7-5 Plate Offsets (X,Y)- j7.0--2 6,0-4-12L LOADING(ps,) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TOLL 20.9 Plate Grip COL 1.25 TC 0.49 Vert(L-) -0.17 7-8 >999 240 MT20 2201195 TCDL 18.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.29 7-8 >663 180 BCLL 0.9 " Rep Stress Incr NO WB 0.99 Horz(CT) 0.07 6 n/a n/a BCDL IJ.O Code IBC2018frPI2014 Matrix-S Weight: 102 lb FT=20% LUMLEf.- BRACING - TOP CHORD 2x4 OF No.2 C TOP CHORD Sheathed or 2-6-4 oc purlins, except end verticals. BOT JI IJi tU 2x6 OF 1No 2-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEB" 2x4 OF Stud/Sld G *Except* WEBS 1 Row at midi 4-6 W1,W8,Wb: 2x6 OF Nc.2 G, W7: 2x4 OF No.2 G MiTek recommends that Stabilizers and required cross bracing - _ be installed during truss erection, in accordance with Stabilizer Installation guide. REACT.Lili (lb/size) 9=1g40/0-5-8 (min. 0-1-10), 6=2958/Mechanical Max He rz 9=162(LC 21) Max Uplin9=-37 I (LC 19), 6=-360(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-321/21, 1-11=532/311, 11-12=-754/756, 2-12=-887/844, 2-13=-3452/489, 3-13=-3449/324,3-14=-5044/942,4-14=-5041/945, 4-15=-708/676, 15-16=368/502, 5-16=-363/304, 5-6=-333118 BOT CHORD 9-17=-776/2553, 8-17=-428/2553, 8-18=-528/4179, 7-18=-631/4179, 7-19=-942/5040, 6-19=-94215040 WEBS 2-9=-2803/809,2-8=-46711319,3-8=-1100/560,3-7=-10031987, 4-7=855/2293, 4-6= 5495I1066 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=B.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4$ Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along RI/ /Top Chord and Bottom Chord, nonconcurrent with any other live loads.ONjl 11) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist d\ \loads along bottom chord from 0-0-0 to 16-2-12 for 154.01 F <^12) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 11-7-7 from the left end to connect,�trusses) CC9 (2 ply 2x8 DF) to back face of bottom chord.13) Fill all nail holes where hanger is in contact with lumber.m7ontinued on page 2 �'?3821 / , OF 2A % Job 'Truss (Truss Type 3LDG 3 CC4 Monopitch Girder NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3421b down and 18 to up at 16-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-76, 6-9=-20 Concentrated Loads (Ib) Vert: 6=-166(B)7=-2816(B) OFES_S L, ,5 ti E't(i- 6 30�7} it \ i)f 1 Job 3LaG 3 as Type I Qty I Ply iooitch Girder 4x10= 2x411 4x14= 1.5x4 Plate Offsets_CX.Y)— [3.0-5-u,0-4-41 _ LOALING(ps,) SPACING- 2-0-0 TOLL 20.9 PI ite Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.9 Rep Stress Incr NO BCDL Iu.O Code IBC2018(rP12014 LUMLEK- TOP CHORD 2x6 DF N3.2 C BOT UHUFfU 2x4 DF No 2 G WEEP 2x4 DF Stud/Std G `Except* W1,W5: 2x6 DF No.2 G 5-9-12 8-0.0 11-6-0 5-9-12 1 2-2-4 3-6-0 2x4 II 4 W7 u16 N n' 5 6x6 Scale= 1:38 CS]. DEFL. in (lac) I/deft Lid PLATES GRIP TC 0.31 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 BC 0A7 Vert(CT) -0.07 7-8 >999 180 WB 0.88 Horz(CT) 0.03 5 n/a n/a Matrix-S Weight: 1551b FT=20Y BRACING - TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (Iblsize/ 8=5340-5-8 (min. 0-1-8), 5=534/Mechanical Max Horz8=-2500(LC 23) Max Up11118=-b97(LC 23), 5=-1690(LC 24) Max Gra. C=17C5(LC 25), 5=2758(LC 26) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-1688/735,1-10=-3977/2402,2-10=-3971/2407,2-11=-3973/2399,3-11=-3971/2402, 4-5=-311/51 BOT CHORD 8-13=-2390/2569, 7-13=-2390/2569,7-14=-2733/3929, 6-14=-2733/3929, 6-15=-2733/3929, 5-15=-2733/3929 WEBS 1-7=-2512/3985, 2-7=-480/177, 3-7=-1420/1940, 3-6=-57/282, 3-5=-4573/3199 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 cc, 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20 % has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001In uplift at joint(s) except Qt=1b) 5=1690. / 13) Two RT5 LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 8. This connection is for uplift only hd %gFESS/O does not consider lateral forces. z 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI w Continued on page 2 6y Exp. 6/30/23 # No, C53821 rt CI V -� OF C[vO' Job Truss Truss Type Oty - -Ply - 3LDG 3 CC5 Monopitch Girder Z 2 .Inh Referer NOTES- 15) Load case(s) 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 17) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 Ile down and 2500 lb up and 2500 lb left and 2500 lb right at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 23) EBM UPRIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Herz: 3=2500(F) 24) EBM UP/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(F) Horz: 3=-2500(F) 25) EBM DOWN/LEFT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1ll=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=2500(1`) Harz: 3=-2500(F) 26) EBM DOWN/RIGHT: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76(F), 5-8=-20(F) Concentrated Loads (lb) Vert: 3=-2500(F) Horz: 3=2500(F) /, ESS/ . , � ' �l -r p. iFI 3ui-3 I.IO. C5Jis71 , �l UFi Job Truss fTel Type - Qty Ply L ^ ( ILDG 3 CCfi Monopitrb Girder 1 1 Plate Offsets (X,Y)-- LOADING (psf) TCLL 20.0 TCDL 16.0 BCLL 0.0 ' BCDI 1u.0 4-5-13 4-7-5 10 3x6 = _- --- 7x6 = — — THD26-2 JL24 [7:0-2-12,04-121 SHACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 .^,ep Stress Incr NO Code IBC2018/TP12014 5-1-0 9-10-8 14-5-13 5.1-0 4-9-6 4-7-5 LUMBER - TOP CHORD 2x4 DF P:c.2 G BOT CHORD 2x6 OF No.2 G WEBC 2x4 DF Stud,'SLJ G'Excepr W1,W8,Wb: 2x5 DF No.2 G, W7: 2x4 DF No.2 G Scale = 1:39 CSI. DEFL. in line) I/defl L/d PLATES GRIP TC 0.47 Vert(LL) -0.14 7-8 >999 240 MT20 220/195 BC 0.89 Vart(GT) -0.22 7-8 >753 180 WB 0.77 Horz(CT) 0.06 6 We n/a Matrix-S Weight: 94 He FT=20% BRACING - TOP CHORD Sheathed or 2-7-11 oc pudins, except end vertcals. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing. WEBS 1 Row at micipt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quire. REACTIONS. (lb/size) 9=1603/0-5-8 (min. 0-1-11),6=2886/Mechanical Max Horz9=161(LC 5) Max Unhft9=-3n(LC 4), 6=-335(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-312/16, 1-11=-301/263, 2-11=-300/264, 2-12=-3143/148, 3-12=-3140/152, 3-13=-4883/1139, 4-13=-4881/1144, 5-6=-334/17 BOT CHORD 9-16=-226/2281, 8-16=-226/2281, 8-17=-392/3866, 7-17=-392/3866, 7-18=-1140/488q 5-18=-1140/4880 WEBS 2-9=-2625/84, 2-8=-322/1405, 3-8=-1 2121404, 3-7=-900/1219, 4-7=-946/2231, 4-6=-5315/1285 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250A16 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 11) Use USE THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 9-10-8 from the left end to connect %ROFESS/QA truss(es) CC9 (2 ply 2x8 DF) to front face of bottom chord. %F`% �L E 12) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 14-3-1 from the left end to connect '� Fes` 1^\ truss(es) CC1 D (1 ply 2x4 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. (� 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I Y r•, YPf141i°@A�@�e2ndard Exp. 6/3D/23 A V0, C.5382j ?f. lob 3LGG 3 Type 1Oly IPly itch Girder 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-76, 6-9=-20 Concentrated Loads (lb) Vert: 6=-166(F)7=-2977(P) lob (Truss Truss Type 3LDG 3 C I Monopilch 5x6 = �w 1.5x4 II 3x6— Plate Offsets i [1:0-3-1,EdgeL[3:0-0-8 0-1-8I _ LOADING(psf) SFACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 TCDt id �.1 Lumber DOL 1.25 BC 0.76 BCLL 0.0 * Rep Stress Incr YES WB 0.37 BCDt 1u.0 Code IBC2018/TPI2014 Matdx-S LUMBER - TOP CHORD 2x4 DF Nc.2 G BOT CHORD 2x4 DF No.2 G WEBO 2x4 OF StuC'St.; G *Except* W1: 2x6 Or No.2 G REACTIONS. (11osizel 647/10-5-8 (min. 0-1-8),4=677/Mechanical Max Horz6=162(LC 9) Max Unh16=- G,(LC 8), 4=-14(LC 9) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-364/86, 1-8=-521/339, 8-9=-520/339, 2-9=-519/340, 34=-362/82 BOT CHORD 6-12=375/1270, 5-12=-375/1270, 5-13=-375/1270, 4-13=-375/1270 WEBS 2-6=-1221/490, 2-5=0/398, 2-4=-1250/367 Scale = 1:37 F' DEFL, in (loc) (/deft Ltd PLATES GRIP Vart(LL) -0.22 4-5 >755 240 MT20 2201195 Vart(CT) -0.38 4-5 >444 180 Horz(CT) 0.04 4 1 1 Weight: 77 Ito FT = 20% BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS IRow at midpt 2-6, 2-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider laterel forces. 8) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard /eROr— j cn /u Exp. 6/30/23 4 No. C5382I �F �sf� CIVIL���� OF CA\-1F �� Job 3LeG 3 Ory, 7 5x6 = ]-2-t4 ----------- ....... --.......... .mnnz ~ 7-2-14 14 9 iA3 Plate Offsets (X,Y)— [1:0-3-1,EdgeL [3 0-0-8,0-1-sl LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.26 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G'Except* W1: 2x6 OF No.2 G Scale = 1:37 1.5x4 II 4 6x6 _ CS]. DEFL. in (loc) I/deft L/d TC 0.72 Vert(LL) -0.22 4-5 >755 240 BC 0.76 Vert(CT) -0.38 4-5 >444 180 WB 0.57 Horz(CT) 0.04 4 n/a n/a Matrix-S REACTIONS. (Ib/size) 6=677/0-5-8 (min. 0-1-8), 4=677/Mechanical Max Horz6=162(LC 29) Max Uplift6=-340(LC 27). 4=-301(LC 30) Max Grav6=767(LC 34), 4=726(LC 31) PLATES GRIP MT20 2201195 Weight: 77 lb FT = 2u% BRACING - TOP CHORD Sheathed or 5-3-2 OC purlins, except end vereals. BOT CHORD Rigid ceiling directly applied or 5-5-5 oc hracing. WEBS 1 Row at midpt 2-6, 2-4 - MiTek recommends that Stabilizers and required cross bracicg be installed during truss erection, in accordance with Stabilizer Installation guide c u FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-364/88, 1-8=-540/551, 8-9=-735/724, 2-9=-1282/1298, 2-10=-1039/981, 10-11=-487/487, 3-11=-277/224, 3-4=-362/82 BOT CHORD 6-12=-1309/1911,5-12=-534/1427,5-13=-515/1308,4-13=-1195/1798 WEBS 2-6=-2008/1162,2-5=0/398,2-4=-1826/1323 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; M WFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) One RT5 LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 6. This connection is for uplift only and does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2000 lb. Lumber DOL—(1.33) Plate grip DOL=(1.33) Connect truss to resist drag - _--- loads along bottom chord from 0-0-0 to 14-5-13 for 138.1 plf. LOAD CASE(S) Standard lob Truss Truss Type u1y �' 3LDG3 CG9 FLAT GIRDER 1 2 2-0-0 4-0-0 2-0-0 B1 4 9 10 4 5x5 - THD26-2 THD26-2 5.5 Scale = 1:15 -_- - 4-0-0 LOADING(psf) CPACING- 2 DEFL. in Vert(LL) -0.03 floc) ) I/deft L/d 4-5 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 1.25 Plate Grip COIL1.25 125 TC 0.08 BC 0.40 Vert(CT) -0.04 4-5 >999 180 TCDL 18.3 BCLL u..l ' Lumber DOL Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 4 n/a Fle Weight: 55 lb FT = 20% BCDL 10.0 Cade IBC2018/TP12014 Manx-P _ LUMCER- BRACING - TOP CHORD 2-0-0 oc pudins: 1-3, except end verticals. TOP CHORD 2x4 DF No BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOP CHORD 2x4 OF WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) - 3=2838/Mechanical, 4=2997/Mechanical Max Hoa 5=-37(LC 4) Max Uplift5=-1481(LC 27), 4=-1579(LC 27) FORFFF. pb1- Max. Comp./Mlax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-2; 5/6, 0- t=-27516 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131'k2.5") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 or. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vuit=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f[ between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=1481 4=1579. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F E S al 16) Use USP THD26-2 (With 18-16d nails into Girder 8 12-10d nails into Truss) or equivalent spaced at 2-0-1 oc max. starting at 1-0-10 2R���a from the left end to 3-0-11 to connect trusses) CC5 (2 ply 2x4 DF) to back face of bottom chord. Hq F �Z 17) Fill all nail -holes where hanger is in contact with lumber. LOAD CASE(S) Standard 7ontinued on page 2 C� rn � Z rTi C� Exp. 6/30/23 * \ No. C53821 OF lob 3LDG 3 ;Type Ory Ply GIRDER 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-76, 4-5=-20 Concentrated Loads (lb) Vert; 8=-2739(B)10=2740(B) lob 3LDG 3 Type - - _. fQty .Ply I _ 1.5x4 6 3 4 3x4 — Scale: 314"= 4-0-0 LOADING(psf) .^.PACING- 2-0-0 CSI. DEFL. in (toe) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.05 3-4 >831 240 MT20 220/195 TCDL 18.3 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.07 3-4 >606 180 BCLL U.n ' RPp Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018fTPI2014 Matrix-P Weight: 2216 FT=20 LUMDER- BRACING - TOP CHORD 2x4 DF No.2 U TOP CHORD 2-0-0 oc Purim: 1-2, except end verticals. BOT CHORD 2x4 DF Na.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 ec bracing. WEBS 2x4 DF Stud/Ftd G MiTek recommends that Stabilizers and required cross bracing be installed during truss emotion, in accordance with Stabilizer Installation guide. REAPTInNS. (lb/size) 4=178/Mechanical, 3=178/Mechanical Max Her_4=41;LC 11) Max Up8h4=-60-C 8), 3=-6(LC 9) Max Grav4=354(LC 23), 3=354(LC 25) FORCES. (lb) - Max. Coop./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-317/101, 2-3=-317/76 NOTES- 1) Wind: ASCE 7-16; VuIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard /ROFEss/0 W Exp. 6/30/23 it No. C53821� CIV11- ��P lob Truss - Truss Type Qty 3LDG 3 DD1 GABLE 1 fi-8-4 13-1-1 6-8-4 6-4-12 5x6 = 8-9-14 Plate Offsets (X,Y)-- [1 0-3-1,Edge], [3:0-3-0,0-3-4], L5.0-2--I Edge], [7 0-4-0,0,0 3-4], [1 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 1&0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 BCDL 10.0 Code IBC2018/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF N0.1 &Btr G WEBS 2x4 OF Stud/Std G *Except* WI: 2x6 OF No.2 G OTHERS 2x4 DF StudStd G REACTIONS. (lb/size) 9=123410-3-8 (min. 0-1-8), 6=1234/0-3-8 (min. 0-1-8) Max Horz 9=183(LC 29) Max Uplift9=-242(LC 27), 6=-181(LC 30) Scale = 1:41 4x6 - 3x8 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.37 7-8 >831 240 MT20 220/195 Vert(CT) -0.91 7-8 >341 180 Horz(CT) 0.15 6 n/a n/a - Weight: 1561b FT=2u% BRACING - TOP CHORD Sheathed or 2-6-0 oc purlins, except en1 verticals BOT CHORD Rigid ceiling directly applied or 5-8-12 cc bracing. WEBS 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and required cross brj„i;.5 be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-363/60, 1-37=-589/499, 2-37=-985/934, 2-38=-3175/604, 38-39=3170/504, 3-39=-3165/545,3-40=-2948/694,40-41=-2947/653,4-41=-2943/185, 4-42=951/816, 5-42=-568/382, 5-6=-359/62 BOTCHORD 9-43=-1334/2831, 8-43=-841/2831, 8-44=-1052/3491, 7-44=-712/3491, 7-45=-590/2530, 6-45=-840/2530 WEBS 2-9=-2856/1011,2-8=2661783,3-8=-813/628,3-7=-894/736, 4-7=-320/799, 4-6=-2606/959 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45$ L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT stills) 9. This connection is for uplift only and does not consider lateral forces. 11) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Thu t h b d H a is rhos as eon esi herd for n moving concentrated load of loads.b live located at all mid panels and at all panel points along Ih - C' Top Chord and Bottom Chord, or a moving concentrated any other live loads. 14) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist it g.. loads along bottom chord from 0-0-0 to 26-2-1 for 114.E plf. - LOAD CASE(S) Standard - - .- - - - - - * *. lob 3LDG 3 Type 5x6 — Plate Offsets (X,Y)-- [1:0-3-1,Edge], [3:0-3-0,0-3-4],[5:0-2-15,EdgeLj7:0-4-0,0-3-41__ LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL Ib.'l Lumber DOL 1.25 BC 0.80 BCLL 0.0 Cep Stress Incr YES WB 0.77 BCDL 1u.0 Code IBC2018/TP12014 Matrix-S LUMBFR- TOP CHORD 2x4 DF Na2 G BOT CHORD 2x4 DF NOT &Btr G WEBS 2x4 DF Stud'SW G `Except' W1: 2x6 Or: Nc:2 G REALTIONS. (Ib/size/ 8=12.4410-3-8 (min. 0-1-8), 6=1234/0-3-8 (min. 0-1-8) Max Horz 9=183(LC 29) Max Uplirt9=-in3(LC 27), 6=-103(LC 30) Scale = 1:41 4x6 = 11 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(L-) -0.37 7-8 >831 240 MT20 2201195 Vert(CT) -0.91 7-8 >341 180 Horz(CT) 0.15 6 nla n/a Weight. 13216 FT=20% BRACING - TOP CHORD Sheathed or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-0 oc bracing. WEBS 1 Row at midpt 2-9, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-363/58,1-12=-480/397,2-12=-741/682,2-13=-3175A67,13-14=-3170/401, 3-14=-31651429, 3-15= 2948/479,15-16=-29471452, 4-16=-2943/180, 4-17=-705/570, 5-17=-448/263, 5-6=-359/62 BOT CHORD 9-18=-1038/2831, 8-18=-709/2831, 8-19=-829/3491, 7-19=-602/3491, 7-20=-466/2530, 6-20=633/2530 WEBS 2-9=-2856/710, 2-8=-1391655, 3-8=-619/436, 3-7=-717/557, 4-7=-208/689, 4-6=-2606/739 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 10) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-2-1 for 76.4 plf. LOAD CASE(S) Standard QgOFESg/ON\ O q- � Exp. � m 6/30/23 # Nu. E53821 I/ F rp �// Fob Truss Truss Type Qty Ply 3LDG 3 003 GABLE 1 1 Job Reference (op8 0 Run: 8420 s Apr 162a21 Print: 8420 s Appr 16 2021 MiTek Industries. Inc Fri Nav 1915'08:04 202 ID:NChjgWF6dcAzC2515cg9D3yWT6h-IMF9CmplcVvl Wgg2TKhVXvaTkgZlodeZsnOtk E1-84 13-1-1 6-8.4 19-5-03 26-2-1 - 6-4-12 6-4-12 6-84 Sx6 I Plate Offsets (X,Y)-- [1 LOADING (psf) TCLL 211.1 TCDL 18.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DEL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 20 DF Ne.1&Btr G WEBS 2x4 DF Stud/Std G'Except' W1: 2x6 DF No.2 G :0-2-15,Edge],[7.0-4-0,0-3-41 CSI. TC 0.78 SC 0.80 WB 0.94 Matrix-S REACTIONS. (lb/size) 9=1234/0-3-8 (min. 0-1-8), 6=1234/0-3-8 (min. 0-1-8) Max Horz 9=183(LC 29) Max Uplift9=-488(LC 27), 6=-377(LC 30) Max Grav 9=1291(LC 34), 6=1234(LC 1) Scale = 1:41 iv 6x6 = DEFL. in (loc) I/dett L/d PLATrS GRIP Vert(LL) -0.37 7-8 >831 240 MT20 220/195 Vert(CT) -0.91 7-8 >341 180 Horz(CT) 0.15 6 n/a me Weight: 132 lb FT=20% BRACING - TOP CHORD Sheathed or 2-6-0 oc purlins, except act verlieals. BOT CHORD Rigid ceiling directly applied or 4-6-14 or bracing. WEBS 1 Row at midpt 2-9, 4-6 - MiTek recommends that Stabilizers and required cross bra-i—. be installed during truss erection, in accordance with Stahiliznr Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-363/62, 1-12=-851/738, 2-12=-1595/1536, 2-13=-3175/931, 13-14=3170/746, 3-14=-3165/821, 3-15=-3096/1222, 15-16=-3021/1147,4-16=-2943/233, 4-17=-1564/1429, 5-17=-878/684, 5-6=-359/63 BOT CHORD 9-18=-2055/3406, 8-18=-1152/2831, 8-19=-1597/3491, 7-19=975/3491, 7-20=-450/2530, 6-20=-1353/2748 WEBS 2-9=-3559/1772, 2-8=-583/1098, 3-8=-129111107, 3-7=-133711177, 4-7=-598/1077, 4-6=-2815/1504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0I1a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. • �� 11) This truss has been designed for a total drag load of .1 pl lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dra-,- loads along bottom chord from r a t to 2 rag l for of 55 0 l LOAD CASE(S) Standard (' * _ I lab - Truss Truss Type 3LDG3 DD4 GABLE Scale = 1:41 5x6= 4x6- 11 Plate Offsets LX,Y)— Lt 0-3-1,Edge], L3:0-3-0,0-3-41, 15 0-2-15,Edgej, (7:0-4-0,0-3-4] LOADING(psf) SFACING- 2-0-0 CSI. DEFL. in Vert(LL) -0.37 floc)/deft L/d 7-8 >831 240 PLATES GRIP MT20 2201195 TCLL 20.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC 0.78 BC 0.80 Vert(CT) -0.91 7-8 >341 180 TCDL 6L BCLL 0.0 Pep Stress trier YES WB 0.78 Horz(CT) 0.15 6 We n/a Weight: 1321b FT=20% BCDL 1L.0 Code IBC2018ITP12014 Matrix-S LUMBER. BRACING - TOP CHORD Sheathed or 2-6-0 on purlins, except end verticals. TOP CHORD 2x4 OF N�.2 G BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHOHU 2x4 OF No. 18Rh G WEBS 1 Row at midpt 2-9, 4-6 WEB'_ 2x4 DF Stud.'St[ G `Except* W1: 2x6 UI- No.2 G MiTek recommends that Stabilizers and required cross bracing _ be installed during truss erection, in accordance with Stabilizer Installation guide. REA( TONS. (lb/size/ 9=12.WD-3-8 (min. 0-1-8), 6=1234/0-3-8 (min. 0-1-8) Max Hmz9=183(LC 29) Max Upli,t9=-z91(LC 27). 6=-220(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-363/60, 1-12=-642/538, 2-12=-1107/1048, 2-13=3175/666, 13-14=-3170/549, 3-14=-3165/597, 3-15=-2948/798, 15-16=-2947/750,4-16=-2943/180, 4-17=-1073/938, 5-17=-629/442, 5-6=-359/62 BOT CHORD 9-18=-1473/2831,8-18=-899/2831,8-19=-1158/3491,7-19=462/3491, 7-20=-650/2530, 6-20=-941/2530 WEBS 2-9=-2952/1165, 2-8=-329/845, 3-8=-907/724, 3-7=-983/823, 4-7=-375/854, 4-6=-2606/1067 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat it; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. bearing due to UPLIFT atjt(s) 9. This connection is for uplift only and 7) One RT4 USP connectors recommended to connect truss to walls does not consider lateral forces. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the E S Sl Top Chord and Bottom Chord, nonconcurrent with any other live loads. to dra Oa�F ivy 11) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss resist loads along bottom chard from 0-0-0 to 26-2-1 for 133.7 pit. LOAD CASE(S) Standard � � Z C� Exp. 6/30/23 �c No. C53821 \\ OFF 2p0`%/ lob. Truss. (Truss Type Oty (Ply 3LDG3 DD5 Monopitch 1 1 5-5-2 5-5-2 025112 1 3.4 = 5 2 5x4 II 15x4 I LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 TCDL 18.0 Lumber DOL 1.25 BC 0.62 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 BCDL 10.0 Code IBC20181TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 20 DF No.2 G WEBS 20 DF Stud/Std G REACTIONS. fib/size) 4=247/0-5-8 (min. 0-1-8), 3=247/Mechanical Max Horz4=38(LC 9) Max Grav4=394(LC 23), 3=394(LC 25) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-342M 16, 2-3=-342/104 Scale: 3/4"= 3x4 - 5-2 5-2 DEFL. in (loc) I/deb Lid PLATE3 GRIP Vert(LL) -0.14 3-4 >433 240 MT20 220/195 Ved(CT) -0.22 3-4 >286 180 Horz(CT) -0.00 3 We n/a _ Weight: 27 IL FT=20% BRACING - TOP CHORD Sheathed or 5-5-2 oc purlins, except erd verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 ri , bra:,i„g. M -fek recommends that Stabilizers an.l requ;.ed cross bracing be installed during truss erection, in ac�crdan¢e with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSFITPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 0/Jr)J-1 Job (Truss 3LDG 3 DD6 Truss Type - - __ Qty. GABLE 1 3x0 25 12 12 3x4 = 3x4 = 5-5-2 5-5-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ved(LL) -0.14 4-5 >433 240 TCDL 18.L Lumber DOL 1.25 BC 0.63 Vert(CT) -0.22 4-5 >286 180 BCLL 0.0 Ren Stress Incr YES WB 0.06 HOrz(CT) 0.00 4 n/a n/a BCDL 10.0 Cade IBC2018lTP12014 Matrix-P LUMSER- TOP CPORD 2x4 OF No.2 1. BOT GHGRD 2x4 OF Na.2 G WEBS 2x4 OF S'gd/S'd G OTHERS ,2x4 OF Stud, Std G REACT'PNF. (lb/size) 5=247/0-3-8 (min. 0-1-8), 4=247/0-3-8 (min. 0-1-8) Max Hog 5=33(_C 9) Max Gra,,F=39e(LC 23), 4=394(LC 30) FORCES (IS) - Max. romr./M3x. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-28j,41, 3-4=-285/40 WEBS 2-5=-2841124, 2-4=-284/129 PLATES GRIP MT20 2201195 Weight: 32lb FT=20 BRACING - TOP CHORD Sheathed or 5-5-2 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale: 3/4— MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will It between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�0FE5s Exp. 6,30�23 �c hlo. C53K 1 � rTS'ic Ci���/ lob (Truss (Truss Type. 3LOG 3 F01 GABLE Scale = 1:18 xn _ 9 El 121 20 W1 ST1 ST3 2 W1 ST4 ST5 W1 ST2 ST7 sT6 J 22 US - 23 24 5 25 4 - - - - 10-10-8 5-5-4 Plate Offsets-L,Y)-- [10 0-1_14,0-0-12L [17 0 1-14,0-0-12] . _ _5-5.4 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GR,P TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.24 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Forz(CT) 0.00 4 n/a n/a _ BCDL 10.0 Code IBC20181TPI2014 - - Matrix-S Weight: 6710 FT=20% LUMBER- — BRACING- .. TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except e,d verticals. - BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracin be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-10-8. (Ib)- Max Horz 9=45(LC 10) Max Uplift All uplift 1001b or less at joints) 9, 4, 5 Max Grav All reactions 250 Ih or less at joint(s) 5 except 9=456(LC 33), 4=476(LC 26), 8=334(LC 34), 6=331(LC 36) FORCES. Jib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-4551145, 1-19=497/150, 2-19=-497/150, 2-20=497/150, 3-20=497/150, 3-4=-454/144 WEBS 1-7=-1711530, 2-7=-467/191, 3-7=-169/528 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9, 4, and 5. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. ^i_ L w I � LOAD CASES) Standard lob Truss (Truss Type ILDG 3 PB1 Blocking Supported 1-10-6 1-10-6 3x4 = t 2x6 6x6 - 1-10-6 1-10-6 Scale = 1:14 LO<.DING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefi L/d PLATES GRIP 1 CLL 209 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCC� 18.0 - Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BOLr, 0.0 Rep Stress Incr YES WE 0.27 Horz(CT) 0.00 3 We n/a BCOL 10.0 Code IBC20IBfTPI2014 Matrix-P Weight: 13 lb FT=20% LUMBER- BRACING - TOP C-J')ZD 2z4 DF No 2 G TOP CHORD 2-0-0 no purlins: 1-2, except end verticals. BOT CHORD 2x4AF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 Dr Stud)Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-530(LC 27), 3=-530(LC 30) Max Grav4=578(LC 34), 3=578(LC 31) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/540, 1-5=368/373, 2-3=-278/32 BOT CHORD 4-6=-248/254, 3-6=405/412 WEBS 1-3=-707I707 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 13) This truss has been designed for a moving concentrated load of 250.0I1h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. QF E SS/ 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag j PR ON loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �Exp. 6/30/23 �c NO C") 8K l ; Job - Tms: 3LOG3 PB1A Type JNG SUPPORTEO 3x4 = 1-4-14 1-0 14 2x6 6x6 1-4 14 1-4-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 SC 0.10 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018frP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=5411-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Horz 4=-35(LC 8) Max Uplift4=-541(1-C 27), 3=-541(LC 30) Max Grav4=574(LC 34), 3=574(LC31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/556, 1-5=-265/270, 2-3=-270/23 BOT CHORD 3-6=-302/309 WEBS 1-3=-662/662 Scale = 1:14 PLATES GRIP MT20 2211/195 Weight: 11. Ile FT = 2(1'� -. 2-0-0 oc pudins: 1-2, except end verticals: Rigid ceiling directly applied or 6-0-0 on bracino. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=e.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chard, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 pIf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F E S S/ 0 �c '� iJr. ?5'••h''I LOAD CASE(S) Standard lob (Truss (Truss Type 3MG 3 PB2 Blocking Supported 1-8-12 1-8-12 3x4 = 1 S 2 2x6 6x6 1-8-12 1-8-12 Scale = 1:14 LUADIN9(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 - Plate Gdp DOL 1.25 TC 0.22 Vert(LL) nla - n/a 999 MT20 2201195 TDDL '8.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCL_ 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 n/a We BCOI 40.0 Code IBC20181TPI2014 Matrix-P Weight: 12 lb FT=20% LUMBER. BRACING - TO" Z;A32J 2x4 OF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BO i CHORD 2x4 GF No.2 (3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quire. REACTIONS. (Ib/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Hmz4=-35(LC 28) Max Uplift4=-533(LC 27), 3=-533(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 1 or less except when shown. TOP CHORD 1-4=-562l541, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-3751381 WEBS 1-3=-6911691 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R77 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 13) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. QFE SSI 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip Doi Connect truss to resist drag QR 0 loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 pit. / �� i - H'j q �\ 15) Graphical pur in representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. F F`Z LOAD CASE(S) Standard 62 Exp. 6/30/23 * No. -5382'1 h LP CU Job Truss Truss Type 3LDG3 PB3 ( BLOCKING SUPPORTED 11-5-14 -5-14 3z4 = 5 2 4 6 3 2x6 6x6 1-5-14 1-5-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(U-) n/a TCDL 18.0 Lumber DOL 1.25 BC 0.11 Ven(CT) We BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 BCDL 10.0 -- Code IBC2018/TPI2014 - Matrix-P --- LUMBER- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=58/1-5-14 (min. 0-1-8), 3=58/1-5-14 (min. 0-1-8) Max Horz 4=-35(LC 10) Max Uplift4=-538(LC 27), 3=-538(LC 30) Max Grav4=574(LC 34), 3=574(LC 31) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/550, 1-5=-283/289, 2-3=-272/25 BOT CHORD 3-6=-321/327 WEBS 1-3=-668/668 Scale = 1:14 (loc) Vast L/d PLATES GRIP „ - n/a 999 MT20 2201195 - n/a 999 ` 3 n/a n/a Weight: 14 lb FT = 20".6 . . 2-0-0 oc purlins: 1-2, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25$ B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag 4 9 C7 E S S/U,E loads along bottom chord from 0-0-0 to 1-5-14 for 250.0 plf. /�c/ q, 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord LOAD CASE(S) Standard rn i W ry �r E<p_ IL/ SL) /'3 lob (Truss - iTruss Type 3LDG 3 P84 BLOCKING SUPPORTED 1-9-8 198 3x4 = 1 c 2 Scale = 1:14 2x6 6x6 1-9-8 -_.- 198- LUAUIN -(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - n/a 999 MT20 220/195 TCUL '.8.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 B Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 3 We nla BCD_ '0.0 - Code IBC2018ITPI2014 Matrix-P Weight: 12 lb FT=20% LUMBER- BRACING - TOP 3m3RO 2x4 OF No.- G TOP CHORD 2-0-0 on purlins: 1-2, except end verticals. SO I-1`i'72D 2x4 GF Nd.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=7211-9-8 (min. 0-1-8), 3=7211-9-8 (min. 0-1-8) Max Horz 4=-35(LC 10) Max Uplift4=-532(LC 27), 3=-532(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (16) - Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 1A=-562/541, 1-5=-351/357, 2-3=-277/31 BOT CHORD 3-6=-389/395 WEBS 1-3=-698/698 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. VIES/ 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag /� QR O/V \ loads along bottom chord from 0-0-0 to 1-9-8 for 250.0 plf, q 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `?�' H F F` LOAD CASE(S) Standard Exp. 6/30/23 No. C5382I OF CAUF� lob Truss (Truss Type Qty (Ply 3LDG 3 PBS Blocking supported 22 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL L25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-1D-s 1-10-6 3x4 = 1 5 o"':�' 11 4 6 3 2x6 6x6 CSI. TO 0.22 BC 0.14 WB 0.27 Matrix-P REACTIONS. (Ib/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=-36(LC 8) Max Uplift4=-536(LC 27), 3=-536(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) 1-10-6 1-10-6 Scale = 1:14 DEFL. in (loc) I/defl Lid PLATES GRIP .. .. „ Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a We .. Weight 1.3 1b FT = 20% _ BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. �> . BOT CHORD Rigid ceiling directly applied or 6-0-0 ec bracing. - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ila) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-567/545, 1-5=-368/374, 2-3=-278/32 BOTCHORD 4-6=-249/255,3-6=406/412 WEBS 1-3=-712/712 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 an. 7) This truss has been designed for a 10.0 list bottom chord live load nenconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at if(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at tits) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrTPI 1. 13) This truss has been designed for a moving concentrated load of 250.0I1a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag/ loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job 3LDG 3 Type 01 ig Supported 12 LUADIN,(psf) _ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TGDL 18.0 Lumber DOL 1.25 BCL'_ 0.0 ' Rep Stress [nor YES BCD'- ?O.0 Code IBC201SITP12014 LUMBER - TOP 2x4 DFNo.- G BOf CHORD 2x4 DF1yo.2 (i WEBS 2x4 OF Stud/Std G 8-12 3x4 = 1 5 2 Scale = 1:14 4 6 3 2x6 6x6 1-8-12 1-8-12 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.12 Vert(CT) n/a - n/a 999 WB 0.27 Horz(CT) 0.00 3 We n/a Matrix-P Weight: 1216 FT=20% REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz 4=36(LC 29) Max Uplift4=-538(LC 27), 3=-538(LC 30) Max Grsv4=582(LC 34), 3=582(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-567/547, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-375/382 WEBS 1-3=-696/696 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. �t E S S/ 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q� ON loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 15) Graphical purl in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard u � m Exp. 6/30/93 4( Nc C53821 l/ Job 1LOG 3 I russ I ype Oty Blocking Supported 10 3x4 = 1 5 2 2x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 BCDL 10.0 Code IBC2018rFP12014 Matrix-P LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz 4=-43(LC 10) Max Uplift4=-655(LC 27), 3=-655(LC 30) Max Grav4=702(LC 34), 3=702(LC 31) 6x6 1-10-6 1-10-6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-687/664, 1-5=-371/378, 2-3=-278/32 BOT CHORD 4-6=-259/267, 3-6=-417/425 WEBS 1-3=-825/825 Scale = 1:16 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2201195 Vert(CT) n/a - n/a 999 - Horz(CT) 0.00 3 n/a n/a Weight 141b FT=20.% BRACING- - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 fist bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. PR or, E' j/ 0� H� E.p. '-"30h_- / s LOAD CASE(S) Standard lob (Truss - Truss Type -- -- Oty Ply 3LDG 3 PB9 Blocking Svpparred 2 8-12 1-8-12 ' 3A = 1 5 2 2x6 6x6 _ _1-8-12 1-8-12 LGAGIN , (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) nla - n/a 999 TCDL '8.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BC'__ 0.0 Rep Stress Incr YES WS 0.31 Horz(CT) 0.00 3 n/a n/a BCDI- -10.0 ..Cade IBC2018/TPI2014 Matrix-P LUMBER - TOP C>13RJ 2x4 DF No., G BOf r,HORD 2x4 CF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=6911-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-43(LC 32) Max Uplift4=-658(LC 27), 3=-658(LC 30) Max Grav4=702(LC 34), 3=702(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-687/674, 1-5=-340/347, 2-3=-276/29 BOT CHORD 4-6=-243/250, 3-6=386/394 WEBS 1-3=-8141814 Scale = 1:16 PLATES GRIP MT20 220/195 Weight: 14 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied. or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24R; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live Iced nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 fill. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to depict for size fill. / QF E $ $/ 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QR 01/ 4 r Exp. 6/30/7_3 No. C5M8 l OF r 011 LOAD CASE(S) Standard lob 3LBG 3 Truss Type City Blocking 2 Run. 8,420s A ID:NCh]gWf6 11-11001 ' --fi 3x4 = 4 5 2 4 6 3 2.6 6x6 - 1-10-6 1-10-6 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Varft1) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.31 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-43(LC 10) Max Uplift4=-647(LC 27), 3=-647(LC 30) Max Grav4=694(LC 34), 3=694(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-678/656, 1-5=-371/372, 2-3=-278/32 BOT CHORD 4-6=-253/255, 3-6=-410/412 WEBS 1-3=-807/807 Scale = 1:16 PLATES. GRIP MT20 2201195 Weight: 14 lb FT=2tx-/, .. BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals:: n BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.01 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard -- / lob 3LOG 3 Type 3x4 = Scale = 1:16 2x6 6x6 LGADINr(psf) J TCLL 20.0 -' SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.33 TCOL 18.0 Lumber DOL 1,25 BC 0,10 BC' L 0.0 Rep Stress Incr YES WB 0.31 BCDI. -19.0 Code IBC2018/TP12014 Matnx-P LUMBER - TOP C; iO;2U 2x4 DF No.2 C BOl r.HnRD 2x4 D- Nm2 U WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=5611-5-6 (min. 0-1-8), 3=56/1-5-6 (min. 0-1-8) Max Horz4=43(LC 33) Max Uplift4=-668(LC 27), 3=-668(LC 30) Max Gmv4=703(LC 34), 3=703(LC 31) 1-5-6 1-5-6 DEFL. in (loc) Udell L/d PLATES GRIP Vert(L-) n/a - We 999 MT20 2201195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 13 Ih FT =20 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. GOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-701/700, 1-5=-277/284, 2-3=-271/24 GOT CHORD 3-6=323/331 WEBS 1-3=-799/799 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 3. This connection is far uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrenl with any other live loads. 1M This truss has been designed for a total drag load of 250 off Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag jFES3 loads along bottom chord from 0-0-0 to 1-5-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 16) Double installations of RT5 require the two hurricane ties to be installed on apposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S)Standard E:xp of 30j3 4c No. C53821 i �F CIVIL \ OF CPS j lob (Truss Truss Type 3LOG3 IpB 12 Blocking supported Dty I 1-1 11001 fi I 3x4 = 1 6 T1 W1 W2 W1 B1 2x6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 " Rep Stress In, VES WB 0.30 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz4=41(LC 10) Max Uplift4=-624(LC 27), 3=-624(LC 30) Max Grav4=671(LC 34), 3=671(1 31) 6x6 - 1-10-6 1-10-e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-655/633, 1-5=-370/377, 2-3=-278/32 BOT CHORD 4-6=-257/264, 3-6=-414/421 WEBS 1-3=-795/795 Scale = 1:16 Di in (loc) Well L/d PLATES GRIP . ,. Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 - Herz(CT) 0.00 3 n/a n/a Weight:. 14 Ib FT = 2n"4 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracinq. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vull=95mph (3-second gust) Vasd=75ri TCDL=6.Opsf; BCDL=6.0psf; I—i B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 12) This truss has been designed fora moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob Truss Truss Type Qty Ply 3LDG 3 PBIM BLOCKING SUPPORTED 10 n 10.6 1-00-fi 3x4 = 1 5 Ti \\W2 Ll WI W1 61 1.5x4 3.4 1-10-6 1-10-6 LOADINC(psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/dell L/d TCLL 20.0 ?late Grip DOL 1.25 TC 0.15 Vert(L-) rue - Ole 999 TCUL 13.0 Lumber DOL 1.25 BC 0.08 Vert(CT) We - Ole 999 BCLL 0.0 * Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 3 Ole n/a BCOL 10.0 - Code IBC2018/TPI2014 Matnx-P LUMBER - TOP CHGRE, 2x4 DF "10.2 3r BOT CwCPD 2x4 DF No.2 G- WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=76/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Horz 4=-41(LC 10) Max Uplift4=-623(LC 27), 3=-623(LC 30) Max Grav4=671(LC 34), 3=671(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=655/633, 1-5=-370/377, 2-3=278/32 BOT CHORD 4-6=-257/264, 3-6=-414/421 WEBS 1-3=-794/794 Scale: 3/4"= PLATES GRIP MT20 220/195 Weight 28 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 -1 now at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 now at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf;. BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=21t; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 8) Provide adequate drainage to prevent water pending. 9) Gable requires continuous bottom chord bearing. 10) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11) Gable studs spaced at 2-0-0 oc. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 14) A plate rating reduction of 20% has been applied for the green lumber members. /%R�FESS/ \\ 15) One RTBA USP connectors recommended to connect buss to bearing walls due to UPLIFT at Ills) 4 and 3. This connection is for uph P �- q, only and does not consider lateral forces. /�- �� H� F T\ 16) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 ti y ` 17) This buss has been designed for a moving concentrated load of 250.0I1B live located at all mid panels and at all panel points along Top Chord and Bottom Chord, nonconcurrent with any other live loads. -ontinued on page 2 7 Exp. 630/23 4c \, No. (53821 , �x sl�VCj i OF 'G,� \t Job Truss Truss Type - — 'Ot 1LOG3 PB12A BLOCKING SUPPORTED 10 NOTES- - �___,...._....�.... ...._.. ... .7.._.......-- I ,...Y 18) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 19) Graphical pudin representation does not depict the size or the orientation of the Durbin along the top and/or bottom chord. LOAD CASE(S) Standard OROFt SS,,o C%-'J ,S� lob (Truss (Truss Type 3LDG3 PD13 (Blocking Suppoeed 1-5-6 --- � 3x4 — 2x6 6x6 1-5-6 1-5-6 Scale = 1:16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 "late Grip DOL 1.25 TC 0.31 Vert(LL) n/a - We 999 MT20 220/195 TCUL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 3 n/a We BCDL ^0.0 Code IBC2018rTP12014 Matrix-P Weight: 13 lb FT=20% LUMBER-� BRACING- TOPCHC.F�D 2x4 DF ^10.2 S. TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT Cu^AD 2x4 OF No.z G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/St l G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=5611-5-6 (min. 0-1-8), 3=56/1-5-6 (min. 0-1-8) Max Horz4=41(1-C 10) Max Uplift4=-636(LC 27), 3=-636(LC 30) Max Grav4=671(LC 34), 3=671(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-664/663, 1-5=-276/283, 2-3=-271/24 BOT CHORD 3-6=-320/328 WEBS 1-3=-765/765 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=21t; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 12) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 250.0 plf. 0?� Q) E c S/ 0�\ 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � W Exp. 6/30/23 NoC53821 �P� q CIVI 9 OF CAO1F LOAD CASE(S) Standard lob 3LDG 3 -9-11 1-9-11 3x4 = 1 6 T1 W1 W2 Ll W1 2x6 2x6 6x6 - 1-9-11 1-9-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(L-) n/a - Wa 999 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - me 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC2018/TP12014 Matnx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=73/1-9-11 (min. 0-1-8), 3=73/1-9-11 (min. 0-1-8) Max Horz4=-43(LC 10) Max Uplift4=-648(LC 27), 3=-648(LC 30) Max Grav4=694(LC 34), 3=694(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-6791657, 1-5=-357/358, 2-3=-277/31 BOT CHORD 3-6=-3971399 WEBS 1-3=-801/801 Scale = 1:16 PLATES GRIP ., MT20 ' 220/195 Weight:_44 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end vertical;. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc hracino MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI(TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 pit Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-11 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job 3LDG 3 PB15 Type 1-6-6 6-6 3x4 = 1 2x6 6x6 LOADINC(psf) ( SPACING- 2-0-0 CSI. TCLL 20.0 ?late Grip DOL 1.25 TC 0.31 TCUL 13.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCIiL 10.0 Code IBC2018/TPI2014 Mal LUMBER - TOP ChUND 2x4 DF No2 :, BOT CPCFD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=60/1-6-6 (min. 0-1-8), 3=60/1-6-6 (min. 0-1-8) Max Horz4=-42(LC 32) Max Uplift4=-633(LC 27), 3=-633(LC 30) Max Grav4=670(LC 34), 3=670(LC 31) Scale = 1:16 1-6-6 1-6-6 DEFL. in (loc) Ii L/d PLATES GRIP Vert(L-) n/a - n/a 999 MT20 220/195 Veri We - nla 999 Horz(CT) 0.00 3 nla We Weight: 1316 FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-658/655, 1-5=-295/302, 2-3=-272/25 BOT CHORD 3-6=-339/347 WEBS 1-3=-769/769 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfI-PI 1, 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.l on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 12) This truss has been designed for a moving concentrated load of 250.0161ive located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 13) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 1-6-6 for 250.3 plf. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ",R0FESS z ' Exp. 6/30/23� �c No. C53821/ OF CA r/ lob (Truss - Truss Type ILDG 3 PS17 Blocking Supported Oty 3x4 = 1-5-6 1-5-fi � Scale = 1:14 2x6 6x6 1-5-6 1-5-6 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in floc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(-L) n/a - n/a 999 MT20 2?01195 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 nla n/a BCDL 10.0 Code IBC2018lrP12014 Matrix-P Weight. 11 lb FT=29°4, LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. lb/size) 4=56/1-5-6 (min. 0-1-8), 3=5611-5-6 (min. 0-1-8) Max Horz4=-35(1-C 32) Max Uplift4=-539(LC 27), 3=-539(LC 30) Max Grav4=574(LC 34), 3=574(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/553, 1-5=-274/280, 2-3=-271/24 BOT CHORD 3-6=-312/318 WEBS 1-3=-665/665 BRACING - TOP CHORD 2-0-0 oc purlin: 1-2, except end vertical,. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01E live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord , pROF E S S /0�� c. E z l LOAD CASE(S) Standard lob (Truss (Truss Type 3LGG 3 PB18 Blocking Supponed LOADING(psf) SPACING- 2-0-0 TCLL 20.0 "late Grip DOL 1.25 TCUL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2018(TP12014 LUMBER - TOP CF.CRI, 2x4 DF "1o.2 3 BOTCH_^AD 2x4DF No.z G. WEBS 2x4 OF Stud/Std G -10-6 i-10-6 3x4 = 1 2 2x6 6x6 Scale= 1:15 1-10-6 1-10-s _ CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.24 Verf(LL) n/a - n/a 999 MT20 220/195 BC 0.14 Vert(CT) n/a - We 999 WB 0.28 Herz(CT) 0.00 3 n/a n/a Matrix-P Weight: 131b FT=20% REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz4=-38(LC 10) Max Uplift4=-566(LC 27), 3=-566(LC 30) Max Grav4=613(LC 34), 3=613(LC 31) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-598/575, 1-5=-369/375, 2-3=-278132 BOT CHORD 4-6=-251/258, 3-6=-409/416 WEBS 1-3=-740/740 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=21t; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral farces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlr-PI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QROFESS/O\ loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard � Exp. 6/30/23 A K,\ No. (. 9M21 \� Tic �•/VI\(L�Z �P \ OF Job (Truss 3LeG 3 PB18A Type 3x4 = 1 1-6-14 1-6-14 4 6 7 3 2x6 6x6 1-6-14 1-6-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Il Lid TCLL 20.0 Plate Grip DOL .1.25 TC 0.27 Vert(LL) n/a - We 999 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 3 We ma BCDL 10.0 Code IBC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=62il-6-14 (min. 0-1-8), 3=62/1-6-14 (min. 0-1-8) Max Horz4=-59(LC 28) Max Uplift4=-572(LC 27), 3=-572(LC 30) Max Grav4=611(LC 34), 3=611(LC 31) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-598/584, 1-5=-303/309, 2-3=-273/26 BOT CHORD 4-6=-258/265, 6-7=-258/265, 3-7=-375/382 WEBS 1-3=-711/711 Scale = 1:15 PLATE$ GRIP MT20 - 220/195 Weight:. 12 Ib FT = 21% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end vertical.;. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and night exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrTPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. F E $5 14) This truss has been designed for a total drag load of 250 pill. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag / �RQ 7/� loads along bottom chord from 0-0-0 to 1-1-7 for 351.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard w z 16p 6; 30 -3 lob Truss Truss Type 3LDG 3 P621 I Blocking Supported Ply LOnDlltl r psf) SPACING- 2-0-0 TCLL 20.0 mate Grip DOL 1.25 TCLL 1P.0 Lumber DOL 1.25 BCL' 0.0 Rep Stress Incr YES BCDI- '0,0 Code IBC2018/TPI2014 LUMc3ER- TOPC:2x4 DF I'V2 BOT CHOR`) 2x4 DF No.2 G. WEBS 2x4 DF Stud/Std G 1-6-6 ' 166 3x4 = 1 6 2 N 6 3 2x6 6x6 Scale = 1:14 1-6-6 _ 1-6-6 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TC 0.23 Vertft-Q n/a - n/a 999 MT20 2201195 BC 0.10 Vert(CT) n/a - n/a 999 WS 0.26 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 121b FT = 20% REACTIONS. (lb/size) 4=60/1-6-6 (min. 0-1-8), 3=60/1-6-6 (min. 0-1-8) Max Horz4=36(LC 29) Max Uplift4=-543(LC 27), 3=-543(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-568/553, 1-5=-293/299, 2-3=-272/25 BOT CHORD 3-6=-331/338 WEBS 1-3=-677/677 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In met. guide NOTES- 1) Wind: ASCE 7-M Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 10) Non Standard bearing condition. Review required. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0A to depict for 250.3 plf. j QF E $ 5/ \ 14) Graphical gpurfinbottom representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QR ON `<� H 9<' Exp. 6/30/23 �m, * No. C53821 h \rq CIV 1\-�?/ \F OF CAL(`G�/ LOAD CASE(S) Standard Job Truss Truss Type 3LDG 3 PB22 BLOCKING SUPPORTED 1-5-14 Ply 3x4 = 5 4 6 3 2x6 6x6 1-5-14 1-5-14 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip 1.25 TC TC 025 DEFL. in (Inc) I/ Ltd TCDL 18.0 Lumber DOL 1.25 BC 0.11 Vert(LL) n/a - We n/a 999 BCLL 0.0 Rep Stress Incr NO WE 1126 Vert(CT) n/a - n/a 999 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Horz(CT) 0.00 3 n/a n/a LUMBER- TOP CHORD 2x4 DF N12 G BOT CHORD 2x4 OF N12 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=58/1-5-14 (min. 0-1-8)13=58/1-5-14 (min. 0-1-8) Max Harz 4=-36(LC 8) Max Uplift4=-544(LC 27), 3=-544(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-568/556, 1-5=-283/289, 2-3=-272/25 BOT CHORD 3-6=-322/328 WEBS 1-3=-673/673 Scale = 1:14 PLATES GRIP MT20 220/195 _ Weight: 121la FT=20% BRACING - TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. r BOT CHORD Rigid ceiling directly applied or 6-0-0 cc brrcng. - MiTek recommends [hat Stabilizers and rnquirod cross braurg he installed during truss erection, in accordance with Stabilizer Installation ouide NOTES- 5mph (3-second 1) B;IEnc Enclosed; MWFRS (direct onal) and C-C Comer(3) zone; cantileverseft and right exposed h; end verticaltleft and right a posed;C-0Eorr members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 2(.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-14 for 250.0 pit. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard lob (Truss Truss Type IOty SLOG 3 PB23 Blocking 1 1-10-7 1 10-7 30 = Scale = 1:14 2x6 6x6 - 1-10-7 1-10-7 LOP.DIN3(psf) _ SPACING- 2-0-0 DEFL. in Vert(LL) nla floc) I/deft L/d PLATES GRIP - nla 999 MT20 220/195 TLLL 20.0 Plate Grip DOL 1.25 TCI 0.22 BC 0.14 n/a_ n1a999 TCDL 18.0 Lumber DOL ' Rep Stress liner 1.25 YES WB 0.27 HorzCT) .00 Horz(CT) 0.00 We 3 nla nla Weight: 131b FT = 20% BC,L� 0.0 BC ^ 10.0 Code IBC201 B/TP12014 Matrix-P LU'r18-R- BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. TOP CHORD 2x4 OF Ilo.2 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT Cfi �,nD 2x4 OF No.? MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 CF StudPytd G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lblsize) 4=76/1-10-7 (min. 0-1-8), 3=76/1-10-7 (min. 0-1-8) Max Horz4--35(LC 8) Max Uplift4=-530(LC 27), 3=-530(LC 30) Max Grav4=578(LC 34). 3=578(LC 31) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/540, 1-5=-369/375, 2-3=-278/32 BOT CHORD 4-6=-249/255, 3-6=-407/413 WEBS 1-3=-708I708 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Ofef; BCDL-6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. I;xp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to d applicable, or consult qualified building designer as per ANSI/TPI1(normal to the face), see Standard Industry Gable End Details as 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (Le, diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 9) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Or�� Top Chord and Bottom Chord, nonconcument with any other live loads. �q 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q �`i_, loads along bottom chord from 0-0-0 to 1-10-7 depictor 250.0 pit. - 15) Graploads to g rlinbolt representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � l LOAD CASE(S) Standard j w , Job 3LOG 3 Type Oty ig Supported 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 " Rep Stress Incr YES BCDL 10.0 Code IBC2018/FP12014 LtIMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 3x4 = -9-8 1-9-8 s 4 6 3 2,,6 66 9-8 -9-8 CSI. DEFL. in floc) I/deb L/d TC 0.22 Vert(LL) n/a - n/a 999 BC 0.13 Vert(CT) n/a - n/a 999 WB 0.27 Horz(CT) 0.00 3 n/a ri Matrix-P REACTIONS. (lb/size) 4=72/1-9-8 (min. 0-1-8), 3=72/1-9-8 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-532(LC 27), 3=-532(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-4=-5621541, 1-5=-351/357, 2-3=-277/31 BOT CHORD 3-6=-389/395 Scale = 1:14 PLATES GRiP MT20 220/195 Weight: 12 lb FT=20% BRACING- c. TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals: BOT CHORD Rigid ceiling directly applied or 6-0-0 oc br,ring MiTek recommends that Stabilizers and required crass brave g be installed during truss erection, in accordance with Stabilizer Installation quide. WEBS 1-3=-698/698 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corri zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/rP1 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ,., Qi \(_:., 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ;.R loads along bottom chord from 0-0-0 to 1-9-8 for 250.0 plf. —� 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard - lob (Truss (Truss Type. (city ILDG 3 PB25 Blocking Suppoded t 1-4-8 1-4-8 3x4 — 2x6 6x6 - 1-4-8 4-8 LOt DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCcL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) me - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BC�L 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCD'_ 10.0 Code IBC2018ITP12014 Matrix-P LUN1B--R- TOP CHORD 2x4 DF No.2 G BO- ;4JZ0 2x4 OF. No.26; WEBS 2x4 D- Stud/Std G REACTIONS. (lb/size) 4=5211-4-8 (min. 0-1-8), 3=5211-4-8 (min. 0-1-8) Max Horz4=-35(LC 32) Max Uplift4=-542(LC 27), 3=-542(LC 30) Max Grav4=574(LC 34), 3=574(LC 31) FORCES. (lb) - Max. Comp./Mpx. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-563/559, 1-5=258/263, 2-3=-270/22 ROT CHORD 3-6=-295/302 WEBS 1-3=-660/660 Scale = 1:14 PLATES GRIP MT20 2201195 Weight: 11 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24@; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSTFPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOl.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-8 for 250.0 plf. QF E S $/ 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord �2\ � z Exp. 6/30/23� �c No. C53821 \� OF CPS f a, LOAD CASE(S) Standard lob Truss iTruss Type Oty 3LOG 3 PB26 Blocking Supported i 1-2-6 2_6 2x6 6.6 Scale = 1:14 1-2-6 1-2-6 LOADING (Pat) SPACING 2-0-0 CSI. DEFL. in (Joe) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L-) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 SC 0.07 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20181FP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=44M-2-6 (min. 0-1-8), 3=44/1-2-6 (min. 0-1-8) Max Horz4=-35(LC 8) Max Uplift4=-548(LC 27), 3=-548(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-578/577, 2-3=-266/19 BOT CHORD 3-6=-255/262 WEBS 1-3=-653/653 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 20 BRACING - TOP CHORD 2-0-0 ec purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and : equi-ed cross braoiug be installed during truss erection, in accordance with Stabilizer Installation quire. NOTES- 1) Wind: ASCE 7-16; Vult--95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be Cully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gablestuds spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended toconnect truss to bearing walls due to UPLIFT at it(s)3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 131 This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along "- Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dr loads along bottom chard from 0-0-0 to 1-2-6 for 250.0 plf. 15) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type 3LDG 3 1`827 Blocking Supponed 2x6 6x6 Scale= 1:14 LOADING(osf) SPACING- 2-0-0 CSI. DEFL. in (too) /dell Lid PLATES GRIP TG-L 20.0 Plate Grip OOL i025 TC 0.24 Vart(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 '_umber DOL 1.25 BC 0,07 Vert(CT) n/a - n/a 999 BCLL 9.0 Rep Stress Incr YES WB 0,25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/7P12014 Matrix-P Weight: lO lb FT=20% LUr-IBCR- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CI 10rb) 2x4 DF Ne.2-C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Sld G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.. REACTIONS. (lb/size) 4=40/1-1-8 (min. 0-1-8), 3=40/1-1-8 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-552(LC 27), 3=-552(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5871586, 2-3=-265/17 WEBS 1-3=-653/653 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat I I; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One RT7A LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-8 for 250.3 plf. / 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Ir 41 „�pFESS/gypA p. 6/307, Ir lob (Truss Truss Type 3LDG 3 P628 Blocking Supported (Sty 17 1-10 8 -Iona � 3x4 = 1 2x6 6x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 " Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 4=76/1-10-8 (min. 0-1-8), 3=76/1-10-8 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) 1-10-8 Into-8 FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 Jib) or less except when shown. TOP CHORD 1-4=-569/546, 1-5=-370/376, 2-3=-279/32 BOT CHORD 4-6=-250/257, 3-6=-408/415 WEBS 1-3=-715/715 DEFL. in (Joe) I/dell L/d Vert(LL) We - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a We Scale = 1:14 PLATES C*RIP r MT20 220/195 Weight: 131b FT=20% BRACING- •• TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - MiTek recommends that Stabilizers and required cross brauug be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. I I; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 250.0 plf.n 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the tap and/or bottom chord. LOAD CASES) Standard ti � iTo `L Fso.. E/'rj7j J� C53821 ; OFV Job Trust 3LDG 3 PB29 Truss Type Blocking Sopparted 3x4 = 1 2 2x6 LOADING Ipsf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 18.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 * Rep Stress [nor YES WB 0.27 BCD- 10.0 Code IBC2018/TP12014 Matrix-P LUr.1B--R- TOP CHORD 2x4 DF No.2 G B07 J;iJRJ 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G .REACTIONS. (lb/size) 4=69/1-8-14 (min. 0-1-8), 3=69/1-8-14 (min. 0-1-8) Max Horz4=-36(LC 10) Max Uplift4=-539(LC 27), 3=-539(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) 6x6 1-8-14 1-8-14 Scale = 1:14 DEFL. in floc) Ildefl Ud PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 12 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (11 or less except when shown. TOP CHORD 1-4=-568/548, 1-5=-340/346, 2-3=-276/30 BUT CHORD 3-6=-378/384 WEBS 1-3=698/698 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI(fPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One i USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/Tall 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QROFESS/0 loads along bottom chord from 0-0-0 does tot depict for 250.0 plF. /< \ 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. 1 Q- /,,� F FZ LOAD CASE(S) Standard Exp. 630/23 C53821 3F OF 1-40 lob (Truss. (Truss Type - Oty 3LDG 3. PB30 Blocking Supported 1 1-0-4 164 3x4 = 1 T1 W1NW2 MMOMPAM 2x6 6.6 1-10-4 -1-10.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ilden L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018rTP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF StudlStd G REACTIONS. (lb/size) 4=7511-10-4 (min. 0-1-8), 3=75/1-10-4 (min. 0-1-8) Max Horz 4=-36(LC 28) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/546, 1-5=-365/371, 2-3=-278132 BOTCHORD 4-6=-247/254,3-6=-404/410 WEBS 1-3=-712/712 Scale = 1:14 PLATES. GFiP MT20 220/195 Weight: 1316 FT=20% , BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals: _ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc brnring.. MiTek recommends that Stabilizers and `required cross bracii s he installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at Jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel paints along the Top Chard and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag/ loads along bottom chord from 0-0-0 to 1-10-4 for 250.0 pit. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard OFESS;��\ 9r lob Truss Truss Type 3LGG 3 !PB31 Blocking Supported 3x4 = 1 S 2 2x6 6x6 - 1-9-2 1-9-2 Scale = 1.14 LOADING lost) °) SPACING- 2-0-0 OSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC,L 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - We 999 MT20 220/195 TCDL 18.0 lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BC,L 9.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC2018/TP12014 Matrix-P Weight: 121b FT=20% LUtiBDR- BRACING - TOP CHORD 2x4 OF No.2 G TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CI 1ORD 2x4 OF No.2-,G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=70/1-9-2 (min. 0-1-8), 3=70/1-9-2 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-539(LC 27), 3=-539(LC 30) Max Grav4=583(LC 34), 3=583(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-568/548, 1-5=-344/350, 2-3=-276/30 BOTCHORD 3-6=383/389 WEBS 1-3=-701/701 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=451t; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjl(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Q(Z ON loads along bottom chord from 0-0-0 to 1-9-2 for 250.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F F LOAD CASE(S) Standard 62 Exp, 6/30/23 4t \No. C53821 , OF CAU` Job - Truss `Truss Type 3LDG 3 PB32 Blocking supported Qty -10-60 ' 11fi � 2x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 18.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 BCDL 10.0 Code IBC2018/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Harz 4=-36(LC 10) Max Uplift4=-534(LC 27), 3=-534(LC 30) Max Grav 4=582(LC 34), 3=582(LC 31) 1-10-6 1-10-6 FORCES. (Ih) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1A=-566/544, 1-5=-368/374, 2-3=-278/32 BOT CHORD 4-6=-248/255, 3-6=-406/412 Scale =1.14 5x6 DEFL- in (lac) I/deft L/d PLATES. GRIP Vert(LL) We - We 999 MT20 2201195 Vert(CT) We - We 999 Horz(CT) 0.00 3 We We - Weight: 13lb FT=20% BRACING- , TOP CHORD 2-0-0 cc purims: 1-2, except end verticals: BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bmring. -, MiTek recommends that Stabilizers and required cross hra,:ing he installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 1-3=-711/711 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 LISP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One R17A USP connectors recommended to connect truss to hearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord Bottom Chord, and nonconcurrent with any other live loads. L S 7-'- 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag `?`�� loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pit. %—\ -/', 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASE(S) Standard \-.. lob Truss Truss Type 3LDG 3 PB33 Blocking Supported Qty 1-9-11 1-9-11 3x4 = 1 2 Scale = 1:14 2x6 6x6 15-1.1 LOPDINO(psf) °� SPACING- 2-0-0. CSI. DEFL. in (Ioc) I/dell L/d PLATES GRIP TC,L 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 -umber DOL 1.25 BC 0.13 Vert(CT) nla - rue 999 BC,L 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a ri BCO:- 10.0 Code IBC2018FFP12014 Matrix-P Weight: 13 lb FT=20% LUt1BCR- TOP CHORD 2x4 DF f:o.2 G BO- 2x4 DF No.2 G WEBS. 2x4 Dr StLd/Std G REACTIONS. (lb/size) 4=73/1-9-11 (min. 0-1-8), 3=73/1-9-11 (min. 0-1-8) Max Horz4=-36(LC 8) Max Uplift4=-535(LC 27), 3= 535(LC 30) Max Grav4=581(LC 34), 3=581(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5661544, 1-5=-354/360, 2-3=-277/31 BOT CHORD 3-6=-392/399 WEBS 1-3=-703/703 BRACING - TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult-95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60_ _ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at I(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 13) This truss has been designed for a moving concentrated load of 250.011h live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QV�o�E SSI loads along bottom chord from 0-0-0 to 1-9-11 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard EM6/30/)3 i \ \vJFNoC82�1 C1V0- OF lob (Truss Truss Type 3LDG 3 P834 Bloci ing Supported Ply 2x6 6x6 1-8-9 1-8-9 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - We 999 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC20181FPI2014 MaMx-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=68/1-8-9 (min. 0-1-8), 3=68/1-8-9 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplift4=-537(LC 27), 3=-537(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-566/545, 1-5=-334/340, 2-3=-276/29 BOT CHORD 3-6=-372/379 WEBS 1-3=-693/693 PLATES MT20 Scale = 1:14 GkIP o 0 220/195 Weight: 12 lb FT = 205 BRACING- v c. TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bra^ing.. . MiTek recommends that Stabilizers and--requneo cross bra.,i.1y be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 9=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/iPI I. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 00 14) This truss has been designed for a total drag load of 250 Pf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-9 for 250.2 plf. ) 15) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard PROFESS/o < r� p. No. OF l 4 \ lob Truss Truss Type 3LGG 3 PB35 Blocking Supported 3x4 = S 2 _4 _ 6 -_.___ 3.. 2x6 6x6 - Scale = 1.14 LOADINC lost) °I. SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCi-L 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) We - n/a 999 MT20 220/195 TCDL 18.0 '.umber DOL 1.25 BC 0.10 Vert(CT) n/a - ale 999 BCLL 9.0Rep Stress lncr YES--- - WB 0.26 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 11 lb FT=20% LUM1.BER- BRACING - TOP CHORD 2x4 DF N0.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT Cl IORL 2x4 DF No.2C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDS 2x4 D` SIuJ/Sid G FmTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=5611-5-8 (min. 0-1-8), 3=56/1-5-8 (min. (1-1-8) Max Horz4=-36(1_C 32) Max Uplift4=-543(LC 27), 3=-543(LC 30) MaxGrav4=578(LC-34), 3=578(LC31t)- ---- -- - - - -- - - - - - FORCES. (I1a)-Max.Cbmp.1Mrax. Ten.-AlTocs25U(lb7o e ezceptWhan-shown. TOP CHORD 1-4=-566/557, 1-5=-276/282, 2-3=-271/24 BOT CHORD 3-6=-314/321 WEBS 1-3=-669/669 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom. Chord, nonconcurrent withany other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-8 for 250.1 plf. OF E S S/ 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FR ONE — � Z r� Exp. 6/30/73 'D No. C53821 ! i LOAD CASE(S) Standard lob Truss Truss Type ILD13 3 PB36 Blocking Supported Dry 1-2A 724 2xG 6x6 = 1-2-4 1-2.4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) ri - n/a 999 TCDL 11 Lumber DOL 1.25 BC 0.07 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a We BCDL 10.0 Cade IBC2018rTP12014 Mai LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4=43/1-2-4 (min. 0-1-8), 3=43/1-2A (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4=-553(LC 27), 3=-553(LC 30) Max Grav4=580(LC 34), 3=580(LC 31) FORCES. (lb) -Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1A=-584/583, 2-3=-266/18 BOT CHORD 3-6=-2531260 WEBS 1-3=-657/657 Scale = 1:14 PLATES GRIP MT20 2201195 Weight: 11 lb FT=209; BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross br_ n,t be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 201 B International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels. and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QR� L D\, loads along bottom chord from 0-0-0 to 1-2-4 for 250.0 plf. a- \ 15) Graphical purlln representation does not depict the size or the orientation of the purlin along the top andlor bottom chord LOAD CASE(S) Standard s /SF. 0. 61' j0! m ir'� Ivy. C53321 I 2 lob ITuss 3LDG 3 I PB37 Truss Type Blocking Supported LOADING(psf) ° TCLL 20.0 TCDL 18.0 BCLL 0.0 BCC`L 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL t25 Rep Stress Incr YES Code IBC2018(TP12014 LUfVBER- TOP CHORE) 2x4 DF Nj.2 G, BOT CF'CFD 2x4 DF N0.2 G. WEBS 2x4 DF StuJISA G 3x4 = 1 2 Scale = 1:14 2x6 6x6 2-o-2 z 0=2 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.22 Vert(LL) n/a - n/a 999 MT20 2201195 BC OA5 Vert(CT) n/a - n/a 999 WB 0.28 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 13 lb FT = 20 REACTIONS. (Ib/size) 4=82/2-0-2 (min. 0-1-8), 3=8212-0-2 (min. 0-1-8) Max Horz4=-35(LC 28) Max Uplift4=-528(LC 27), 3=528(LC 30) Max Grav 4=580(LC 34), 3=580(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/538, 1-5=-400/406, 2-3=-281/35 BOT CHORD 4-6=-266/273, 3-6=-438/445 WEBS 1-3=-727/727 BRACING - TOP CHORD 2-0-0 or, purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabil"Izer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualifed building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 no. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 13) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrenl with any other live loads. QF E $ S 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag FR /ON loads along bottom chord from 0-0-0 to 2-0-2 for 250.1 plf. 1) fi '>'� 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. / q E <^ LOAD CASE(S) Standard F.p_ 6/30/23 4 No, (5382'1 lob Truss (Truss Type Oty ply 3LDG 3 PB38 alockinq Supported 1 3x4 = 1 2 2.6 6x6 1-10-1 1-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - rue 999 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018rTP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=7411-10-1 (min. 0-1-8), 3=74/1-10-1 (min. 0-1-8) Max Horz4=35(LC 9) Max Uplift4=-531(LC 27), 3=-531(LC 30) Max Grav4=577(LC 34), 3=577(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-562/540, 1-5=-362/368, 2-3=-278/32 BOT CHORD 4-6=-245/251, 3-6=-400/406 WEBS 1-3=-7041704 Scale = 1:14 PLATES, G7ZIP MT20 220/195 Weigh[ 13 lb FT = 20% BRACING - TOP CHORD 2-0-0 cc purlins: 1-2, except end verticalc. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers andreyuire6 cross brrrng be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; and vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at t(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at t(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/iPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. O,, 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss t0 resist drag �R ES. Oti loads along bottom chord from 0-0-0 to 1-10-1 for 250.0 pit.9- 15) Graphical purlln representation does not depict the size or the orientation of the purlln along the tap and/or bottom chord. LOAD CASES) Standard i lob 'Truss TrussT 3LeG3 P1339 Blocking 1-1-14 1-1-14 3x4 = 1 5 2 2x6 6x6 1-1-14 1-1-14 LOADING;psf) yPACING- 2-0-0 CS1. DEFL. in floc) I/def Ud TCL 2u.0 Plate Grip DOL 1.25 TC 0.24 Vertf LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Ved(CT) n/a - n/a 999 BCL_ 0.0 * Fee Stress lncr YES WB 0.26 Horz(CT) 0.00 3 Na n/a BCD' 40.0 Code IBC2018TTPI2014 Mati LUM8E4- TOP CHORD 2x4 DF l G- BOT CHCRC 2x4 DF No.2 G- WEB3 2x4 Di SIu[5ty G REACTIONS. (Ib/size) 4=42/1-1-14 (min. 0-1-8), 3=42/1-1-14 (min. 0-1-8) Max Horz4=-36(LC 28) Max Uplitt4=-559(LC 27), 3=-559(LC 30) Max Grav4=585(LC 34), 3=585(LC 31) FORCES. (II - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5931592, 2-3=-266/18 BOTCHORD 3-6=-247/253 WEBS 1-3=-6621662 Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 10 lb FT=20% BRACING - TOP CHORD 2-0-0 oc puriins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24tt; eave=2ft; Cat. It; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at fits) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live leads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QROFESSIp loads along bottom chord from 0-0-0 to 1-1-14 for 250.1 plf. ��7 H �9 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� LOAD CASE(S) Standard Lr 4/ bla, 6/30/23 # No, ('5382) 3F \� OF Type 1-6-12 1612 2x6 6x6 1-8-12 8 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(CL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.27 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz 4=-36(LC 32) Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grav4=584(LC 34),3=584(LC 31) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1A= 569/549, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-376/382 WEBS 1-3=-698/698 Scale = 1:14 PLATES, GRIP MT20 G20/195 Weight: 121b FT = 26% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, MiTek recommends that Stabilizers andrequirescross brr c'ng be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 14) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job 3LDG 3 Truss Type I OTy Blocking Supported LOATING(psf) iPACING- 2-0-0 TCLL 2u.0 Plate Grp DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Pep Stress Inner YES BCDL 10.0 Code IBC2018ITP12014 LUMBE4- TOP CHORD 2x4 DF N�.2 G BOT CP^?C 2x4 OF No.2 G- WEBS 2x4 DF,StuC/Std G 1-8-12 i-8-12 3x4 = 1 2 2x6 6x6 1-8-12 1-8-12 CSI. DEFL. TC 0.23 Vert(LL) BC 0.12 Vert(CT) WB 0.27 Horz(CT) Matrix-P REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz4=-36(LC 32) Max Uplift4=-540(LC 27), 3=-540(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-569/549, 1-5=-337/343, 2-3=-276/29 BOT CHORD 3-6=-376/382 WEBS 1-3=-698/698 in Joe) 1/defl L/d n/a - We 999 n/a - n/a 999 0.00 3 n/a n/a Scale = 1:14 PLATES GRIP MT20 220/195 Weight: 1216 FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualifled building designer as per ANSIF-PI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 one. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. of E S S/ 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. QR 0 O N� I � � m Exp. 6/30/73 Flo. C538'_1 `rNr CIV O � OF CAJ` / LOAD CASE(S) Standard lob 3LDG 3 Supported 1-2-8 1-2-8 2x6 6z6 1-2-8 1-2-8 LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (loc)/deFl Lld TCLL 20.0 Plate Grip OOL 1.25 TC 0.24 Vert(LL) We - nla 999 TCDL 18.0 Lumber DOL 1.25 BC 0.08 Vert(CT) nla - nla 999 BC LL 0.0 Rep Stress Incr VES WB 0.25 Horz(CT) 0.00 3 nla n/a BC DL 10.0 Code IBC2018/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=44/1-2-8 (min. 0-1-8), 3=44/1-2-8 (min. 0-1-8) Max Horz4=36(LC 33) Max Uplift4=-556(LC 27), 3=-556(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-5861585, 2-3=-266/l9 BOT CHORD 3-6=-2581265 WEBS 1-3=-662/662 Scale =1:14 PLATES G-11P MT20 220/195 ". Weight: 11 lb FT = 20". BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end vertical.,. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers ano'reyuire,� cross brrcrg be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 13) This truss has been designed for a moving concentrated load of 250.016 live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 of. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-8 for 250.1 PIT O 9- 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. LOAD CASE(5)S[andard G m L F:. - . 1- J 1 N, J` rr i Job Trus: 3LDG 3 PB43 -10-6 1-10-fi � 3x4 = 1 5 T1 wi W2 wt B1 1.5x4 1.5x4 3x4 1-10-6 1-10-6 LOADING;psf) o $PACING- 2-0-0 CSI. DEFL. in (loc) TCL�- 2u.0 Plate Grip DOL 1.25 TC 0.16 Vert(L-) n/a - TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - SCL- 0.0 ' Rep Stress Incr YES WB 0.16 Hcrz(CT) 0.00 3 BCD!_ 10.0 Code IBC20181TP12014 Matrix-P LUM4ER- TOP CHORD 2x4 DF PIr.2 G BOT 2x4 DF No.2 C, WEBS 2x4 DFkStuG!StJG REACTIONS. (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max Horz 4=-43(LC 10) Max Uplift4=-653(LC 27), 3=-653(LC 30) Max Grav4=701(LC 34). 3=701(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 1-4=-685/663, 1-5=-371/372, 2-3=-278/32 BOT CHORD 4-6=-253/255, 3-6=-411/413 WEBS 1-3=-813/813 1/dell L!d n/a 999 n/a 999 n/a n/a Scale = 1c16 PLATES GRIP MT20 2201195 Weight: 291b FT=20% BRACING - TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5') nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the QROFESS/o/v Top Chord and Bottom Chard, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dra loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 Pf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. o LOAD CASE(S) Standard z Exp. 6/30/23 i No. C53821 / �� L9� C�����P lob - Truss. - Truss Type 3LGG 3 PB44 Blocking Ply 2 1-9-11 1-9-it 3x4 = 1 5 T1 Ll W1 \ \W2 W1 15x4 3x4 Scale = 1:16 1-9-11 - _ 1-9-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - me 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a me BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: 28 lb FT=20^4 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 G TOP CHORD _ 2-0-0 oc purlins: 1-2, except end vertical. BOT CHORD 2x4 DF N0.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, - WEBS 2x4 DF Stud/Std G REACTIONS. (Iblsize) 4=73/1-9-11 (min. 0-1-8), 3=73/1-9-11 (min. 0-1-8) Max Horz4=43(LC 10) Max Uplift4=-655(LC 27), 3=-655(LC 30) Max Grav4=700(LC 34), 3=700(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-685/664, 1-5=-357/359, 2-3=-277/31 BOT CHORD 3-6=-398/400 WEBS 1-3=-807/807 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (DA 31"x2.5') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord nonconcurrent with any other live loads QROFEss/oA 14,1 15) This truss has been designed fora total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag/,��'�� loads along bottom chord from 0-0-0 to 1-9-11 for 250.0 Jar. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard s z 2 ( m I\ E<p 6/'K/?3 # \ No. C53821 Job 1LDG 3 Type 1-e 9 ' 1-8 9 3x4 = 1 5 T1 W1 W2 Ll W1 61 1.5x4 3x4 - Scale = 116 1-8-9 LOACING;psf) - r \PACING- 2-0-0 CS1. DEFL. in (Joe) I/dell L/d PLATES GRIP TCL= 2u.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - We 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCL= 0.0 Rep Stress Incr YES WB 0A5 Horz(CT) 0.00 3 n/a We Weight: 28lb FT = 20% BCD'- 10.0 1 Code IBC2018ITP12014 Matrix-P LUM9E4- BRACING - TOP CHORD 2x4 DF f'c.2 G., TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT C'4= 2x4 DF No.2 r. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBd 2x4 OF StuCSU G REACTIONS. (lb/size) 4=68/1-8-9 (min. 0-1-8), 3=68/1-8-9 (min. 0-1-8) Max Horz4=-43(LC 28) Max Uphft4=-657(LC 27), 3=-657(LC 30) Max Grav4=700(LC 34), 3=700(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-686/666, 1-5=-337/338, 2-3=-276/29 BOT CHORD 3-6=-377/379 WEBS 1-3=-799/799 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.7) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q�OFESS/0/� Top Chord and Bottom Chord, nonconcument with any other live loads. q 15) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dra F F2 loads along bottom chord from G-0-0 to 1-8-9 for 250.2 Jolt. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4; Z LOAD CASE(S) Standard ry Exp. 6/30/7_3� mo * No. C53831 j 3F F F a/ OF lob Truss Truss Type SLOG 3 PB46 Blocking 2 1-5-8 1-5-8 3.4 = 5 T1 W1 44 W2 L Li W1 B1 1.5x4 3.4 = Scale = 1.16 1-5-8 1-5-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 2231195 TCOL 18.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC20181TP12014 Matrix-P Weight: 26lIn FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=56/1-5-8 (min. 0-1-8), 3=56/1-5-8 (min. 0-1-8) Max Horz4=-43(LC 32) - Max Uplift4=-666(LC 27), 3=-666(LC 30) Max Grav 4=701(LC 34). 3=701(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-689I684, 1-5=-279/280, 2-3=-271/24 BOT CHORD 3-6=-3191321 WEBS 1-3=-784I784 NOTES- 1) Special connection required to distribute top chard loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131 "x2.5") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=241t eave=4ft; Cat. II; Exit, B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RTBA USP connectors recommended to connect truss to beading walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the �Ro Top Chord and Bottom Chard, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dra loads along bottom chord from 0-0-0 to 1-5-8 for 250.1 ph'. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Z E.rp. 6r30;73 F PV Job 3LDG 3 Truss Type (Ry Ply elocWrig 1 2 1-4-9 4-9 T1 1. W1 \W2 W1 B1 15.4 3x4 = 1-4-9 -4-9 Scale = 1:16 LOADING(�,sf) SPACING- 2-0-0 CS1. DEFL. in (too) I/defl L/d PLATES GRIP TCLI 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - nla 999 MT20 220l195 TCJL '8.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 3 nla n/a BCGL 10.0 Code IBC2018ffPI2014 Matrix-P Weight: 26 lb FT=20% LUMBER- BRACING. TOF CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BO T CADRD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W-99 2x4 DF Stud/Std G REACTIONS. (Ibisize) 4-52/1-4-9 (min. 0-1-8).3=52/1-4-9 (min. 0-1-8) Max Horz4=-44(LC 32) Max UplifA=-669(LC 27), 3=-669(LC 30) Max Grav4=702(LC 34), 3=702(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-693/692, 1-5=-262/263, 2-3=-270/22 SOT CHORD 3-6=-302/304 WEBS 1-3=-781/781 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d (0.131"x2.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4-1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 12) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at ills) 3. This connection is for uplift only and does not consider lateral forces. 13) Non Standard bearing condition. Review required, 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. ') 15) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along th /rr � q Top Chord and Bottom Chord, nonconcurrent with any other live loads. ti Z 16) This truss has been designed for a total drag load of 250 fill. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist or loads along bottom chord from 0-0-0 to 1-4-9 for 250.4 plf. — z 17) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LLi /� �' m -ontinued on page 2 Exp. 6/30� _ 3 �* No. C5382I _1V ec i �� OF lob Truss Truss Type Oty Ply 3LDG 3 PB47 Blocking 1 q L Job Reference f013bDral Run 8.420 s Apr 16 2021 Pant: 8,420 s Apr 16 2021 MiTek Industries, Inc. Fri Nov 19 15:09:35 2021 Pao ID: NChjg Wf6dcAzC2515cg9D3yW T6h-7tFZltwoAS NOxp7Xlxgrj5rANMpPczUynRxC3NyHi NOTES- 18) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard ��ROFI S - � m Job Trus: 3LDG 3 PS48 Truss Type Blocking Supported LO*1DING(,so I SPACING- 2-0-0 TCLI 20.0 Plate Grip DOL 1.25 TCJL 15.0 Lumber DOL 1,25 BCLL ao * Rep Stress Incr YES BCC- 10.0 i Code IBC2018ITPI2014 LUMBER - TOP CHURD 2x4 OF Nj.2G BUT CI IORD 2x4 DF No.2-G W-99 2x4 DFStud/Std G 3x4 = 5 2 Scale = 1:14 4 6 3 2x6 6x6 — 1-5-2 1-5-2 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.23 Vert(LL) n/a - We 999 MT20 2201195 BC 0.09 Vert(CT) n/a - n/a 999 WB 0.25 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 11 lb FT=20% i i IOAS. (lb/size) 4=54/1-5-2 (min. 0-1-8),3=5411-5-2 (min. 0-1-8) Mee Horz4=35(LC 33) Max Cplift4=-540(LC 27), 3=-540(LC 30) Max Gnav4=574(LC 34), 3=574(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-563/555, 1-5=-269/275, 2-3=-270/23 BOT CHORD 3-6=-307/313 WEBS 1-3=-663/663 BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 pif. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-2 for 250.0 plf. / QF E S S/ 14) Graphical purlin representation does not depict the size or the orientation of the Purim along the top and/or bottom chord. / oR J//� _ v U W S Exp. 6/ i0/93 I LOAD CASE(S) Standard lob Truss (Truss Type 1LDG 3 PB49 Blocking Supported 1-2-8 28 1 5 2 4 6 3 2x6 6x6 1-2-8 1-2-8 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018FFP12014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G CSI. TC 0.24 BC 0.08 WB 0.25 Matrix-P REACTIONS. fib/size) 4=44/1-2-8 (min. 0-1-8), 3=44/1-2-8 (min. 0-1-8) Max Horz4=-35(LC 32) Max Uplift4=-548(LC 27), 3=-548(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-577/576, 2-3=-266/19 BOT CHORD 3-6=-258/264 WEBS 1-3=-653/653 Scale = 1:14 DEFL. in floc) Udefi L/d PLATES GRIP , Vert(LL) n/a - n/a 999 MT20 1?0/195 Ved(CT) n/a - n/a 999 .. Horz(CT) 0.00 3 n/a n/a Weight:(i lb FT=20% BRACING - TOP CHORD 2-0-0 cc pudins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bra,ii,e be installed during truss erection, in accordance with Stabil;zer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at Ills) 4. This connection is for uplift only and does not consider lateral forces. 11) Two R74 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OI1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 off. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-8 for 250.1 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pectin along the top angler bottom chord. 16) Double installations of RT4 require the two hurricane ties to be installed on apposite sides of top plate to avoid nail interference in single ply truss. LOAD CASE(S) Standard I "�aoFES$/ (5�� /��/jfIv/nJj I� 9 A lob (Truss Truss Type Qty 3LDG 3 PB50 Blocking Supported 2 1-8-14 1-8-14 3x4 = 1 2 L5x4 3x4 - 1-8-14 -8-14 Scale = 1:14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) /deft Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - n/a 999 BC,L 0.0 Rep Stress trier YES WB 0.16 Horz(CT) 0.00 3 n/a n/a BCD'- 10.0 erode IBC2018/TP12014 Matrix-P Weight: 1216 FT=20% LUMBER- BRACING- TOF OI,CRD 2x4 DF Nn.2 G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BCT CHORD 2x4 Dr Ao.2-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WERS 2x4 DFrStud/Std G MiTek recommends that Stabilizers and required cross bracing .. , be installed during truss erection, in accordance with StabilEel Installation guide. Rt..(,-. IJAS. (lb/size) 4=6911-8-14 (min. 0-1-8),3=69/1-8-14 (min. 0-1-8) Max .1orz 4 -35(LC 8) Max'Jpllft4=-316(LC 27), 3=-316(LC 30) Max Grav4=359(LC 34), 3=359(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-345/324, 2-3=276/30 WEBS 1-3=-426/426 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=2ft; Cat II; Exp B; Enclosed; MINERS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIlTPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 143.7 pit. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chard. /RAF E S S/0 H ti � Fr G1 cn 4r Exp. 6/30;_ LOAD CASE(S) Standard � pla C538- I Job 3LO63 3A = 1 NWI Scale = 1:14 2x6 6x6 1-11-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/dell L/d PLATES GRIP -' TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 .^.29/195 TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.28 HOrz(CT) 0.00 3 n/a We BCDL 10.0 Code IBC2018/TPI2014 Matrix-P Weight: ; a 1p FT = 20% - LUMBER - TOP CHORD 2x4 DF No.2 G GOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (Ib/size) 4=78/1-11-1 (min. 0-1-8), 3=78/1-11-1 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4= 539(LC 27). 3=-539(LC 30) Max Grav4=588(LC 34), 3=588(LC 31) FORCES. (Ib)- Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 14=-572/549, 1-5=-381/387, 2-3=-279/33 BOT CHORD 4-6=-256/263, 3-6=-419/426 WEBS 1-3=-724/724 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bra-i^.c -� be installed during truss erection, in accordance with Stabitzer Installation guide. _ NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrTPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIh live located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nonconcurrent with any other live loads. 9 ROF E S S/ 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag p ON _ loads along bottom chord from 0-0-0 to 1-11-1 for 250.O plf. � � : N 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard.Lc\� F�� LOAD CASE(S) Standard z � E..0- 6i30/23 No. iF "8'1 lob (Truss (Truss Type 3LOG 3 PB52 Blocking Supported LOADING(rsf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BQL 0.0 Rep Stress Incr YES BCD'_ 10.0 --ode IBC2018/TPI2014 LUMBER - TOP UhORD 2x4 OF N�.2 G BCT CHORD 2x4 Dr ,10.2 G WFRS 2x4 DFStud/StdG 11-1100-6 ' 6 I 3x4 = ➢ 2xs 6x6 - 1-tB-s 1 10 s CS]. DEFL. in (too)/dell L/d TC 0.23 Vert(LL) n/a - n/a 999 BC 0.14 Vert(CT) We - n/a 999 WB 0.27 Horz(CT) 0.00 3 n/a n/a Matrix-P RriAUAJ4& (lb/size) 4=75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max rlorz4-36(LC 10) Max 1.Lpltft4=-540(LC 27), 3=-540(LC 30) Max Grav 4=588(LC 34), 3=588(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=572/550, 1-5=-368/374, 23=-278/32 BOT CHORD 4-6=-249/255, 3-6=-406/413 WEBS 1-3=-716/716 Scale = 1:14 PLATES GRIP MT20 2201195 Weight 131b FT=20% BRACING - TOP CHORD 2-0-0 oc purltns: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp 8; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chard bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q OFESS/ON � � m 0� Exp. 6/30/23 * \ No. C53821 of Job 3LGG 3 Type 1-1-3 1-1-3 2x6 6x6 — 1-1-3 1-1-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ill I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2018rTP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=39/1-1-3 (min. 0-1-8), 3=39/1-1-3 (min. 0-1-8) Max Horz 4=-36(LC 10) Max Uplift4=-564(LC 27), 3=-564(LC 30) Max Grav4=589(LC 34), 3=589(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-604/603, 2-3=-265/17 WEBS 1-3=-665/665 Scale = 1:14 PLATES GRIP MT20 - 2z0/195 ' Weight: 10 To FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. ., BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing,. > r MiTek recommends that Stabilizers and required cross bracinq be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=2411; eave=2ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-3 for 250.0 plf. / ROF E 5 S/\ 15) Graphical pudln representation does not depict the size or the orientation of the purlln along the top and/or bottom chord. �Q H -� A. LOAD CASE(S) Standard s w � m _ n, f=tip_ 6;'3���2_5 � i Nc 3821 ; i OF Job Truss Truss Type City 3LDG3 IP055 Blocking Supported 1 1-6-4 164 3x4 = 1 6 Tt W1 W1 W2 Bt 2x6 6x6 LOAl ps, SPACING- 2-0-0 CSI. TCLL 20.0 +late Grip DOL 1.25 TC 0.23 TCDL 18.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 BCDI 10.0 ,ode IBC2018/rP12014 Matrix-P LUMBER- TCP CHORD 2x4 DF No.2 .3 BOT CHORD 2x4 D' No.2 G WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=5911-6-4 (min. 0-1-8), 3=59/1-6-4 (min. 0-1-8) Max }forz 1-35(LC 11) Max Unlift4--537(LC 27), 3=-537(LC 30) Max Grav4=574(LC 34), 3=574(LC 31) Scale = 1-14 1-6-4 1-6-4 DEFL. in (loc) Well L/d PLATES GRIP Verl n/a - n/a 999 MT20 220/195 Ved(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 121h FT=20% FORCES. (Ill - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-562/547, 1-5=-290/296, 2-3=-272/25 BOT CHORD 3-6=-328/334 WEBS 1-3=-670/670 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vesd=75mph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=21t; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water bonding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One R77 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pill Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QROFESS'/0 loads along bottom chord from 0-0-0 to 1-&4 for 250.0 plf. �q( 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard W c� Y � m Exp. 6/30/23 S 4c No. C53821 \�Jq, CIVII 14 � OF CA� �'F�/ lob 3LDG 3 Type 10 Sgpporled LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 OF N1.2 G WEBS 2x4 OF Stud/Std G 3x4 = 1 1-10-6 1-100 4 6 3 2x6 6x6 1-10-6 0-6 CSI. DEFL. in (loc) I/deft L/d TC 0.33 Vert(LL) n/a - n/a 999 BC 0.14 Vert(CT) n/a - n/a 999 WB 0.32 HOrz(CT) 0.00 3 We We Matrix-P REACTIONS. (16/size) 4=7611-10-6 (min. 0-1-8), 3=7611-10-6 (min. 0-1-8) Max Horz4=45(LC 9) Max Uplift4=-680(LC 27), 3=-680(LC 30) Max Grav4=727(LC 34), 3=727(LC 31) FORCES. (16) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-712/692, 1-5=-371/379, 2-3=-278/32 BOT CHORD 4-6=-262/270, 3-6=-419/427 WEBS 1-3=850/850 Scale =1:17 PLATES GRIP MT20 ` 920/195 Weight:!E lb FT=20q BRACING - TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals_ ,. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing., > MiTek recommends that Stabilizers and required cross brarinn be installed during truss erection, in accordance with Stabilzer Installation guide �u NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Dpsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11, Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the the plane of truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 between the bottom chord and any other members. wide will fit 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT5 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcument with any other live loads. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 _ QF E S S/0 plE 15) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Double installations of RT5 require the two hurricane ties to be installed on opposite sides of pptop plate to avoid interference 1 F single ply truss. nail in LOAD CASE(S) Standard � n "'0123 Job Truss I Truss Type 3LGG 3 P65eI A BLOCKING SUPPORTED I Qty 4 b a 2x6 6x6 1-4-14 1-4-14 Scale= 1r17 LOADING(psf) ,I SPACING- 21.25 OSI. OEFL. in floc I/deft Lld ) n/a 999 PLATES GRIP MT20 220I195 TCLL 20.0 - Plate Grip DOL 1.25 TC 0.35 BC 0.10 Vert(LL) n/a Vert(CT) nla n/a 999 TCOL 18.0 BCLL 0.0 Lumber DOL Rep Stress Incr 1.25 NO WB 0.32 HOrz(CT) 0.00 3 n/a nla Weight: 13 to FT = 20 BCD'- 10.0 -ode IBC2018rP12014 Main x-P - LUMBER- BRACING - TOP CHORD Rigid oc puddir 1-2, except end verticals. TOP (.h6RD 2x4 9F N9.2 G BOT CHORD Rigid ceiling directly applied 6-0-0 bracing. BCT CH(1RD 2x4 Or ,qo.2 G MiTek recommends that Stabilizers and required cross bracing a a WEBS 2x4 DF,SIUdl8td G be installed during truss erection, in accordance with Stabilizer - - Installation guide, RICAC';I0AS. (lb/size) 4=5411-4-14 (min. 0-1-8),3=5411-4-14 (min. 0-1-8) Max rlorz 4-•45(LC 9) Max'Jyllft4=-696(LC 27), 3--696(LC 30) Max Grav4=729f -C 34), 3=729(LC 31) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-736/735, 1-5=-268/275, 2-3=-270123 BET CHORD 3-6=-3161324 WEBS 1-3=-826/826 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL-6.0psf; h-25ft; B-45ft; L=24ft; eave=2ft; Cat. xp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 on. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for alive load of 2(il on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jl(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This trues is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. PI i DOL=(1 33) Connect truss to resist drag RpFESS/0� 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL-(1.33) ate grip O e Fi �a<\ loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in ? 11 single ply truss. = m LOAD CASE(S)Standard y Exp. 6/30/7_3 * No. (53821 <Z OF CA\-\F�O�q loft Truss Truss Type SLOG 3 P858 Blocking Supported Ply 1-6-0 1-6-4 3A = 1 c > 2x6 6x6 - 1-6-4 1-6-4 Scale = 1:17 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(L-) n/a - n/a 999 MT20 ?70/19511 TCDL 18.0 Lumber DOL 1.25 BC 0.10 Vert(CT) We - We 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.32 HOrz(CT) 0.00 3 n/a We _ BCDL 10.0 Code 113C2018/fP12014 Matrix-P Weight 11 lb FT=20 LUMBER- - BRACING- — TOP CHORD 2x4 DF No.2 G TOP CHORD 2-0-0 no purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc breoing. - WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracin,, - - be installed during truss erection, in accordance •vith Stabi;:zer REACTIONS. (lb/size) 4=5911-6-4 (min. 0-1-8), 3=59/1-6-4 (min. 0-1-8) Installation guide. Max Horz4=45(LC 9) Max Uplift4=-691(LC 27), 3=-691(LC 30) ` Max Grav4=728(LC 34), 3=728(LC 31) ` FORCES. (Ib)- Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 1-4=-723/722, 1-5=-294/301, 2-3=-272/25 BOT CHORD 3-6=-342/350 WEBS 1-3=-829/829 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) Two RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag _,'� CF L S S/ loads along bottom chord from 0-0-0 to 1-6-4 for 250.0 pif. Na 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. 16) Double installations of RT7 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply trues. LOAD CASE(S) Standard lob us: 3LGG 3 PB59 Truss Type Blocking Supported 1-2-4 1-2-0 2x6 6x6 - 1-2-4 1-2-4 Scale = 1:14 LOt-DING(psf) SPACING- 2-0-0 CSL DEFL. in (Idc) I/deg Lld 999 PLATES GRIP MT20 220/195 TCLL 20.0 - Plate Grip DOL 1.25 1.25 TC 0.24 BC 0.07 Vert(LL) n/a Vert(CT) n/a - n/a - nla 999 TCCL 19.0 BCLL 0.0 * Lumber DOL Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a Weight: 10 lb FT = 20 BCDL 10.0 Code IBC2018rTP12014 Matrix-P _ LUMBER- TOP ChGRD 2x4 OF N, 2 G BRACING - TOP CHORD 2-0-0 oc pudins; 1-2, except end vedicals. BCT CPC'RD 2x4 DF ,Jo.2 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer Installation guide. RF.ALI i(JUS. (lb/size) 4=43/1-2-4 (min. 0-1 -8), 3=4311-2-4 (min. 0-1-8) Max Horz 4--35(LC 10) Max Jpllft4=549(LC 27), 3=-549(LC 30) Max Grav4=576(LC 34), 3=576(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-580/578, 2-3=-266/18 BOT CHORD 3-6=-253/259 WEBS 1-3=-6531653 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 11) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 3. This connection is for uplift only and does not consider lateral forces. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. If L 6 DOL- 1 33) Plate grinDOL=(1 33) Connect truss to resist drag oROFESSI� 14) This truss has beenchord from designed for a total drag load of 250 p . um er -( i ,J �V,9,\ loads along bottom chord from 0-0-0 to 1-24 depict 250.0 plf. H,) < 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. / \J F \�� Qj LOAD CASE(S) Standard w Exp. 6/30/23 �m 4L `, No C535? 1 V IL C j \� OF lob Truss Type 3LGG 3 PB60 61ocMng Ply 1-10-6 T-10-6 4 6 3 2x6 6x6 = 1-10-6 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 DEFL. in (loc) I/den L/d TCDL 18.0 Lumber DOL 1.25 BC 0.14 Vert(LL) We - n/a 999 BCLL 0.0 BCDL Rep Stress Incr YES WB 0.27 Vart(CT) Horz(CT) n/a O.00 n/a 999 10.0 Code IBC2018/TPI2014 Matrix-P 3 ale We LUMBER- - TOP CHORD 2x4 DF N1.2 G BRACING- BOT CHORD 2x4 DF N1.2 G TOP CHORD WEBS 2x4 DF Stud/Std G BOT CHORD REACTIONS. (lb/size) 4-75/1-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max H0rz4=-36(LC 10) Max UPInt4=-537(LC 27), 3=-537(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-569/546, 1-5=-368/369, 2-3=-278/32 BOT CHORD 3-6=-401/403 WEBS 1-3=-705/705 Scale = 1:14 PLATES CRIP MT20 220/195 Weight 1' lb FT=20% 2-0-0 oc purlins: 1-2. except end verticals.; Rigid ceiling directly applied or 6-0-0 oc bracing, : - MiTek recommends that Stabilizers and required cross bracmo - be installed during truss erection, in accordance With Stabi°zer Installation guide.-- NOTES- 1) Wind: ASIDE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L-24ft; eave=oft; Cat. II; Ezp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. ing n of 20% has been een s. 7) One RT7 te CUSP connectors recommended to applied connect trlussrto bean lumber walls due to UPLIFT atjt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate gnp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 70F� - ( 11 V` -Ul-1 �� m lob Truss Truss Type Qty SLOG 3 PB61 Blocking 1 2-6 ~ 1-2-6 Scale = 1:14 2x6 6x6 1-2-6 1-2-6 LOP DING(pcf) SPACING- 2-0-0 CBI. OEFL. in Vert(LL) n/a (loc) Ildefl lJd PLATES GRIP nla 999 MT20 220/195 TOLL 20.0 Plate Grip DOL 1.25 TC 0.21 Lumber DOL 1.25 BC 0.07 Vert(CT)nla n/a 999 TCCL 1A.0 BCL, 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 3 n/a n/a Weight: 11 lb FT = 20 BCDL 10.0 Code IBC2018/TPI2014 Matrix-P LUMBER. BRACING - TOP CHORD except end verticals. Rigid oc puddir TOP LHJZD 2x4 CF Nc.2 13 BOT CHORD directly oc bracing. Rigid ceiling directly applied or BOT ^_ u^RO 2x4 OF No.2 G jzmn MITeI recommends that Stabilizers and required cross bracing WEBS 2x4 DF StudlStd G be installed during truss erection, in accordance with Stabilizer - - - Installation guide REACT.GCS. (lb/size) 4=4411-2-6 (min. 0-1-8), 3=44/1-2-6 (min. 0-1-8) Max fiorz G=-36(LC 10) Max I:Iplift4=-470(LC 27), 3--470(LC 30) Max Grav4=497(LC 34). 3=497(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-4=-490/489, 2-3=266119 WEBS 1-3=-5551555 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45fL L=24ft; eave=4ft; Cal. 11 Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by Rigid wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 208.7 pit. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard � Q�QFFSSIQ� Exp. 6/30/23 mu �c No. C53821 c � � O F (- A'��r( / lob 3LOG 3 P862 Truss Type Blocking LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 LUMBER- TOP CHORD BOT CHORD WEBS 2x6 6x6 i-1-8 �-1 B SPACING- 2-0-0 CSI. DEFL. in (Joe) Ildefl L/d Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a - rue 999 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - We 999 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a Code IBC2018/TP12014 Matrix-P 2x4 OF No.2 G 2x4 OF No.2 G 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=4011-1-8 (min. 0-1-8), 3=40/1-1-8 (min. 0-1-8) Max Horz 4=-36(LC 32) Max Uplift4=-559(LC 27), 3=-559(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (Ih) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-584/582, 2-3=-265/17 WEBS 1-3=-648/648 Scale = 1:14 PLATES GRIP MT20 2901195 Weight: 17 lb FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc brocin9. MiTek recommends that Stabilizers and requirad cross bracing be installed during truss erection, in accordance with Stah]izer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 8; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RIBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-8 for 250.3 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard mac, /r Hq�c 1r lob (Truss (Truss Type Dty PIY 3LOG3 IPB63 Blocking 1 911 1 1-9-11 3x4 = 2x6 6x6 1-9-11 1911 LOADING(psf) l SPACING- 2-0-0 CSI. DEFL. in (lac) IIdeO L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.26 BC 0.13 Vert(CT) n/a - n/a 999 BCL, 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 BIB n/a BCDL 10.0 -Code IBC2018/TPI2014 MatriX-P LUMBER - TOP JH DRD 2x4 DF No 2 BOT C4ORO 2x4 DF N0.2 G WEBS 2x4 DF Stud/Std G REAL r;CKS. (lb/size) 4=1311-9-11 (min. 0-1-8),3=73/1-9-11 (min. 0-1-8) Max horz4=36(LC 10) Max L'plift4=-538(LC 27), 3=-538(LC 30) Max Grav4=584(LC 34), 3=584(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-568/547, 1-5=355/356, 2-3=-277/31 BOT CHORD 3-6=-388/390 WEBS 1-3=-698/698 Scale = 1:14 PLATES GRIP MT20 220/195 Weight 13 lb FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-16; VUIt=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSViPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-11 for 250.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard VOFESS/01N-z� � m c, txp. 6j30/7_3 4LNo. C5389_1 '9`t VI,\ OF CA'�/ Job 3LDG 3 Type Ply 1-10-1 1101 � 3x4 = 5 2 2x6 6x6 1-10-1 1-10-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) n/a - n/a 999 TCDL 18.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code IBC2018/fP12014 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=74/1-10-1 (min. 0-1-8), 3=74/1-10-1 (min. 0-1-8) Max Horz 4=36(LC 9) Max Uplift4=-538(LC 27), 3=-538(LC 30) Max Grav4=585(LC 34), 3=585(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-570/548, 1-5=-362/363, 2-3=-278/32 BOT CHORD 3-6=-395/397 WEBS 1-3=-703/703 Scale = 1.14 PLATES CRIP „ MT20 22.01195 Weight: :14 I6 FT=20 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabi'izer Installation guide NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.OI1a live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 250.0 plf. 12) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss 3LDG 3 P1365 Type IQ1y LOPDINGtp4) `I -SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL .i R.O Lumber DOL 1.25 BCL, 0.0 ' Rep Stress Incr YES BCDL 10.0 ^ Code ISC201 BrrPI2014 LUMBEk- TOi' :;,iJRD 2x4 DF No, 2 33 BOT CNORO 2x4 DFf3o.2 S WEBS 2x4 DF .$tud/Std G 3x4 = 1-10-6 1-10-fi 5 4 6 3 2x6 6x6 1-10-6 - - 1-10-6 CSI. DEFL. in TC 0.23 Vert(LL) n/a BC 0.14 Vert(CT) n/a WB 0.28 HOrz(CT) 0.00 Matrix-P — --- BRACING - TOP CHORD BOTCHORD REALTZKS. (Ib/size) 4=16/1-10-6 (min. 0-1-8), 3=76/1-10-6 (min. 0-1-8) Max Iiorz4= 37(LC 10) Max I f1irt4=-561(LC 27), 3= 561(LC 30) Max Grav4=609(LC 34), 3=609(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-593/571, 1-5=-368/369, 2-3=-278/32 BOT CHORD 3-6=-403/405 WEBS 1-3=-727/727 Scale = 1'15 (fee) I/dell L/d PLATES GRIP - We 999 MT20 2201195 n/a 999 3 n/a n/a Weight: 131b FT 20%- 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 250.0 pill 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �Q "OFESS/0 9 a F a Exp. 6/30/73 �V K No. C53821 Cl V \�T\ 0F CA Fk7J LOAD CASE(S) Standard lob Truss 3LAG3 PB6] 3x4 — 5 T1 W1 wz W1 B1 4 6 3 1.5x4 3x4 - 1-8-12 1-812- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(-L) n/a TCDL 18.0 Lumber DOL 1.25 BC 0.07 f Vert(CT) n/a BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TP12014 — Matrix-P — - LUMBER- - - BRACING - TOP CHORD 2x4 DF No.2 G TOP CHORD BOT CHORD 2x4 DF No.2 G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Horz 4=-41(LC 28) Max Uplift4=-622(LC 27), 3=-622(LC 30) Max Grav4=665(LC 34), 3=665(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-651/631, 1-5=-339/340, 2-3=-276/29 BOT CHORD 3-6=-3781379 WEBS 1-3=-767/767 (loc)/deb Ud - We 999 - n/a 999 3 n/a n/a Scale: 314"= PLATES. GRIP MT20 � 2201195 Weighl:.271b FT=20% 2-0-0 oc purlins: 1-2, except end verticals. - Rigid ceiling directly applied or 6-0-0 oc bracing NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with Bid (0.131"x2.5') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 7) Provide adequate drainage to prevent water pending. 8) Gable requires continuous bottom chord bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) A plate rating reduction of 20 % has been applied for the green lumber members. 12) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI i. 14) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the S$ Top Chord and Bottom Chord, nonconcurrent with any other live loads. QR 01, 15) This truss has been designed a for total drag load of 250 pU. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dra loads along bottom chord from a to 1-e-12 for 250.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. _ LOAD CASE(S) Standard =. Job Irus: SLOG 3 PB69 Blocking SUpPDded 3x4 — 1-10-s 1-1 o-s Scale =1:16 2x6 6x6 = _ _ _1-10-6__ LOAOINGkpso ? -SPACING- 2-0-0 CS1. OEFL. in floc) Hall Lld 999 PLATES GRIP MT20 2201195 TCLL 20.0 :I Fiate Grip DOL 1.25 TC BC 0.30 0.14 Vert(LL) n/a Vert(CT) n/a - n/a - n/a 999 TCDL 8.0 Lumber DOL BCLL 0.0 ' Rep Stress Incr 1.25 YES WB 0.30 HOrzf CT) 0.00 3 n/a n/a Weight: 14 Ito FT = 20% BCDL 10.0 node IBC201BITP12014 Matrix-P — BRACING - LUMBEk- TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. TOP ^:iC3D 2x4 DF Na.h 6 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 2x4 OF No.2 S MiTek recommendathat Stabilizers and required cress bracing WEBS 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer Installation guide REACT —CPS. (lb/size) 4=7511-10-6 (min. 0-1-8), 3=75/1-10-6 (min. 0-1-8) Max I;orz4= 41(LC 8) Max Ilplii(4=-625f _C 27), 3=-625(LC 30) Max Grav4=672(LC 34), 3=672(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-656/634, 1-5=-370/377, 2-3=-278/32 BOT CHORD 4-6=-257/264, 3-6=-414/422 WEBS 1-3=-796/796 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat Il; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chard from 0-0-0 to t for 250.0 / QF E S �/ON9 14) Graphical Pullin representation does notdepict depict the size orr t the orientation of the purlin along the top andlor bottom chord. O QV, Exp, 6/30/7_3 z No. C53821 �F OF LOAD CASE(S) Standard lob (Truss (Truss Type 3LDG 3 P1369A (BLOCKING f LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL (.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2018/TP12014 LUMBER - TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G 1-4-14 1-4-14 3x4 = 5 4 6 3 2x6 6x6 = Scale = 1:16 1-4-14 1-4-14 CSI. DEFL. in floc) Well L/d PLATES. DRIP TC 0.31 Vert(LL) n/a - n/a 999 MT20 220/195 ' BC 0.10 Vert(CT) n/a - Cis 999 WB 0.29 H=(CT) 0.00 3 n/a n/a Matrix-P Weight:.13 lb FT = 20 REACTIONS. (Ib/size) 4=54/1-4-14 (min. 0-1-8), 3=54/1-4-14 (min. 0-1-8) Max Horz4=-41(LC 8) Max Uplift4=-638(LC 27), 3=-638(LC 30) Max Grav4=672(LC 34), 3=672(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD IA=-669/668, 1-5=-267/274, 2-3=-270/23 BOT CHORD 3-6=-311/318 WEBS 1-3=-764/764 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 6r: cing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RTBA LISP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-14 for 250.0 pit. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard job 3LOG 3 Type - - - - - Dry 9 4 Run' 8.420 s IDNChjgN 8-12 1-8-12 3x4 = 1 5 2 Scale: 3/4"= 4 6 3 2x6 6x6 - 1-8-12 r _ 1-8-12 LOA•hNG(psf) 5 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Fate Grip DOL 1.25 TC 0.30 Vert(L-) n/a - n/a 999 MT20 220/195 TCDL ,&0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - We 999 BCL' 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 3 We n/a BCDL 10.0 -Code IBC2018frP12014 Matrix-P Weight: 13 lb FT=20% LUMBER- — — — -- — BRACING- — — — TOP =:102D 2x4 DF No.2 C, TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF Mo.2 (4 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/S[d G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationgguide. REll77'^NS. (lb/size) 4=39/1-8-12 (min. 0-1-8), 3=6911-8-12 (min. 0-1-8) Max Kurz 4 = 41(LC 32) Max 'Llplb A=-621(LC 27). 3=-621(LC 30) Max Grav4=664(LC 34), 3=664(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-650/630, 1-5=-339/340, 2-3=-276/29 BOT CHORD 3-6=-377/379 WEBS 1-3=-766/766 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RTSA USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 9'0FESs/o/�11 7— Exp. 6/30/23 � No. (53821�� lob Trus 3LDG 3 PB71 Truss Type Qty BLOCKING 1 LOADING(psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 " Rep Stress Incr NO BCOL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1-5-14 3x4 = 5 4 6 3 2x6 6x6 CSI. TIC 0.30 BC 0AI WB 0.29 Matnx-P REACTIONS. (lb/size) 4=58/1-5-14 (min. 0-1-8), 3=58/1-5-14 (min. 0-1-8) Max Harz 4=-41(LC 8) Max Uplift4=-628(LC 27). 3=-628(LC 30) Max Grav4=664(1-C 34), 3=664(LC 31) Scale: 3/4'= 1-5-14 1-5-14 DEFL. in (loc) I/deft Lid PLATES. DRIP Vert(LL) n/a - n/a 999 MT20 ' ir20/195 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a - Weight; 13 lb FT = 20% - BRACING- - — TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. -, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracinc. MiTek recommends that Stabilizers and requirad cross bracino be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-652/641, 1-5=-285/287, 2-3=-272/25 ROT CHORD 3-6=-324/325 WEBS 1-3=-748/748 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RTBA USP connectors recommended to connect truss to bearing walls due toUPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 250 elf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-14 for 250.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QftQFES.S/0 N ti c Exp. 6/K/21.3 i \ No. C53821 ; � OF lob 3LDG 3 Type 1 -9- -9-8 e 3x4 = 1 5 T1 W1 \\W2 Li W1 81 2x6 6x6 = 1-9-8 1-9-8 Scale = 1:16 LOA004G(p6f) SPACING- 2-0-0 CS'. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 1 P,ate Grip DOL 1.25 TC 0.30 Vert(LL) n/a - n/a 999 MT20 2201195 TCDI '.8.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCL 0.0 Rep Stress lncr NO WB 0.30 Horz(CT) 0.00 3 We We 1 BCDL 10.0 Code IBC201 BFFP12014— Matrix-P Weight: 141b FT=20% LUMBER- BRACING- TOF CI 1011D 2x4 DF No.2 G TOP CHORD 2-0-0 cc pudins: 1-2, except end verticals. BOT CHORD 2x4 DF "o.2 (a BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. RE.X--7FTVS. (lb/size) 4=72/1-9-8 (min. 0-1-8), 3=7211-9-8 (min. 0-1-8) Max Parz,l = 41(LC 8) Max Upli1.4=-626(LC 27), 3=-626(LC 30) Max Grav4=671(LC 34). 3=671(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 14=-6561635, 1-5=-354/360, 2-3=-277/31 BOT CHORD 4-6=-2481255, 3-6=-398/405 WEBS 1-3=-7891789 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chard bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT6A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-8 for 250.0 plf. QF E S j / 14) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. pR ON LOAD CASE(S) Standard u. I Cc Z a Exp. 6/1'30//23 * Na. C538?1 F �1 lab (Truss (Truss Type ((Sty Ply 3LDG 3 PS73 Blocking Supported 1 LOADING (psf) TCLL 20.0 TCDL 18.0 BCLL 0.0 BCDL 10.0 LUMBER- TOPCHORD BOT CHORD WEBS 1-2-6 2-6 2x6 6x6 = 1-2-6 1-2-6 SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft Grip DOL 1.25 TC 0.32 Vert(LL) Na- n/a Lumber DOL 1.25 BC 0.07 Vert(CT) rue - n/a 7UdPlate Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 3 n/a Code IBC2018/rPI2014 Matrix-P 2x4 DF No.2 G 2x4 OF No.2 G 2x4 OF Stud/Std G REACTIONS. (lb/size) 4=43/1-2-6 (min. 0-1-8), 3=43/1-2-6 (min. 0-1-8) Max Horz 4=-41(LC 8) Max Uplift4=-649(LC 27), 3=-649(LC 30) Max Grav4=676(LC 34), 3=676(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-696/695, 2-3=266/19 BOTCHORD 3-6=-2641272 WEBS 1-3=-7641764 Scale = 1:16 PLATES GRrP - MT20 229.'195 Weight: 1i in FT = 20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and requireu cross brac;nq be installed during truss erection, in accordance v, ith Stabili_er Installation guide. _ NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-sewnd gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at it(s) 4 and 3. This connection is for uplift only and does not consider lateral forces. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIIfPI 1. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 250 off, Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 1-2-fi for 250.0 pif. /� � 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FE $ S( ?� 0\\ LOAD CASE(S) Standard i Job (Truss Truss Type 3LDG 3 P1374 elacldng 3x4 = 1-8-12 1 B-12 5 4 6 3 2x6 6x6 1-8-12 1-8-12.. . LOAUWG(psf) SPACING- 2-0-0 CSI. DEFL. in (too) TCLL 20.0 - Plate Grip DOL 1.25 TC 0.24 Vert(L-) n/a - Trul 18.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a - BOLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 3 BCDL 10.0 Code IBC2018ITPI2014 _ Matrix-P — LUMBER- BRACING - TO? C:,DRD 2x4OFIlo.2 G TOP CHORD BOT CHORD 2x4 DF No.z G BOT CHORD WEBS 2x4 DR Stud/Std G R--.43TICNS. (lb/size) 4=69/1-8-12 (min. 0-1-8), 3=69/1-8-12 (min. 0-1-8) Max Ho¢4=-38(LC 32) Max ;'plift4=-569(LC 27), 3=-569(LC 30) Max Grav4=612(LC 34), 3=612(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOP CHORD 14=-598/577, 1-5=-338/339, 2-3=-276/29 BOT CHORD 3-6=-373/375 WEBS 1-3=-716/716 Wall L/d PLATES n/a 999 MT20 his 999 n/a n/a Weight: 13 Ile 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing Scale = 1:15 GRIP 220/195 FT=20% MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RT8A USP connectors recommended to connect truss to bearing walls due to UPLIFT at file) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 250.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard /pFESS QR lON s z c� rn Exp. 6/30/23� i \ No. C53821 0F CA��F% lob (Truss (Truss Type Oty Fly SLOG 3 PB76 Blocking Supported 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 18.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2018/TPI2014 LUMBER - TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Stud/Std G 1 68 1-6-8 3x4 = 1 2x6 6x6 = 1-6-8 1-6-8 CSI. DEFL. in (too) TC 0.25 Vert(LL) n/a - BC 0.10 Vert(CT) n/a - WB 0.27 HOrz(CT) 0.00 3 Matrix-P REACTIONS. (lb/size) 4=60/1-6-8 (min. 0-1-8), 3=6011-6-8 (min. 0-1-8) Max Horz4=-38(LC 32) Max Uplift4=-573(LC 27), 3=-573(LC 30) Max Grav4=611(LC 34). 3=611(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-598/587, 1-5=-296/302, 2-3=-273/26 BOT CHORD 3-6=-336/343 WEBS 1-3=-709/709 Scale = 1:15 I/dell Lid PLATES GRIP - n/a 999 MT20 229.195 n/a 999 We n/a Weight: 12 to FT=20% BRACING - TOP CHORD 2-0-0 oc pudins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross broth; be installed during truss erection, in accordarce with Stabiliser Installation guide. NOTES- 1) Wind: ASCE 7-16; Vutt=95mph (3-second gust) Vasd=75mph; TCDL=6.DpsT; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water pending. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) One R77A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 10) One RTBA USP connectors recommended to connect truss to beading walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 250 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag 2RpFESS/( loads along bottom chord from 0-0-0 to 1-6-8 for 250.2 plf. �, `l �A- 15) Graphical purin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. % �`' , J Hq F LOAD CASE(S) Standard 7_ � = m Exp. 6//30//73 \Pr/c CI`JI\/�x.Y/ \UFCA'F%/ lob (Truss Truss Type Qty 3LGG 3 PB77 Blocking 1 1-5-6 1 5-6 3x4 = 5 2 4 5 3 2x6 6z6 - Lt1AUING rpsf) - SPACING- 2-0-0 CSL TCLL 20.0 - Plate Grip DOL 1.25 TC 0.25 TCDI 18.0 Lumber DOL 1.25 BC 0.10 BC LL 0.0 ' Rep Stress her YES WB 0.26 BC Code IBC2018rTP12014 Matrix-P LUMBEl TOP JaJRD 2x4 OF Pio.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF^Stud/Std G R--:.C-13AS. (lb/size) 4=56/1-5-6 (min. 0-1-8), 3=56/1-5-6 (min. 0-1-8) Max Horn 4=-38(LC 32) Max Jplift4 576(LC 27), 3=-576(LC 30) Max Grav4=611(1-C 34), 3=611(LC 31) 1-5-6 1-5-6 Scale= 1:15 DEFL. in (loc) IldeB L/d PLATES GRIP Vert(LL) n/a - We 999 MT20 220/195 Ved(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 121b FT=20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-5991585, 1-5=-275/276, 2-3=271/24 BOT CHORD 3-6=-310/312 WEBS 1-3=-691I691 NOTES- 1) Wind: ASCE 7-16; Vult=95mph (3-second gust) Vasd=75mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=4511; L=24ft; eave=oft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water printing. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) One RTBA USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chard and Bottom Chord, nonconcurrent with any other live leads. 11) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 1-5-6 for 250.0 pit. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard `� RQFE SS/0 �\� H,, F r� Y W Exp. 6/30j_- 4 11o. C538_ �+� �` California v r 1 TrusFrame"< "People, Drive, Honor Our Formula for Success!" 23665 Road Pems. CA 92557 Phon9: 951. 657 7491 STANDARD ROOF TRUSS DETAILS AND TYPICAL REPAIR DETAILS CTF1 California TrusFrame«C "People, Drive, Honor... Our Formula for Success!" r AMMADHMADIjo wOdCIVIL Oa 4 �Go. 2823`5 Date signed; 011312021 Page 1 of M Far: 951,657.0486 CT` California r I Trusl`rame. "People, Drive, Honor Our Formula for Success!" 23665 Cajalco Road, Perris, CA 92557 Phone: 951. 65Z 7491 Far: 951,657,0486 Table of Contents 1. STANDARD ROOF TRUSS DETAILS...........................................................................................4 1.1 Reading an Engineering Drawing 1...........................................................................................5 1.2 Reading an Engineering Drawing 2...........................................................................................6 1.3 Standard Gable End Detail..........................................................................................................7 1.4 Standard Gable End Detail..........................................................................................................8 1.5 Non -Structural Gable Stud Attachment.....................................................................................9 1.6 California Hip Framing Detail...................................................................................................10 17 Hip Ear Nailing Detail................................................................................................................11 1.0 Hip Flat Top Bracing Detail.......................................................................................................12 1.9 Open Jack and Corner Hip Rafter Detail..................................................................................13 1.10 Standard Piggyback Truss Connection Detail.........................................................................14 1.11 1 Standard Piggyback Truss Connection Detail ALT.................................................................15 1 12 Standard Piggyback Truss Connection Detail (Perpendicular).............................................16 1.13 Conventional Valley Framing Detail......................................::................................................17 1.14 Trussed Valley Set Detail (Beveled Bottom Chord)................................................................18 1.15 Trussed Valley Set Detail..........................................................................................................19 1.16 Support of BC of Standard Open -End Jack Using Pressure Blocks........................................20 1.17 Standard Cap Truss Connection Detail....................................................................................21 1.18 Lateral Toe -Nail Detail..............................................................................................................22 1.19 Lateral Toe -Nail Detail SP.............. ............................................................. ............................. 23 1.20 Uplift Toe -Nail Detail................................................................................................................. 24 1.21 Web Bracing Recommendations.. ............................ ............... ..................................... ......... 25 1.22 L-Brace Detail............................................................................................................................26 1.23 T-Brace/I-Brace Detail with 2x Brace Only.............................................................................27 1.24 T-Brace/I-Brace Detail..............................................................................................................28 ScabBrace Detail.......................................................................................................................29 0,0FESS1 gq�l�„y SpgT OFE3S p���yG\VEER MOHAMMAD �e[ij �1p C� m y AHMADI r�.✓ C 89385 w E>.P:12/31/2022 m * * o CIVIL a� d w xP 6130121 M a� NO C53821 V Il a�Q . 2875' �6F CALF0� Date Signed OV13l2021 sr Cw L 9 Page 2 of 36 9 OF CA41� d CCalifornia T�' TrusFrame..: "People, Drive, Honor Our Formula for Success!" "bbb �aJe,Co roan, terns, UA 915v/ Table of Contents Phone: 951 6577491 Fax 951.657 0486 2. TYPICAL ROOF TRUSS REPAIR DETAILS.............................................................................30 2.1 Repair Detail For Broken Chords, Webs, and Damaged or Missing Chord Splice Plates ........ .... 31 2.2 Repair for Adding a False Bottom Chord.................................................................................... 32 2.3 Repair to Replace Broken Overhang...........................................................................................33 2.4 Repair Detail for Overhang Removal..........................................................................................34 2.5 Interior Bearing Offset Detail......................................................................................................35 2.6 Repair Detail for Broken/Missing Studs and Studs Added for Backing.......................................36 MOHAMMAD qTo @`�°a�C�. AF, y AHMADI w Exp:12/31/2D22 m xp. 8130121 [� oa CIVIL �0 * NO C53821 28233 `A C1VIl Dare signed 01/13/2021 Page 3 of 36 �F CALF CamCalifornia ~ Tf ITrusFrame. "People, Drive, Honor Our Formula for Success!" 23665 Ca).ico ROad. Pens. CA 92557 Phone- 951.6577491 Standard Roof. Truss Details ti �GSNEER�S.r4 l MOHAMMAD N AHMADI W Exp:12/3112022 pd CIVIL O a d moo. 282"�� Date signed 01�13r202; Page 4 of 36 Job Truss Truss Tvpe Oty Ply 1 2 3 5 6 1234 SHOP1 CATHEDRAL 14 1 Pf 0 4-0-0 70-0 2 13 3x6G 4.On 12 3x7 O 4 5.5 0 23 �1 'I R5— 19 8 ` 16 1.5A 115x7= 12-0-0 I 19-0-0 7-070 7-0-0 10 11 �Boa 12 5% s r15 X - 17 3x9 urns Nov 26 2013 NI:I ek Industries. Inc. Man APr01 08:5023 2014 Page! 7�� 5x6p 6 �4 25214 31-1-11 6 0 14 6-T 4 71412 z1 x4-- 7 3x6 8 15 14 7x8o 13 16 4xfi-- 6 4-00 L 9.33 L Ilk 17 12 3x4 -- 1 5x4 9 38-0-0 I F 1 6-10-5 2-0-0 Scale =l.671 9 22 10 n 18�x1. 19 a ,_ 4-0-0 4-8-8 0 2-D-0 22-0-0 9-7-4 V 0 1 9 b 4-0-0 -8- 7-0-0 10-0-0 7-7-4 8-4-12 0-3-8 Overall Truss Height 12-10-0 20 Plate Offsets lx. Y) I6'0-3-70-2-81110'.0-1-2.0-0-5]. 11303-0.0-0-01. 1170-2-120-1-3] 118:0-5-40-2-31 LOADING (psi) 22 paPACING 20-0 GSI DEFL In (too) 1/fell To PLATE GRIP TOLL TCDL 10.0 21 tes c tease 1 15 A Lumbar Increase 115 24 TC 0.84 25 BC 1BE 26 VergLL) -0-40 12-17 >399A41 2 7 MT20 244r190 28 Vert(TL) -1.16 15 17 >341 124 80 180 BCLL 0.0 Rep Stresslncr YES 23 WB 0,85 Horz(TL) 0.74 10 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight. 193 In FT=20% LUMBER TOP CHORD 2x4 BE No 2 'Except' 2x4 I 2^ 30 S'. SP me 1 BOTCHORD 2x4 SP No.2'Except' B52x4 SP No WEBS 2.4 SP No 3'Except' 31 W7: 2x4 SP No.2 REACTIONS (li fze) 18=1740/0- -8 (min 0-2-1), 10=1417/9-3-8 imin D-1-8) Max Harz 18--196(LC 7) 32 Max Uplift 18=-63EC 9), 10=-30(LC9) BRACING TOPCHORO Structural wood sheathing directly applied or2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS Iron) at midpoint 5-15 MiTeck recommends that Stabilizers and required crass bracing be installed during truss erection. in accordance with Stabilizer Installation guide FORCES (to, Max .Comp./Max. Ten. - All forces 250(1b) or less exceptwhen shown. TOPCHORD 1-2=-196/456.2-3-245/545.3-4-2012/0-4-5=1896/0. 5-20=1899/0. 6-20=-177UT 6-21-3060/0. 7-8--4287/0. 8-9=-4379/0. 9-22=-4595/0.. 10-22=-4699/0 BOTCHORD 1-19=-394/20118-19--402/211.17-18-511l288,16-17=-511/288.16-174/1658.15-16-0l1693,14-15-0,2999,13-14=0/336, 12-13=013318, 10-12-0/4180 WEBS 3 18-1603/163 3-17= 23l2049, 5-17=-372/127. 6 154/2474. 7-14-624/141 7-12-26/842. 9-12= 2711129 33 or Unbalanced roof live leads have been Considered for this design 2) Wind'. ASCE7-05, 90mph', TCDL=60psf, BCDL-6.Opsf h-25ff B=451t'. L-381t, eave-5lt Cat II'. Exp B'. enclosed', MWFRS (all heights) and C-C Exteriorly) 0-0-0 to 4-C 0 Interior (f14-0-0 19-0-0. Exteriors) 19-0-0 to 22-9-10 zone'. cantilever left and right exposed, and vertical left and right exposed. C-C for members and farces & MWFRB for reactions shown. Lumber DOL-1.60 plate grip DOL=1 50 3) This truss has been designed for a 10.0 psi bottom chard live load containment with any other live loads- 4) 'This truss has been designed for a live lead of 20-0 psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- 5) Bearing at oinds) 10 considers parallel to grain value using ANSI TPI I angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection toy others) of truss to bearing plate capable of withstanding 63 N uplift at lain)l8and30lbupliftatjointl0- 7) This truss is designed to accordance with the 2006 International Building Code section 23061 and referenced standard ANSIrTPI 1 B) Semi rigid pitchbreaks including heels' Member end flxfty model was used In the analysis and design of this truss. LOAD CASHS) Standard 35 34 Reading a MiTek Engineering Dr 1 Job name *C�\NLLR,ST ��F\) PWAAD q� ry!� 2 Truss label = MOHAMMAO � 3 Truss type AHMADI C w m 4 Truss quantity W Expa:12131/202- m C 89385 ca 5 Number of plies od CIVIL- o s Q 6 Job description a a yld P o.2823� FOF CA\\FO 7 Software version Date Signed. 01/1372021 8a Cumulated dimensions of top chord - panel lengths are added together along the top chord of truss (feet -inches -sixteenths) 8b Panel lengths of the top chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the top chord (feet -inches -sixteenths) 9 Drawing scale of the truss 10 Top chord slope - inches of vertical rise for each 12 inches of horizontal run 11 Top chord member label (if shown) - identification label used to distinguish pieces 12 Truss height - the height of the truss from the top of the bearing to the top of the top chord (trusses with m-3ttfple levels of top chord will have multiple truss height dimensions) (feet -inches -sixteenths) 13 Plate size, orientation and type - plate size in inches. The two lines denotes the direction of the plate 14 Carit:r.uous lateral bracing location 15 Web member label (if shown) 16 He?1 height - the height from the top of bearing to the top of the top chord at the outside edge of the be37ing (feet -inches -sixteenths) 17 Bottom chord slope - inches of vertical rise for each 12 inches of horizontal run 18 Bearing - a structural support, usually a wall or beam that is designated to carry the truss reaction loads to'he foundation 19a Cumui4ted dimensions of bottom chord - panel lengths are added together along the bottom chord of truss (feet -inches -sixteenths) 19bPanel lengths of the bottom chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the bottom chord (feet -inches -sixteenths) 20 Plate offsets (X, Y) - this section lists any horizontal and/or vertical plate offsets (in inches) and the location they occur 21 Design loading (PSF-pounds per square foot) 22 Spacing on center -feet -inches -sixteenths 23 Design code I Design standard 24 Duration of Load for plate and lumber design and Repetitive Use Factor 25 CSI - maximum Combined Stress Index for top chords, bottom chords and webs 26 Deflection- maximum deflection expected in a member (inches), Location of maximum deflection, maximum Span to deflection ratio expected in a member 27 Span to deflection ratios - input allowables 28 MiTek plate allowables (PSI) / estimated truss weight / fabrication tolerance 29 Lumber requirements 30 Required bracing for all members 31 Reaction (pounds), Bearing size - input and minimum required (if shown) 32 Maximum Uplift and/or Maximum Horizontal Reaction if applicable and Maximum Gravity if shown 33 Maximum member forces -Tension Compression - 34 Notes MiTek 35 Additional loads I load cases www.mitek-us.com I Tech Support 1-866-MITEK-TS (1-866-648-3587) Page 5 of 36 Online Training Registration http://www.mitek-us.com/support/training euajuZ) AlllenO f IdJ-/ISNV glim eouepj000e ui a,njoe;nuew sawnsse ubisa4 a' juaioigns lou - ui auole sainjoid 6ulMainaa asn ajo;aq (sa�n;old pu Z spiom'>ioeq'1uw;) u6isap slgl;o suoiyod pe mama��' 'asn ajojaq jeeui6ua loefwd V, gjlm jinsuoo s>lsu aouew>oj,ad,o glleeq 'Iejuawuwlnua �! elgeldeooeun esod Aew jegwnl pejeaA Lo uaa�6;o asfi g asmagjo pa;eoipui ssalun Alleoil>an peol pue Ile;sul L; jeauOua ue;o lenwdde joud jnogjim ajeld jo jegwaw ssnul,a;Ie>o lno lou op .9L -s,ago 10 A4!lgsuodsa, aql cuu umogs lou suogoewoo 'g1 'palou aswuaq;o ssalun 'papejsui si 6upiao ou;I 'ssal Jo '6uioeds g o; le buioejq lejalel aimbaa sp>ogo wo1408 vj ublsap uo pajeoipui 6uheds 1e papinwd sup,nd,o pegleags aq jsnw spjogo dol'El pegioads legj ueq; jallaq jo of lenbe's;oadsej lie ui pue'azis pue saioads eq;;o aq pegs pesn jegwn-I'Z1 ,sluawa.nnba, 6ugeld wnwiuiw a,e paleolpui suoisuawip uogeool pue uopejualjoazis'adA; aleld -I. 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Yo -gjoaj pagwa Alin} pue ssnij jo saps q;oq o; sajeld Alddy •sgjuaa;xfs-ul-j; ul are suolsuewld 'pajeolpw eje slesgo A'x ssalun julof uo ajeld jalueo .4/s NOI1V1NMO ONV NOI1V00l 31V1d slogwAS APRIL 12, 2019 l Standard Gable End Detail Mil-GE110-001 moo �o � \_ II MiTek USA, Inc. J �J'.oi ED BY ME A MiTek Nlilii DIAGONAL BRACE Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6" o.c. \� Vertical Stud SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Varies to Common Truss A. ** * - Diagonal Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-B Vertical Stud (4) - 16d Nails (2) - 10d Nails. into 2x6 SECTION A -A SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. B. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) T GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 10d ARE (0.131"X 3") AND NAILS DESIGNATED 16d ARE IDA 31"X 3.5") MiTek USA, Inc. 16d Nails Spaced 6" o.c. 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals w/(4)-10d Nails PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - I Did NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS. 3x4 = (4) - 8d (0.131" X 2.5") NAILS MINIMUM, PL SHEATHING TO 2x4 STD DF/SPF BLOCK Roof Sheathin \ �24" Max =_ R j 1 3" - (2) 1 eft' Max. "Al�� � �(') - 10d NAILS /Trus s @ 24` o.c e 2 6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4)-16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. � HORIZONTAL BRACE (SEE SECTION A -A) Diag. Brac at 1/3 point if needed End W 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 DF/SPF Std/Stud 12" O.C. 4-6-3 5-0-7 7-t-7 9-0-5 13-6-8 2x4DF/SPFStd/stud 16"O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 DF/SPF SidI 24" O.C. 3-5-8 3-6-11 5-0-7 6-10-15 10-4-7 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 1-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90 % of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98. ASCE 7-02. ASCE 7-05 110 MPH ASCE 7-10, ASCE 7-16 140 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. y��r,�NEER�STq MOHAMIAAD " H AHMADI o w Exp: 12/312022 m Date Signed. 01/13/2021 Page 7 of 36 APRIL 12, 2019 Standard Gable End Detail MII-SHEET 2 MiTek USA, Inc. =m A MTek Nliliaie MiTek USA, Inc. ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Tru HORIZONTAL BRACE (SEE SECTION A -A) Roof Sheathing—� 1'-3" @ 24" o.c. 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X 3.5") NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d (0.131" X 3") NAILS. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR ` / NAIL DIAGONAL BRACE TO THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE �\j\\ CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d (3.5"x0.131")NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT / \ MAY RESULT FROM THE BRACING OF THE GABLE ENDS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH / TWO 16d (0.131" X 3.5") NAILS EACH. FASTEN PURLIN \ TO BLOCKING W/ TWO 16d (0.131" X 3.5") NAILS (MIN) Diag. Brace, IX PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES att/3points SUPPORTING THE BRACE AND THE TWO TRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d (0.131" X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d (0.131"X 3") NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES C—EUCTURA'I- GACLE TRUSSES MAYBE BRACED AS NOTED: STRUCTURAL METHOD 1 : Al rACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FAC`= OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: Al TAr,H 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MES'SER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND : PE ;IES AS THE TRUSS VERTICALS NAILING SCHEDJLE: -FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10, 16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (0.131" X 3") NAILS SPACED 6" O.C. -FOR WIND SPEEDS 120-150 MPH (ASCE 7-98, 02, 05), 150-190 MPH (ASCE 7-10, 16) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST STRUCTURAL / M THIS TO RESIST IS FOR ALL OF PLANE LOADS. . THE RACING BOTTOMBE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE SHOWN GABLE TRUSS NOTE : THIS DETAIL IS TO BE USED ONLY FOR AHMAOI STRUCTURAL GABLES WITH INLAYED H STUDS. TRUSSES WITHOUT INLAYED ("., exP.1v3v2ozz m STUDS ARE NOT ADDRESSED HERE. O CIVIL a i do, yo �. STANDARD 28233 Dare Slgned 01,1312027 GABLE TRUSS �V � QR�FESS/pH I"f��� n4�..►MAD e,.ql. *I C 893850I* Page 8of36 ��CA\_ AUGUST 1, 2016 R I L MiTek USA, Inc. ENGMEEBED BY NON-STRUCTURAL GABLE STUD ATTACHMENT IMII- STUD ATTACHMENT MiTek USA. Inc. REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. �b\NEER-S VARIES 12 Er MOHAMM :•. AHMADI Date Signed- 0111312021 NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (2) 10d (0.131" X 3") TOE -NAILS VARIES{ t 2 continuous bearing wall NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES Oft WfTH (31 16d t0.131" X 3-112"1 TOE -NAILS VARIES 72 r C 89385 f E, OFCA1\, I <`antinuous bearing wall LL NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (6)-7116"xl-314" STAPLES ONE SIDE ONLY SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. TRUSS DESIGNED FOR WIND LOADS 11@ KP M IN THE PLANE OF THE TRUSS ONLY. P NO '3sn 01 HOlad O3NIn03H sl IVAONddV MO3 'sNnld lVNn1On81S NI O3NlllnO slIV13O 3030M3dns 01 INV3W ION sl 11VI30 SlIV13CI JNIWVM:l dIH VO Q _ t2 —ea FF2 W f J NNI a f� m> VI z a 6 F W H 7 I I I I 7 W wwa Z o�� a _ CL W.R.B)reuvp I I m a I yst I nF� I I I I I -- I I I I I I 1< f �i J v N e s g Ws O 3 �= T 2W a ON 60 J Q I— W 2 O_ Q W z O u z. O NEVq� o p ~A o 4 T m_ J N o � W � O'SS3i��a o HIP FLAT TOP BRACING DETAIL CE W/(3)-10d NAILS @ EACH TOP CHORD -DGER W/(5)-10d NAILS @ WEBS 1NEER—Sly = MOHAMMAD r� AHMADI `^ Exp: 12/3112022 m W p CIVIL z " page 12 of 36 Date Signed: 01/13/2021 12, 2019 OPEN JACK AND CORNER —APRIL _7 HIP RAFTER DETAIL MII-CORNER SET C—] U l El 00 TLAD MiTek USA, Inc. _� ENGINEERED BV rL A MIT& Nfilla4 Open End Jack P:F1_2 CH MAX 8.00 MIN 4.00 3W4= SPAN (8-0-0 MAX) Max. overhang: 2-0-0 2x8 Corner Rafter PITCH MAX 12 2.83 MIN 83:iz Plate covers 3,10= over hearing SPAN (11-3-12 MAX) Min, heel heiglh: 0-3-15 Max. overhang: 2-10-0 Lumber: SPF MSR 2100 1.8E min. top chord required for top chord slopes between 5.01/12 and 8/12. SPF No. 2 min. top chord slopes between 5/12 and 4/12. SPF No. 2 min. bottom chord. SP No. 2 or better for corner rafter. Plates: All plates are MT20 installed on each face per TPI 1. SQUARE CUT Connection at A Connection at C SIDE VIEW SIDE VIEW 4r°li NEgF 510E NEARSIDE —� FAfl SIDE FAR SIDE NEARSIDE -- -SR SIDE I1c"r,- us 10d (0.131" x 3") nails MiTek USA, Inc. Connection at D Connect top of 2x8 rafter with (3) 10d (0.131" x 3") toe -nails into top chord of hip girder. HI 1111�T ider / Hip Girder i Corner Rafter to bear an block Attach 12" 2x6 SP No. 2 block with two rows of 10d (0A 31" x 8") nails spaced 3" o.c. 1;a„ e , min 3" member end,distanae 45 DEGREE ANGLE Connection at B BEVEL CUT 510E" AOHAMMAD � Ni 2 E to ,N„y AritAAD1 £cp 12/'11l2022 DE o CIVIL o 4500' Ja uz / .282 Da Signed: 01/13/2021 1 Old (0.131" x 3") nails Wind loading: ASCE 7-98, ASCE 7-02, ASCE 7-05 - 90 MPH. QRQF EIS/QN ASCE 7-10, ASCE 7-16 - 115 MPH Exposure category B or C. �� P MAD yq(� Occupancy category II Q 4 4.8 psf top chord dead load. 4.2 psf bottom chord dead load. y p Z 25' roof height. U MWFRS gable end zone. C 89385 Enclosed building (Cond. I) Duration of load is 1.60 Deflection: Top chord LL- L/180 TL- L/120 Bottom chord ILL- 1/180 TL- L/120 Truss LL- U240 TL- L/180 Loading: Duration of load is 1.25 20 psf top chord live load 8 psf top chord deal load 0 psf bottom chord live load 7 psf bottom chord dead load 10 psf non -concurrent bottom chord five load Conformsto_IRC 2000/2003/2006/2009/2012/2015/2018 IBC 2000/2003/2006/2009/2012/2015/2018 Page 13 of 36 January 8, 2019 STANDARD PIGGYBACK MII-PIGGY-7-16 J TRUSS CONNECTION DETAIL =- V o0 00 LKEE-D MiTek USA, Inc.c. ' ENGHIEEHEO By AIAF&Alfillale PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5') TOE -NAILED. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0-131"X3.5")NAILS EACH. 2 X X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE it ATTACHED TO ONE FACE, CENTEREI ON INTERSECTION, WITH (2) ROWS OF (0.131"X T) NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. FOR WIND SPE'_C6 LETWEEN 116 AND 180 MPH; ATTACH MITEK NP37 2d GA NallOnPLATES TO EACH FACE OF TRUSSES AT 72" O C. W/ (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NAILS ::lCtl OPPOSING FA TES. ENSURE 0.5" NAIL EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES RED. REGARDLESS OF SPAN) IYHF.N NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOW{-. ANO INSTALL PURLINS TO BOTTOM EDGE OF BASE ^,C'S TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRI ]SS MITEK DESIGN DRAWING. SCAB NOTE FOR ALL WIND SPEEDS, ATTACH MITEK NP37 20 GA Nail -On PLATE EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0A 31" X 1.5") PER MEN STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" NAIL EDGE VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK MiTek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR El MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TOOL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 11 VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS-) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LEE ((211.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS. NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. Page 14 of 36 a=� 'OlMtl Lf LJANUARY 8, 2019 _ —F--7 'FL 00 00 \ U MiTek USA, Inc. A NR¢N IXIIIah STANDARD PIGGYBACK TRUSS CONNECTION DETAIL A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0(0.131" X 3.5") TOE -NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131"X 3.5") NAILS EACH. D - 2 X _ X 4'-0' SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2. ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.13V X T) NAILS .@ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT, IN BOTH = DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN. OR 2. WIND SPEED OF 116MPH TO 160 MPH WITH A MAXIMUM O PIGGYBACK SPAN OF 72 ft. E - FOR W IND SPEED IN THE RANGE 116 MPH - 130 MPH ADD e"x0" x1/2"PLYWOR LESS. GUSSET EACH SIDE AT 26) O.C. OR LE55. ATTACH WITH 3 - 6d (SIDE (TOTAL X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL- 12 NAILS) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D MII-PIGGY-ALT 7-16 MiTek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or ENCLOSED BUILDING LOADING = 5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE: 1SO DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. This sheet is provided as a Piggyback connection 7" x 7" x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.G. detail only. Building Designer Is responsible for all ATTACH WITH 3 - 6d (0.113" X 2") NAILS INTO EACH CHORD permanent bracing per standard engineering practices or FROM EACH SIDE (TOTAL- 12 NAILS) refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB- 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS <y P ~ MUST MATCH IN SIZE. GRADE; AND MUST LINE UP O ? AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0" SCAB TO EACH FACE OF 1„4 TRUSS ASSEMBLY WITH 2 ROWS OF 10d /0.131"X 3") NAILS w C SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) tP 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF4000 LBS(@1.15). REVIEW Fi BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH G, THE PIGGYBACK AND THE BASE TRUSS DESIGN: !� r MOHAMMAD �0I AHMADI I E.,: 12/31/2022 m CIVIL d W Page 15 of 36 STANDARD PIGGYBACK TRUSS MII-PIGGY-PERP.I APRIL 12, 2019 CONNECTION DETAIL (PERPENDICULAR) �\ —]= (A', o� 00 F=a MiTek USA, Inc. ENGME_ FAF.n By o A W& NfiliMe DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING. ENGINEER/DESIGNER ARE REQUIRED. PIGGY-BACKRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional Nigyyback truss information. NEAR SIDE MiTek USA, Inc. MAX MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY II WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10, ASCE 7-16 125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) - 16d (0.131" X 3.5') NAILS TOENAILED. FAR SIDE NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY; 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. FLAT TOP CHORD \ OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. Page 16 0 ti yrc^ 24 MOHAMMAD y AHMADI W Ezp-.1213112022 m O CIVIL a do, a0 2a7 Date Signed: 01 O W2021 APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL 0o J \NEER�s�q P l = MOHAMMAD l l�u El AHMADI a W Esp:12/3V2022 � MiTek USA, Inc. ay CIVIL ao �ENGINEERED ev�� ,S RIDGE BOARD a- 2823 (SEE NOTE #6 ) �} f1JVj Gl�7j I�� A WT&Aifili. Date Signed: 01113/2021 MII-VALLEYI MiTek USA. Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY PLATE l I ) ( SEE NOTE #4 ) POST VALLEY RAFTERS ( SEE NOTE #8 ) ( SEE NOTE #2) I� POST SHALL BE LOCAYED SHEATHING ABO`(E THE T( PLAN DRAWING CHORD OF EACH TRUSS. ON. )P JSS r L/i1V JCUI IVIN TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10, ASCE 7-16 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES, FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) lod (0.131".X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (0.131" X 3") TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.13V X 3.5") TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X 3.5") TOE -NAILS. ]. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS VFE ITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST STEN POST THROUGH SHEATHING NG TO SUPPORTING TRUSS I TH ) WITH 16d (0�1313 X 3A FAO 5) NAIL �Q�(QeP MAI 8. POSTS SHALL BE 2 x 4 #20R BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN h O� PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR RE PRE ASSEMBLED � at (2) PLY 2 x 4'S FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X 3") NAILS 5" O.C.. C 89 m Page 17 of 36 CA APRIL 12, 2019 L_\1 __1 LLJ v=a MiTek USA, Inc. L U ME TRUSSED VALLEY SET DETAIL MII-VALLEY2 (BEVELED BOTTOM CHORD) �— R� MiTek USA, Inc. NOTE: VALLEY STUD SPACING NOT GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS D.O.L. INC = 1.15 \ ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10, ASCE 7-16 (MW FRS) 140 MPH WIND 1 BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24" O.C. ) (24" i - h VALLEY TRUSS TYPICAL GABLE END, COMMON TI .. s f 24" O.C. 1 OR GIRDER TRUSS This detail s applicable for trusses wi*h chord and web sizes using 2x3 and larger dimension lumber. P 12 13 12 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS DETAIL A I (BASE TRUSSES SHEATHED) 1. INSTALL BASE TRUSSES. SEE DETAIL" A,B4ORC BELOW (TYP.) M BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS DETAIL B (NO SHEATHING) 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS 8 8 C, VALLEY TRUSSES MAY PROVIDE BRACING. d BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE Date TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 P s 10 BEVEL VALLEY TRUSS Z IUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT MO er�->I DETAIL C A(NOSHEATHING) Exp: CIVIL o. 28233 d_ 01/13/2021 C 89 Page 18 of 36 APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEY3 �o �1,�aQQ 00 00 Qua MiTek USA, Inc. EN�GMEEREG BY[M] GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. LIVE LOAD = 30 PSF (MAX) NOTE: VALLEY STUD SPACING NOT DEAD LOAD = 15 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH ASCE 7-10, ASCE 7-16 (MWFRS) 125 MPH LVALLEY 24" TRUSS O.C.) BASE TRUSSES TYPICAL (24" O.C. ) TYPICAL GABLE END, :OMMON TEU3 TYPICAL VALLEY TRUSS 1. INSTALL BASE TRUSSES. P 12 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTING / - TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. 4 / 6 BE DESIGNED FOR / 7 1 EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.), INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) / AND SECURE TO BASE TRUSSES AS j E PER DETAIL A, B, OR C BELOW. SEE DETAIL \ BRACE VALLEY WEBS IN ACCORDANCE WITH A, B, OR-0 \ THE INDIVIDUAL DESIGN DRAWINGS. BELOW (TYP.) y �� TO N V 11 10 7 4, BASE TRUSSES MUST PURLIN SPACING TOE -NAIL VALLEY BASE TRUSS W (2) 16d (0.131" X 3.5") TOE -NAILS 12 ATTACH 2x6 GONTINOUS NO.2 SEE TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.5") NAILS INTO EACH ti TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d Al31" X 3.5") NAILS INTO h EACH TRUSS BELOW R ATTACH VALLEY TO BEVELED 2x4 W/ ( 2 ) 16d (0.131" X 3.5") NAILS DETAIL C TOE -NAIL VALLEY TO (GREATER THAN 3/12 PITCH \ BASE TRUSS W/ LESS THAN 12/12 PITCH) ( 2 ) 16d (0.131" X 3.5") MOHAMMAD ti AHMADI x`^,y Exi 1Z311l O CIVIL a` v -✓sue 21 Page 1 ATTACH 2x4 CONTINOUS NO.2 SEE BLOCK TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE\A BLOCK ATTACHED TO IT. \ TOE -NAIL VALLEY TO 1`. BASE TRUSS AND BLOCK W/ 3.5) TOE -NAILS ONE NAIL IN EACH DETAIL B (3/12 PITCH OR LESS) AUGUST 1, 2016 SUPPORT OF B.C. OF STANDARD JACK USING PRESSURE BLOCKS OPEN END I MII-OPEN JACK -BLOCKS F\/ Ell �o o ICI MiTek USA, Inc. ENGINEEPEO BV sEcrex nnu.re Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord C mer tru s of jack 131" X 3" MIN. US (ryp) 2x4 block _ jack between jack truss nailed to carrier be (typ) w/6 (0.131"X 3" MIN.) PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(0.131" X 3" MIN.) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(0.131" X 3" MIN.) NAILS (?G 3" o.c. �,``�GWEER�sl9 MOHAMMAD AHMADI Exp.12J31/2022 o CIVIL a� 282�� Page 20 of 36 Date Signed: OV13/2021 MiTek USA, Inc. 100 4 2C" STANDARD CAP APRIL 12, 2019 TRUSS CONNECTION DETAIL MII CAP —= C �o D�a MiTeIk USA, Inc. iS ENGINEERED lNEU A MU& Miliet¢ 2 x x 4'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 1 Od (0.131" X 3") NAILS SPACED 4" O.C. AND STAGGERED MiTek USA, Inc. DESIGN CRITERIA LOADING (PSF) MAX MEAN ROOF HEIGHT= 30 FEET TCLL= 30.0 CATEGORY II BUILDING TCDL= 10.0 EXPOSURE B or C TOTAL= 40.0 ENCLOSED BUILDING ASCE 7-98, ASIDE 7-02, ASIDE 7-05 90 MPH SPACING 2-0-0 ASIDE 7-10, ASCE 7-16 115 MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE: 1.60 LUMBER INCR: 1.15 MIN UDEFL= 240 /CAP TRUSS BASE TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" CO.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d (0.131" X 3.5") NAILS. FOR PIGGY BACK TRUSSES WITH SPANS 4' OR LESS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) q�GvkEER-s/.. O= MOHAMMAD o 03 AHMADI *+ W Exp:12/3112022 o CIVIL a� d a©� 0- ill, Page 21 of 36 Date Signed- 01/13/2021 MAX. SPAN PIGGYBACK TRUSS 10'-0" WITH SP 2X4 NO, 2 LUMBER SLOPE MAY VARY FROM 3/12 TO 12/12 NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL II���oo uVu� MiTek USA,, Inc. j�� �� ENGINEERED GM VMIJ A NTek Nliliale MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HE SEE SPF-S .131 88.1 80.6 69.9 1 68.4 59.7 z O .135 93.5 85.6 74.2 72.6 63.4 J in .162 118.3 108.3 93.9 91.9 80.2 m C0 .128 84.1 7fi.9 66.7 65.3 57.0 z 0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 1 97.6 1 84.7 1 82.8 72.3 of 0 .12C 73.9 67.6 58.7 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J .o .131 .14b 88.1 106.6 80.6 69.9 68.4 59.7 97.6 64.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE. APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5') NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.D ilb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE --a NEAR SIDE NEAR SIDE E] 16 SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE -- -- ----4 FAR SIDE NEAR SIDE - i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE - ----1 FARSIDE NEAR SIDE --- ----1 FAR SIDE v _, l MOHAMMADqF AHMADI Exp: 12/31/2022 T Date Signed: 0111312021 SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAP SIDE NEAR SIDE NEAR SIDE Page 22 of MAY 7, 2019 LATERAL TOE -NAIL DETAIL I MII-TOENAIL_SP 0o raj V LID 00 0 MiTek USA, Inc. A MiTek MIbM MiTek USA, Inc. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD, 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lbinail) DIAM. SP OF HF SPF SPF-S .131 88.0 80.6 69.9 664 59.7.135 F 93S 85.6 74.2 72.6 63A .162 108.8 99.6 86.4 84.5 73.8 .128 74.2 67.9 :ill 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 1z N .148 81.4 74.5 64.8 63.2 52.5 m VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLV SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE EXAMPLE: SIDE VIEW SIDE VIEW (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD (2x4) 42x6) 3 NAILS NAIPS For load duration increase of 1.15: NEAR SIDE NEAR S 3 (nails) X 84.5 (lb/nail) X 1.15 (DOE) = 291.5 lb Maximum Capacity IDE NEAR SIDE NEAR SIDE NEAR SIDE NEA4 SIDE NEAR SIDE ANGLE MAY \\ ANGLE MAY VARY FROM \ ANGLE MAY VARY FROM �. '. 30°TO 60° \ VARY FROM \�\30°T060° / 45.00° �. \ 301TO601 45.00° \ QROFESS AD qy� *GANEER,S/q �\ MOHAMMAD T� C 89385 rmn y AHMADI a N Ex 1213112022 * * W P� nt O � CIVIL a� IV Il P d a0 F�F CA��F� .2823'S Page 23 of 36 Date Signed.- O W1312021 45.000 MAY 7, 2019 UPLIFT TOE -NAIL DETAIL MII-TOENAIL_UPLIFT o� 00 a_;aaa MiTek USA, Inc. ENGINEERED q FBTek gMiliab SIDE VIEW NEAR SIDE FAR SIDE MiTek USA. Inc. THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE. FOR LOADS IN OTHER DIRECTIONS. END VIEW PLA �y /TOP OF WgLLTE I L 1 3/ 6R FOR FOR 3.25" NAIL SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE-NAII. WITHDRAWAL VALUES. PER NDS 2018 (lb/nail) DIAM: SP DF HF SPF SPF-S G0 .131 59 46 32 30 20 z O .'.35 �� 60 48 33 30 20 J N 162 72 58 39 37 25 J .128 54 42 28 27 19 w z A 31 55 43 29 28 19 J M148 62 48 34 31 21 J.N . i Q Z 7 0 .120 46 36 25 24 16 0, A 28 49 38 26 25 17 J o A 31 51 39 27 26 17 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE., EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d (0.162- X 3.5') NAILS WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 Ito Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 lbs) Building Designer is responsible to specifiy a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL *I C 893851 MV1l /1T TPV AHMADI Exp:12/31/2022 rzr, CIVIL a Date Signed: 01 /1 W2021 Page 24 of 36OF CA AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MIL-WEBBRACE 00 14--1EI� MiTek USA, Inc. ENGINEERED Y _ 2r l n MiTek USA, Inc. MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE BAY SIZE' 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'0" 1610 1886 1886 2829 3143 3143 4715 -�-- L 2358 L- 2358 I 3536 1886 1886 2829 -' 4715 7074 12'-all 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 160" 1006 1179 ill 9 1768 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 - - .Say size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 INO. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2•/.OF THE WEB FORCE. A .OR. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE MATERIAL. AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 g2 SRB (DP, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d d 131"@.5") FOR IYL BRACES. 2-10d H)131'x 3") FOR 2r3 and 2x4 BRACES. AND 3-10d (0.131"K{"; FOR 2x5 BRACES 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2�8d (0.131-X2.5') NAILS FOR 194 LATERA, BRACES. 2-10d (0.131"0-) NAILS FOR 2r3 and 2x4 LATERAL BRACES- AND 3-10E X 131-ar) FOR 261ATERAL BRACES. B 2X393. STQ, CONST (SPF. OF, HF. OR SP) S LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. I 6 FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSLG C 2 X 493. SITE, CONST(SPF, OF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSII GUIDE TO GOOD PRACTICE FOR HANDLING. INSTALLING B BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PI ATE INSTITUTE. w.vv.s indI—and xww.rFYA org D 2X61t30R BETTER (SPF. OF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABUTATED VALUES ARE BASED ON A DOL.-115 FOR STABILIZERS: FORA SPACING OF 26- O.G. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING, SEE 'STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PROOI ICT SPEf.IFIC.ATION. p���G1NEER,sr'4 f MOHAMMAD 0 y AHMADI -� W Exp: 12/31/2022 11 i •t 111L1A\w• • Date Signed: 011312021 AUGUST 1, 2016 0= =0 I J 00 ��a MiTek USA, Inc. ENGINEERED BY OMnl A MIIT&AHilia . L-BRACE DETAIL t� _$ MOHAMMAD AHMADI W Exp: 12/31 /2022 CIVIL ae 233 Date Signed: 01/13/2021 Nailing Pattern IL L-Brace size Nail Size Nail Spacing 1 x4 or 6 10d (0.131" X 3") 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Web Nails MII - L-BRACE MiTek USA. Inc. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace must be same species grade (or better) as web member. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 2x6 1x6 2x8 2x8 " DIRECT SUBSTITUTION NOT APLICABLE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 "" DIRECT SUBSTITUTION NOT APLICABLE C 8938 Page 26 of 36 C AUGUST 1 2016 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 EllNote: T-Bracing / I -Bracing to be used when continuous lateral bracing' is impractical. T-Brace / I -Brace must cover 90% of web length. u v �� Note This detail NOT to be used to convert T-Brace / I -Brace MiTek USA, Inc. 5�,e ci oer o A M& Affiliate webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WE Nails Nails-\ Web i Nails/ I -Brace Nails Page 27 of MiTek USA, Inc. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6I-Brace 2x8 2x8 T-Brace M I -Brace Brace Size for Two-Piy Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x61-Bra,39 2x6 2x8 T-Brace 2x3I-Brace T-Brace / I -Brace must be same species and grade (or better) as web member. WEER,ST9 o� MOHAMMAD TO y AHMADI n w Exp: 12131/2022 m O CIVIL a� do, ,AO .2823� Date Signed- 0111312021 TAUGUST 1, 2016 T-BRACE / I -BRACE DETAIL 0o O Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace MliTek USA, Inc. webs to continuous lateral braced webs. =O Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4or1x6 10d(0.131"X3") 8"o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T-Brace / ]-Brace (On Two-Ply's Nail to Both Plies) W Nails Nails —� Web Nails Nails MII - T-BRACE J MiTek USA, Inc. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (') T-Brace 1 x4 (`) 1-Brace 2x6 1x6 C) T-Brace 2x6I-Brace 2x8 2x8 T-Brace MI -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 l-Brace 2x6 2x6 T-Brace 2x6l-Brace 2x8 2x8 T-Brace 2x8l-Brace AHMCnADI Exp:1213112022 p CIVIL ac do, do 0. 2 $233 Date Signed D1/13/2021 T-Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress I -Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Page 28 of 36 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE 00 �a MiTek USA, Inc. _ ENGINEERED— BY — �I �A\VVVIMiiTek AAKible MiTek USA, Inc. Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. �\ MAXIMUM WEB AXIAL FORCE 2500 Ibs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails / Section Detail Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. MOHAMMAD y AHMADI Exp:12J31/2022 ,Wo CIVIL a� . 282-5 Date Signed. 011131202, Page 29 of 36 CCalifrnia TfC I TrusForame. 'People, Drive, Honor... Our Formula for Success!" 23665 Cafaloo Road, Penis, CA 92557 Phone: 951,657,7491 Typical Roof Truss Repair Details WEER -Sr. 2q MOHAMMAD O AHMADI o Eap: 12/3112022 m o CIVILbf- A� .2825 ao Date Signer d 01/13/2021 Page 30 of 36 Fax: 951.6570486 AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS M11_REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES C lA) SET] �[I MiTek USA, Inc. ENGINEERED BY MEM] A MFe Mfilmti, MiTek USA, Inc.. TOTAL NUMBER OF NAILS EACH SIDE OF BREAK' x INCHES MAXIMUM FORCE (Ibs) 15 % LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 561 2342 1320 1980 1352 2028 26 39 30" 2194 1454 007 3011 1697 2546 1738 2608 32 48 36" 2681 3681 2074 3111 2125 3167 38 57 42" 3169 900 4350 2451 3677 2511 3767 44 66 48" 3657346 5019 2829 4243 2898 4347 ' DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d (0.131"X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE, THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: 1-\ L=(2)X+C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1, THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2, ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. a QOF P 4��NG\NEER_Sl9 s� = MOHAMMAD AHMADI OT W Ezp:12/31/2022 o CIVIL a� d� 0.2823� ,ao Page 31 of 36 C 8938 * f10 Yr+ci.,.,Pn nisi vvn�� OBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP10 A FALSE BOTTOM CHORD Fly 'Ell] [11=1-1 MiTek USA, Inc. ENGINEERED BY� A M17 kAlfifia t VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - 10d (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BEnUSED) MiTek USA, Inc. MAIN TRUSS MANUFACTURED WITHOUT FALSE. BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) TRUSS NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. rn jAHMADI CIVIL age 32 of 36 Date Signed: 0111312021 OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B 00 I\ � o0 � iE] MiTek USAF, Inc. eu i�_ rveexeo aLJJ© /��C nr,crzk,unn.r� MiTek USA, Inc. TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d (0.131" X 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED �(L) 24" MAX (2.0 x L) 24" MIN IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12112 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES M S 33 Page 33 01 36 Date Signed: Oli13/202'. AUGUST 1, 2016 OVERHANG REMOVAL DETAIL MII - REMOVE OVERHANG T— MiTek USA, Inc. ��flu �l 00 00 MiTekk USA, Inc. �GJ m)1110 AMRehA lie 2-0-0 MAX 2X4 CHORD 2-0-0 MAX 2X4 CHORD 3-0-0 MAX 2X6 CHORD 3-0-0 MAX 2X6 CHORD MAIN BODY OF TRUSS OVERHANG MAY BE REMOVED PROVIDED PLATES ARE NOT DAMGED. NOTcS: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: SEE MAIN TRUSS ENGINEERING DESIGN. GAD S/ qq*py �y�1NEER� �,MA D q MOHAMMAD 'Z AHMADI r C 89385 Exp:12/31/2022 m CIVIL aQ E CAV�v - nll Page 34 of 36 Date Signed_ 01/13i202 i THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET. Parapet Height T-1" IBLDG, 3 X REVIEWED ❑ REVISE AND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions. 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