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Home My WebLink AboutX2021-0838 - CalcsPROJECT: x2021 -083k CD8 V14wo ftd ESI / F M E INC. STRUCTURAL ENGINEERS Structural calculations for CUSTOM RESIDENCE to be built at 508 Via Lido Nord, Newport Beach, CA DEVIR RESIDENCE (p N Z n r (PER IBC2018 CBC2019. " o Client: March 11, 2021 BRANDON ARCHITECTS Revisions:0 Shipped: Client Job No. Job No. M050 Nla�l BUILDING DIVISION 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / FIXE 014)-835-2819 BY: S.E.O. ESI/FME Inc. STRUCTURAL ENGINEERS Client: BRANT Project Name: DEVIR RESIDENCE Plan*: - City: NEWPORT BEACH ALL LOADS ARE "P.S.F." LIM cont. Rock Live Load 1, 20.0 2U.0 zv.0 wv` ea oa Sheathing 1.5 1.5 1.5 2.5 2.5 Ratters"cists 1.5 1.5 2.0 2.0 Sprinklers 2.0 2.0 .0 2.0 2.0 Ceiling Joist 1.5 1.5 0.0 2.5 0.0 Drywall 2.5 2.5 2.5 5.t,( yw.' . 1.0 1.0 3.0 1.0 1.0 Total D.L. 14.0 16. 20.0 2 .0 24.0 Total Load 34.0 3 0 40.0 640 84.0 ROOF FLOOR DECK .OADSUSED: = ® Job # : 600320 01 Date : 6/13120 0 Allowable Soil earing = 500 p.s.f. FOR ADDi ZONAL INFO MATION SEE OILS REP RT v�161r1T o� Page: 1 Date: 8/9/2021. Job #: M050 DESIGN SUMMARY Importance Factor, I = 1 ANALYSIS USED Risk Category= II EQUIVALENT FORCE METHOD Seismic Design Category= D Sa = 1.385 ssun ,o 1.385 Soil Site Class = D Sr = 0.493 spy= 1.108 R = 6.5 P = 1.3 So, = 0.594 Fa = 1.2 (Alternate Basic) Ev=0.14xSDSXWDL= 0.155 WOL Fv= 1.8 BASE SHEAR 1/ _: =0:755`ie W =" n e ocl y = mp In xposure = CALCULATIONS PER: I5C-2018, CBC -2019, ASCE 7.16 (NDS•18, SDPWS-18, ACI318.14, AISC341&360-16, MSJC•16) :1f ESI/FME, Inc. - zirbeuona (This signature is to be a r wet signature, not a COPY.) APPROVED BY: STRUCTURACttRIOBSERVATION REQUIRED ®L I SPECIAL INSPECTION REQUIRED ® DATE: E S I/ F M E Inc. Page: 2 Date: 9/2/2021 STRUCTURAL ENGINEERS Job #: MOSO Project Name: DEVIR RESIDENCE Client: BRANDON ARCHITECTS City: NEWPORT BEACH Plan #: - LOAD CONDITIONS: ALL LOADS FLOOR ARE "P.S.F." DESIGN SUMMARY ROOF SEISMIC Wood w/o I.T Ltwt Conc. Importance Factor, 1 = 1 ANALYSIS USED Shake Rock Tile ConC. & V gyperele Risk Category = 11 EQUIVALENT FORCE METHOD 5 Seismic Design Category= D Se = 1.385 SSD..I�= 1.385 1 2 3 4 20.0 20.0 20.0 40.0 Live Load 60.0 Soil Site Class = D S, = 0,493 SDI= 1.108 e oa R = 6.5 P = 1.3 SD, = 0.594 Fa = 1.2 Sheathing 1.5 1.5 1.5 2.5 2.5 (Altemate Basic) Ev=0.14xSDSxWDL= 0.155 WDL Fv= 1.8 Rafters/Joists 1.5 1.5 2.5 2.0 2.0 IBASE SHEAR V = 0.155 x W Sprinklers 2.0 2.0 1.5 2.0 2.0 Ceiling Joist 1.5 1.5 0.0 0.0 0.0 WIND Drywall 2.5 2.5 2.5 2.5 2.5 Ivyind Velocity= 11U m Exposure= Miscellaneous 1.0 1.0 2.0 1.0 1.0 Total D.L. 1 84.0 1 14.01 16.0 1 20.01 24.024.0 CALCULATIONS PER: IBC-2018, CBC-2019, ASCE 7.16 Total Load 1 34.0 1 36.01 40.01 64.0 (NDS-18, SDPWS-18, ACI 318-14, AISC341$360-16, MSJC-16) FLOOR ROOF DECK LOADS USED: 0 SOILS REPORT PROJECT INFO: PROJECT ENGINEER: FARHAD MANSHADI By: COAST GEOTECHNICAL CALCS BY: KAMRAN ASKARIAN DATE: 09/02/21 Job # : 600320-01 ASSOC. CHECK: DATE: Date : 8/13/2020 BACK CHECK: DATE: Allowable Soil Bearing = 1500 P.S.f. FOR ADDITIONAL INFORMATION ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: SEE SOILS REPORT P/T FOUND. Rev.: DATE: TABLE OF CONTENTS PLAN CHECK 1: DATE: PLAN CHECK 2: DATE: Description Sheet# REVISIONS: Inil: A SHTS: DATE: IniL: B SHTS: DATE: Init.: C SHTS: DATE: SHTS: DATE: Init.: E SHTS: DATE: O SHTS: Init.: DATE: Init.: E S I/ F M E, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: �OpROFESS, p0 MgNS'r! yti c� c w 36840 A ,r �q C/VIL �P �OFCALIfORa STRUCTURAL OBSERVATION REQUIRED FVE-S-1 SPECIAL INSPECTION REQUIRED rY-E-S1 DATE: 1 Versiore2020.1 �=ESI/FME Inc. CTUPAAL ENGINEERS Project Name: DEVIR RESIDENCE Client: DRANO Plan #: - DESIGN CRITERIA SHEET FORRESIDENTIAL CONSTRUCTION IBC2018 / CBC2019 /ASCE-7-16 REV. 12/02/2018 In all cases calve iinrin ,.,al -,....-__.- .. wuvlas r11-Larcn - la%max. moisture content X4 #2: Fb = 1315/1552 psl; fv=180 psi; E=1.6 X6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 K8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 K10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 K12 #2: Fb = 900/1150 psi; fv=180 psi; E=1.6 (14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 is recommended that lumber be free of heart center. hied Laminated Beams: Douglas Fir -Larch 448 #2/#1: Fb = 1170/1300 4x10 #2/#1: Fb = 1080/1200 4x12 #2/#1: Fb = 990/1100 014 #2/#1: Fb = 900/1000 4x16 #2/#1: Fb = 900/1000 6x10 #1/SS: Fb = 1350/1600 6x12 #1/SS: Fb= 1350/1600 PARALLAM PSL 2.0E fb=2900.psi; fv=290.psl; E=2.0 -••,rte 1 — — wuposea or one part Portland Cement to not more than three parts sand. All structural concrete................................................................ All slab-on-grade/continuous footings/pads ............................. fc = 2500 psi w/o inspection. All concrete shall reach minimum emmnma .i„e ..e ,� Page: Date: 3/11/2021 Job #: MO50 Psi; fv=180 psi; E=1.6/1.7 Psi; fv=180 psi; E=1.6/1.7 Psi; fv=180 psi; E=1.6/1.7 Psi; fv=180 psi; E=1.6/1.7 Psi; fv=170 psi; E=1.6 Psi; fv=170 psi; E=1.6 Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9” min.„ e w nu Tor#5 bars and larger. Development length of Tension Bars shall be calculated perAC1318-14 Section 12.2.2.. Class B Splice = 1.3 x /d. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 391-, #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have tappings of 48 dia. or 2'-0". This is in all cases U.N.O. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast -in-place concrete shall be as follows, U.N.O.: A. Concrete cast against & permanently exposed to earth ...................... ..... .. . .. .... .. 3" B, Concrete exposed to earth or weather < _ #5 Bars ......................................... 1 1/2" #6 => #18 Bars 2" C. Concrete not exposed to weather or in contact with ground Slabs, walls, joists, < = #11 Bars .................................................... Beams & Columns: Primary reinforcement, ties, stirups, spirals... .... 3/4" .............1 1/2" for the Fabrication and Erection of Structural Steel Buildings", AISC acurrent ed t onClrications Steel to conform to Design, ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous Inspection required for all field welding. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes rnlarsnn --• -•-• ,„a, �� ul aices snown on architectural drawings and/or called form specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% All vertical reinforcing In masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). ESI/FME Inc. STRUCTUR4L ENGINEERS Client: BRANDON Project Name: DEVIR RESIDENCE Plan #: - GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION ASCE 7-16, IBC2018, CBC2019, NDS2018, SDPWS2018 Page: Date: 3/11/2021 Job #: M050 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double Joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HTT, HDU, HDQ and CB holdowns to be fastened to 4x4 post min. U.N.O. F. All hardware is to be Simpson Strong -Tie or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 1/2" diameter x 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix.) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Simpson 0.145" dia.,3" long PDP Powder Actuated Anchors @ 24" o.c. (ICC-ESR#2138) or equal. J. All conventional framed portions of structure are to be constructed per section 2308 of the 2018 IBC or 2019 California Building Code, U.N.O. K. All nailing is to be per table 2304.9.1 of the IBC or California Building Code, U.N.O. L. All nails to be "common", U.N.O. SOLE PLATE LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR5 :3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 :16d Sale Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 :16d Sole Plate Nailin at 3"o/c OL SPN2 : 6d Sole Plate Nai In at FOUND TIO HARD ARE LEGEND MARK: DESCRIPTION MAR -K-:- DESCRIPTIO AB72 : 1/2"o x 10" Anchor Bolts at 72"o/c or MASA anchors @ 72" o.c. 244 : Provide a total of 244 at top & 244 at bottom of footing, 3' ast posts AB64 : 1/2"o x 10" Anchor Bolts at 64"o/c or MASA anchors 64" o.c. 344 : Provide a total of 344 at top & 344 at bottom of footing. 3' past posts A356 : 1/2"o x 10" Anchor Bolts at 56"o/c or MASA anchors a 56" o.c. 4-#4 : Provide a total of 444 at top & 444 at bottom of footing, 3' past posts AB48 : 1/2"o x 10" Anchor Bolts at 48"0/c or MASA anchors @ 48" o.c. HTT4: 1 Sim son HTT4 Ver post AB40 : 1/2"o x 10" Anchor Bolts at 40"o/c or MASA anchors @ 40" o.c. HTT5: 1 Sim son HTT5 per post HDU2: 1 Simpson HDU2 per post AB32 : 1/2"o x 10" Anchor Bolts at 32"o/c or MASA anchors 32" o.c. HDU4: 1 Simpson HDU4 per post HDU5: 1 Simpson HDUS per post AB24 : 1/2"o x 10" Anchor Bolts oiltat or MASA anchors @ 24" o.c. HDUS 1 Simpson HDUS per post HDQ8 : 1 Simpson HDQS per post AB16 : 1/2"o x 10" Anchor Bolts at 16"o/c or MASA anchors 16" o.c. HDU11: 1 Sim son HDU11 per post HDU14 : 1 Sim son HDU14 per post AB8 1/2"o x 10" Anchor Bolts at 8"o/c or MASA anchors 0 8" o.c. HD313: 1 Simpson HD313 per post HD19: 1 Simpson HD19 er ost Note: When anchor bolts are used, provide 3" sq. x 0.229" thick plate washers for all sill plate A.B.'s at shear wall only. ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: DEVIR RESIDENCE O BM @ OFFICE Member Span = 20.5 ft P1= Ibs from @L1= it DL= lbs P2= Ibs from @L2= ft DL= Ibs TOTAL PSF 90 TRIBUTARY (ft) PLF ROOF = ( 40 )x( 4.5 + 0.0 )= 180 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 DECK = ( 84 )x( 0.0 + 0.0 )= 0 R2 D.L.= 1122 Ibs R2 D.L.= 1122 Ibs TOTAL PSF TRIBUTARY (ft) PLF SELF WEIGHT = 19.5 0.11 R2 ROOF = ( 40 USED CAPACITY TOTAL LOAD = 199.5 Page: y Date: 3/11/2021 Job #: M050 Client: BRANDON Plan #: -- Dead Load 20 psf =_> 90 plf 14 psf =_> 0 plf 24 psf =_> 0 pif 24 psf=_> 0 pif 19.5 psf =_> 19.5 plf TOTAL D.L. = 109.5 PLF DESIGN: 7.0 n= 0.1111 PSLIVU6XSAWN = 0.136 LVL Ln Size Factor, G = 1.00 [If d>12, C1= (12/d)lnI) n= 0.136 LVL = 0.092 LSL d= 11.880 in. Repetitive Member, Cr=> No => Cr= 1 P1= 2045 n= 0.092 LSL SM -01 @L1= b= 5.25 In. Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Rmax-(w*d)= E= 2.00 x106 psi Mmax = 10479.49 ft -Ib= 125.75 in -K P2= 0 Vmax= Rmax-(w*d)= 1847 Ibs RL=;= 2045 i-Ibs - R2= 2045 Ibs':' USED CAPACITY Cd= 4 -Roof = 1.25 Ina R2 D.L.= 1122 Ibs R2 D.L.= 1122 Ibs TOTAL PSF TRIBUTARY (ft) PLF Ri RL L,L.= 923 Ibs R2 L.L.= 923 Ibs 0.11 R2 ROOF = ( 40 USED CAPACITY Sreq.= Mmax/(Fb*Cd)= 34.69 Ina SProvidea= 123.5 Ina 28.1% O.K. Areq =1.5*Vmax/(Fv*Cd)= 7.6 Int Aaravlded= 62.4 Int 12.3% O.K. All. Def = L/ 240 = 1.03 in. Actual Def.= 0.54 In. O.K. O2 BM @ OFFICE Member Span = 7.0 ft = 0.136 LVL Ln 11 = 0.092 LSL P1= 2045 Ibs from SM -01 @L1= 3.5 ft DL= 1122 Ibs Vmax= Rmax-(w*d)= 1198 Ibs Cd= 4-110of w P2= 0 Ibs from @L2= 0.0 ft DL= 0 Ibs USED CAPACITY -- 51.6 Ina - TOTAL PSF TRIBUTARY (ft) PLF Ri Dead Load 0.11 R2 ROOF = ( 40 )x( 1.3 + 0.0 )= 52 20 psf =_> 26 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK =( 84 )x( 0.0 + 0.0 )= 0 24 psf=_> 0 pif SELF WEIGHT= 9.2 9.17 psf==> 9.2 plf ALTERNATE DESIGN: Size Factor, Cr = 1.00 [If d>12, Q= (12/d)lol] , Repetitive Member, Cr=> No => Cr= 1 Fb= 1200 x Cf x Cr= ### psi Fv= 170 psi Mmax = 3953.40 ft -Ib= 47.44 in -K R.`= 1237 Ibs R2= 1237 Ibs R2 D.L.= 684 Ibs R2 D,L.= 684 Ibs RILL= 553 Ibs R2L,L.= 553 Ibs Sreq.= Mmax/(Fb*Cd)= 31.63 Ina Areq =1.5*Vmax/(Fv*Cd)= 8.5 Int AII.Def = L/ 240 = 0.35 In. = 0.1111 PSUVU6xSAWN = 0.136 LVL Ln d= 7.500 In. = 0.092 LSL b= 5.5 In. E= 1.60 x106 PSI Vmax= Rmax-(w*d)= 1198 Ibs Cd= 4-110of USED CAPACITY SDrovlded= 51.6 Ina 61.3% O.K. AProvided= 41.3 Int 20.5% O.K. Actual Def.= 0.11 In. O.K. ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: DEVIR RESIDENCE O BM @ MS BEDRM Dead Load Ibs from Member Span = 16.0 ft plf P3= Its from @L1= ft DL= Ibs P2= Its from @L2= ft DL= Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 10.0 + 0.0 )= 400 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 DECK = ( 84 )x( 0.0 + 0.0 )= 0 Actual Def.= 0.62 SELF WEIGHT = 13.0 1.5 = N.A. In. Actual Def.= TOTAL LOAD = 413.0 PLF DESIGN: Size Factor, Cr = 1.00 [If d>12, C,= (12/d)in'] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 13215.80 ft -11b= 158.59 in -K R1= 3304 Ibs : R2= 3304 Ibs.'' R1 D,L,= 1704 Ibs R2 D.L.= 1704 Ibs RILL.= 1600 Ibs R2L,L,= 1600 Ibs Sreq.= Mmax/(Fb*Cd)= 43.75 Ina Areq=1.5*Vmax/(Fv*Cd)= 12.0 Int AII.Def = L/ 240 = 0.80 in, n.m i I nad rw = n 49 in ri R rnmhar = n rn Pager Date: 3/11/2021 Job #: M050 Client: BRANDON Plan #: - n= 0.1111 PSL/VU6x5AWN Dead Load Ibs from 20 psf =_> 200 plf 14 psf =_> 0 plf 24 psf =_> 0 pif 24 psf =_> 0 pif 13 psf =_> 13.0 pif + 0.0 )= TOTAL D.L. = 213.0 PLF n= 0.1111 PSL/VU6x5AWN n- '.1111 PSL/VIIIXIAWN Ibs from n= 0.136 LVL @L2= 0.0 ft DL= 0 d= 11.880 In. n= 0.092 LS L n= 0.092 LSL b= 3.5 In. TOTAL E= 2.00 x106 psi Vmax= Rmax-(w*d)= Vmax= 2895 Its Cd= 4 -Roof = 1.25 40 )x( 1.3 + 0.0 )= 52 USED CAPACITY Sotovlded= 82.3 Ina 53.1% O.K. AProvided= 41.6 in2 28.8% O.K. Actual Def.= 0.62 In. O.K. 1.5 = N.A. In. Actual Def.= L/ 308 Gq BM @ MS BEDRM Member Span = 15.0 ft P1= 3304 Its from am -01 @L1= 7.5 ft DL= 1704 Ibs P2= 0 n- '.1111 PSL/VIIIXIAWN Ibs from Size Factor, Cr = 1.00 [If d>12, Q= (12/d)ini] @L2= 0.0 ft DL= 0 Ibs R] n= 0.092 LSL R2 TOTAL PSF E= 2.00 TRIBUTARY (ft) PLF Vmax= Dead Load 2117 Ibs ROOF = ( 40 )x( 1.3 + 0.0 )= 52 20 psf =_> 26 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 pif FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 84 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif SELF WEIGHT = 19.5 19.5 psf =_> 19.5 pif TnTAI I nen = 71.5 PLF TOTAL D.L. = 45.5 PLF ALTERNATE BEAM = DESIGN: n- '.1111 PSL/VIIIXIAWN Size Factor, Cr = 1.00 [If d>12, Q= (12/d)ini] n= 0.136 LVL d= 11.880 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi E= 2.00 x1o6 psi Mmax = 14400.67 ft -Ib= 172.81 in -K Vmax= Rmax-(w*d)= 2117 Ibs R,=. 2188:" Ibs R2= '2188Ibs Cd= 4 -Roof = 1.25 R1 D,L,= 1193 Ibs R2 131 = 1193 Ibs Rl L.L.= 995 Ibs R2 L,L; 995 Ibs USED CAPACITY Sreq.= Mmax/(Fb*Cd)= 47.67 Ina Spmvided= 123.5 Ina 38.6% O.K. Areq=1.5*Vmax/(Fv*Cd)= 8.8 in Aemmaed= 62.4 in' 14.0% O.K. AII.Def = L/ 240 = 0.75 In, Actual Def.= 0.40 In. O.K. Dead Load Def.= 0.21 In. GLB Camber .= D.L. Def.x 1.5 = N A In Actual Def.= L/ 453 VER: 21 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: DEVIR RESIDENCE O BM @ bed 4 Dead Load 0.1111 PSUVU6x5AWN 20 Member Span = 11.5 ft psf =_> 0 P1= 24 Ibs from 0 @L1= It DL= lbs P2= 0 Ibs from 7.19 @L2= ft DL= Ibs TOTAL PSF TRIBUTARY (ft) PLP PLF ROOF = ( 40 )x( 5.5 + 0.0 )= 220 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 DECK = ( 84 )x( 0.0 + 0.0 )= 0 ROOF = ( 40 SELF WEIGHT = 7.2 220 20 psf =_> TOTAL LOAD = 227.2 PI F ALTERNATE BEAM = Pager Date: 3/11/2021 Job #: 14050 Client: BRANDON Plan #: - DESIGN:n= Dead Load 0.1111 PSUVU6x5AWN 20 psf =_> 110 plf 14 psf =_> 0 plf 24 psf =_> 0 plf 24 psf =_> 0 plf 7.19 psf =_> 7.2 plf TOTAL D.L. = 117.2 PLP DESIGN:n= n= 0.1111 PSVVL16XSAWN 0.1111 PSUVU6x5AWN Size Factor, Cf = 1.00 [If d>12, CI= (12/d)Ipl] n= 0.136 LVL Repetitive Member, Cr=> Repetitive Member, Cr=> No => Cr = 1 n= 0.092 LSL Mmax = 6479.74 Fb= 1080 x Cf x Cr= ### psi Fv= 180 psi ft E= 1.60 Mmax = 3755.81 ft -Ib= 45.07 in -K Vmax= Rmax-(w*d)= R1= 1306 lbs ` R2= 1306 Ibs" Cd= 4 -Roof = 1.25 R1 D.L.= 674 Ibs R2 D,L,= 674 Ibs = 1.25 R1L.L.= 633 Ibs RZL.L.= 633 Ibs ec Sreq.= Mmax/(Fb*Cd)= 33.38 in3 Sprovidea= 49.9 Areq =1.5*Vmax/(Fv*Cd)= 7.5 int Aprovided= 32.4 AII.Def = L/ 240 = 0.58 In. Actual Def.= 0.24 Dead Load Def.= 0,12 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Arfual nae= I d= 9.250 in. b= 3.5 in. X106 PSI 1131 Ibs USED CAPACITY Ina 66.9% O.K. Int 23.3% O.K. In. O.K. O BM @ BEDRM 3 n= 0.1111 PSVVL16XSAWN DESIGN: Size Factor, Cr = 1.00 L< Repetitive Member, Cr=> P 2 Fb= 2900 x Cf x Cr= LS Mmax = 6479.74 Member Span = 15.0 ft R1 D,L.= 903 Ibs R2 D.L.= 903 Ibs 1111-1.= 825 Ibs i Sreq.= Mmax/(Fb*Cd)= 21.45 P1= Ibs from @L1= ft DL= Ibs = 1.25 W ec USEDCAPACITY P2= Ibs from @L2= ft DL= Ibs N - 33.3 -:R2 _. 19.2% O.K. In. Actual Def.= 0.52 TOTAL PSF TRIBUTARY (ft) PLF Ri Dead Load ROOF = ( 40 )x( 5.5 + 0.0 )= 220 20 psf =_> 110 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 84 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf SELF WEIGHT = 10.4 10.4 psf =_> 10.4 plf ALTERNATE BEAM = n= 0.1111 PSVVL16XSAWN DESIGN: Size Factor, Cr = 1.00 [If d>12, Cf= (12/ci)0)] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 6479.74 ft -Ib= 77.76 in -K R1= 1728 '.lbs R2= 1728 Ibs' R1 D,L.= 903 Ibs R2 D.L.= 903 Ibs 1111-1.= 825 Ibs R2 L.L.= 825 Ibs Sreq.= Mmax/(Fb*Cd)= 21.45 Areq =1.5*Vmax/(Fv*Cd)= 6.4 AII.Def = L/ 240 = 0.75 Dead Load Def.= 0.27 in. GLB Camber = D.L. PLF n= 0.1111 PSVVL16XSAWN n= 0.136 LVL d= 91500 In. n= 0.092 LSL b= 3.5 In. E= 2.00 x106 psl Vmax= Rmax-(w*d)= 1546 Ibs Cd= 4 -Roof = 1.25 USEDCAPACITY in Sprovlded= 52.6 Int 40.7% U.K. Int AproWded= 33.3 int 19.2% O.K. In. Actual Def.= 0.52 In. O.K. Def.x 1.5 = N.A. in. Actual Def.= L/ 343 VER: 2( ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: DEVIR RESIDENCE Page: g ' Date: 3/11/2021 Job #: M050 Client: BRANDON Plan #: - CD BM @ BED 3 Dead Load lbs from @u= n= 0.136 LVL P2= 0 LI d= 7.500 in. r2 Member Span = 6.0 ft PLF E= 1.60 x106 P Vmax= Rmax-(w*d)= P3= 1800 Itis from BM -6 @L1= 3.0 ft DL= 950 Ibs )x( 0.0 + 0.0 )= 0 DECK = ( w USEDCAPACIiY Spruvided= 51.6 P2= Ibs from Apmvided= @L2= ft DL= Ibs- 17.9% O.K. Actual Def.= 0.06 in. R1 R2 TOTAL PSF TRIBUTARY (ft) RILL= 5280 lbs R2 L.L.= 5286 IItis PLF Dead Load USED CAPACITY ROOF = ( 40 )x( 1.3 + 0.0 )= 52 20 psf =_> 26 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 pif FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif DECK = ( 84 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf SELF WEIGHT = 9.2 9.17 psf =_> 9.2 plf TOTAL LOAD = 61.2 PLF TOTAL D.L. = 35.2 PLF DESIGN: Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)ioI] , Repetitive Member, Cr=> No => Or 1 Fb= 1200 x Cf x Cr= ### psi Fv= 170 psi Mmax = 2975.25 ft -Ib= 35.70 In -K R1=. 1084 " lbs R2= 1084 -lbs R2 D.L.= 581 lbs R2 D.L.= 581 Itis RILL= 503 Itis R2 L.L.= 503 Itis Sreq.= Mmax/(Fb*Cd)= 23.80 in Areq =1.5*Vmax/(Fv*Cd)= 7.4 inz AII.Def = L/ 240 = 0.30 in. OBM @ GREAT RM Member Span = 16.0 ft n= 0,1111 PSUVLJbXMVVN Dead Load lbs from @u= n= 0.136 LVL P2= 0 psf =_> d= 7.500 in. n= 0.092 LSL TOTAL PSF b= 5.5 In. PLF E= 1.60 x106 psi Vmax= Rmax-(w*d)= 14 1045 Itis Cd= 4 -Roof 1.25 64 )x( 0.0 + 0.0 )= 0 DECK = ( 84 USEDCAPACIiY Spruvided= 51.6 in 46.2% O.K. Apmvided= 41.3 Int 17.9% O.K. Actual Def.= 0.06 in. O.K. P1= Dead Load lbs from @u= ft DL= Itis P2= 0 psf =_> lbs from @L2= 0.0 ft DL= 0 lbs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 64 )x( 0.0 + 0.0 )= 0 DECK = ( 84 )x( 11.0 + 0.0 )= 924 Rmax-(w*d)= SELF WEIGHT = 26.3 DESIGN:n= Dead Load 0.1111 PSLIVL/6xsAWN 20 psf =_> 0 plf 14 psf =_> 0 plf 24 psf =_> 0 plf 24 psf =_> 264 pif 26.3 psf =_> 26.3 pif DESIGN:n= 0.1111 PSLIVL/6xsAWN Size Factor, Cf = 0.97 [If d>12, Q= (12/d)11I] n= 0.136 LVL d= 16.000 in. Repetitive Member, Cr=> No => Cr.= 1 n= 0.092 LSL b= 5.25 In. Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi E= 2.00 xio° psi Mmax = 30408.00 ft -Ib= 364.90 in -K Vmax= Rmax-(w*d)= 6335 lbs R1= 7602 ".lbs R2= 7602 lbs Cd= 2-0ccuparim = 1 R1 D.L.= 2322 Itis R2 D.L.= 2322 Itis RILL= 5280 lbs R2 L.L.= 5286 IItis USED CAPACITY Sreq.= Mmax/(Fb*Cd)= 129.91 Ina Snrovided= 224.0 Ina 58.0% O.K. Areq =1.5*Vmax/(Fv*Cd)= 32.8 int Aprovided= 84.0 int 39.0% O.K. AII.Def = L/ 360 = 0.53 In. Actual Def.= 0.39 in: O.K. ESI-FME Project Title: DEVIR RESIDENCE /a STRUCTURAL ENGINEERS Engineer: Project ID: M050 Project Descr: UtbUKIPIIONI bm-9 _-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 W8x35 Span = 16.0 ft Applied Loads Beam self weiqht calculated and added to loadinq Load for Span Number 2 Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (ROOF) Uniform Load : D = 0.0140 ksf, Tributary Width = 9.0 ft, (WALL) Uniform Load : 0=0.0240. Lr = 0.040 ksf, Tributary Width =1.30 ft, (FLOOR) Uniform Load : D=0.0240, Lr = 0.040 ksf, Tributary Width =1.30 ft, (DECK) DESIGN SUMMARY Fy : Steel Yield: 50.0 Just E: Modulus: 29,000.0 ksi D(0.0312) Lr(0.052) 0.0312) Lr(0 052) s a D(0.126) e D(0.1)aLr(O 1) a a W8x35 Span = 7.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.149: 1 Maximum Shear Stress Ratio = Section used for this span W8x35 Section used for this span Me : Applied 12.921 k -ft Va : Applied Mn / Omega : Allowable 86.577 k -ft Vn/Omega : Allowable Load Combination +D+Lr+H, LL Comb Run ('L� Load Combination Location of maximum on span 16.00 it Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Segment Length Span# Max Downward Transient Deflection 0.116 in Ratio = 1,445>=360 Max Upward Transient Deflection -0.039 in Ratio= 41959 >=360 Max Downward Total Deflection 0.281 in Ratio = 598 >=180 Max Upward Total Deflection -0.086 in Ratio = 2221 >=180 Maximum Forces & Stresses for Load Combinations 2 +D+L+H, LL Comb Run (LL) Load Combination Segment Length Span# +p+H... Summary of Shear Values Dsgn. L = 16.00 ft 1 Dsgn.L= 7.0011 2 +D+L+H, LL Comb Run ('L) MnxjOmega Cb Dsgn. L = 16.00 it 1 Dsgn. L = 7.00 it 2 +D+L+H, LL Comb Run (L') 0.045 Dsgn. L= 16.00 fl 1 Dsgn. L = 7.00 rt 2 +D+L+H, LL Comb Run (LL) 1.00 Dsgn. L = 16.00 it 1 Dsgn. L = 7.00 it 2 +D+Lr+H, LL Comb Run ('L) -7.92 Dsgn,L= 16.00ft 1 0.073 : 1 W8x35 3.692 k 50.344 k +D+Lr+H, LL Comb Run 'L 16, 0� f( Span # 1 ax Stress Ratios Summary of Moment Values Summary of Shear Values M V Mmax+ Mmax- Ma Max Mnx MnxjOmega Cb Rm VaMax Vnx Vnx/Omega 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7,92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 0.149 0.073 -12.92 12.92 144.58 86.58 1.00 1.00 3.69 75.52 60.34 ESI-FME Project Title: DEVIR RESIDENCE STRUCTURAL ENGINEERS Engineer: Project ID: M050 Project Descr: DESCRIPTION: bm-9 Load Combination Max Stress RatiosSummary of Moment Values -- Summary of Shear Values Segment Length Span # - M -- ---....- - -V Mmex+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm VaMax Vnx Unx/Omege Dip.L= -7.00 it 2 0.149 0.073 -12.92 12.92 144.58 86.58 1.00 1.00 3.69 75.52 50.34 +D+Lr+H, I.I. Comb Run (L') Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 it 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+Lr+H, LL Comb Run (LL) Dsgn. L = 16.0011 1 0.149 0.073 -12.92 12.92 144.58 86.58 1.00 1.00 3.69 75.52 50.34 Dsgn. L = 7.0011 2 0.149 0.073 -12.92 12.92 144.58 86.58 1.00 1.00 3.69 75.52 50.34 +D+S+H Dsgn. L = 16.00 ft 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 It 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750Lr+0.750L+H, I.I. Comb Run (' Osgn. L = 16.00 it 1 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 Dsgn. L = 7.001t 2 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 +D+0.750Lr+0,750L+H, LL Comb Run (L Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7,00 ft 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 16.00 fl 1 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 Dsgn. L = T001t 2 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 +D+0.750L+0.750S+H, LL Comb Run ('L Dsgn. L= 16.00 It 1 0.092 OA45 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 it 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750L+0.750S+H, LL Comb Run (L' Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 ft 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750L+0.750S+H, LL Comb Run (LI Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 226 75.52 50.34 Dsgn. L = 7.00 it 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.60W+H Dsgn. L = 16.00 It 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 it 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +)+0750Lr+0.750L+0.450W+H, LL Con Dsgn. L = 16.00 it 1 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 Dsgn. L = 7.00 it 2 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 +D+0.750Lr+0.750L+0.450W+H, LL Con Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 it 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750Lr+0.750L+0.450W+H, LL Con Dsgn.L= 16.00ft 1 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 Dsgn. L = 7.00 8 2 0.135 0.066 -11.67 11.67 144.58 86.58 1.00 1.00 3.33 75.52 50.34 +D+0.750L+0.7505+0.450W+H, LL Com Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 ft 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750L+0.7508+0.450W+H, LL Com Dsgn. L = 16.00 it 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 ft 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +D+0.750L+0.7505+0.450W+H, I.I. Com Dsgn. L = 16.00 8 1 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 Dsgn. L = 7.00 8 2 0.092 0.045 -7.92 7.92 144.58 86.58 1.00 1.00 2.26 75.52 50.34 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.055 0.027 4.75 4.75 144.58 86.58 1.00 1.00 1.36 75.52 50.34 Dsgn, L = 7.00 it 2 0.055 0.027 -4.75 4.75 144.58 8658 1.00 1.00 1.36 75.52 50.34 +1.1550+1.750E+0.60H Dsgn. L = 16.00 it 1 0.106 0.052 -9.15 9.15 144.58 86.58 1.00 1.00 2.61 75.52 50.34 Dsgn. L = 7.00 it 2 0.106 0.052 -9.15 9.15 144.58 86.58 1.00 1.00 2.61 75.52 50.34 +1.155D-1.750E+0.60H Dsgn. L = 16.00 it 1 0.106 0.052 -9.15 9.15 144.58 86.58 1.00 1.00 2.61 75.52 50.34 Dsgn. L = 7.00 it 2 0.106 0.052 -9.15 9.15 144.58 86.58 1.00 1.00 2.61 75.52 50.34 +1 A 16D+0750L+0.7505+1.313E+H, U. 50.34 Dsgn. L = 16.00 it 1 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 Dsgn. L = 7.0011 2 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 50.34 +1.1161)+0.7501.+0.750S+1.313E+H, LL 50.34 Dsgn. L = 16.00 it 1 0.102 0.050 -6.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 Dsgn. L = 7.00 it 2 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 50.34 +1.116D+0750L+0.7505+1.313E+H, U. 50.34 Dsgn. L = 16.00 ft 1 0102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 0sgn. L = 7.00 It 2 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 50.34 +1.116D+0750L+0.750S•l.313E+H, LL 50.34 Dsgn. L = 16.00 fl 1 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 ESI-FME STRUCTURAL ENGINEERS DESCRIPTION: Project Title: DEVIR RESIDENCE Cl Engineer: Project ID: M050 Project Descr: Printed: 26 MAR 2021, 4:13PM Load Combination Support 2 Max Stress Ratios - 4.779 Summary of Moment Values_ 1.740 +D+H -0.215 Summary of Shear Values Segment Length Span # -- M --0.1020.05D V Mmax+ Mmax - Ma Max Mnx MnxlOmega Cb _ Rm Va Max Vnx _ Vnx/Omega Dsgn.L= 7,00 it +1 116D+0.750L+0.750S-1.313E+H, 2 LL 4.344 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.215 -- -8.85- +D+0.750Lr+0.750L+H, LL Comb Run (L -0.449 144.58 8-U58-1-.001-.00-2.53 3.039 +D+0.7501-+0.750S+H, LL Comb Run (L' .0.215 75.52 50.34 Osgn.L= 16.00ft 1 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 50.34 Dsgn.L= 700ft 2 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 2.53 75.52 50.34 +1110+01501-475(1 LL 3.039 Lr Only, LL Comb Run ('L) -0.312 1.740 Lr Only, LL Comb Run (LL) -0.312 1.740 Dsgn. L = 16.00 it 1 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1,00 2.53 75.52 50.34 Dsgn. L = 7.00 ft 2 0.102 0.050 -8.85 8.85 144.58 86.58 1.00 1.00 ' 2.53 75.52 50.34 44449D+1.750E+H Dsgn. L = 16.00 ft 1 0.041 0.020 -3.52 3.52 144.58 86.58 1.00 1.00 1.01 75.52 50.34 Dsgn. L = 7.00 it 2 0.041 0.020 -3.52 3.52 144.58 86.58 1.00 1.00 1.01 75.52 50.34 +0.4449D-1.750E+H Dsgn. L = 16.00 ft 1 0.041 0.020 -3.52 3.52 144.58 86.58 1.00 1.00 1.01 75.52 50.34 Dsgn,L= 7.0011 2 0.041 0.020 -3.52 3.52 144.58 86.58 1.00 1.00 1.01 75.52 50.34 Overall Maximum Deflections oad ombination Span Max "-" Deb Location In Span ---------------- Load Combination - Max. - "+° Defl Location in Span +D+Lr+H 1 0.0000 0.000 +D+Lr+H - -0.0864 9.472 2 0.2808 7.000 0.0000 9.472 Vertical Reactions Load Combination Support 1 Support 2 ---- Xi OveraIlMAXimbm ---- =0.526 4.779 Overall MINimum -0.129 1.740 +D+H -0.215 3.039 +D+L+H, LL Comb Run ('L) -0.215 3.039 +D+L+H, LL Comb Run (L') -0.215 3.039 +O+L+H, LL Comb Run (LL) -0.215 3.039 +D+Lr+H, LL Comb Run ('L) -0.528 4.779 +D+Lr+H, I.I. Comb Run (L') -0.215 3.039 +D+Lr+H, LL Comb Run (LL) -0.528 4.779 +D+S+H -0.215 3039 +D+0.750Lr+0.750L+H, LL Comb Run (' -0.449 4.344 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.215 3.039 +D+0.750Lr+0.750L+H, LL Comb Run (L -0.449 4.344 +D+0.750L+0.750S+H, LL Comb Run ('L -0.215 3.039 +D+0.7501-+0.750S+H, LL Comb Run (L' .0.215 3.039 +D+0.750L+0.7508+H, LL Comb Run (LI -0.215 3.039 +D+O.60W+H -0.215 3.039 +D+0.750Lr+0.750L+0A50W+H, LL Con -0.449 4.344 +D+0.750Lr+0.750L+0.450W+H, LL Con -0.215 3.039 +D+0.750Lr4750L+0.450W+H, LL Can -0.449 4.344 +1)+0.750L+0.750S+0.450W+H, LL Com -0.215 3.039 +D+0.750L+0.750S+0.450W+H, LL Com -0.215 3.039 +D+0.750L+0.7505+0.450W+H, LL Com -0.216 3.039 +0.60D+0.60W+0.60H -0.129 1.823 +D+0.70E+0.60H -0.215 3.039 +D+0.750L+0.750S+0.5250E+H, LL Con -0.215 3.039 +D+0.750L+0.750S+0,5250E+H, LL Con -0.215 3.039 +D+0.750L+0.750S+0.5250E+H, LL Cort -0.215 3.039 +0.60D+0.70E+H -0.129 1.823 D Only -0.215 3.039 Lr Only, LL Comb Run ('L) -0.312 1.740 Lr Only, LL Comb Run (LL) -0.312 1.740 H Only Support 3 Far left Is #1 Values in KIPS F ESI-FME Project Title: DEVIR RESIDENCE e STRUCTURAL ENGINEERS Engineer: M Project ID: M050 Project Descr: E S I DESCRIPTION: 810-11.) 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 Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Span = 23.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width =1.30 ft, (ROOF) Uniform Load : D = 0.0140 ksf, Tributary Width= 9.0 fl, (WALL) Uniform Load : D=0.0240, Lr = 0.040 ksf, Tributary Width= 9,0 ft, (FLOOR) Point Load : D=1.80, L =1.70 k @ 12.0 fl, (BM -3) Point Load : D=1.80, L =1.70 k @ 2.0 ft, (BM -9) Point Load : D =1.80, L =1.70 k @ 21.50 ft, (BM -9) Point Load : E = 8.750 k @ 11.50 ft, (SW -05- WITH OMEGA) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.591 : 1 Section used for this span W1 2x66 Me : Applied 140.125k -ft Mn / Omega : Allowable 237.004 k -ft Load Combination +1,155D+1.750E Location of maximum on span 11.481 ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs Max Downward Transient Deflection 0.265 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.473 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Load Combination Segment Length D Only Dsgn. L = 23.50 it +D+L Dsgn. L = 23.50 ft +D+Lr Dsgn. L = 23.50 ft +D40,750Lr40.750L Span # as for Load Combinations Max Stress Ratios M V Mmax+ Mmax- 1,062>=360 0 <360 596 >=180 0 <180 Me Max 1 0.186 0.083 44.03 44.03 1 0.242 0,110 57.39 57.39 1 0.298 0.131 70.66 70.66 Mnx Mnx/Omega Cb Rm 395.80 237.00 1.00 1.00 395.80 237.00 1.00 1.00 395.80 237.00 1.00 1.00 •- • - 0.178 :- 1 W1 2x65 16.793 k 94.380 k +1.155D+1.750E 0.000 ft Span # 1 Vnx 7.81 141.57 94.38 10.37 141.51 94.38 12.34 141.57 94.38 FF ESI-FME Project Title: DEVIR RESIDENCE 0.139 STRUCTURAL ENGINEERS Engineer: M 1.00 1.00 13.13 Project ID: M0SO 94.38 +D40.750L 13.069 Project Descr: E S I 9.668 9.733 +0.60D Stell beam 4.684 Printed 9AUG 2021 1122AM � Fla 6 e s 10.896 knZN1eFe,�EoDYn¢�EY��[3C74j.01N0"1.98�02p�Bui14122p 8,Y4.,1 Dsgn. L = 23.50 it 1 0.228 0.103 DESCRIPTION: BM -10 395.80 237.00 Load Combination 9.73 Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx MnxlOmega Cb Rm VaMax Vnx Vnx/Omega Osgn. L = 23.50 ft 1 0.312 0.139 74.03 74.03 395.80 237.00 1.00 1.00 13.13 141.57 94.38 +D40.750L 13.069 13.135 +D+0.750L 9.668 9.733 +0.60D 4.661 4.684 +D+0.70E 10.896 10.804 Dsgn. L = 23.50 it 1 0.228 0.103 54.05 54.05 395.80 237.00 1.00 1.00 9.73 141.57 94.38 40.60D 4.468 4.282 Dsgn. L = 23.50 8 1 0.111 0.050 26.42 26.42 395.80 237.00 1.00 1.00 4.68 141.57 94.38 +1.155D+1.750E Dsgn. L = 23.50 it +1.116D+0.750L+1.313E 1 0.591 0.178 140.12 140.12 395.80 237.00 1.00 1.00 16.79 141.57 94.38 Dsgn. L = 23.50 it +0.4449D+1.750E 1 01530 0.174 125.70 125.70 395,80 237.00 1.00 1,00 16.44 141.57 94.38 Dsgn. L = 23.50 ft 1 0.461 0.119 109.17 109.17 395.80 237.00 1.00 1.00 11.28 141.57 94.38 Overall Maximum Deflections Load Combination Span Max.." Dell Location in Span Load Combination Max. "+" Dell Location In Span +D+0.750L+0.5250E 1 0.4730 11,750 0.0000 0.000 Vertical Reactions Supportnotalion:Farleftls#1 Values in KIPS Load Combination RunonA 1 RnnnnA 9 Overall MINimum 2.532 2.568 D Only 7.769 7.807 +D+L 10,301 10.375 +D+Lr 12.304 12.342 +D+0.750Lr+0.750L 13.069 13.135 +D+0.750L 9.668 9.733 +0.60D 4.661 4.684 +D+0.70E 10.896 10.804 +D+0.750L+0.5250E 12.013 11.981 40.60D+0.70E 7.789 7.681 Lr Only 4.536 4.536 L Only 2.532 2.568 E Only 4.468 4.282 ;9I FO R T E' 3 MEMBER REPORT PASSED Level, Floor: Joist ' 2 piece(s) 14" TJIS 560 @ 16" OC 0 24' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,AW fiJige'11%s° -'_4' } LbW,tiop ,_, _Allort4g )tesplt As LoadPComb7r�gRYon- Member Reaction (Its) 1398 @ 2 1/2" 2793 (2.25") Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lits) 1382 @ 3 1/2" 4780 Passed (29%) 1.00 1,0 D + 1.0 L (All Spans) Moment (Ft -lbs) 10453 @ 12' 22550 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Def. (In) 0.335 @ 12' 0.604 Passed (4865) -- 1,0 D + 1.0 L (All Spans) Total Load Jail. (in) 0.578 @ 12' 1.208 Passed (L/502) 1,0 D + 1.0 L (All Spans) TJ-Pror" Rating 48 45 Passed -- • arena: uWvou)ana rily<nu). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Noting) that is glued and nailed down. • Additional considerations for the TJ -Pro`" Rating Include: None. `'BaN6O.�en9th Et Laaa`o 5DPPotts ji n 1 -Stud wall - SPF 3.50"1.75" 573 835 1400 111/4" Wm Boats 2 -Stud wall - SPF 3.50" 3.50" 1,75° 1 569 1 826 1 1390 1 Blocking Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed Blocking Panels are assumed to carry no loads applied directly above them and the full bad Is applied to the member being designed J4 Jmau are amy anmyreu using maximum ru owame pacing somuans. -Maximum allowable bracing Intervals based on applied bad. - �..f � '� -: x�r��: �'``�.':. m bea�x. "' Top Edge (Lu) 8'6' o/c Bottom Edge (Lu) 24' 6" o/c J4 Jmau are amy anmyreu using maximum ru owame pacing somuans. -Maximum allowable bracing Intervals based on applied bad. - �..f � '� -: x�r��: �'``�.':. m bea�x. "' Flog �(y�`• i 5 (714) Bzsaoog kamran@eslfine.com 1- Uniform (PSF) 0 to 24' 7" 16" 24.0 40.0 Default Load I 2 - Point (lb) 12' N/A 350 350 System : Floor Member Type ;Joist Building Use: Residential Building Cade : IBC 2015 Design Methodology: ASD user warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warantles the software. Use of this software a not Intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The deslgner or record, builder or framer Is e to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at user facilities are thlrd-party cem0ed to sustainable forestry standards, Weyerhaeuser Engineered Lumber Produces have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 ted In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software 13M -!t PorteWEB Software Operator 3/8/20217:35:19 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: K427 Page 1 / 1 Job Notes Kamran OM -55 Est (714) Bzsaoog kamran@eslfine.com ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: DEVIR RESIDENCE 12 BM @ DINING Member Span = 7.0 ft P1= 2733 P1= DESIGN:n= lbs from @L1= ft DL= lbs P2= n= 0.136 LVL Ibs from @L2=, ft IDL= lbs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 64 )x( 12.0 + 0.0 )= 768 DECK = ( 84 )x( 0.0 + 0.0 )= 0 inz RI L.L.= 1680 Ibs R2 L.L.= 1680 Ibs 98.0 SELF WEIGHT = 13.0 In. Sreq.= Mmax/(Fb*Cd)= 19.79 Ina _ TOTAL LOAD = 781.0 PLP Page: 1 3 Date: 3/11/2021 Job #: M050 Client: BRANDON Plan #: - Dead Load 20 psf =_> 0 plf 14 psf =_> 0 pif 24 psf =_> 288 plf 24 psf =_> 0 plf 13 psf =_> 13.0 Of ALTERNATE BEAM = 23.0 ft P1= 2733 Ibs from DESIGN:n= 0.1111 PSUVV6xSAWN 1121 Ibs from Size Factor, Cr = 1.00 [If d>12, C,=-(12/d)I"I] n= 0.136 LVL PSF TRIBUTARY (ft) d= 11.880 In. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSLb= + 0.0 )_ WALL = ( 3.5 In. Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi + 0.0 )_ E= 2.00 x106 psi Mmax = 4783.59 ft -Ib= 57.40 in -K Vmax= Rmax-(w*d)= )x( 0.0 1960 Ibs Ri= ' 2733 J:Ibs iR = 2733 Ibs Cd= 2.Occupanm = 1 SELF WEIGHT = Ina RID.L.= 1053 Ibs R2D.L.= 1053 Ibs 228.7 TOTAL LOAD = 30.0% O.K. inz RI L.L.= 1680 Ibs R2 L.L.= 1680 Ibs 98.0 in2 11.1% O.K. In. Sreq.= Mmax/(Fb*Cd)= 19.79 Ina Sprovided= 82.3 Ina USED CAPACITY 24.0% O.K. Areq =1.5*Vmax/(Fv*Cd)= 10.1 InL AProvlded= 41.6 Int 24.4% O.K. AII.Def = L/ 360 = 0.23 in. Actual Def.= 0.04 In. O.K. Dead Load Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Art..ai nor = i i d oar 13 SM @ DINING RM Member Span = 23.0 ft P1= 2733 Ibs from BM -13 @LI= P2= 0 1121 Ibs from @L2= TOTAL PSF TRIBUTARY (ft) ROOF = ( 40 )x( 0.0 + 0.0 )_ WALL = ( 14 )x( 0.0 + 0.0 )_ FLOOR = ( 64 )x( 0.0 + 0.0 )_ DECK = ( 84 )x( 0.0 + 0.0 )_ SELF WEIGHT = Ina Sprovided= 228.7 TOTAL LOAD = 8.0 ft DL= 1053 Ibs 0.0 ft DL= 0 Ibs - PLF R1 Dead Load 1121 0 20 psf =_> 0 pif 0 14 psf =_> 0 plf 0 24 psf =_> 0 pif 0 24 psf =_> 0 pif 30.6 30.6 psf =_> 30.6 pif 30.6 PLF TOTAL D.L. = 30.6 PLF DESIGN: Size Factor, CI = 0.98 [If d>12, Cr= (12/d)(n)) Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 16284.21 ft -Ib= 195.41 in -K RI= 2135 Ibs R2= 1303 Ibs. RID.L.= 1039 Ibs RZD.L.= 718 Ibs 111L.L.= 1096 Ibs R21.1.= 584 Ibs Sreq.= Mmax/(Fb*Cd)= 68.55 Areq =1,5*Vmax/(Fv*Cd)= 10.9 AII.Def = L/ 360 = 0.77 Dead Load Def.= 0.20 in. GLB Camber = D.L. n= U.1111 PSL/VL/6x5AWN n= 0.136 LVL d= 14.000 In. n= 0.092 LSL b= 7 In. E= 2.20 x106 psi Vmax= Rmax-(w*d)= 2099 Ibs Cd= 2-Occupance = 1 USED CAPACITY Ina Sprovided= 228.7 Ina 30.0% O.K. inz Aprovided= 98.0 in2 11.1% O.K. In. Actual Def.= 0.44 in. O.K. ESI/FME Inc. 5TRUCTUR4L ENGINEERS Project Name: DEVIR RESIDENCE 14 SM @ DINING psf =_> Size Factor, CI = 1.00 [If d>12, Cr= (12/d)(01 Member Span = 8.0 ft Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi P1= 2200 Ibs from BM -13 @L1= 3.0 ft DL= 1200 Ibs P2= Ibs from @L2= ft DL= Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 6.0 + 0.0 )= 240 WALL = ( 14 )x( 9.0 + 0.0 )= 126 FLOOR = ( 64 )x( 12.0 + 0.0 )= 768 DECK = ( 84 )x( 0.0 + 0.0 )= 0 62.4 In' SELF WEIGHT = 19.5 0.10 in. TOTAL LOAD = 1153.5 PLF BEAM = DESIGN: psf =_> Size Factor, CI = 1.00 [If d>12, Cr= (12/d)(01 plf Repetitive Member, Cr=> No => Cr = 1 psf =_> Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi plf Mmax = 13352.93 ft -Ib= 160.24 in -K psf =_> R= 5989 Ibs. R2= 5439lbs plf R1 D.L.= 2964 Ibs R2 D.L.= 2664 Ibs psf =_> R1 L,L,= 3025 Ibs R2 L,L,= 2775 Ibs plf Sreq.= Mmax/(Fb*Cd)= 55.25 Ina Areq=1.5*Vmax/(Fv*Cd)= 25.1 int AII.Def = L/ 360 = 0.27 in. Page: 14 Date: 3/11/2021 Sob #: M050 Client: BRANDON Plan #: - Dead Load 20 psf =_> 120 plf 14 psf =_> 126 plf 24 psf =_> 288 plf 24 psf =_> 0 plf 19.5 psf =_> 19.5 plf TOTAL D.L. = 553.5 PLF n= U.1111 PSL/VUbxSAwN PSF DESIGN: TRIBUTARY (ft) n= 0.136 LVL ROOF = ( 40 )x( d= 11.880 In. n= 0.092 LSL 100 WALL = ( 14 b= 5.25 in. 9.0 E= 2.00 x106 psl Vmax= Rmax-(w*d)= )x( 4847 Ibs Cd= 2-Occupance = 1 DECK = ( 84 )x( 0.0 + 0.0 )= USEDCAPACITY Serovided= 123.5 Ina 44.7% O.K. Avmlded= 62.4 In' 40.2% O.K. Actual Def.= 0.10 in. O.K. 1.5 = N.A. In. Actual Def.= L/ 916 aBM @ GARAGE Member Span = 12.0 ft P1= 1800 Ibs from BM -6 @L1= 8.5 ft DL= 950 Ibs P2= 1800 Ibs from BM -6 @L2= 8.5 ft TOTAL PSF DESIGN: TRIBUTARY (ft) PLF ROOF = ( 40 )x( 2.5 + 0.0 )= 100 WALL = ( 14 )x( 9.0 + 0.0 )= 126 FLOOR = ( 64 )x( 1.3 + 0.0 )= 83.2 DECK = ( 84 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 13.0 TOTAL LOAD = 322.2 Dead Load 20 psf =_> 50 plf 14 psf =_> 126 plf 24 psf =_> 31.2 plf 24 psf =_> 0 plf 13 psf =_> 13.0 plf TOTAL D.L. = 220.2 PLP ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/ Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)ioi] n= 0.136 LVL Repetitive Member, Cr=> No => Cr= i 1 n= 0.092 LSL Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 14724.49 ft -Ib= 176.69 in -K Vmax= R1= 2983 Ibs R2= 4483 Ibs ' Cd= 2-0ccupance R1 D,L,= 1875 Ibs RML,= 2667 Ibs RILL= 1108 Ibs R2 L,L,= 1816 Ibs Sreq.= Mmax/(Fb*Cd)= 60.93 in3 SPmAded= Areq=1.5*Vmax/(Fv*Cd)= 21.5 in' Aprovlded= AII.Def = L/ 360 = 0.40 in. Actual Def.= d= 11.880 in. b= 3.5 In. E= 2.20 x106 psi Rmax-(w*d)= 4164 Ibs 1 USED CAPACITY 82.3 in3 74.0% O.K. 41.6 Int 51.8% O.K. 0.35 In. O.K. ESI/FME Inc STRUCTURAL ENGINEERS Project Name: DEVIR RESIDENCE 16 BM @ GARAGE Member Span = 11.0 ft 14 psf =_> P1= 4500 lbs from e14-15 @Ll= 10.0 ft DL= 2700 Ibs P2= 1400 Ibs from BM -5 @L2= 4.5 ft DL= 750 Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 2.5 + 0.0 )= 100 WALL = ( 14 )x( 9.0 + 0.0 )= 126 FLOOR = ( 64 )x( 11.0 + 0.0 )= 704 DECK = ( 84 )x( 0.0 + 0.0 )= 0 126 FLOOR = ( 64 SELF WEIGHT = 19.5 + 0.0 )= 83.2 TOTAL LOAD = 949.5 PLF ALTERNATE BEAM = Page: 1 5 Date: 3/11/2021 Job #: M050 Client: BRANDON Plan #: - Dead Load 20 psf =_> 50 plf 14 psf =_> 126 pif 24 psf =_> 264 pif 24 psf =_> 0 plf 19.5 psf =_> 19.5 pif TOTAL D.L. = 459.5 PLF DESIGN: n- 0.1111 PSUVIJ6xSAWN n= 0.136 LVL Size Factor, CL = 1.00 [If d>12, G= (12/d)IDI] n- 0.136 LVL ft b= 3.5 In. d= 11,880 In. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL BM -7 @L1= 4.0 ft DL= 950 Ibs b= 5.25 In. Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi E= 2.00 x106 TOTAL PSF Mmax = 22174.68 ft -Ib= 266.10 in -K Vmax= Rmax-(w*d)= ROOF = ( 40 psi 8946 Ibs Rlg.' 6459%Ibs ': R2= 9886 Ibs' Cd= 2 -Occupants = 1 WALL = ( 14 )x( R1 D.L.= 3216 Ibs R2D,L,= 5289 Ibs + 0.0 )= 126 FLOOR = ( 64 )x( RI L.L.= 3243 Ibs R2 L,L,= 4597 Ibs + 0.0 )= 83.2 DECK = ( 84 USEDCAPACITY Sreq.= Mmax/(Fb*Cd)= 91.76 in' SPMVIded= 123.5 In' 74.3% O.K. Areq =1.5*Vmax/(Fv*Cd)= 46.3 in' Apromded= 62.4 inl 74.2% O.K. AII.Def = L/ 360 = 0.37 in. Actual Def.= 0.33 in. O.K. Dead Load Def.= 0.17 in. GLB Camber = D.L. Def x L 9 = M A In n=f _ I I ,,ft, (D BM @ GARAGE n= 0.136 LVL Member Span = 11.0 ft b= 3.5 In. P3= 1800 Ibs from Vmax= BM -7 @L1= 4.0 ft DL= 950 Ibs P2= 1800 Ibs from 014-7 @L2= 9.0 ft DL= 950 Ibs TOTAL PSF In' Spmvleed= TRIBUTARY (ft) PLF ROOF = ( 40 )x( 1.3 + 0.0 )= 52 WALL = ( 14 )x( 9.0 + 0.0 )= 126 FLOOR = ( 64 )x( 1.3 + 0.0 )= 83.2 DECK = ( 84 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 13.0 TOTAL LOAD = 2769 DI D DESIGN: Size Factor, Cr = 1.00 [If d>12, C.L= (12/d)IPI] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 11674.45 ft -Ib= 140.09 in -K R1= 2981 'lbs R2= 3635 Ibs R1 D.L.= 1856 Ibs R2D,L,= 2202 Ibs RILL= 1124 Ibs R2L,L,= 1434 Ibs Sreq.= Mmax/(Fb*Cd)= 48.31 Areq=1.5*Vmax/(Fv*Cd)= 17.4 AII.Def=L/ 360 = 0.37 Dead Load 20 psf=_> 26 plf 14 psf =_> 126 plf 24 psf =_> 31.2 plf 24 psf=_> 0 pif 13 psf=_> 13.0 pif TOTAL D.L. = 196.2 PLF n- 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 11.880 In. n= 0.092 LSL b= 3.5 In. E= 2.20 x10e psi Vmax= Rmax-(w*d)= 3364 Ibs Cd= 2-Occupance = 1 USED CAPACITY In' Spmvleed= 82.3 in' 58.7%D O.K. int Aprovlded= 41.6 Int 41.8% O.K. In. Actual Def.= 0.24 in. O.K. Def.x 1.5 = N.A. in. Actual Def.= L/ 559 VER: 20 Page: Ih E S I/ F M E Inc. Date: 3/26/2021 STRUCTURAL ENGINEERS Job #: MO50 Client: BRANDON Project Name: DEVIR RESIDENCE Plan #: - 18 BM @ GARAGE 22.0 ft n= 0.136 LVL L1 _-- Ibs from r2 Member Span = 10.0 ft b= 7 In. @L2= 11.0 ft DL= 3664 Ibs E= 2.20 P Vmax= P1= 3700 lbs from BM -17 @u= 5.0 ft DL= 2200 lbs = 1 )x( 0.0 w 0 14 USED CAPACITY P2= 3700 Ibs from BM -17 @L2= 6.5 ft DL= 2200Ibs int Aurovided= 66.5 Int 39.8% O.K. R1 0.33 R2 TOTAL PSF TRIBUTARY (it) PLF / Dead Load 0 ROOF = ( 40 )x( 2.5 + 0.0 )= 100 20 psf ==> 50 pif WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf ==> 0 plf FLOOR = ( 64 )x( 1.3 + 0.0 )= 83.2 24 psf ==> 31.2 plf DECK = ( 84 )x( 0.0 + 0.0 )= 0 24 psf ==> 0 pif SELF WEIGHT = 20.8 20.8 psf ==> 20.8 plf ALTERNATE BEAM = DESIGN: Size Factor, Cr = 1.00 [If d>12, Cr= (12/d)IO] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 20217.27 ft -lb= 242.61 in -K R1=<. 4165 ` Ibs R2= '5275 Ibs. R1 D,L,= 2380 Ibs R2 D,L,= 3040 Ibs R1 L.L.= 1785 lbs R2 L,L,= 2235 Ibs Sreq.= Mmax/(Fb*Cd)= 83.66 Areq =1.S*Vmax/(Fv*Cd)= 26.4 AII.Def = L/ 360 = 0.33 Dead Load Def.= 0.19 in. GLB Camber = D. L. 19 BM @ GARAGE 102.0 PLF n= U1111 PSIJVL/=5AWN 22.0 ft n= 0.136 LVL P1= 6500 Ibs from d= 9.500 In. n= 0.092 LSL P2= 5900 Ibs from b= 7 In. @L2= 11.0 ft DL= 3664 Ibs E= 2.20 x106 psl Vmax= Rmax-(w*d)= 0 5113 Ibs Cd= 2.Occupance = 1 )x( 0.0 + 0.0 )= 0 14 USED CAPACITY Ina SPmvided= 105.3 Ina 79.5% O.K. int Aurovided= 66.5 Int 39.8% O.K. In. Actual Def.= 0.33 In. O.K. Def.x 1.5 = N.A. In. Actual Def.= I / 363 Member Span = 22.0 ft TRIBUTARY (ft) P1= 6500 Ibs from BM -16 @L1= 11.0 ft DL= 3300 Ibs P2= 5900 Ibs from BM -17 @L2= 11.0 ft DL= 3664 Ibs TOTAL PSF Size Factor, Cr = 0.93 TRIBUTARY (ft) PLF No => Cr= 1 Dead Load ### psi Fv= 290 psi ROOF = ( 40 )x( 0.0 + 0.0 )= 0 20 psf =_> 0 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 pif FLOOR = ( 64 )x( 1.3 + 0.0 )= 83.2 24 psf =_> 31.2 pif DECK = ( 84 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf SELF WEIGHT = 48.1 48.1 psf =_> 48.1 plf TOTAL LOAD = 131.3 PLF TOTAL D.L. = 79.3 PLF BEAM = DESIGN: Size Factor, Cr = 0.93 [If d>12, Cr= (12/d)Ioi] , Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= ### psi Fv= 290 psi Mmax = 76145.16 ft -b= 913.74 in -K R3= 7645 lbs R2= 7645 lbs' R1 D.L.= 4355 Ibs R2 01. 4355 Ibs R1L.L.= 3290 Ibs R2L,L,= 3290 Ibs Sreq.= Mmax/(Fb*Cd)= 337.01 in3 Areq =1.5*Vmax/(Fv*Cd)= 38.3 Int AII.Def = L/ 360 = 0.73 In. n- 0.1111 PSVVL16xSAWN n= 0.136 LVL d= 22.000 In. n= 0.092 LSL b= 7 In. E= 2.20 x106 psi Vmax= Rmax-(w*d)= 7404 Ibs Cd= 2.0mupance = 1 USED CAPACITY Sarovlded= 564.7 Ina 59.7% O.K. ADrovided= 154.0 Int 24.9% O.K. Actual Def.= 0.49 In. O.K. ,`�I ] ESI/FME I STRUCTUR,4L ENGINEERS Client: Project Name: DEVIR RESIDENCE Plan #: 20 BM Q GREAT RM Span L1= 16.00 ft; Span L2= 6.50 ft, P1= lbs from cox,= ft DL= Ibs P2=. Its from @x,= 6.5 ft DL= Ibs Page: _�4 Date: 3/11/2021 Job #: M050 $75e,' T7w, PSF Ibs TRIBUTARY PLF Ibs - Dead Load ALTERNATE BEAM = ROOF =( 36 )x( 0.0 + 0.0 )= 0 16 psf =_> 0 pif WALL =( 14 )x( 0,0 + 0.0 )= 0 14 psf =_> 0 pif FLOOR=( 64 )x( 13 + 0.0 )= 83.2 24 psf =_> 31.2 plf DECK =( 84 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf SELF WEIGHT = 13.0 13 psf =_> 13.0 pif TOTAL LOAD = 96.2 PLF TOTAL D.L. = 44.2 PLF $75e,' T7w, r Ibs R2= #t Ibs - RE D.L.= ALTERNATE BEAM = Ibs R2D,L,= 699 DESIGN: RE L.L,= n= 6.111E PSVVU6xSAWN I= 488.4 In' Size Factor, Cf = 1.00 [If d>12, C1= (12/d)w] Ibs n= 0.136 LVL d= 11.88 In. Repetitive Member, Cr=> No => Cr= 1 Max.Def.O cant.= -0.03 in. n= 0.092 LSL b= 1.75 In. Fb= 2600 x Cf x Cr= 2600 psi Fv= 285 psi E= 1.90 x106 psi Mmax = 2611.29 ft -Ib= 31.335 in -K Vmax= Rmax-(w*d)= 674 Ibs R1= 643 Ibs R2= 1522. Ibs - RE D.L.= 295 Ibs R2D,L,= 699 Ibs RE L.L,= 347 Ibs Rz L,L,= 823 Ibs Cd= 2-Occupance = 1.00 Max.Uplift= 23 Ibs (neglect If <0) I VERSION: 26171 I USEDCAPACITY Sreq.= Mmax/(Fb*Cd)= 12.1 inA3 Sprov.= 82.3 1nA3 14.7% O.K. Areq.= 1.5*Vmax/(Fv*Cd)= 3.5 InA2 Aprov.= 41.6 InA2 9.6% O.K. AIIow.Center Def.= Ll/ 240 = 0.80 in. Max.Def.@Center= 0.09 in. O.K. AII.Overhanq Def.= 1-2/ 120 = 0.65 in. Max.Def.O cant.= -0.03 in. O.K. I VERSION: 26171 I Page: 14 A ES I/ F M E Inc. Date: 5/20/2021 STRUCTURAL ENGINEERS Job #: MOSO Client: BRANDON Project Name: CUSTOM RESIDENCE Plan #: - WALL ® RIGHT STAIRS Rho, p = 1.3 An of Wall = 7.5 ft Plate Height = 9.0 ft Shear Value From Line 4 is = 160 x1.4= 224 lbs DESIGN BEAM WITH A DOWN FORCE OF 3135 Its 21 QE SECTION 12.4.3.2 and ASCE 7-16 TABLE 12.2-1 Footnote g 12 = 2.5 h QE=Total Shear*Length/p= 224 x 7.5 / 1.3 = 1282 lbs 11 T=C=QExh/L= 1551 lbs 1 m T CI 2900 psi Fv= 290 psi Mmax = 7047.03 ' L SDS = ( FROM LATERAL SHEET) = 1.21 S = SNOW LOAD = 0 lbs D = DEAD LOAD = 360 Its R= RAIN LOAD = 0 lbs H= LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD = 107 Its F= LOADS DUE TO FLUIDS W/DEF.PRESSURE = 0 lbs L= LIVE LOAD = 0 Its Eq.5: (1.0+0.14SD3)D+H+F+1.75QE = 3135 lbs <=GOVERNS DOWN FORCE Eq.6:(1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = 2522 lbs 0 lbs Eq.8: (0.6-0.14SDs)D+H+1.75QE = 2869 lbs DOWN FORCE UPLIFT DESIGN BEAM WITH A DOWN FORCE OF 3135 Its 21 ALTERNATE BEAM = DESIGN; f xl I 11 OM"FOYER 1 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 7047.03 a in -K R1= 1592 -: lbs R2= 1.6560 Span L1= 10.00 ft .Span L2= 2.00 ft; 1111.1.= 660 lbs R2 LL= 2912 lbs Sreq = Mmax/(Fb*Cd)= P1= 0 lbsfrom 9.5 @x,= 0,0 ft DL= 0 lbs P2= 3135 lbs FOR OVERSTRENGTH DESIGN @x,= 2.0 ft DL= 1500 lbs U U PSF TRIBUTARY PLF Dead Load ROOF = ( 40 )x( 4.00 + 0 )= 160 20 psf =_> 80 pif WALL = ( 14 )x( 9.00 + 0 )= 126 14 psf =_> 126 pif FLOOR = ( 64 )x( 1.30 + 0 )= 83.2 24 psf =_> 31.2 pif DECK = ( 64 )x( 0.00 + 0 )= 0 24 psf =_> 0 plf SELF WEIGHT = 19.5 19.48 psf =_> 19.5 pif TOTAL LOAD = 388.7 PLF TOTAL D.L. = 256.7 PLF ALTERNATE BEAM = DESIGN; Size Factor, Cf = 1.00 (If d>32, CI= (12/d)(")] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 7047.03 ft -Ib= 84.56 in -K R1= 1592 -: lbs R2= 1.6560 lbs. RIML.= 932 lbs R2D.L; 3648 Its 1111.1.= 660 lbs R2 LL= 2912 lbs Sreq = Mmax/(Fb*Cd)= 15.2 Areq = 1.5*Vmax/(Fv*Cd)= 9.5 n= 0.1111 PSL/VU6zSAWN n= 0.136 LVL d= 11.88 In. n= 0.092 LSL b= 5.25 in. E= 2.00 x10° psi Vmax= Rmax-(w*d)= 3528 lbs Cd= 1.2 x 1.6 = 1.92 Max.Uplift= -423 lbs (neglect If <0) 103 Sprov.= 123.4 InA3 O.K. InA2 Aprov.= 62.3 InA2 O.K. ESI/FME Inc. STRUCTURAL ENGINEERS GRAF RESIDENCE ` ' OVERSTRENSifH ANALYSIS(EQUI1 ALL @ LFT SECOND FLR Length of Wall= 2.75 ft Plate Height = 8.0 it QE=Total Shear*Length/p= 289.8 x 2.8 / 1.3 = T=C=QExh/L= 1783 Its SECTION 12.4.3.2 and ASCE 7-16 TABLE 12.2-1 Footnote g Sos - ( FROM LATERAL SHEET) = 1.15 lbs D = DEAD LOAD = 311 lbs H= LATERAL EARTH PRESSURE LOAD = 0 lbs F= LOADS DUETO FLUIDS W/DERPRESSURE = 0 lbs Page: Date: 8/9/2021 Sob #: K43b Client: SMITH Plan #: Rho, p = 1.3 �dUf`i�Is = 207 x1.4= 289.8 plf 613 lbs h {2 ea 2.5 T S= SNOW LOAD = 0 lbs R= RAIN LOAD = 0 IDS Lr= ROOF LIVE LD = 40 lbs L= LIVE LOAD = 40 Its BASIC LOAD COMBINATIONS Eq.5: (1.0+0.14SDe)D+H+F+0.7L2QE = 3452 lbs <=GOVERNS EqA:(1.0+0.1058Og)D+H+F+0.525L2QE+0.75L+0.75(Lr or S or R) 2749 lbs EqS: (0.6-0.14SDs)D+H+0.7nQE = 3257 lbs DESIGN BEAM WITH A DOWN FORCE OF 3482 ]be 17 BM @ GARAGE Member Span = 11.0 ft 20 psf =_> P3= 3482 lbs for OVERSTRENGTH ANALYSIS @L3= 3.0 it P2= 3500 IDS from HM -7 @Lz= 6.0 it TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 1.3 + 0 )= 52 WALL = ( 14 )x( 9.0 + 0 )= 126 FLOOR = ( 64 )x( 1.3 + 0 )= 83.2 DECK = ( 84 )x( 1 + 0 )= 109.2 SELF WEIGHT = 13.0 TOTAL LOAD = 383.4 PLF ALTERNATE BEAM = DESIGN: Size Factor, C, = 1.00 [If d>12, C,= (12/d)Iell Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 PSI Mmax= 22940.60 ft -lb= 275.29 in -K RL= 6232 lbs dR2= 4967 Ibs:': Sreq=Mmax/(Fb*Cd)= 49.44 Ina Areq = 1.5*Vmax/(Fv*Cd)= 15.8 int Dead Load 20 psf =_> 26 plf 14 psf =_> 126 plf 24 psf =_> 31.2 plf 24 psf =_> 31.2 plf 12.988 psf =_> 13.0 plf TOTAL D.L. = 227.4 PLF n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 11.875 In. n- 0.092 LSL b= 3.5 In. E= 2.00 x106 psl Vmax= Rmax-(w*d)= 5852 IDS Cd= 1.2'1.6 = 1.92 SPremded= 82.3 Ina O.K. Aprovided= 41.6 in3 O.K. ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: GRAF RESIDENCE Page: Ia-c , Date: 5/20/2021 Job #: K435 Client: SMITH Plan #: OWALL @ RIGHT BED 4 RhO, p = 1.3 Length of Wall = 2.9 ft Plate Height = 8.0 ftSf '�;L lF Is = 309 x1.4= 432.6 plf QE=Total Shear*Lengthlp= 432.6 x 2.9 / 1.3 = 965 lbs T=C=QExh/L= 2662 lbs E h SECTION 12.4.3.2 and ASCE 7-16 TABLE 12.2-1 Footnote g T Sus(FROM LATERAL SHEET) = 1.15 S= SNOWLOAD = 0 Ibs F L 3 D= DEAD LOAD = 311 lbs R = RAIN LOAD = 0 Its H= LATERAL EARTH PRESSURE LOAD = 0 IDS Lr= ROOF LIVE LD = 40 IDS F= LOADS DUE TO FLUIDS W/DERPRESSURE = 0 Ibs L= LIVE LOAD = 40 Ibs BASIC LOAD COMBINATIONS Eq.6: (1.0+0.14Sps)D+H+F+0.712QE = 5020 lbs <=GOVERNS Eq.6: (1.0+0.1058,$)D+H+F+0.525nQE+0.75L+0.75(Lr or S or R) = 3902 lbs Eq.e: (0.6-0.14Sos)D+H+0.712Qe = 4795 lbs DESIGN BEAM WITH A DOWN FORCE OF 6020 lbs 15 BM @ GARAGE Member Span = 11.0 ft P1= 5020 Ibs for OVERSTRENGTH ANALYSIS @L1= 9.0 ft P2= 3500 Ibs from sm-6 @L2= 6.0 ft TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 2.0 + 0 )= 80 WALL = ( 14 )x( 9.0 + 0 )= 126 FLOOR = ( 64 )x( 1.3 + 0 )= 83.2 DECK = ( 84 )x( 0 + 0 )= 0 SELF WEIGHT = 1915 TOTAL LOAD = 308.7 PLF ALTERNATE BEAM = DESIGN. Size Factor, Q = 1.00 [If d>12, Cr= (12/d)(n)] 4 - Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 22428.05 ft -Ib= 269.14 In -K 111= 4201 ',Ibs 'R1= 7714 lbsa Sreq =Mmax/(Fb*Cd)= 48.34 in Areq = 1.5*vmax/(Fv*Cd)= 20.0 in3 Dead Load 20 psf =_> 40 plf 14 psf =_> 126 plf 24 psf =_> 31.2 plf 24 psf =_> 0 plf 19.482 psf =_> 19.5 Of n= 0.1111 PSL n= 0.136 LVL n= 0.092 LSL vmax= Cd= 1.2'1.8 Sprovided= Aprovided= 216.7 PLF d= 11,875 In. b= 5.25 In. E= 2.00 x10` psi Rmax-(w*d)= 7408 Its 1.92 123.4 In3 O.K. 62.3 int O.K. Pager ESI / F M E Inc. Date: 8/9/2021 STRUCTURAL ENGINEERS Sob #: K435 Client: SMITH Project Name: GRAF RESIDENCE Plan #: 22 WALL @ RIGHT BED 4 Rho, p Length of Wall= 5.75 ft Plate Height = 9.0 ftSHC�3RaU61°17Tvt�R(1AATI911J -- Is = 309 x1.4= 432.6 If t..� ......... �. .N P QE=Total Shear*Length/p= 432.6 x 5.8 / 1.3 = 1913 lbs Qe T=C=QExh/L= 2996 We h SECTION 12.4.3.2 and ASCE 7-16 TABLE 12.2-1 Footnote g ,SZ a 2.5 T SDS = I FROM LATERAL SHEET) = 1,15 S= SNOW LOAD = 0 lbs L 3 D= DEAD LOAD = 311 IDS R= RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 its Lr= ROOF LIVE LD = 40 lbs F= LOADS DUE TO FLUIDS WI DEF.PRE$SURE v 0 lbs L= LIVE LOAD = 40 lbs BASIC LOAD COMBINATIONS Eq.6: (1.0+0.14SDs)D+H+F+0.791QE = 5602 lbs <=GOVERNS Eq.6:(1.0+0.105SDs)D+H+F+0.526nQE+0.75L+0.75(Lr or S or R) = 4339 lbs Eq.$: (0.6414SDs)D+H+0.7nQE = 5377 lbs DESIGN BEAM WITH A DOWN FORCE OF 6602 lbs 22 BM @ GARAGE Member Span = 11.0 ft plf P1= 5602 lbs for OVERSTRENGTH ANALYSIS ®LI= 5.0 R P2= lbs from p1.2- ft TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 40 )x( 5.0 + 0 )= 200 WALL = (- 14 )x( 9.0 + 0 )= 126 FLOOR = ( 64 )x( 1.3 + 0 )= 83.2 DECK = ( 84 )x( 0 + 0 )= 0 82.3 SELF WEIGHT = 13.0 APMVIded= TOTAL LOAD = 422.2 PLF ALTERNATE BEAM = DESIGN: Size Factor, Cr = 1.00 [If d>12, Cr= (12/d)(n)] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Of x Cr= 2900 psi Fv= 290 psi Mmax = 21663,44 ft -Ib= 259.96 in -K R1=:: 5378 ;lbs Ri= 4668 lbs Sreq=Mmax/(Fb*Cd)= 46.69 Ina Areq = 1.5*Vmax/(Fv*Cd)= 13.4 In' Dead Load 20 psf ==> 100 plf 14 psf =_> 126 pif 24 psf =_> 31.2 pif 24 psf =_> 0 pif 12.988 psf =_> 13.0 plf TOTAL D.L. = 270.2 PLF n= U.1111 PSUV46xSAWN n= 0.136 LVL d= 11.875 In, n= 0.092 LSL b= 3.5 In. E= 2.00 x10° psi Vmax= Rmax-(w*d)= 4960 lbs Cd= 1.2"1.6 = 1.92 SprovIhd= 82.3 Ina O.K. APMVIded= 41.6 Int O.K. ESI/FME Inc. STRUCTUR4L ENGINEERS Client: Project Name: CUSTOM RESIDENCE Plan #: LATERAL SHEAR NOTES (IBC2018, CBC2019, SDPWS-2018: SEISMIC DESIGN CATEGORY D & E) (TABLE 4.3A, AFPA SDPWS-2018) VERTICAL: Page: Date: 3/11/2021 Job #: M050 FRAMING MEMBERS DOUG FIR -LARCH @ 16" o.c. NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel Pit 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR : Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct, Panel T&G*, PI 40/20, w/10d's @ 6" o.c, at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G* shtg, PI 48/24, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. -- 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. 260 plf -- 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. 360 plf 1Q A--3/8" -- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. Wood Structural Panel 8d 490 plf w. common nails @ 2" o.c @ edges & 12"o.c. @ field. 640 pit A --1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field 770 plf A-- 1/2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field 870 pit A DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. 980 pit 1Q DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) -- 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. 1280 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug -Fir Larch or Southern Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel Pit 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR : Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct, Panel T&G*, PI 40/20, w/10d's @ 6" o.c, at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G* shtg, PI 48/24, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. KiESI/FME Inc. STRUCTUR4L ENGINEERS Project Name: DEVIR RESIDENCE F2- FI - T:TRANSVERSE Date: 3/8/2021 Job #: MO50 Client: BRANDON Plan #: - LOCATION: EXISTING HOUSE 0.028 0.8 2nd STORY 0.016 0.9 l Frame 0.03 0.75 Roof D.L. _ ( 20 )psfx( 24 )ft Floor D.L. _ ( 24 )psfx( 0 )ft ,L Exterior Wall =( 14 )psfx( 9 - 4.5 )( Interior Wall=( 10 )psfx( 9 - 4.5 )( 1st STORY Roof D.L. = ( 20 )psfx( 0 )ft Floor D.L. = ( 24 )psfx( 33 )ft 1 Exterior Wall =( 14 )psfx( 2nd Slaty 5.5 + 1st Story 4,5 )( Interior Wall=( 10 )psfx( 5.5 + 4.5 )( ASCE 7-16 EQUIVALENT LATERAL FORCE METHOD: ZIP CODE: N.A. LATITUDE: SOILS REPORT FROM USGS WEB SITE: Ss = 1.385 S, = 0.493 Fa= 1.2 FV= 1.8 Site Soil Class s" D Seismic Design Catego = D BASIC = 480 pif 0 plf 2 )= 126 pif 2 )= 90 pif TOTAL = 696 pif 0 plf = 792 plf 2 )= 280 plf 2 )= 200 plf TOTAL -=1272 pif (ASCE 7-16 Sec. 12.8) LONGITUDE: SOILS REPORT Sne = Fa x Des.Ss = 1.662 R= 6.5 (T:12.24) S,,= FV xS1= 0.891 p= 1,3 SDs = 2/3 x SMs = 1.108 Risk Cat.I1, I, = 1.0 So, = 2/3 x SMl = 0.594 Cs= SDs - 1.11 = 0.170 (12.8.2) Ct = 0.02 R/I 65 X=0.75 But not greater than (12.8.3) h� = 24.0 Cs= SDS = 0.59 = 0.421 (12.8.3) Ta=Ct x hn` = 0.217 TxR/I 1.4 a Structure Ct sTrame 0.028 0.8 t Ras, Frame EhrStruchiral 0.016 0.9 l Frame 0.03 0.75 al Systems 10.021 0.75 Cs SHALL NOT BE LESS THAN 0.01 (12,8.3) GOVERNING Cs - 0.1706 IF Si > O.60g Cs= O.SxS1- 0.25 = 0.04 65 Qe=V=CsxW=>Ea=pxO.7xQe= ASCE 7-16 SIMPLIFIED WIND DESIGN Wind Velocity = 110 mph Exposure- C K== 1.00 Ps= 0.6 x h x Kzt x P,,0 x I Risk Cat.II, I, = 1.0 1. = 1.34 21.6 1 14.8 1 17.2 1 11.8 1 1.7 1 -13.1 1 0.6 1 -11.3 1 -7.6 (ASCE 7-16 Sec. 28.6.3) Mean Roof Height= 24.00 ft < 60 ft Roof Slope= 8.0 :12 = 33.7 degrees (From ASCE 7-161 Figure 28.6.1) hangs -7.0 I%iC Cs= SDs _ 1.11 a 0.170 (12.8.2) R/I 6.5 But not greater than (12.8.3) cs_ SDI = 0.59 = TXR/i 1.4 0.421 (12.83) Cs SHALL NOT BE LESS THAN 0.01 (12.8.3) O,SXSI 0.25 Ct = 0.02 X = 0.75 in, = 24.0 T,=Ct x hi;, = 0.217 IF SI > 0.609 Cs= R I = 6S = 0.04 QE=V=CsxW=>Eh=PX0.7x Qe= ''i, ` s. t✓ ' ASCE 7-16 SIMPLIFIED WIND DESIGN ,=NeJghtof e cure Ct Steel Moment Res.Frame 0.028 0.8 Page: 1 0 0.016 E S I/ F M E Inc. 0.03 0.75 All Other Struclural Systems 0.02 0.75 Date: 3/8/2021 STRUCTURAL ENGINEERS job #: MO50 Client: BRANDON Project Herne: DEVIR RESIDENCE Plan #: - �---� L: LONGITUDINAL LOCATION: EXISTING HOUSE BASIC 2nd STORY Roof D.L. _ ( 20 )psfx( 81 )ft = 1620 plf HrFloor D.L. _ ( 24 Exterior Wall )psfx( 0 ) = •1 =( 14 )psfx( 9 - 4.5 )( 2 )= 126 plf F2-4 Interior Wall=( 10 )psfx( 9 - 4.5 )( 3 )= 135 plf H2 TOTAL = 1881 plf 1st STORY F1--) Roof D.L. = ( 20 )psrx( 0 )ft 0 plf Floor D.L. = ( 24 )psfx( 92 )ft = 2208 plf HI 1 Exterior Wall =( 14 )psfx( 2nd Slory 5.5 18t Story + 4.5 )( 2 )= 280 plf Vb Interior Wall=( 10 )psrx( 5.5 + 4.5 )( 3 )= 300 plf TOTAL = 2788 plf ASCE 7-16 EQUIVALENT LATERAL FORCE METHOD: (ASCE 7.16 Sec. 12.8) ZIP CODE: N.A. LATITUDE: SOILS REPORT LONGITUDE: SOILS REPORT FROM USGS WEB SITE: Ss = 1.385 Sns = Fa X Des.Ss = 1,662 R= 6.5 (T:12.2.1) % = 0.493 Fa= 1.2 Fv= 1.8 S,, = Fv x S1= 0.891 p = 1.3 Site So" Class = D SDs = 2/3 x Sms = 1.108 Risk Cat.1I, I, = 1.0 Seismic Design Catego = D SDI = 2/3 x S,, = 0.594 Cs= SDs _ 1.11 a 0.170 (12.8.2) R/I 6.5 But not greater than (12.8.3) cs_ SDI = 0.59 = TXR/i 1.4 0.421 (12.83) Cs SHALL NOT BE LESS THAN 0.01 (12.8.3) O,SXSI 0.25 Ct = 0.02 X = 0.75 in, = 24.0 T,=Ct x hi;, = 0.217 IF SI > 0.609 Cs= R I = 6S = 0.04 QE=V=CsxW=>Eh=PX0.7x Qe= ''i, ` s. t✓ ' ASCE 7-16 SIMPLIFIED WIND DESIGN ,=NeJghtof e cure Ct Steel Moment Res.Frame 0.028 0.8 Concrete Moment Res. Frame 0.016 0.9 Eco. Braced Steel Frame 0.03 0.75 All Other Struclural Systems 0.02 0.75 GOVERNING Cs = 0.1705 Wind Velocity= 110 mph Exposure= C KIr - 1.00 Ps= 0.6 x X x Kzt x 13s38 x I Risk Cat.LI, 1. = 1,0 1= 1,34 21.6 1 14.8 1 17.2 1 11.8 1 1.7 1 -13.1 1 0.6 1 •11.3 1 •7.6 (ASCE 7.16 Sec. 28.6.3) Mean Roof Height= 24.00 ft < 60 ft Roof Slope= 8.0 :12 = 33.7 degrees (From ASCE 7-161 ngure 28.6-1) N7O Page: 24� E S I/ F M E Inc. Date: 8/9/2021 STRUCTURAL ENGINEERS Job #: MOSO Client: BRANDON Project Name: DEVIR RESIDENCE Plan #: - SHEAR WALL LINE: OP ' SDs Y;108+' SEISWO UPLIFT DEAD LOAD PARAMETER=0.60.145dP 0.446 Ibs. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 WALL(S) @ LEFT SECND FLR USE HARDY FRAME / FOR LOADS ONLY PLATE HT= 7 ft (WALL 1__ 2.75 R OPENING= o oo ft Walll E 2,75 R) WALL2= 2.75 R WALL 3= 0.00 ft WALL 4= 0.00 ft SEMIC IS R / 2 + 0 ) = TOTAL WALL LENGTH= 5.50 1t LOAD =( 152 plf ( 15.0 ft/2+ 0 ) = 1140 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs,- - LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs ' LOAD=( 0 plf( 0.0 ft/2+ 0 )= h. 0 lbs T SHEAR = T. LOAD / L = 1140 Its / 5.50 ft = 207 Ibs/ft -" pif( 0.0 CORRECTED PER HM RATIO(SDPWS-18 Table4.3.4 )= 222 lbs/ft WIND 0 , Ibs - ^- Hi '-` LOAD=( 0 " LOAD =( 117 plf ( 15.0 ft/ 2 + 0 ) - 878 Ibs. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 Ibs. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 Ibs. LOAD =( 0 Pit` ( 0.0 R / 2 + 0 ) = 0 Ibs, T SHEAR = T. LOAD / L = 878 Ibs / 5.50 it = 160 Ibs/ft .-_-___---__� __�____ ) = 1824 160 Ibs/ft �_��_��___�� GOVERNING FORCE _ `+SEISMIC--. V- 222.4 Ibs/R 0) = ANCHORISTRAP7 STRAP n Ibs - - LOAD=( 0 pif( 0.0 UPLIFT: __... _. .._ Q =.0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x LWa, O.T.M.=Load x PIt.Helght UPLIFT=(O.T.M: R.M.)/LHsp RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D.L.xTdb.Wldth+Floor D,L.xTrlb.Width]x(S.W, Length)' /2 WALL WT= 14 Psf x 7 ft= 98 Its ROL= 20 psf Trbw- 1.3 R FOL= 24 RES.MOMsesmi� 209 Ibs LOAD= 570 Ibs. O.T.M. Psf Trow= 0 ft eebmlc= 39D0 ft-Ibs UPLIFTseRmio- 1375 lbs Governing Up ift RES.MOMvnsd= 314 lbs LOAD= 438.8 be. O.T.M-Md= 3o71 ft-Ibs UPLIFTy ,= 1003 Ibs 1 1375 Ibs PROVIDE SIMPSON: C516 PER POST, CAPACITY= 1705 Ibs O.K Diaphragm Length= 11 ft Provide A35's or 111's (al 48 lnrhps ac. v= Ina nIF - - U WALL(S) @ RIGHT BED 4 (i = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x Lw, O.T.M.=Load X Pit.Height UPLIFT=(O.T.M: R.M.)/L,,,, PLATE HT= 9 A {WALL 11 _ 5.90 ft OPENING= o.00 ftWalll E= 5,90 tt) WALL2= 0.00 tt WALL 3= 0.00 R WALL 4= 0.00 ft SEISMIC psf TrbW= 0 R RES.MOMSelsmi,= 1177 Ibs LOAD= 1824 W. O.T.M.setmid= -------------------------- Ibs lGoverning Uplift RES.MOMWInd= 1773 Ibs TOTAL WALL LENGTH= 5.90 It LOAD =( 152 pif ( 24.0 ft/2+ 0 ) = 1824 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0) = 0 Ibs - - LOAD=( 0 pif( 0.0 ft/2+ 0 )= 0 , Ibs - ^- Hi '-` LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 Ibs ='- T SHEAR = T. LOAD / L = 1924 Ibs / 5.90 ft 309 Ibs/ft �' 4'. ` 309 Ibs/ft WIND LOAD =( 117 plf ( 24.0 ft/2+ 0 ) = 1404 IbS. `. LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft / 2 + 0 ) = 0 lbs. - -: LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs T SHEAR = T. LOAD / L = 1404 Ibs / 5.90 ft 238 Ibs/ft .= ` _ _ GOVERNING FORCE= _-----��_r EI .MIC.- V- 309.2 Ibs/ft Ibs/ft- 2-- JILL -- ANCHOR/STRAP? STRAP GOV,FORCE- SEISMIC I 11 W/16d S.P.N. @ 4 "o/c $PN4 UPLIFT: (i = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x Lw, O.T.M.=Load X Pit.Height UPLIFT=(O.T.M: R.M.)/L,,,, RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D.L.xTrlb.Width+Floor D,L.xTrib,Width]x(S,W. Length)' /2 WALL WT= 14 psfx 9 ft= 126 Ibs RDL= 20 psf TrbW= 1.3 it FDL= 24 psf TrbW= 0 R RES.MOMSelsmi,= 1177 Ibs LOAD= 1824 W. O.T.M.setmid= IM16 ft-Ibs UPLIFTS"Ie I,= 2583 Ibs lGoverning Uplift RES.MOMWInd= 1773 Ibs LOAD= 1404 Ibs. O.TM.Whd= 12636 ft-Ibs UPLIFT,,d= 1841 Ibs 2583 Ibs PROVIDE SIMPSON: (2)C516 PER POST, CAPACITY= 3410 Ibs O.K Diaphragm Length= 24 R Provlde A35's or HS's @ 48 Inches O.C. V= 76 DI If " Page: > a_ ESI / F M E Inc. Date: 3/12/2021 STRUCTURAL ENGINEERS ]Ob #; MOSID Client: BRANDON Project Name: DEVIR RESIDENCE Plan #: - SHEAR WALL LINE: I SDs PLATE HT= 9 ft SEISMIC UPLIFT DEAD LOAD PARAMETER -D.6-0.1489- 0.445 0.00 ftWa111E= 7,50 R) WALL2= 10.50 R WALLS= 0.00 R WALL 4= 0.00 R SEISMIC 03 WALL(S) @ LEFT STAIRS TOTAL WALL LENGTH= 16.00 ft USE HARDY FRAME I FOR LOADS ONLY PLATE HT= 9 ft _ (WALL 1=_ 9,00 it OPENING= __--_-________________________________�_____-__�__ o.6o R Weill S= 9,o0 R) WALL2= 10.50 ft WALL 3= 0.00 ft WALL 4= 0.00 ft SEISMIC LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = TOTAL WALL LENGTH= 19.50 fl LOAD =( 152 pif ( 18.0 ft/2+ 0 ) = 1368 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0,0 ft/2+ 0 ) = 0 lbs. ` LOAD =( 0 plf ( 0,0 R / 2 + 0 ) = 0 lbs T SHEAR = T. LOAD / L = 1368 lbs / 19.50 It = 70 lbs/ft - - ------------------- LOAD =( 117 pif ( 38.0 ft/2+ 70 2223 WIND LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 LOAD =( 117 plf ( 18.0 ft/2+ 0 ) = 1053 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 R 12 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. T SHEAR = T, LOAD / L = 1053 lbs / 19.50 R = 54 lbs/ft __-----__-___-_--___-_______________ 54_ Ibs/R _. GOVERNINGFORCE- SEISMIC'' V= 70.15 lbs/ft- _______ - -----� ANCHOR/STRAP? STRAP UPLIFT: (1 = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x Lwar O.T.M.=Load X Plt.HeIFht UPLIFT=(O.T.M: R.N RESISTING MOMENT = p x [Bearing Wall WelghV) +Roof D,L,xTrlb.Wldth+Floor D.L.xTdb.Wldth]x(S.W. Length)' /2 WALL Wr= 14 psfx 9 R= 126 Ibs RDL= 20 psf TrbW= 1.3 R FDL= 24 psf TrbW- 0 RES.MOM,asmm= 2739 Ibs LOAD= 631.4 Ibs. O T M.sd.mm= 5662 R-Ibs UPLIFTs.i.ml,� 327.1 Ibs Governing L RES.MOMwis4= 4125 Ibs LOAD= 486 Ibs. O.T.Mwnd= 4374 ft -lbs UPLIFTwme= 27.72 Ibs 327 PROVIDESIMPSON: CS16 PER POST, CAPACITY= 1705 Ibs OX V WALL(S) @ RIGHT STAIRS PLATE HT= 9 ft {WALL 1= 7,50 R OPENING= 0.00 ftWa111E= 7,50 R) WALL2= 10.50 R WALLS= 0.00 R WALL 4= 0.00 R SEISMIC TOTAL WALL LENGTH= 16.00 ft LOAD =( 152 pif ( 38.0 111 0 ) = 2888 lbs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. - LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 2888 Ibs / 18.00 R 160 Ibs/ft ____7________________________________160 Ibs/R WIND ------------------- LOAD =( 117 pif ( 38.0 ft/2+ 0 ) = 2223 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. - T SHEAR = T. LOAD / L = 2223 Ibs / 18.00 R 124 Ibs/ft - _____________________________-___- GOVERNING FORCE- S�I MIC V= 160.4 Ibs/R 124 Ibs/ft ---�- ANCHOR/STRAP? STRAP A UPLIFT: - - -- a = 0.67 FOR WIND, 0,44 FOR SEISMIC LOAD= V x Lw,II O.T.M.=Load x Plt.Helght c UPLIFT=(O.T.M: R.M,)/L, ,, RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D,L.x7db,Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)' /2 WALL Wr= 14 psfx 9 R= 126 Ibs RDL= 20 psf Trbw= 1.3 ft FDL= 24 psf Trow= 0 R RES.MOMxismic= 1902 lbs LOAD= 1203 Ibs. O.T.M.s"i,m�= 10530 ft-Ibs UPLIFTs.ismi�= 1190 Ibs GoverningUpllft RES.MOMm,d= 2864 Ibs LOAD= 926.3 Ibs, O T.M w ,= 8336 R-Ibs UPLIPTp,�.,d= 729.6 Ibs 1190 Ibs PROVIDE SIMPSON: 0516 PER POST, CAPACITY= 1705 Ibs O.K Diaphragm Length= 24 R Provide A35's or Hi's @ 44 Inches O.C. V= 120 pif Page: -,3 ESI / F M E Inc. Date: 3/12/2021 STRUCTURAL ENGINEERS Job #: M050 Client: BRANDON Project Name: DEVIR RESIDENCE Plan #: - SHEAR WALL LINE: ( fgf§57 � 50.= 1168- SEISMIC UPLIFT DEAD LOAD PARAMETER -0.6-0.148a- 0.445 WALL(S) @ RIGHT W.I.0 USE HARDY FRAME f FOR LOADS ONLY PLATE HT= 9 it (WALL 1= 11.00 it OPENING= o.o0 ftWalll E= 11.00 ft) WALL2= o,00 it WALL 3= 0.00 it WALL 4= 0.00 R SEISMIC TOTAL WALL LENGTH= 11.00 it LOAD =( 152 plf ( 46.0 ft/2+ 0 ) = 3496 Ibs. LOAD =( 0 plf ( 0.0 it/ 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs, T SHEAR = T. LOAD / L = 3496 Its / 11.00 ft = 318 Ibs/ft __WIND ------------------------------ pif ( 15.0 ft/2+ 2 ) = 1444 Ibs. 318 Ibs/ft 0 ) = 0 Ibs. LOAD =( 0 __ 0 ) = 0 Ibs. LOAD =( 117 pif ( 46.0 it/ 2 + 0 ) = 2691 IbS. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. •. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 2691 Ibs / 11.00 R = 245 Ibs/ft _____ _____ 0 Ibs - - T SHEAR = T. LOAD / L = 1112 Ibs / 5.80 245 Ibs/ft ___ GOVERNING FORCE _______ SEISMIC _ _ V 317.8 __ Ibs/ft ANCHORISTRAP? STRAP n __ $EISNfIC `;. V- 288.8 Ibs/R _ ANCHOR/STRAP? STRAP XFORCE= 5E15MIC:'. 11 W/16d S.P.N. @ 4 1.0/c SPN4 UPLIFT: p = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x Lw,ll O.T.M.=Load x PIt.Helght £ UPLIFT=(O.T.M.-R.M.)/Lwan RESISTING MOMENT = p x [Bearing Wall Weight') +Roof D.L.xTrib.Width+Floor D.L,xTrlb.Wldth]x(S.W. Length)' /2 WALL WT= 14 psfx 9 ft= 126 Ibs RDL= 20 psf TrbW= 1.3 it FDL= 24 psf TrbW= 0 it RES.MOMS4Ismic= 4091 Ibs LOAD= 3496 Ibs. O.T.M.s.,.,.= 31464 ft-Ibs UPLIFTs.R.e 2488 Ibs Governing Uplift RES.MOMW(„d= 6161 Ibs LOAD= 2691 Ibs. O.TM.wd= 24219 ft-Ibs UPLIFTW„d= 1642 Its 2488 Ibs PROVIDE SIMPSON: (2)CS16 PER POST, CAPACITY= 3410 Ibs O.K Diaphragm Length= 24 ft Provide A35's or HI's @ 36 Inches O.C. V= 146 Dlf WALL(S) @ RIGHT SECD FLR PLATE HT= 9 R {WALL 1= 2.90 it OPENING= 0.00 it W8111 E= 2,90 n) WALL2= 2,90 it WALL 3= 0,00 it WALL 4= 0.00 it ------------------------------------------------------------ SEISMIC TOTAL WALL LENGTH= 6.80 R LOAD =( 152 pif ( 15.0 ft/2+ 2 ) = 1444 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 it/ 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs T SHEAR = T. LOAD / L = 1444 Ibs / 5.80 ft 249 Ibs/ft CORRECTED PER HM RATIO (SOPWS48 Table4.3.4 )_ 289 Ibs/ft WIND LOAD =( 117 plf ( 15.0 ft / 2 + 2 ) = 1112 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. _ LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs - - T SHEAR = T. LOAD / L = 1112 Ibs / 5.80 R 192 Ibs/ft ` GOVERNING FORCE- __ $EISNfIC `;. V- 288.8 Ibs/R _ ANCHOR/STRAP? STRAP ;OV.FORCE= SEISMIC11 W/16d S.P.N. @ 6 110/c - SPN6 UPLIFT: (i = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x LWap O.T.M.=Load X Plt.Height UPLIFT=(O.T.M: R.M.)/Lwali RESISTING MOMENT = p x (Bearing Wall Weight") +Roof D.L.xTNb.Width+Floor D.L.xTrlb.Widthlx(S.W. Length)' /2 WALL WT= 14 psfx 9 ft= 126 Ibs RDL= 20 psf TrbW= 1.3 it FDL= 24 psf TrbW= 0 It RES.MOMS,Ismlc= 284 Ibs LOAD= 722 Its. O.T.M.S.,,,= 6496 ft-Ibs UPLIFTs,,,,I, 2143 Ibs Governing Uplift RES.MOMWind= 428 Ibs LOAD= 555.8 lbs. O.T.M.Md= 0002 ft-Ibs UPLIFTWHd= 1577 lbs 2143 Ibs PROVIDE SIMPSON: (2)CS16 PER POST, CAPACITY= 3410 Its O.K Diaphragm Length= 24 R Provide A35's or HI'S @ 48 Inches O.C. V= 60 olf Page: z � E S I/ F M E Inc. Date: 3/12/2021 STRUCTURAL ENGINEERS lob #I M050 Client: BRANDON Project Name: DEVIR RESIDENCE Plan #: - WALL LINE: I1. B � - t{J E SOe '9.4(08 SEISNO UPLIFT DEAD LOAD PARAMETER-a".146az 0.445 r�SHEAR 0.00 ftWalll E= 3,50 n} WALL2= 4,00 R WALL S= 4.50 rt WALL 4= 25,00 It $EISMIC J WALL(S) @ FRONT SECOND FLR USE HARDY FRAME I FOR LOADS ONLY PLATE HT= 9 It _ {WALL 1=_ 3.50 It OPENING= o.Do ftW8111 £= 3,50 ft) WALL2= 5.00 It WALL 3= 5,00 ft WALL 4= 27,50 R SEISMIC TOTAL WALL LENGTH= 37.00 It LOAD =( 399 TOTAL WALL LENGTH = 41.00 ft LOAD =( 399 plf ( 24.0 R / 2 + 0 ) = 9788 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 plf ( 010 ft/2+ 0 ) = 0 lbs LOAD =( 0 plf ( 0.0 R 12 + 0 ) = 0 lbs.- L SHEAR = T. LOAD / L = 4788 Its / 41.00 ft = 117 lbs/ft ___-___-__- -_- CORRECTED PER HM RATIO(SDPWS-18 Table4.14)x 126 lbs/ft WIND ft 151 Ibs/ft LOAD 117 plf ( 24.0 ft/2+ 0 ) = 1404 IDS. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ib5. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. ' LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1404 Its ( 41.00 R = 34 lbs/ft __ __ _ 3_4 plf ( 0.0 GOVERNING FORCE= ____ _____________Ibs/ft SEISMIC = V 126.8 lbs/ft 0 lbs. ANCHOR/STRAP) STRAP plf ( 0.0 ft/2+ 0 ) = )¢FORCE- 'SEISMIC':: 10 W/16d S.P.N. @ 12 "0/c 1 1 cou» 37.00 UPLIFT: P = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x L,,,, O.T.M.=Load x PIt.Height UPLIFT=(O.T.M: R.M.)/LWa, RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D.L.xTrIb.Wldth+Floor D.L.xTrlb.Width)x(S.W. Length)' /2 WALL WT= 14 psfx 9 ft= 126 Its RDL= 20 psf Trbw= 1.3 ft FDL= 24 psf rmw= 0 It RES.MOM,,,,,,= 414 lbs LOAD= 408.7 lbs. O.T.M.s.:,.,.= 3679 ft -lbs UPLIFTs,.mm 932.7 Its Governing Uplift RES.MOMWI„d= 624 Its LOAD= 119.9 lbs. O.T.M.wd= 1079 ft -lbs UPLIFTwmd= 130 lbs 933 Ibs PROVIDESIMPSON: CS16 PER POST, CAPACITY= 1705 Ibs O.K Diaphragm Length= 50 it Provide A38's nr H1'e tl LR inrhec n r v- Oa nIF ' V WALL(S) @ REAR SECOND FLR PLATE HT= 9 ft {WALL 1I= 3.50 R OPENING= 0.00 ftWalll E= 3,50 n} WALL2= 4,00 R WALL S= 4.50 rt WALL 4= 25,00 It $EISMIC WALL WT= 14 psf x 9 ft = 126 Its RDL= 20 psf Trbw= 1.3 ft FDL= 24 TOTAL WALL LENGTH= 37.00 It LOAD =( 399 plf ( 24.0 ft/2+ 2 ) = 5586 Its. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 Ib5. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ib5. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 Ib5. T SHEAR = T. LOAD / L = 5586 Its / 37.00 ft 151 Ibs/ft __WIND-------- CORRECTED PER HAV RATIO(SDPWS-18 Table,13A)= 163 Ibs/ft �__�� ------- __'=_------ LOAD =( 117 plf ( 24.0 ft/2+ 2 ) = 1638 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 IDS. - LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. - LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 1638 Its / 37.00 it 44 Ibs/ft ____________________ 44� Ibs/It .'.. GOVERNING FORCE = _____�___ ' SEISM i V= 162.6 ____ Ibs/ft ___________________.. ANCHOR/STRAP? STRAP GOV.FORCE= SEISMIC IO W/16d S.P.N. Col a "n/c I I cDNA UPLIFT: P = 0.67 FOR WIND, 0.44 FORSEISMIC LOAD= V I.,, O.T.M.=Load x Plt.Helght UPLIFT=(O.T.M: R,P RESISTING MOMENT= 0 x [Bearing Wall Weight") +Roof D.L.xTrlb.Wldth+Floor D.L.kTHb.Wldth)x(S.W. Length)' /2 WALL WT= 14 psf x 9 ft = 126 Its RDL= 20 psf Trbw= 1.3 ft FDL= 24 psf TrbW= 0 RES.MOMseiemi,= 414 Its LOAD= 528.4 Its. O.T.M.,.,,m,= 4766 ft-Ibs UPLIFT8eIs=:a 1240 lbs Governing I RES.MOMWInd= 624 Its LOAD= 154,9 Its. O.T.M.wm= 1395 ft-Ibs UPLIFTwd= 2202 Ibs 1240 PROVIDE SIMPSON: CS16 PER POST, CAPACITY= 1705 Ibs O.K Diaphragm Length= 580 R Provide A35's or HI's @ 48 Inches O.C. V= 10 Dlf SIMPSON STRONG•TIE(D COMPANY, INC. The World's 'No Equar BWcluml Connecter Company 5956 W. Las Pestles Blvd. • Pleasanton, Califomla 94588 — Telephone: (800)9995099 • Fat (925)847-15977 SIMPSON STRONG -FRAME® SPECIAL MOMENT FRAME DESIGN CALCULATION PACKAGE b doubt ntop Alla Extend fel.....so, E ; Top or we double lap plate single lop plata ovar��YS Frame ir xn beam nailer — W well dimension ma 1112' Grout "H-" top of concrete to banom of non -shrink grout. r.:i.. S.':`Anchorrads ,.,�__.... Nola: Beam to column connection at an. far clarity. Rgure Is for Illustration purposes only. Final locations and queallues of nailer attachments and beam or column web hdesr opening, may very. Frame Model: Custom 1 -story x 1 -bay SMF Frame (SMF -1 X) Frame ID: MF -1 Project Location: 50B Via Lido Nord, Newport Beach, CA Engineer of Record: ESI/FME Inc Beam Size: W12X45 Column Size: W10XB8 Link Size: MF4-2.875 Wi= 226.125 in Hot= 6 in Hi- 145.6 In H02- 6 in Package Contents: Design Summary SAP2000 Model Input SAP2000 beam and column design Moment Connection Design Column Bass Plate Design Nailer Attachment Design Design Date: 5/10/2021 Design by: L.Tran Job No.: ES -211163 Note: These calculations are only applicable to frames designed and manufactured by Simpson Strong -Tie Company Inc. Any other use of these calculations, or portion thereof, for purposes other than specifying frames manufactured by Simpson Strong -The I9 expressly prohibited. Note: Signed 8 Sealed Calculations will be provided to the Building Department as a deferred submittal upon request. Signed & Sealed Calculations will not be Issued until completion of a frame order from Simpson Strong -Tie Company Inc. Stamped but Unsigned calculations are provided for the plancheck review process. Stamped and Signed Calculations are required to be on file with the building department for final permitting. Note:Simpson Strong-Tlee Strong Frame and the Yield -Link"' structural fuse are protected under US patent number 8,001,734 B2 and must be supplied or licensed through Simpson Slron -Tie. 1125 IJA 5 9 25 SIMPSON STRONG -TIE® COMPANY, INC. The Word's 'No Equal- sl chiral Connector Company 5956 W. Las Posllas Blvd. • Pleasanton, Caliromla 94590 Telephone: (000)999-6099 • Fax: (925)847-1697 Simpson Strong -Tie Special Moment Frame Design Summary Deslan Codes/References Used, 2019 California Building Code AISC Steel Construction Manual -14th Edition Simpson Strong Tie Design Procedure for SST SMF Melilla' Deslan Properties, BeamlColumn Steel: ASTM A992 Fy = 50 ksi Plate Steel: ASTM A672 Grade 50 Fy = 50 ksl Hirsh Strength Bolts: (Link, Baseplate, cap plate, stiffener and shear plate) Link -Stem -to beam: ASTM F2280 Twisted off bolts (ASTM A449 Equivalent), Pre -tensioned Link4longe-to column: ASTM A325 (Snug -tight) BRP Bolt to beam: ASTM A325 (Snug -tight) Shear plate -to -column: ASTM A325 (Snug -tight) Anchor Bolts: ASTM F1554 Gr 36, ASTM AX or ASTM A449 (See Base Plate design) Weld Electrodes: E70XX Notes: (1) Simpson Strong -Tie Strong Frame Moment Frames are designed using Load and Resistance Factored design (LRFD) methodology for determining frame drift and strength limits. Allowable Stres's Design (ASD) shear and drift are determined as V(ASD) = 0.7 X V(LRFD) and Drift(ASD) = 0.7 X Drift(LRFD) for seismic load combinations and V(ASD) = V(LRFD) / 1.6 for wind load combinations. (2) The following calculations are provided for justifying that Simpson Strong-Tle Strong Frame Moment Frame component capacities meet or exceed the design forces and criteria provided & determined by the Designer. Simpson Strong -Tie hes not confirmed and is not responsible for any of the design, engineering, calculations, or derivation of the structural forces or drifts related to the building and the designed elements. Moment frames and other lateral resisting elements placed In the same lateral resisting shear line shall have applied lateral loads proportioned based on relative stiffness. (3) This Simpson Strong -Tie Strong Frame Moment Frame is part of the overall lateral force resisting system of the structure. Design of the building's lateral force resisting system, including the load path to transfer lateral forces from the structure to the ground, is the responsibility of the designer. The designer must specify the required components of the complete load transfer path Including diaphragms, shear transfer, chords and collectors and foundations. (4) Footing dimensions provided are the minimums required for concrete anchorage requirements only. The designer must determine required footing size and reinforcing for other design limits, such as foundation shear and bending, soil bearing shear transfer, and frame stability / overturning. Designer shall detail actual footing / grade beam size and reinforcing. (5) Holes in base plates are over -sized for erection tolerance. Designer must evaluate effects of over -sized holes and provide plate washer with standard -size holes welded to base plate or request base plates with standard -size holes where required. (6) Refer to Strong Frame installation detail sheets for allowable field modifications and additions. Welding shall be In accordance with AWS D1.1 and AWS D1.8 (as applicable for seismic). Welds shall be specified by the designer. Provide welding special inspection as required by the local building department. COMMENTS: 2/25 Frame ID: Top Plate Hell Bottom Nailer Helght(H Foundation offset Foundation offset WDL, WOLO WDLa Rain Load Wind Uplift Base Fixity: Binned Custom Sizes: Beam= WMA5 Column= W10X88 Link lD= MF4-2.875 Shear Tab Standard Bm Deflection Limits (Simply Su orted): SS_beam Limit=1 LI 360 Wlnd Drlft Llmie hx/00 §900 pif, _. . 0.00. _ 19r�9 ,,,6 _ 0 oil 0.00 0.00 Y 0 pif 0,00 0.00 Y O pit 0.00 0.00 Y 0 IF 0.00 1 0.00 1 Y Wear WLaz= Wu.,= WLLR= Snow Load= Des Seismic C Beam Deneollon Limits: Live Load= L/ 360 Dead +Live Load=j L/240 Snow/Wind Load=l L/360 0pit 0.00 0,(f0 _ y__. 0 pit ,' 'OAP :000 Y 0 0 0 Y Oplf •0.09 0.00 Y 0 If 10.09 ` 0.00 Y Snow Feslor 1: 2 , Lateral: Vao lbs, ASD Seismic Load VWWD' !0 Vso 2" O_f ,` lbs, LRFD Seismic Load VWwO= 0 Beam Point Loads (Magal/ve value for uplift, wind and seismic, Include R Included as appropriate) DL LL LR Snow S Rain R Wind M Sol I E' P, (lbs)= Pz(lbs)= P,(Ibs)= P4(Ibs)= P,(Ibs)= Pa (Ibs)= P,(lbs)= Ps(lbs)= FlobNeb9utl aanelo,m emm NOW; Lonm lnrNUlnn mnnoGMVl mleluvMr la WnlYFlBlur,ly la NuvLnllurinupnaua,nlr Fbinl4'nllam aW punnllpuo OlrwJOr nlYGunonlsaNOOaIn O, mlumil NOL lraeL MOnInB9 rnaYvary. ASD Wind Load LRFD Wind Load Xz Xg Xs: XC Xs: Xa: X,= Xs' nlc,anee At nrn9 t;F`1,�'UD:Q 0 0 0 0 smc V 0 0 0 0 0 0 00 0.00 8 0 0 0 0 0 0 TGO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 FlobNeb9utl aanelo,m emm NOW; Lonm lnrNUlnn mnnoGMVl mleluvMr la WnlYFlBlur,ly la NuvLnllurinupnaua,nlr Fbinl4'nllam aW punnllpuo OlrwJOr nlYGunonlsaNOOaIn O, mlumil NOL lraeL MOnInB9 rnaYvary. ASD Wind Load LRFD Wind Load Xz Xg Xs: XC Xs: Xa: X,= Xs' nlc,anee At nrn9 t;F`1,�'UD:Q N 0.00 8 N 0.00 8 N 0.00 R N 0,00 it N 0.00 it N 0.00 8 N 0.00 ft N 3125 LIVE LOAD DEFLECTION LIVE +DEAD LOAD DEFLECTION WIND DEFLECTION STEP 6: LINK YIELDING STEM WIDTH AND TNTC STEP 6: STEM STRAIN DEMAND CHECIULINK STEM YIELDING LENGTH 8.1: DESIGN LINK STEM TO BEAM FLANGE BOLT FOR SHEAR TRI 8.4a: CHECK LINK -STEM FOR BOLT BI 8.4a: CHECK BEAM FLANGE FOR BOLT BI 8.4b: CHECK LINK -STEM FOR TENSILE YIELDING AND TENSILE RL 8.4e: CHECK LINK -STEM FOR BLOCK 9.1: DETERMINE LINK FLANGE TO COLUMN FLANGE BOLT DIP 9.2: DETERMINE LINK FLANGE THIC 9.3: CHECK LINK FLANGE THICKNESS FOR SHEAR DUE TO BOLT TI RIGHT COLUMN MAX STEP 14: STRONG COLUMN WEAK LINK Ch STEP 16: COLUMN PANEL ZONE CF 18.1a CONTINUITY PLATE REQUIREMENTS BASED ON GEOMETRY AND TENSION YIELI 16.1 b FULL DEPTH STIFFENER PLATE FOR 2 -SIDED MOMENT CONNECTIONS C 18.2a STIFFENER PLATE DOUBLE SIDE FILLET WELD TO COLUMN FLA 18.2b STIFFENER PLATE DOUBLE SIDE FILLET WELD TO COLUMN' 18.3a CONNECTION AWAY FROM COLUMN ENDS ISST Step 18 Table PR FRAME BEAM MAX BEAM FLANGE Ct 16.1a: SHEAR PLATE BOLT 15.3x: SHEAR PLATE YII 15.3b: SHEAR PLATE RU 15.3A: SHEAR PLATE CHECK FOR AXIAL AND MI 16.4: SHEAR PLATE TO COLUMN FLANGE FILLET 15.5: BEAM WEB BEARING 15,6: SHEAR TAB BEARING 15.6: BEAM WEB BEARING 15.5: SHEAR TAB BEARING 15.5: BEAM WEB BEARR 15.5: SHEAR TAB BEARIt 15.5b: BEAM WEB SLOCKSHEAR 15.5b: SHEARTABBLOCKSHEAR 15.5b: BEAM WEB BLOCKSHEAR 15.5b: SHEAR TAB SLOCKSHEAR 15.5b: BEAM WEB SLOCKSHEI 15.6b: SHEAR TAB SLOCKSHEI 4/25 Simpson Strong -Tie Code= 2019 CSC sds= 1.108 4= 2.5 User Input (2.5 or 3) fp= 0.2 Snow bad factor Loed Casae/Combinallons by.bchi Cite;5/1g/2021 5/25 7 i i U! S�'aa[ OD 8� bl MOlM L 0 C C O O � 1 4— m C C N fel E N m L U- to vi o] E :3 m o r 9 G� 8 MOM LL C a Y O a} V EL N X 'Simpson Strong -Tie Frame Deflection by:bchi Date:5/19/2021 � - ^ ' - - J�zihk Als laa ini3Pt Ir - Joint Combo U1 X U2 Y U3 Z Joint Combo Ui X U2 Y U3 Z Seismic Wind 3 LCM1 0.000 0.000 -0.001 '10 LCM1 0.000 0.000 -0.001 3 LCM2 0.001 0.000 -0.001 10 LCM2 -0.001 0.000 -0,001 3 LCM3 0.000 0.000 0.000 10 LCM3 0.000 0.000 0,000 3 LCM4 0.000 0.000 0.000 10 LC M4 0.000 0.000 0.000 3 LCM5 0.000 0,000 0.000 10 LC M5 0,000 0.000 0.000 3 LGM6 0.000 0.000 0.000 10 LC MG 0.000 0.000 0.000 3 LCM7 1615 0.000 0.001 10 LC M7 0.615 0.000 -0.001 3 LCMS 0.043 0.000 -0,001 10 LCMS 0.043 0.000 -0.001 3 LCM9 0.044 0.000 -0.002 10 LCMS 0.042 0.000 -0,002 3 LC; 10 0.043 0.000 -0.001 10 LCM10 0.043 0.000 1 -0.001 3 LCM11 0.043 0.000 -0.001 10 LCMH 0.043 0.000 -0.001 3 LCM12 0.043 0.000 -0.001 10 LCM12 0.043 0.000 i -0.1701 3 LCM 13 0.044 0.000 -0,002 10 LCM13 0,042 0.000 -0.002 3 LCM14 0.044 0.000 -0.002 10 LCM14 0,042 0.000 -0.002 3 LCM15 0.044 0.000 -0.002 10 LCM15 0,042 0.000 -0.002 3 LCM16 0.000 0.000 -0.001 10 LCM16 0.000 0.000 -0.001 3 LCM17 0.000 0.000 -0.001 10 LCM17 0.000 0.000 -0.001 3 LCM 18 0.431 0.000 1 -0.001 10 CM18 0.430 0.000 -0.001 3 L 1 -0.430 0000 -0.001 10 L IM19 -0.431 0.000 -0.001 3 LCM20 0.001 0.000 -0.002 10 LCM20 -0.001 0.000 -0.002 0.000 3 LCW121 0,001 0,000 -0.002 10 LCIv -0.001 0,000 -0.002 0.000 3 LCA122 0.001 0.000 -0.002 10 LCM22 -0.001 0.000 -0.002 0.000 3 LCM23 0.001 0.000 -0.002 10 LCM23 -0.001 0.000 -0.002 0.000 3 LCM24 0.001 0,000 -0.002 10 LCM24 -0,007 0.000 -0.002 0.000 3 LCM25 0.001 0.000 -0.002 10 LCM25 -0.001 0.000 -0.002 0.000 3 LCM26 0.323 0.000 -0.002 10 LCM2G 0.322 0.000 -0.002 3 LCM27 -0.322 0.000 -0,002 10 LCM27 1 -0,323 0.000 -0.002 3 LCM28 0.323 0.000 -0.002 10 LCM28 0,322 0.000 -0.002 3 LCM29 -0.322 0,000 -0.002 10 LCM29 -0.323 0,000 -0.002 3 LCM30 0,323 0.000 -0,002 10 LCM30 0.322 0.000 -0.002 3 LCM31 -0.322 0,000 -0.002 10 LCM31 -0.323 0.000 -0.002 3 LCM32 0.000 0.000 0.000 10 LCM32 0,000 0.000 0.000 3 LCM33 0.000 0.000 0,000 10 LCM33 0.000 0.000 0,000 3 LCM34 0.430 0.000 0.000 10 LCM34 0.430 0.000 -0.001 3 LCM35 -0.430 0.000 -0.00'1 10 LCM35 -0.430 0.000 O,D00 3 LCM36 0.044 0.000 -0.001 10 LCM3G 0.043 0.000 -0.001 3 LCM37 0.044 0,000 -0.003 10 LCM3? 0.042 0.000 -0.003 3 LCM38 0.044 0.000 -0.003 10 LCM38 0.042 0.000 -0.003 3 LCM39 0.044 0,000 -0.003 10 LCM39 0,042 0.000 -0,003 3 LCM40 0.044 0.000 -0.002 10 LCM40 0.043 0,000 -0,002 3 LCM41 0.000 0.000 -0.001 10 LCM41 0.000 0.000 -0.001 3 LCM42 0.000 0.000 -0.001 70 LCM42 0.000 0,000 -0.001 3 LCM43 0.044 0.000 -0,002 10 LCM43 0.043 0.000 -0.002 3 LCM44 0.000 0.000 -0.001 10 LCM44 0,000 0.000 -0.001 3 LCM45 0.000 0.000 -0.001 10 LCM45 0,000 0.000 -0.001 3 LCM46 0.044 0,000 -0.002 10 LCM46 0,043 0.000 -0.002 3 LCM4? 0.000 0.000 -0.001 10 LCM47 0,0170 0.000 -0.001 3 LCM48 U.000 0.000 -OA01 10 LCM48 0.000 0.000 -0.001 3 LCM49 0.001 0.000 -0.002 10 LCM49 -0.001 0.000 -0.002 3 LC 50 0.001 0.000 -0.002 10 LCM50 -0,001 0.000 -0,002 3 LCM51 0,001 0,000 -0.002 10 LCM51 -0.001 0.000 -0.002 3 CM52 0.001 4000 -01)02 10 LCM52 -0.001 0,000 -0.002 3 LCM53 • 0.001 OA00 -0.002 10 LCM53 -0.001 0.000 -0,002 3 LCM54 0.001 0,000 -0,002 10 LCM54 -0.001 0.000 -0.002 3 1 CM55 0.615 0.000 -0.001 10 LCM55 0.614 0.000 -0.002 0.615 3 LCM56 -0.614 0.000 -0.002 10 LCM56 -0.615 0.000 -0.001 -0.615 3 LCM5? 0.000 0.000 -0.001 10 LCM5? 0.000 0.000 -0.001 3 LCM58 0.000 0.000 -0,001 10 LCM58 0,000 0.000 -0.001 3 LCM59 0.G15 0.000 0.000 10 LCM59 0.6'14 0.000 -0.001 0.615 3 LC 60 -0.614 0.000 -0.001 10 LCM60 -0.615 0.000 0.000 -0.616 3 LCM611.537 0.000 0.000 10 LCMG? 1.53G 0.000 -0.003 3 LU 62 -1.536 I 0.000 1-4003 10 LCM62 -1.537 0.000 0.000 3 LCM63 1.b37 1 0.000 1 0.001 10 LCM631.536 i 0.000 -0.002 3 LCM64 -1.536 0.000 -0002 10 LCM64 -1.537 1 0.000 1 0.001 7/25 Simpson Strong -Tie by:1 6hi Date:5/19/2021 STEP:�1: Benin anii Columh:Sizes -= = r , �; r..; Note: Slightly Modified from Design Procedure, uses PR connection Instead of FR connection as a start (Initial condition) Seismic Drift Check: Wind Drift Check: Beam Size: W12X451 d= 12.1 in bbf= 8.05 in tbf= 0.575 in tbw= 0.335 in Fy_bm= 50 ksi Fu bm= 65 ksi Column Size:W10X88 Y dc= 10.8 in bcf= 10.3 in tcf= 0.99 in tcw= 0.605 In Agc= 26 inA2 Fy_col= 50 ksi Fu col= 65 ksi H1—aver: 139.5 In R_frame= 8 Cd= 5.5 Allowable Drift= 0.025 Hx 1= i Aelluri 0.634 In As—PR= o.615 7in DCR_SeismicDrift= 0.969 OK Beam depth (looked up value) Beam flange width (looked up value) Beam flange thickness (looked up value) Beam web thickness (looked up value) Beam Yield stress (previously define value) Seem Rupture stress (previously define value) Column depth (looked up value) Column flange width (looked up value) Column things thickness (looked up value) Column web thickness (looked up value) Column gross section (looked up value) Column Yield stress (previously defined value) Column Rupture stress (previously defined value) Average Story he/gth HI—aver, (previously defined value) Response modif/catlon Coefficlent R (previously defined value) Deflection amplicatlon factor[H(R_frame = 6. 5, 4, 5.5) ] Seismic drlfl limit (previously defined) Importance factor (previously defined value) Allow delta s = (Allowable Drift' Hoc' 1)/ Cd PR model delta s (looked up from SAP Drift) =d s_PR/d arrow Allowable Drift= Hid 50 Wind drift limit (previously defined) Allowable Drift= 2.790 in Allow wind drift= Hcc/ Wind drift limit AM= 0.000 in PR model delta s (looked up from SAP Drift) DCR_WindDrift= 0.000 OK =ds PR/Allow wind drift SAP2000 Axial Spring Parameters: Axial Force vs, link displacement relationship Force Displ. Points kins in 1 -112.125 -0.441 2 -112.125 -0.252 3 -79.063 -0.020 4 0.000 0.000 5 79.063 0.020 6 112.125 0.252 7 112.125 0.441 Force vs Link displacement (looked up from Steps 3- 11) STEP 2 Cheek Beamy¢ittf Sim'PIY SuRAartei ConriCctiohs in SAPUO z Lcc= 239.925 in Column centerline to centerline a= 2.75 in Distance from column face to center hole of beam Lh= 223.625 in =Loc - do - 2'a Delta_ss= 0.41 In SS beam deflection (looked up from SAP SmDelta) Delta—allow= 0.621 in =Lh/SS deflection limit OCR_Delta_ss= 0.654 OK =Della sa/Delts allow 8/25 1=.. Simpson Strong -Tia by:bchi Date:5/19/2021 7.00 in 5.75 in 5.001n 7.00 in 5.75 in t:Ism 3.50 in 0.500 in iusn. opus tn_oon_imrcnmp 0.875 in Gauge Along Width(boit_gstem)= 3.501n LINKID A490 Spacing Along Length (bolt s stem)= 2.75 in Beam= W12X45 Gb= 12.1 In 1.60 in LINK STEM GEOMETRY: 2.625 In Last Bolt distance to Edge (Sb) = 1.50 In NY Length ColSide(Lcnl_side)= 5.00 In Thickness(t_stem)= 0.501n Yield Length, incl. fillets(LstemYield)= 7.001n NY Width ColSide(Wool 7.00 in NY Length BeamSide(Lbm side)= 5]51n _sko= Central Neck Yield Width(w_stemYield)= 2.875 in L_stem= 17.75 in NY Width BeamSlde(Wbm aide)= 7.001n Fillet Radius(r_fllet)= 0.50 in Yielding Area (Astel leld)= 1.4381nA2 =rate-9v_sremYleld L_stem =Lcnl side+ L_demYeiM+ Lbm_slde iusn. opus tn_oon_imrcnmp 4.uu Gauge Along Width(boit_gstem)= 3.501n Bait Type (Bolt _GrIlnkBm)= A490 Spacing Along Length (bolt s stem)= 2.75 in Bolt Die(bcI1D_IlnkBm)= 0.876 In First Bolt distance to Neck(So)= 1.60 in Min. Bolt length = 2.625 In Last Bolt distance to Edge (Sb) = 1.50 In LINK FLANGE GEOMETRY: Thickness(t_ilange)= 0.076 In Flange Width (W ganga)= 7.00 In Flange height (H_eange)= 5.75 in Boll Type (Bolt Gr IlnkCol)= A325 Spacing Along Length(hodz) (bolts gauge)= 4.501n Bolt Die (bolt0 IlnkCol) = 0.875 In Mtn. Boll length= 3.5631n LINK MATERW.: Fy_Ilnk= 50 ksi Fu link= 65 ksi Materiel Ovenurength Factor (RI_Ilnk)= 1.2 Ry_Ilnk- 1.1 Top or Column BuSiNg Force Par ABC 341-10, Section E3.4.c A Ilnk= 1.438 inA2 Link Yielding Area Fy_llnk= 50 ksi Link Yield stress Ry= 1.1 Ratio Ofexpecredyfield to minimum yield Pye Ilnk= 79.06 kips =Allnk' Fy_lllnk'Ry 0.02' Pye Ilnk= 1.50 kips Bracing Force (LRFD) at Top ofcolumn Pbrace(ASD)= 1.1069 kips =0.7'Bredn9 Force(LRFD) at Top ofoolumn 9125 Simpson Strong -Tie Beam Depth (db)= 1210 In Fy_sp= 60 ksi Fu_6p= 65 od Fy_bm= 50 ksi Fu_bm= 65 ksl Axial Load (Pu_SST)= n,92 Nips Vertical Load (VLLbm),l 21.14 kips Vu bolt= 12.2 kips gbOlt= 0.76 Boll Hoa, Edge det(Lh_min)= BoItTypa (Bolt_Gr_sfa arTab) = A320 --X - Bolt Cla(db_sp)= 716 In No of Bolls (n bolls_SST)= 3 OK Fnv_A32514= 66 net Anb_sp- 0.60 (02 Rn stBolt_slann, 40.80 kips QRnstBoll_Shear= 30.7 kips OCR _shearTabl_Cbol1= 0.397 OK Value Previously defined MaxexlellmceprrLCM61.641. SAP _eeemReec(lons, SAP oulpul Value Previously defend 1mm Step 12 = Sid (Pµ 9ST`2-(Vu_bdVq_sa _3S1)^2) 1A326.X defaul0 =II(ewt Type -A490 -X. U. 60 -PI'(db aPR)A2 =FrV A326N'Mb sb =Rn sl6oll sheer Oboll =VubolV ORMNIOlLuta"n OKirDCR eheerTebl_Cball-1.05 a= 2.75 In Value previously derided 16p' 0,375;::" In 10.375deleull) 8911 Spacing(Smin)= 2.33 In =2.6667'mex(dbw Bolt Spacing (Sven)= 2.19 In OK looked up arias Boll Vert. Edge disl(Lv_min)= 1125 In Munced edge dlelanm lorbcUs dlamwrrperAISC Table J3,4 1-v_6p= 1.125 in OK Plate Depth(h_sp)= 6.625 in =Lv_sp'2+Sava' 2 Boll Hoa, Edge det(Lh_min)= 1.125 In Minimum edge alliance@rbwb dlamelerperAISC Table J3.4 Lh sp= 175 In OK Plate Width (W shearTeb)- 4.5 In =Lh_6P a Lslot_min= 1.30625 In =db_ap I Ms 0.14-Sved Lslol= 1.00 In OK OK itL61of MN Later s=1.03 Shear Plate Geometry Check= OK OK dAnd!(Sved•OK, Lv_6p=OK, Lh_ap=OK, LrAd=OK) 15.3x: SHEAR PLATE YIELDING r J U by: bohi Date:5/18/2021 4yield= 0.9 dHola_sp= 1.00 In =db_sp a IM Asp Agv= 2484 InA2 =by'h_aP Wy sp= 67.00 kips = 0ylwd'0.0'A1p_A9v'Fy_sp OCR_spYieid= 0.315 OK =V._bad O vy_ap OKffDCRapYest-OCR ¢flowed 15.36: SHEAR PLATE RUPTURE ¢rupture= 0.75 Asp_nv= 1.36 In12 =hap'Isp-dNde_sp'n_bolla55Plap mVmptura_ep= 39.76 kips = 0a lure'0.6'Fu ahearTeb-Aa,,nv DC_spRupture- 0.532 OK =Vada✓0VNPlan ap 15.3c: SHEAR PLATE CHECK FOR AXIAL AND MOMENT 1 "asap + -' PuSST a mb= 0.90 e= 2.75 In Vuy= 21.14 kips Mace= 56.14 klps% 6Whllmore= 30 deg Lwhitmore= 4.05 In Awhilmore= 1.52 102 S.P. 2.74 InA3 I.P. 9.09 InA4 Ibi= 21.19 kel yb= 2.63 In @2= 12.96 x61 fel= 6.53 Rol fto@= 19.49 ksi finex_so- 21.10 ksi OWFy6P= 45.00 kid DCR_sp= 0.411 OK Me, _ 11l Value previpuay defned Vu_hm =Vuy'a ,tan (OMilacre)-a-2adb ap -Lwwmore'lap =(rp'hapAvl) .Op-hepAV12 =Mecc/Ssp =lwhlNwre/2 =Mecc`Yb/lap =Pu_SST/Awhilmore =1e2*rot =max (@1, Rai!) = Ob'Fy_abeerreb = lmex_6p/(0b'Fy_sheadTab), OK ffDCRsp- OCR _Allowed 10/25 Simpson Strong -Tie by; bchl Dale:5/19/2021021 ,lIs,,BHEAOL-ATE,TOCGLOAN 6LAN06 FILLETWELO- Z Isp- 0.375- In v0luspm1,10holydePored tw_sp_m10 0.2344 in -"'ISp F11/01 Sire 10 develop P1810, PerAISCSIS01 Manve1141hedNon tw_sp- ...0.2500::, -.} In Each Side 10.25 deleul9 , page 10402 OCR_spWBW= 0,938 OK =Iw SP_VWhv_ep, OKIYOCRsPWeld<= OCRAllowed 15.6:- BEAR WEs ANO�SHEAO TAB BEARING CASE 1: HORIZONTAL REACTIONS Lc_sp O --[t Rx Fix�-- Lsp_edge BEAM WEB: mbpil= 0.75 In =Sven-(d0_sp+1116) lbw= 0.935 In veluaprevl hllYdsfined Lbedge= 1.75 In Edge dlslence lmbeem web bollbols LC_bmWeb= 1,281 In =LD edge-(db_sp+1/18)'0.6 0Rn_beamWebl= 25.11 kips = OWI' 1.2' Lv_bmWeb' lbw' Fv_bmWeb QRn_besmWab2= 34.30 kips = 0bc11'2.4'db_sp'lbw'F bmWsb 4Rn_bssmWeb= 25.11 kips =min(ORn_beemwebl. ORnbeemweb2) CCR_bWsbX= m 0.385 OK =Pu_SST/4Rn_beamWeb, OKgOCR_bmWebXmOCR_Agc.d SHEAR PLATE: 0.658 In = LVSP-(db _Sp+1/16)' 0.5 Isp= 0.375 In vaiusprevibuslydanned Lsp_edge= 1.75 In Edge disle wlot sheer lab Mf We Le so- 1.281 In -Lepedga-(dbap+i/16)'0.5 ORn_spl- 28.11 kips = 0hoIP1.2'Lc_8p-Ibv'Fu_bmWab pRnsp2= 38.39 kips = pbWl'24'Cb_sp'Ibw'Fu_bmWab Oft sp= 25.11 kips =min(dRnspl, ORn sP2) OCRspX= 0.353 OK =Pu -SST/ ORn_sp. OKHOCR_;oX o OCRAIIowOE CASE 2: VERTICAL REACTIONS u4�z J N ml � BEAM WEB: Lcl= 1.250 In =Sven-(d0_sp+1116) Lc2= 1.250 In =Lct Lc3= 1.250 In Conser,SUMly equal to Lc2 QRn-bmWebYl- 73,49 kips -Ob01P 1.2'(Lo1 a L02+ Lc3)' lbw'Fu_bmWeb #'Rn_bnbWebY2- 10269 kips = ObolP2.4'(db_sp'n bol(s_557)'Ibw'W_bmW06 ii-RhbmWebY= 73,49 kips =min (q'Rn_bmWebYf, 0'RnbmWsbY2j OCR_bmWebY= 0288 CK -Vc_bM(O'Rn_bmWebY), OKIIOCRb."bY I=OCRAU)snd SHEAR PLATE: LW= 0.658 In = LVSP-(db _Sp+1/16)' 0.5 4'RnSpYI= 69.24 kips =#boll'1.2'(Lcl+ Lc2+ Lc4)' ISp'Fu_sho9rTeb 0'RnspY2- 116.17 kips =4boll'2.4'db_sp'nbolls_SST'ISp'Fu sheelab O'Rb apY= 69.24 kips =min(O'Rn_spYl. 0'RIL-cpY2) OCR SPY- 0.305 OK =Vu bM(O'Rn_spY).OK I/OCR_spY<=OCRAlbwetl 11/25 Simpson Strong -Tie P 9 by: bchi Dete:5/1912021 CASE 3: COMBINED AXIAL AND VERTICAL REACTIONS Lap edge Lc_sp Pn 7Pr 7 Pr 7 PY P', CAD La_sp Pr Px Pa= 9.p2 kips -Pu SS7 Py- 7.05 kips = Vu_bMn_balls_SST Pr= 12.17 kips = Sep (PaM S Py@) B= O.617 radium. = m1n(Alea(Py7P4,1.571) BEAM WEB: 3.500 In •2'Lbedge Lvg web= 2.146 in •Lb eage7(ros B) Le web= 1.709 in =Lvgweb-db_ep'2 p'RnbmWsbet= 33.487 kips = Oboll' 1.2'La_web-fbw'FubmWeb p'Rn_bmWab02= 34.296 kips = ObaIP24'db_vp'fbw'Fu_bmWeb VRn_bnnWeb8= 33.49 kips -nlr(O'Rn luaftb B1, 4-RnbmWe)B2) DCR bmWeW= 0.363 OK =Pd 0'RnbmlYeb0 OCR bmWebHorz= 0.376 OK Ok IfOCR bmWebq—OCR_Allowed SHEAR PLATE: Lvg sp= 2.146 In =bp_edge7sos(0) Ls_sp= 1,709 In =Lvg_sp-db_ap2 VRn_sp81= 37.465 kips = Ones' 1.2'Use- lap- Fu sheerTeb m-R._sp62= 38.391 kips = Oboll'24'db ap-lap-Fu_sheernsh p'Rn_sp8= 37.49 kips =min (B'Rn aPBf, O'Rn_aP02) DCR_sp9= 0.325 OK -Pd(0'Rn_sp0) Rn spbHoa2= 39.38 kips CXMDCRap0DCR_Allowetl 15.eb: BEAM WEB AND SHEAR TAB BLOCKSHEAR CHECK CASE 1: HORIZONTAL REACTIONS Lb ecine Lsp_edge Lc_sp � f Rx BEAM WES: pblockshear= 0.75 Ubs= 1 Lb edge= 1.750 In value pravlaaaly neared Lh_bmWsb= 3.500 In •2'Lbedge Agv_bmWebHoa= 1.173 W2 =Lb_edge'Ibw Ant_bmWabHoa= 0.000 In12 =O'2'PI'db_ap4.0.6'Ibw Anv bmWabHOa= 1.173 InA2 -Agv_bmWablloa Rn_bmWebHorzl= 45,73 kips -0.6'Fub Web-Mv_bmWebHorz+Ubs'Fu_bmWeb-AnLbmWebHoa RILbmWobHoa2= 35.10 kips =01'Fy_bmWeb4AOv_bmWabH=+ Ubs'Fu_bmWeb' Ant bmWebHors RnbmWebHorz= 26.30 kips Obleeksh.aue(RubmWebHoaf, RnbmWebilarV) OCR bmWebHorz= 0.376 OK = PWRubmWebHoa CK1FDCR_bmWebHorz—OCR _AlMwed SHEAR PLATE: Lsp_edgs= 1750 in valuepmvluualytleenetl Lh_sp= 3.500 in -2'Lap edge A9v_spHoa= 1.313 InA2 =Ln ap4sp Anl_spHoa= 0.0000 In12 =0'2- PI' db_spl2'0.5'18p Anv_spHOa= 1.313 InA2 =Agv_saWebHoa Rn epH0a1= 51.19 kips =0.6' Fu_ap'Anv_apHoa+Ube' Fu_sp'An(-,Hoa Rn spbHoa2= 39.38 kips =0.6'Fy_sp-Agv_apHoa+ Ubs' Fu_sp' AnLBPHaa mRn_spilon,= 29.53 kips = Obloakaher'min(Rn_aPHoal,Rn epbHaa2) DCR_spH.._BS= 0.336 OK =PvRn_apHoa OKIfOCRepHoae=OCRAlowed 12/25 Simpson Strong-Tle CASE 2: VERTICAL REACTIONS Lsp_edge tjIR T Ih cdna BEAM WEB: Sbm_web= 2.19 in =Sven Lb -edge= 1.15 In valuepmvlou4lydafined h_bmWeb= 0.025 In assume to be4eme a4 ahearla6 (4onsenalhmf Agv_bmWebl= 2.219 In -2 =fbw'h bmWeb AnV_bmWebl= 1.487 InA2 =lbw'(h_bmWeb-2.5-db_ap) AntbmWebl= 0.440 InA2 =(Lb wipe -db 41V2)'(bw Rn_bmWebVedl= 86.556 kips =0.6'Fd_bmWeb4My_bmWe61+01,s'Fu_bmWeb•AnLbmWabf Rn_bmWebVed2= 95.161 kips =0.6'Fy_b.Mb'Agv_bmWabl+Ub-Fo bmWeb'Anl_bmWabf yRObmWebVerl= 64.92 kips =Oblooksheer• min(RnbmWebVedf. Rn_bmWebVad2) DCR_bmWebVenBS= 0.326 OK =Vu_bmf 0M bmWebVan, OKtlOCR_bmWsbV lLBS <= OCR Allowed SHEAR PLATE: 78.62 Mpg =0.6'Fu bmWeb'Agv_wab+Vb4'FubmWeb'Amf_Iva6 Ssp- 2.14 In =.mm web Lv_ap= 1.125 In v-m-P-vlaualyda0ned hap= 5.625 in value Pmvlou4lydefined Lslol- 1.500 In mfue pnvmusly defined Agv_sp1= 2.484 IME =hsP•lap Anv_sp1= 1.664 In42 =lap•(hap-2.6•dd_sp) Ant_spl= 0.375 InA2 =(Lap edge-Ls(mW)'(6p Rn_spVadl= 89.275 Hps =0.6'Fu sbeerTe6'Anv_spl+Ube'Fu sheerTeb'Anf_spf RnspVen2= 98.905 kips =0.6'Fy_4heerTab•Agv_4pl+Ub4'Fu6heerTab'Ant apl 4Rn spVelt= 66.96 kips =Oblookshel'mle(Rn6,V6df,Bn_epVan2) DCR_spVed_BS= 0.316 OK =Vu_bMORn60K, OKIfDCR_*V6n_BS<=OCRAllowed CABE 3: COMBINED AXIAL AND VERTICAL REACTIONS Lb_iml, -.f--} sp_edpe Lc_ep [tAv_ ______PyPr Px P. P Pr Py Av O BEAM WEB: 0= 0.617 assigns value AmVioustydefined Lb_edga= 1,750 in vafuapmviou4ly Cepned Lvg_web= 2,146 In value PmViouslydefined Lvn web= 1.71 in =Lvgweb-db_ad2 Ltg_web= 3.02 in -Lb_edg"100) Ltn_web= 2.59 in =1.19 -.b -db gA/2 A9v_web- 0.72 m-2 =Lvp_web'lbw Anv Web= 0.57 InA2 =Lvn web'Idw A9tweb= 1.01 In42 =LIg_web'lbw Anl_web= 0.87 IO2 =Un web'Ibw RnbmWeb BS1- 78.62 Mpg =0.6'Fu bmWeb'Agv_wab+Vb4'FubmWeb'Amf_Iva6 Rn_bmWeb 852= 77.87 kips =0.6'FY- bmWeb• Agv_web+Ubs'Fu_bmWeb•An{-web b+bBSf,- igsb-eb_Lw, mRnbmWeb BS= 58AO kips =/brookahear'min (R_m 111) OCR_bmWeb6 85= 0.200 OK =Pf1fRn_bmWab BS. OKIf DCR_bmWEB9_BS<=DCRAOowad SHEAR PLATE: Lvg_sp= 2,146 In value Mllovey dmI d Lsp edge= 1.750 In valuepmvlousfydefined Lvn sp= 1.71 In =Lvg_ap-db_6p2 U9_sp= 3.02 in =L4P_e gg/Sln(0) Lmgp- 2.59 In =Vg4p-db_6p¢ Agv_sp= 0.805 In =Lvgsp'lgP Anv_sp= 0.641 In =Lvn_sp•f, A91_ep= 1.134 In -Lf9_6p4sp Mt_sp= 0.970 In -Lf, 4P'fap Rn_sp_BS1= 88.01 kips =0.6'Fu_aheerTeb• Anvsp+ Ube' Fv_aheerTab-ML, Rn_sp_1382= 67.16 kips = 0.6• Fy_shearrsb'Agv_ap+Uft'n ahea.Tab•AnL6p 4Rnsp_BS= 65.37 kips =Oshes&100k'mlo(RnSA_BSf, Rn_sp_BS2) DCR_sp0_85= 0.180 OK =P%OROSP_BS, 0KIfOCR_4PBBScDGRAlmw6d 13/25 by: bchl Dele:5/19/2021 Simpson Strong -Tie `15.6 OATAIC;B6AM FLANGE $No' W�&GUPEepI&TAflCE � = � - Lcope% UNDEFORMED OEFOPMEO TO 7 PA S Owtalion= 0.070 radians Wear_ven= 0.0000 In Lclear hoe= 0.125 In Lb_sdge= 1.75 in Also prevbusly defined LOange= 0.875 in Llnk fang. lblekneae h_gange= 5.750 In value prevlpuely d.&.d d= 12.10 In value umnsusly darned l slam= 0.50 valuepnnbuelydefined a= 2.75 in veluf MW dfydeflW hep- 6.63 In value pravbualy defined Lgsp_yed= 0.11 in OK OK llLgep_van =LNearvad Lgep_hon= 0.125 in OK OK OfLgvp_h ma=LNeis ham Lcop.X= 1.75 In Rig. sd.1beem flange cul with ba em web 60t canludlns LcppeY= 3.0000 M Align vedlael web rope wilt, lop sl Sheaipiele 14/25 by: bchl Oate:6/1972021 Simpson Strong -Tie Column base reactions by: bchi Date:5/19/2021 Note: Negative (-) values for axial load indicate tension 15/25 - Load Combos Node Combo (shear) F2 F3 M2 Node Combo F1 F2 F3 M2 (Axial) (Shear) (Axial) 11 LCM1 1.07 0.00 5.26 O.OD 8 LCM1 -1.07 0.00 5.26 0,00 2 1 LCM2 1.82#_:J� 7.75 0.00 8 LCM2 -1.82 0.00 7.75 0.00 3 '1 LCM3 0.00 0.00 0.00 8 LCM3 0.004000,000.004 1 LCM4 0.000.00 0.00 8 LCM4 0.00 0.00 0.00 0.00 5 1 LCM5 0,000.00 0.00 8 LCM5 0.00 0.00 0.00 400 6 1 LCM6 0.000.00 0.00 8 LCM6 0.00 0.00 0.00 0.00 7 1 LCM7 -3.21-3.51 0.00 8 LCM7 -321 0.00 3.510.00 8 1 LCMB 0.845,01 0.00 8 LCM8 -1,30 000 5.51 0.00 9 1 LCM9 2,6712,76 0.00 8 LCM9 -313 D.00 13.26 0.00 10 '1 LCM10 0,845.01 0.00 8 LCM10 -1.30 0.00 5.51 0.00 11 1 LCMH 0.845.01 0.00 8 LCMH -1.30 0.00 5.51 0.00 12 1 LCM12 0.845.01 0,00 8 _TC -Ml 2 -1,30 0.00 5.51 OTO 13 1 LCM13 2.21 0.00 10,83 0.00 8 LCM13 -2.67 0.00 11.32 0,00 14 1 LCM14 2,21 0.00 '10.83 0.00 8 LCM14 -2.67 0.00 11,32 0.00 15 1 LCM15 2,21 0,00 10.83 0.00 8 L_CM 15 -2.67 0.00 11.32 0.00 16 1 LCM16 1,07 0.00 1 5.26 0.00 8 LCM16 -1.07 0.00 5.26 0,00 17 1 LCM17 1.07 0,00 1 5.26 0.00 8 77CM17 71.07700 .5.26 0.00 18 1 LCM18 -1.01 0.00 3.82 0.00 8 LCM18 -3.49 0.00 8.54 0,00 19 1 LCM19 3.49 0.00 1 8.54 0.00 8 LCM19 1.01 0,00 3.62 0.00 20 1 LCM20 244 0.00 11.07 0.00 8 LCM20 -2.44 0.00 11.07 0.00 29 'I LCM21 2,44 17.00 11.07 0.00 8 LCM21 -2.44 0.00 11.07 0.00 22 i LCM22 244 0.00 1 11.07 0.00 8 LUM22 -2.44 0.00 11.07 0.00 23 1 LCM23 2.44 0.00 1 11.07 0.00 8 LCM23 -244 0.00 11.07 0.00 24 1 LCM24 2.44 0.00 11.D7 0.00 8 LCM24 -2.44 0,00 11.07 17.00 25 1 LCM25 2.44 0.00 1 11,07 0.00 8 LCM25 -2.44 D-00 11,07 0.00 26 1 LCM26 0.88 0.00 1 9,84 0.00 8 LCM26 1 -4.25 0,00 13.53 0.00 27 1 LCM27 4.25 0.00 13.53 400 8 LCM27 -0.880.00 9.84 0.00 28 'I LCM28 0.86 0, 00 9.84 0.00 8 LCM28 -4.25 0.00 13.53 0.00- 29 1 LCM29 4.25 0.00 13.53 0,00 8 LCM29 -0.88 0.00 9.84 0.00 30 1 LCM36 0.88 1 0.00 9.84 0.00 8 LCM30 -4.25 0.00 13.53 OTO 31 1 LCM31 4.25 0.00 13.53 400 8 LCM31 -0.88 0.00 9.84 0.00 32 1 LCM32 0.640.00 3,1fi 0.00 8 LCM32 -0.64 0.00 3,16 0,00 33 1 LCM33 0.64 0.00 3.16 0.00 8 LCM33 1 -0,64 1 0.00 3.16 0.00 34 1 LCM34 -1.77 0.00 -0.12 0,00 B LCM34 -2.73 F 0.00 4.80 0.00 35 1 LCM35 2.73 0.00 4.50 0.00 8 LCM35 1.77 1 0.00 -0,12 0.00 36 1 LCM361.27 0,00 7,12 0.00 8 LCM36 -1.73 0,00 7.61 O.OU 37 1 LCM37 3.97 0,00 18.46 0.00 8 LCM3? -4.43 0.00 18.96 0,00 38 1 LCM36 3.97 0.00 18,46 0.00 0 LCM38 443 0,00 18.96 400 39 1 LCM39 3.97 0.00 18.4E 400 8 LCM39 -4.43 0.00 18.96 0.00 40 'I LCM40 1.97 0.00 1 9.94 0.00 8 LCM40 -2,43 0.00 10.43 0.00 41 1 LCM41 1.29 0.00 6.31 0.00 8 LCM41 -L29 0.00 6.31 0.00 42 1 LCM42 1.29 0.00 1 6,31 0.00 8 LCM42 -1.29 0.00 6.31 0.00 43 1 LCM43 1.97 O.OD 9.94 0.00 8 LCM43 -2.43 0.00 10.43 D.00 44 44 1 LCM44 L29 U,00 6.31 0.00 8 LCM44 -1.29 0.00 6.31 0.00- 1 LCM45 1.29 0,00 6.31 0.00 8 LCM45 -1,29 0.00 6.31 OTO 46 1 LCM46 1.97 0.00 9.94 0.00 8 LCM46 1 -2.43 0.00 10.43 400 47 1 LCM47 1.29 0.00 6.31 0.00 8 LCM47 -1.29 0.00 6.31 0.00 481 LCM48 1,29 0T0 6.31 0.00 8 LI I&§1 -1,29 0.00 6.31 0,00 49 1 LCM49 2.20 0.00 10.19 0.00 8 LCM49 -2.20 0,00 10.19 0,00 50 1 LCM50 2.20 0.00 10.19 0.00 8 LCM56 -2.20 0.00 10,19 0.00 51 1 LCM51 2.20 0.00 1419 OTO 8 LCM51 -2.20 1 400 10.19 0.00 52 1 LCM52 2.20 0.00 10,19 0.00 1 8 LCM52 -2.200.00 10.19 0.00 53 1 LCM53 2.20 0.00 10.19 0.00 8 LCM53 -2,20 400 10.19 0,00 54 1 1 LCM54 2.20 1 0.00 10,19 0,00 8 LCM54 -2.20 0.00 10.19 0.00 55 1 LCM55 -0.78 0.00 7,84 400 8 LCM55 -5.65 0.00 14.87 0,00 56 1 LCM56 5.65 400 14.87 0.00 8 77CM56 0.78 0.00 7,84 0.00 57 1 LCM57 0.96 0.00 4773 D.00 8 77CM57 -0.96 0.00 4.73 0.00 58 1 LCM56 0.96 0.00 4.73 0.00 8 LCM58 -0.96 0.00 4.73 400 59 1 LCM59 -2.49 O.DO 0.05 0.00 8 LCM59 -3.94 0.00 7.08 0,00 60 1 LCM60 3.947.08 0,00 8 LCM60 2.49 0.00 0.05 0.00 67 1 LCM61 -5.60 0.00 2.57 0.00 8 LCM6'I -10.47 0.00' 20.14 0.00 82 1 LCM62 10.47 0.00 20.14 0.00 8 LCM62 5.60 0,00 2.57 0.00 63 1 LCM63 -7.31 O,OU -5.22 0.00 8 LCM63 -8.76 0.00 12.36 0.00 64 1 LCM64 8.76 __0__ 12.36 0.00 8 LCM64 7.31 0.00 -5.22 0.00 Note: Negative (-) values for axial load indicate tension 15/25 Simpson Strong -Tie 5956 West Las Pashas Boulevard Pleasanton, CA 94588 BasePL_COL (1) Date:5/19/2021 by: BC . ,$MF §ASIER,LATE CONNECTION' - Ref: AISC DG#1 and AISC DG#18 Base Plate = 10.375" x 11.875" x 0.5" thick Fvs - 50 kel ASTM A572 Gr 50 Web to Plate Weld= 4/161n, 2 sides Flange to Plate Weld= 5/161n, 2 sides DESIGN DATA Design Forces: Sill Combo ID= 82 Design Code: CBC 2019 an = 0.81 In Left Columm. n= 1.07 In Base plata cantilever dlmanslon %= 0.999 V= 10.471 kips A= '1.000 in AISC Table JIM An'= P= 20.140 kips (Tension is negative) I = 2.64 in Critical base plate cantilever dimension Base Plate:Column: 100 kips Axial design strength for plate yielding 4= 0.99 In Grade = ASTM A572 Gr 50 Base plate material grade d = 10.80 In Column depth Fr= 50 ksl Base plate yield stress t�= 0.61 In Column web thickness ms= 0.9 5/16 Resistance factor for base plate flexure h,„s= 8.82 In Column web depth B= 10.375 In Base plate width bn= 10.30 In Column ganga width N= 11.875 in Base plate length Ir= 0.99 in Exterior column flange 1= '<0.500 In Base plate thickness t weld_web= 0.25 thickness !_weld Bgz 0.31 In 9_area= 0.00 Anchor Bolls ORn_web= 87.09 Welds: ORn_0g= 204.64 kips OR.= OV. = _0,.7§ 5� In Anchor bolt diameter F. = 70 ksi Weld electrode minimum strength nu = 4 359.95 No. anchor bolls es..= 0.75 Resistance factor for welds a= 3.75 in Anchor bolt spacing w.,,mp = 0.25 in Filat wee size between mimnnweb and base plate g = &75 In Anchor boll gaga 2 sides Numberofaldes formlumn yreb weld Ase- 0.442 In =Pi`(dd2)^2 WN = 0.3125 In Fillet waidsize between column Range and base plate Grade=F A449 2 -sides Number of sides for mlumn Range weld Ful- 120 ksl Concrete: V :=3900 %+psi Concrete compressive stress (1), 0.65 Resistance factor for concrete bearing Concrete Bearlim: At = 123.20313 ins Area of base plate Az = 123.20313 W Area of concrete support concentric with base plate JAz/A, = 1.0 fgmay = 2.55 Wel Maximum bearing stress Ps= 314 kips Nominal strength for bearing OP, = 204 kips Axial design strength for bearing DCR cont= 0.099 OK Plate Yielding: Sill an = 0.81 In Base plate cantilever dimension n= 1.07 In Base plata cantilever dlmanslon %= 0.999 kip/in Factor assuming Pe=OF, A= '1.000 in AISC Table JIM An'= 2.64 in Base plate cantilever dimension I = 2.64 in Critical base plate cantilever dimension OF„= 100 kips Axial design strength for plate yielding DCR PLyWId= 0.202 OK WELD DESIGN Minimum Weld Sill Weld Capacity & Length: tw= 0.61 In Column web thickness OR,- = 1.30 kip/in Weld design strength (per 1116') W.= 4/16 in AISC Table JIM OR,= 2.09 kip/in Weld design strength (par 1/16') Ww 4/16 In Wald size provided - web to base plate L„e�= 7.82 in Web weld length (1 side) 4= 0.99 In Column Range thickness L = 9.80 in Flange weld length (1 flange. 1 sides) Wim' = 5/16 In AISC Table J2.4 wry = 5/16 In Weld size provided - flange to base plate Shear Only Tension Only SheanTenslon V= 10.471 kips T= 0.00 kips Vu_srss= 10.47 kips t weld_web= 0.25 In !_weld Bgz 0.31 In 9_area= 0.00 degrees ORn_web= 87.09 kips ORn_0g= 204.64 kips OR.= 1.39 kipgn Weld design strength (per l/18') DCR_V= 0.12 OK ORn= 291.73 kips OR„' 359.95 kips DCR T= D.000 OK DCR V+T= 0.029 OK 16/25 ES -211163 5MF PlnaexMase v1.4.xlsm 'At ,Simpson Strong -Tie ImSePL_COL (1) 5956 West Las Posilas Boulevard Pleasanton, CA 94588 TENSION DESIGN Lr2 M�Rne Lrl i Erl Tr2IL ' r22 Base Plate Bending Cpacity Based on DG #16 Table 3.3 "mut= 0.6 V= 10.471 kips Lr1= 4.0625 in T/C= 0,00 kips bp= 10.375 In L2= 7,8425 In DCR_abT= 0000 OK pb= 3.75 in Tri= 10.07 kips Assume equal to 112 of P gab= 3.75 in Tr2- 10.07 kips Assume equal to 112 of P pf= 2.535 In Mmcking= 119.6 kip -In Rocking moment about Bp lip s_tmp= 3.12 in 39 1 2 D+1.6 L+0.5R Tab= 53.0 kips s= 3.11874 in Iraq= 0.250 in Plate thickness required for tension DCRyield= 0.380 OK 0.049 tbp= 0.500 In 0.357 0.055 41 DCR bp= 0.500 OK 0.063 0.015 0.280 ANCHOR BOLT DESIGN (ACI 318) 1.2 D + 1.6 Lr- 0.5 W 0,031 0.063 @v= 0.65 "mut= 0.6 V= 10.471 kips It= 0.75 pselsmlc= 0.75 T/C= 0,00 kips Shear Onl Tension Only Shear+Tension OCR_ebV= 0.211 OK DCR_abT= 0000 OK DCR_V+T= 0.211 Anchor Bolt Design per AISC 00 #1 use 2 bolts for shear resistance with oversized baseplate holes nv= 2 E21 tension 14bolts) Shear 12bolts) h k Fnv= 54 ksi 0.45' Ful mm 4 IRv= 35.8 kips 0.75' nv' Ase' Fnv Fnt= 90 ksl 0.75' Fut DCR ebV2= 0.293 OK @Rt= 119 kips Check Plate Moment Yielding PRIOR to Anchor Bolts Moment Yield 0.479 Mbpyiald= 47B kip -in 39 1 2 D+1.6 L+0.5R Tab= 53.0 kips Anchor boll yleld force 0.046 Mabyleld= 1259 kip -in Anchor bolt yield moment 40 DCRyield= 0.380 OK 0.049 0,100 LEFT COLUMN DESIGN DCRB 0.357 0.055 41 Y= 59.00 in gamma r= 1.25 mb= 0.9 OK Date: 5/19/2021 by: BC IT,u= 159.0 kips OVm= 49.6 kips F'nt= 90 ksi Rnt- 119 kips DCR2 V+T= 0.000 OK Combo Load Combinaliens --•• ConcBserin9 PL cam Weld wn PL_tenslnr, ocn AncharSolt 36 1.4 D 0.035 0.071 0.015 0.297 0.035 $7 t.2 D+1.G L+0.5 Lr 0.090 0.185 0.046 0.478 0,111 38 1.20+1.6 L+0.55 0.090 0.165 0.045 0.479 1 0.111- 39 1 2 D+1.6 L+0.5R 0.090 0.1175 0.046 0.479. 0.111 40 12 D + 1.6 Lry 0.5 L 0.049 0,100 0.023 0.357 0.055 41 1.2 D+1,6 Lr+0.5W 0.031 0.063 0.015 0.280 0.036 42 1.2 D + 1.6 Lr- 0.5 W 0,031 0.063 T. 0.280 0.036 43 1.2 D + 1.6 S +0.5 L 0.049 0.100 0.023 0,351 0.055 44 L2p+1.65+0.5W. 0,031 0.063 0.015 0.280 0.036 45 1.2D+1.BS-O,SW OA81 0,063 0.015 0.280 0.036 46 1.2 D+1.6R+0.5L 0.049 0.100 0.023 0.351 0.055 47 1.2 D+1.6 R+0.5W 0.031 0.003 0.015 0.280 0,036 48 1.2 D + 1.6 R - 0.5 W 0.03i 0.063 0.015 0.280 0.036 49 1.2 D+1.0 W+0.5 L+0.5 Lr 0,050 0,102 0.025 0.356 0.061 50 1.20-1.0 W+0.5 L+0,5 Lr 0.050 0.102 0.025 0,356 0.081 51 t2D+1.OW+0.5 L+0.5S 0.050 0.102 0.025 0,358 0.061 52 t.2 ❑ - 1.0 W + 0.5 L+ 0.5 S 11.050 0.102 0.025 0.356 0.061 63 1.2 D+1.0 W+0.5 L+0.5R 0.050 0.102 0.025 0.356 0.061 54 1.20-1.0W+0.5 L+0.5R 0.050 0.102 0.025 0.356 0.081 55 1.2+0.25050+E+0.5 L+f2'S 0.038 0.079 0.009 0.312 0022 56 1.2+0.2 -DSD -E+0.5 L+12'S 0.073 0.149 0.065 0.430 0.166 57 0.0 D+ 1.0 W 0023 0.046 0.011 0.242 0.027 58 0.9 D-1.0 W 0.023 0048 0.011 0.242 0,027 58 0.9 - 0.2 SDS D + E 0000 0.001 0.029 0.028 0,070 60 0.9-0.2 SDS 0-E OA35 OA71 0045 0.297 0,110 61 (1.2+0,2-DSD+Omea'E+0.5L+M2S 0.013 0.026 -TO-64- 0.178 0.157 62 1.2+0.2 -0 -)-Oma a-L+0.51+U'S 0.099 0,202--- 7-120 0,500 0.283 63 0.9-0.2SOS O+Orae a'E 0.000 0.000 0.084 0.254 0.204 64 0.9-0.2 SDS D -0m TE 0.061 0.124 0.101 0.392 0.245 Mex= 0.099 0.202 0120 0.500 1 0.293 �••�•••� -.• vn vn UK UK ES -211163 SMF PlnnedBase v1.4.xlsm 17/25 LA-�-- Simpson Strong -Tie 5956 West Las Pashas Boulevard Pleasanton, CA 94588 BasePL_COL(2) Date: 5/19/2021 by: BC SNIP BASE ALATE,CONNECTIQN DESIGN C0LUMN 2 Ref: AISC DG#1 and AISC DG#16 Base Plate - 10.375' x 11.675' x 0.5" thick Fxo= 50k.1 ASTM A572 Gr 50 Web to Plate Wald= 4116 in, 2 sides Flange to Plate Weld= 51161n, 2 sldos DESIGN DATA Design Forces: Combo C=F-67-1Design Code: CSC 2019 Left Column: At = 123.20313 Ina Area of base plate V= -10.471 kips A2=123.20313 P= 20.140 kips (Tension is negative) Base Plata: JAdA, = 1.0 Column, Grade =ASTM A572 Gr 50 Base plate material grade d= 10.80 In Column depth Fr = 50 kat Base plate yield stress fw - 0.61 in Column web thickness mu= 0.9 Resistance factor for base plate flexure hreu= 8.02 In Column web depth B= 10.375 in Base plate width br= 10.30 In Column flange width N = 11.075 In 1 ={0.508 Base plate length 4= 0.99 In Exterior column flange + in Base plate thickness thickness Plate Yielding: Anchor olte Wel s: IT do= 0, tl,'in Anchor bolt diameter Frxx= 70 Idol Weld electrode minimum strength Ib = 4 No. anchor bolls 41wm = 0.75 Resistance factor for welds a = 3.75 in Anchor bolt spacing w.= 025 in Flllal word size bemoan optuan web and base plate g= 3.75 in Anchor bolt gage ` 2 = sides Number of sides for column web mid Ase= 0.442 In=PI'(dp/2)V woo 203'1'25 m Fillet mid size between column flange and base plate Grade= ;'.sides Number of ease for column flange weld Ful= ,7449; 120 act Concrete: fl _.':3,000 ... psi Concrete compressive stress Critical base plate cantilever dimension mwo= 0.65 Resistance factor for concrete bearing ,Pa= 100 kips Axial design strength for plate yielding COMPRESSION DESIGN Concrete Bearinp, At = 123.20313 Ina Area of base plate A2=123.20313 int Area of concrete support concentric with base plate JAdA, = 1.0 fgm y= 2.55 out Maximum bearing stress Pp= 314 kips Nominal strength for bearing pPa= 204 kips Axial design strength for bearing DCR cone= 0.098 OK Plate Yielding: m= 0.81 In Base plate cantilever dimension n= 1.07 in Base plate cantilever dimension X= 0.999 Factor assuming Pu=¢Pa A. 1.000 Arf 2.64 In Base plate cantilever dimension 1= 2.64 In Critical base plate cantilever dimension ,Pa= 100 kips Axial design strength for plate yielding DCR PLyield= 0.202 OK WELD DESIGN Minimum Wald Size, Weld Capacity 8 Length, I„= 0.61 In Column web thickness 01`1 ye= 1.39 kip/In Weld design strength (per 1116") w' = 4116 in AISC Table J2.4 OR, = 2.09 klp/in Wald design strength (per 1/16') wxi°= 4/16 In Wald size provided - web to base plate L,y„w= 7,82 in Web weld length (I side) 4= 0.90 in Column flange thickness Lws,.ao = 9.80 In Flange weld length (1 flange, 1 sides) W. = 5116 In AISC Table J2.4 wk= 5/16 in Weld size provided- flange to base plate Shear Only Tension On iy ShearaTenslon V= 10.471 kips T= 0.00 kips Vu_srss= 10.47 kips t weld web= 0.25 in t_weld_flg= 0.31 in 8 -area. 0.00 degrees tiRrLweb= 87.09 kips ¢Rn_flg= 204.64 kips ORo-e= 1.39 klp/in Weld design strength(per 1/16") DCR V= D.12 OK IRn= 291.73 kips QRr 359.95 kips DCR T= 0,000 OK DCR V+T= 0.029 OK ES -211163 SMF PlnnetlBase v1.4.xlsm 18/25 Simpson Strong -Tie BasePl_COL (2) 8956 West Las Posltas Boulevard Pleasanton, CA 94588 TENSION DESIGN IT f Tr2d TO ci �cl L11 LrL Lr1 Base Plate Bending Cpaclty Basad on DO #78 Table 3-3 Lr1= 4.0625 In bp= 10.375 In Y= 69.00 In L(2= 7.8125 in pb= 3.75 in gammaLr 1.25 Tri- 10.07 kips Assume equal to 1/2 of P gab= 3.75 In Qb= 0.9 Tr2= 10.07 kips Assume equal to 1/2 of P pf= 2.535 in Mrocking= 119.6 kip -in Rocking moment about Bp tip 9_tmp= 3.12 in 0.076 0.020 0,307 1 0.048 s= 3,11874374 In treq= 0,250 In Plate thickness required fortension tbp= 0.50D in 0.093 0,190 DCR_bp= D.500 OK 39 1.2 D+1,6 L+0.5R ANCHOR BOLT DESIGN (ACI 318) 0.051 0.485 0v= 0.66 1.2 D+16 Lr+0,5L "rout= 0.8 V= 10.471 kips Ql= 0.75 0.068 @seismic= 0,75 TIC= 0.00 kips Shear Only 0663 6015 Tension Only Sheer -Tension DCR aInV= 0.211 OK DCR_ebT= 0.000 OK DCR V+T= 0.211 OK Anchor Bolt Design per RISC DO #1 use 2 baits for shear resistance with oversized baseplate holes nv= 2 0.051 For tension (4 bolts)+ Shear (2 bell chk F.= 54 ksi 0.46 - Fut n1= 4 qRv= 35.8 kips 0,75' rw - Ase - Fnv Fnl= 90 ksi 0.75`Fut DCR abV2= 0,293 OK mRt= 119 kips Check Plate Moment Yielding PRIOR to Anchor Bolts Moment Yield - Mbpjeld= 478 kip -in D.105 0,028 Tab= 53.0 kips Anchor bolt yield force 0,037 Mabyleld= 1259 kip -in Anchor bolt yield moment 48 DCR_yield= 0.380 OK 0.015 7280 LEFT COLUMN DESIGN OCRs 49 1.2 D+7.0 W+0.5 L+0.5 Lr 0.050 Date:5/19/2021 by: BC pT,= 159.0 kips pV,s= 49.6 kips F'nt= 90 ksl Rnl= 119 kips DCR2 V+T= 0,000 OK Combo Load Combinations Csn.Beering PL omp Weld I PIL tension I Ancher8o1l 36 1.4 D 0.037 0.076 0.020 0,307 1 0.048 37 1.2 D+1,6 L+0.5 Lr 0,093 0.190 0.0510.485 0.124 38 720+1.6 L+0.56 0.093 0,190 0.051 0.485 0.724 39 1.2 D+1,6 L+0.5R 0.093 0.190 0.051 0.485 0.121 40 1.2 D+16 Lr+0,5L OF— 0.105 0.026 0.380 0.068 41 120+1.6 Lr+0.5W 0.031 0663 6015 0.280 0.036 42 12 D + 1.6 Lr- 0.5 W 0.037 0,063 0.015 0.280 0,036 43 1.2 D + 1.6 S + 0,5 L 0.051 0.105 6.028 0.380 0.068 44 1.2 D + 1.6 S_+ 0.5 W 0031 0.063 0,015 0.280 7036 45 1.2 D + 1.(377- 0.5 W 0.031 0.063 0.015 0,280 0.036 46 1.2 D + 1.6 R +0.5 L 0.051 1 D.105 0,028 0.360 0.058 47 1.2 D + 1.6 R + 0.5 W 0,037 0.063 0.015 0.280 0.036 48 1.2 D+ 1.6 R-0.5 W 0,031 0,063 0.015 7280 0.036 49 1.2 D+7.0 W+0.5 L+0.5 Lr 0.050 0.102 0.025 0.356 0.061 50 1.2 D - 1.0 W + 0.5 L + 0.5 Lr 7050 (.102 0,025 0.356 0,061 61 1.2 D+1,0 W+0.5 L+0.5S 0.050 0.102 0.025 0.356 0,08 52 1.2 D-1.0 +0.5 L+0.5S 0.050 0,102 0.025 0,356 0.061 53 1.2 D+1.0 W+0.5 L+ObR (.050 0.102 0,025 0.356 0.061 54 1.2 D - 1.0 W + 0.5 L+ 0.5 R 0.050 0.102 0.025 0,356 0.061 55 .2+0.2 SDS)0+E+0.5 L + W S 7073 0.749 Tom 0.430 0.158 56 i.Z+0.2505 D -E+0.5 L+12'S 0.030 0.079 0.009 0.312 0.022 57 0.9 D + 1.O W 0.023 D.048 0.011 0.242 0.027 58 0.9 D - 1.0 W 0.023 0.048 0.011 0.242 0.027 59 (0.9-0.2SDS D+E 0.035 0.071 0,045 0.297 0,110 60 0.9 - 02 605 0 - E 0.000 0,001 0.029 0.020 0,070 61 11.2+0.2 SDSD+Oma a'E+0.5L+(2-S 0.099 0.202 0.120 7500 0.293 62 1.2+0.2SD5D-Omea'E+0.5L+f2'S 0.013 0.026 0.064 0,178 0.757 83 to.9-0,z 50S) D+Omega'E 0.081 0.124 0.107 0.302 0.245 64 0.9-0.2 SOS D -Oma a'E 0.000 7000 0.004 0,254 0.204 Max= 0.099 0.202 0.120 7500 0.293 -- w 11 vn VK VK 9/25 ES -211163 SMF PlnnedBase v1.4.xlsm `A— 1A Simpson Strong-Tle Anchorage TensionOnly(1) Date: 5/19/2021 5956 West Las Pashas Boulevard by:BC Sheet NO: Pleasanton, CA 94588 ACI�ll8,APPENDIXA: ANCHOR�STRENGTH (SQUAREtFQOTINGy(QOLUMNI & 2 Across (X -Dir) Up & Down Y -Dir Columns 2 Rows 2 Left Edge 5.50 Inch Top Edge 5.50 Inch Spacing 3.75 Inch Spacing 3.75 Inch Right Edge 5.50 Inch Bot Etlge 5.50 inch Length= 14.75 Inch Length= 14.75 inch 16 14 12 t � 10 0 8 6 Q 4 2 0 0 2 4 6 8 10 12 14 16 X -Direction (inch) • Anchor Botts, —Fooling Outline LoaOin9 DlrecYoA-ded Edge 2. Design Parameters Design Code: CBC 2019 Shear DirectionPer to Top Edge Anchor Type Hdaded Bdlli,t Grouted Ped YES Yes/No Steel Malarial A449 - &,:. Code Sec. 9.2 JAPP C/Sec.9.2 Hex Head Twe:Heavv - b 0375 In Tens ACI -7 Cracked Cone. Concrete Depth IdlB wad�en n:DAnchom 3. Loading LCM 64 Column 1 N Nu= 5.22 kips e',,y=inch e'yv=inch Vu= 7.31 kips e'er= 0 inch e'yx= 0 Inch 20/25 \ox.memvews.nvylbane,niooyonwsew.w.o eew xnweryr.r�w.o..yel s/d �\ 5 Simpson Strong -Tie 4956 West Las Pashas Boulevard Pleasanton, CA 94588 Tension Limit States Anchorage_TensionOnly (1) D5.1 -Steel Strength of Anchor in Tension Type= Headed f,,,,= 120 ksl Not to exceed the smeller of 1.9fy or 125,000 psi Ase= 0.334 0.4h,,= 1.5 Nsa=n'Ase'futa= 160,5 kips Limit state for steel In tension D5.2 -Group Projected Area Determination _� b� �„�.=a D5.2, Concrete Breakout c,r<4h,r? NO h„= 3.67 inch Embeddment Depth 1.5h,r: 5.50 Inch 5.50 #Sides: 0 Prelim Nub (single)= #of Sides with c < 1.%, c,,n„,: 0.00 inch For 3or--more edge effect only Anchor Spacing; 0.00 Inch For 3 -or -more edge effect only h'.r= 3.07 Inch Modified Embedment (D.5.2.3) 1.5h',p 5.50 Inch 1.0 Left Edge= 5.50 inch Top= 5.50 inch SCOL 3.75 inch SaoW 3.75 Inch Right Edge= 5.50 inch Bottom= 5.50 Inch AN 218 Int D5.2 -Concrete Breakout Strength In Tension ANS 121 int Single Anchor Projected Area Avo= 218 In2 Group Anchor Projected Area k�= 24 CIP Anchor Type Coefficlent Nb= 9,23 kip (D-7) Single Anchor Breakout Strength Nb= 0 kip (D-8) Alternate Single Anchor Breakout Strength Use Nb= 9 kip Single Anchor Breakout Strength y'.d,N= 1.00 Edge Distance Effect `yc,N= 1.00 Service Cracking Effect Y'.p.N= 1.00 T..N= 1.00 Eccentrically Loaded Group Effect N,b= 16.6 kip Nominal Strength D5.3 - Pullout Strength of Anchors In Tension 9',p= 1,00 Service Cracking Effect Abrg= 0.91 in, Used for Headed Bolt and Headed Stud Only Abrg, plate washer= 2.25 Int Used for Headed Bolt Only eh do- NA In' Used for Hooks only, where eh = 4.5do Np= 54.0 kip n`P,,e Np 216.0 kip D5.4 -Side Face Blow-out of headed anchor in tension (not required for Post Installed anchors) Type= Headed I N Type of head on the anchor Abrg= 2.25 in Beefing Area of the Head or Plate washer 0.4h,,= 1.5 inch nNpn Critical Edge, a.,= 5.5 Inch _� b� �„�.=a D5.2, Concrete Breakout c,r<4h,r? NO 0.70 216.0 Actual Edge cn .wn 5.50 Inch Minimum Edge Distance Used e.&mm= 5.50 inch Edge Distance Perpendicular Prelim Nub (single)= 72.3 kip perp modit 1,0 Nab (single)= 72.3 kip Anchor Spacing= 0.0 inch group modlfer= 1.0 Nab (group)= NA kip 4. Capacity Summary Limit State I N I �1,61,1 Ipmh,n, Mode N.. 1.00 0.75 160.5 120.41 D5.1, Steel Tension Failure nNpn 0.75 0.70 16.6 _� b� �„�.=a D5.2, Concrete Breakout NO 0.75 0.70 216.0 113.40 D5.3, Anchor Pullout N,b0.75 0.70 NA I NA 105.4, Side Face Blowout Tension Capacity= 8,71 k D5.2, Concrete Breakout Date:5/19/2021 by:BC Sheet NO:_ rno=,,..,,,,,msnn,,,w�o.menworraosrov.ro.o.c�. a.,n„see r.•nw.omm 21/25 .re Simpson Strong -Tie Anchorage TenslonOnly (1) Date: 5/19/2821 5956 West Las Pashas Boulevard by:BC Sheet NO:_ Pleasanton, CA 94588 5. Demand -Capacity Check Nu= 5.22 k oNn= 8.71 k OCR Limit= 1.00 Min. W= 14.75 In OCR= 0.60 OK Min. Embed= 6.0 In S. Anchorage Solution Anchorage Solution Yes Foundation Type Slab On Grade Column 1 MFSL3.75 Curb Height Hry,e = Column 2 Step Height H.,ao = Combo Load Combinations Nu (kips) I Nultithin Check Nu (kips) Nu/Nn I Check 36 1.4 D 0.00 1 0.00 OK 0.00 0.00 OK 37 1.2 D+1.6 L+0.5 Lr 0.00 0.00 OIC 0.00 OAO OK 38 1.2 D+1.6 L+0.5S 0.00 0.00 OK 0.00 0.00 OK 39 1.2 D+1.6 L+0.5R 0.00 0.00 OIC 0.00 0.00 OK 40 1.2 D+1.6 Lr+0.5L 0.00 0.00 OK 0.00 0.00 OK 41 1.2 D+1.6 Lr+0.5W 0.00 0.00 OK 0.00 0.00 OK 42 1.2 D+1.6 Lr -0.5W 0.00 0.00 OK DOD 0.00 OK 43 1.2 D+1.65+0.5L ODD 0.00 OK 0.00 0.00 OK 44 1.2 D+1.6 S+0.5W 0.00 0.00 OK 0.00 0.00 OK 45 1.2 D+1.6 S -0.5W 0.00 0.00 OK 0.00 0.00 OK 46 1.2 D+1.6 R+0.5L 0.00 0.00 OK 0.00 0.00 OK 47 1,2 D+1.6 R+0.5W 0.00 0.00 OK 0.00 0.00 OK 48 1.2 D+1.6 R -0.5W 0.00 0.00 OK 0.00 0.00 OK 49 1.2 D+1.0 W+0.5 L+0.5 Lr 0.00 0.00 OK 0.00 0.00 OK 50 1.2 D-1.0 W+0.5 L+0.5 Lr 0.00 0.00 OK 0.00 0.00 OK 51 1.2 D+1,0 W+0,5 L+0.5S 0.00 0.00 OIC 0.00 0.00 OK 52 12D-1.0 W+0.5 L+0.5S 0.00 0.00 OK 0.00 0.00 OIC 53 1.2 D+1.0 W+0.5 L+0.5R 0.00 0.00 OK 0.00 0.00 OK 54 '1.2 D-1.OW+0.5 L+0.5R 0.00 0.00 OK 0.00 0.00 OK 55 (1.2+0.2 SDS)D+E+0.5 L+12`S 0.00 0.00 OK 0.00 0.00 OK 56 (1.2+0.2 SDS)D-E+0,5 L+(2'S 0.00 0.00 OK 0.00 0.00 OK 57 0.9 D + 1.0 W 0.00 0.00 OK 0.00 0.00 OK 58 0.9 D - 1.0 W 0.00 0.00 OK 0.00 OAO OK 59 (0.9-0.2 SDS) D + E 0.00 0.00 OK 0.00 0.00 OK 6D (0.9-0.2 SDS)D - E 0.00 0.00 OK 0.00 0.00 OK 61 1.2+0.2 SDS)D+Omega"E+0.51+f2'S 0.00 0.00 OK 0.00 0.00 OK 62 (1.2+0.2 SDSD-Omega'E+0.51+f2'S 0.00 0.00 OK 0.00 0.00 OK 63(0.9-0.2 SDS) D+omega"E 5.22 0.60 OK 0.00 0.00 OK 64 (0.9 - 0.2 SDS) 0 - Omega'E 0.00 0.00 OI< 5.22 0.60 OK S. Anchorage Solution Anchorage Solution Yes Foundation Type Slab On Grade Anchor Solution Type MFSL3.75 Curb Height Hry,e = 6.00 In Step Height H.,ao = 8.00 in (12"max.) Min. Embedment do = 6.001n Is= 20.001n=H,,,p+H,,,,a+de Grade of Rod = High Strength MFSL -Piece tap of shear lug flush with top of concrete Step Section View Slab on Grade Anchorage Model MFSL3.75.30.HS6 Diameter Lengt H for s ASTM A449 MFSL LLS. Patent Pending 22125 qoa.,,,,..,,ms,nimwmw,mo,wn,uosrj,.rcxo ecw a,no,.y. nNwwxrw pe 14(. .Simpson Strong -Tie MFSL(SOG) Solutions (1) by: 5956 West Las Posltas Boulevard Date:S/19/2021 Pleasanton, CA 94588 SHEAR LIG DESIGN A19C-DESIGNGUIDE 1 -$OG POU�JpA719N=(C'OLUMN 1 $ SHEAR LUG ELEVATION fc= 3,000 psi Column 1= W10X88 L.�= 1.5 in OVn= 19.62 kips OVn_shearLug= 19.62 kips Proleoted Slab Width bfl2+U2 I a+b a b 1 O O 1 0 0 SHEAR LUG PLAN Column 2= WIOX88 OVn= 19.62 kips OVn shearLug= 19.62 kips ... _.. _•_••• rvltl1.- V.OJ9 _Summary: fc= 3,000 psi Ledge= 1.5 In Extra Studs Regd7 No Grade of Rod = A449 DCR Abs(Max)= 0.534 Iterate Ledge to gel DCR <= 1.01 OK 23/25 commn 1 Column 2 Vu Vn Vu/ Vn DCR Vu Vn Vu/ Vn OCR Combo ki s ki s - Chack ki s kis Check 36 1.27 19.62 0.055 OK 1.73 19.62 0.088 OK 37 3.97 19.62 0.203 OK 4.43 19.62 0.226 OK 38 3.97 19.62 0.203 OK 4.43 19.62 0.226 OK 39 3.97 19.62 0.203 OIC 4.43 19.62 0.226 OK 40 1.97 19.62 0.100 OK 2.43 19.62 0.124 OK 41 1.29 19.62 0.066 OK 1.29 19.62 0.066 OK 42 1.29 19.62 0.066 IOK 1.29 19.62 0.086 OK 43 1.97 19.62 0.100 OK 2.43 19.82 0.124 OK 44 1.29 19.62 0.066 OI< 1.29 19.62 0.066 OK 45 1.29 19.62 0.066 OK 1.29 19.62 0.066 OK 46 1.97 19.62 0.100 DK 2.43 19.82 0.124 OK 47 1.29 19.62 0.006 OK 1.29 19.62 0.006 OK 48 1.29 19.62 0.066 OK 1.29 19.62 0.066 OK 49 2.20 19.62 0.112 OK 2.20 19.62 0.112 OK 50 2.20 1962. 0.112 OK 2.29 19.62 0.112 OK 51 2.20 19.62 0.112 OK 2.20 19.62 0.112 OK 52 2.20 19.62 0.112 OK 2.20 19.62 0.4112 OK 53 2.20 19.62 0.112 OK 2.20 19.62 0.112 OK 54 2.20 19.62 0.112 OK 2.20 19.62 0.112 OK 55 0.78 19.62 0.040 OK 5.65 19.62 0.288 OK 58 5.65 19.62 0.288 OK 0.78 19.62 0.040 OK 57 0.96 19.62 0.049 OK 0.96 19.62 0.049 OK 58 0.96 19.62 0.049 OK 0496 19.62 0.049 OK 59 2.49 19.62 0.127 OK 3.94 19.62 0.201 OK 60 3.94 19.62 0.201 OK 2.49 19.62 0.127 OK 61 5.60 19.62 0.285 OK 10.47 19.62 0.534 OK 62 10.47 19.62 0.534 OK 1 6.60--1 19.62 0.285 OK 63 7.31 19.62 1 0.372 OI( 1 8.76 19.62 0.447 OK 64 8.76 19.62 I 0.447 OK 7.31 19.62 0.372 OK ... _.. _•_••• rvltl1.- V.OJ9 _Summary: fc= 3,000 psi Ledge= 1.5 In Extra Studs Regd7 No Grade of Rod = A449 DCR Abs(Max)= 0.534 Iterate Ledge to gel DCR <= 1.01 OK 23/25 Simpson Strong -Tie 5956 West Las Poshas Boulevard Pleasanton, CA 94588 $MF SEAM'TOP WOOD NAI,L�R ATTACHMENT DE9)GN BOLT LATERAL DESIGN VALUES . Wood Data Species: DFL Main Member Single 4X Countersink 314" Bolt Design Information Steel Data Steel Gauge: 0.5 Fu; 65000 ASTM A572 Gr 50 Steel Bot Date Bolt Size Angle to Grain 0 Date: 5/19/2021 By: bchi D Fye Wood Deslan Information R, Ke Ra Rd I., is 1 If Ilam, Ills, IV 0.75 1 45000 2.750 5.500 1.00 0.06271 4 1 3.6 3.2 Steel Design Information Wood Deslan Information no = 2.6 Lbm = 227.125 in Fu (C.0 Lnailer= 178.875 In t_bolts_req'd = 3.49 I SG Feo9) Fes ji 65000 0.5 2.75 1 0.5 5600 89375 ASD Bolt Zsnnw = 2686 lbs Per NDS: 314" Diameter Bolts, Single Shear, Co = 1.60 1.2 x ASD Bolt Z,e,w = 3223 We 1.2 Increase for Overstrength Forces par ASCE 7-10 12.4.3.3 Seismic Lateral Load= 4,500 lbs Wind Lateral Load = 0lbs Link = MF4-2.875 no = 2.6 Lbm = 227.125 in Vreq = 11,260 lbs Lnailer= 178.875 In t_bolts_req'd = 3.49 S_bolt '-.; 8 in n_boit_min (total) _,�4�=. ,-� '.' ---- 3/4" dia. A307 Bolts Check = OK 24/25 �" N C C O 25/25 IA O� Page; a ,, ESI / F M E Inc. Date; 3/12/2021 STRUCTURAL ENGINEERS Job #: MO50 Project Neme: DEVIR RESIDENCE Client: BRANDON Plan #: - SHEAR WALL LINE? r ' V= 191 pif it WALL(S) @ LEFT STAIRS 6%4 P� SOa' 7 ID6; SEISM'C UPLIFT DEAD LOAD PARAMETER -0.8-0.149 -0.446 10 WALLS) @ GARAGE {WALL 1= USE HARDY FRAME /FOR LOADS ONLY PLATE HT= 31 ft i.so ft OPENING= o,oD ft Walli E_ 7,sp ft} WALL2= 9,50_ ft WALL 3= 0,00 R WALL 4= SEISMIC____________�.__. 10.00 _ 11 tt WALL 3= p,p0 It WALL 4= ft o.00 ft LOAD =( 305 pif ( 30.0 ft / 2 + g = 4575 IDS, TOTAL WALL LENGTH = 17.00 ft LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. pif ( 18.0 LOAD_( 0 pif( 0.0 ft/2+ 0 )= 0 Ibs _ LOAD 0 pif0100 (T ) 0 Ibs. ft / 2 + SHEAR = T. LOAD / L = lbs / 17/00+ It = 269 Ibs/ft Ibs. --WIND -------------------------------- pif ( 0.0 269Ibs/ft ------------------ . - LOAD =( 255 pif ( 30.0 ft/2+ 0 ) = 3825 Ibs. LOAD =( 0 LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. ' LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. 2745 Ibs / LOAD =( 0 pif ( 010 ft/ 2 + 0 ) = 0 Ibs. 172 T SHEAR = T. LOAD / L = 3825 Ibs / 17.00 R = 225 Ibs/ft ______________________._ 172 Ibs/ft GOVERNING FORCE= __ _ _ _______225__lbs/R SEISMIC ` V 268.1 Ibs/ft ��---�---- 0 ANCHORISTRAP? ANCHOR 2295 Ibs. LOAD =( 0 OV.FORCE= SEISMIC'_ 11 W/5/6" Dia x 10" A B'S @ 32 110/c ) = 0 Ibs. - LOAD =( 0 ' UPLIFT; fill 0 ) = ABS2 Ibs. (i = 0.67 FOR WIND, 0.44 FOR RESISTING MOMENT SEISMIC LOAD= V x Lµa,, O.T.M.=Load x Pit. Hel ht it/ 2 + 0 ) = UPLIFT=(O.T.M.-R.M.)/Lwall = p x [Bearing WALL Wall Weight') +Roof D.L.xTrlb.Wldth+Floor D.L.xTrlb,Width)x(S.W. Length)' /2 WT= 14 psfx 11 ft= RES.MOM 2252 Ibs 154 Its RDL= 20 psf TrbW= 1.3 ft `DL- 2q psf imw= 0 ft Seismic= RES.MOMWInd= LOAD= 2016 Ibs. O,T.M.s,,,m„= 22202 ft-Ibs UPLIFTsobmro= 2880 Ibs GDvaTH Dg Uplift 3392 be LOAD= 1688 lbs. O.T.M.W,ad= 18563 ft-Ibs UPLIFT,.. 2023 lbs 1 2660 lbs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K W/5/91-ni.. - - •••=y^• ==w=- w .1 vrovlae AJYS or H1•s @ 28 Inches O.C. V= 191 pif it WALL(S) @ LEFT STAIRS 0.44 FOR SEISMIC LOAD= V x Lwa„ O.T.M.=Load x PIt.Height -PLATE _(WALL 11- 6.00 ft OPENING= 0.o0 ft Walll Y.= 6,00 tt} WALL2= 10.00 _ 11 tt WALL 3= p,p0 It WALL 4= ft SEISMIC RES.MOMxlssir= 1441 Ibs LOAD= 1029 Ibs. O.T M.s.sm¢ = RES.MOMWInd= 2171 11323 ft-Ibs UPLIFTse,,,a,p 1647 Ibs GOVerniog Uplift 0.00 _ ft _ LOAD =( 305 pif ( 18.0 ft/2+ OTOTAL ) = 2745 WALL LENGTH = 16.00 ft Ibs. LOAD =( 0ft/2+ pif ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 ' pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 2745 Ibs / 16.00 ft 172 Ibs/ft '------------------------ WIND----------------------------------- 172 Ibs/ft LOAD =( 255 pif ( 18.0 ft/2+ 0 ) = 2295 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. - LOAD =( 0 ' pif ( 0.0 fill 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 it/ 2 + 0 ) = 0 Ibs. T SHEAR = T, LOAD J L = 2295 Ibs / 16.00 ft 143 Ibs/ft GOVERNING FORCE _ SEISMIC f: V- 171.8 ibs/ft 143 Ibs/ft ANCHOR/STRAP? ANCHOR �/�\ OV.FORCE= SEISMIC 3. /4\0 W/5/91-ni.. dM -A n,ea =.. .._. UPLIFT: ..._. _ ,,., vr.. AB52 a = 0.67 FOR WIND, RESISTING MOMENT 0.44 FOR SEISMIC LOAD= V x Lwa„ O.T.M.=Load x PIt.Height UPLIFT=(O.T.M.-R.M.)/1-w411 = p x [Bearing Wail WelghV) +Roof D.L.xTrlb.Width+Floor D.LxTrib,Width)x(S.W. Length)' /2 WALL WT= 14 psfx 11 ft= 154 Ibs RDL= 20 psf Trbw= 1.3 ft FDL- 24 psf Trbw= 0 it RES.MOMxlssir= 1441 Ibs LOAD= 1029 Ibs. O.T M.s.sm¢ = RES.MOMWInd= 2171 11323 ft-Ibs UPLIFTse,,,a,p 1647 Ibs GOVerniog Uplift lbs LOAD= 860.6 Ibs, OTM.WMd= 0467 ft-Ibs UPLIFTWd= 1216 lbs 1647 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K Diaphragm Length= 24 It Provide A35's or HI's @ 44 Inches O.C. V= 114 df ESI/FME Inc. STRUCTUPW ENGINEERS Project Name: DEVIR RESIDENCE Page: IS ( Date: 3/12/2021 lob At: MO50 Client: BRANDON Plan #: - SHEAR WALL LINE: I SDs .9;1081 SEISMIC UPLIFT DEAD LOAD PARAMETER4".140a= 0 12 WALL(S) @ RIGHT STAIRS USE HARDY FRAME / FOR LOADS ONLY PLATE HT= 11 It (WALL 1_ 1o.so R OPENING= o.00 ft Walll E= lo.so ft) WALL2= o.00 ft WALL 3= 0.00 ft WALL 4= 0.00 R SEISMIC TOTAL WALL LENGTH= 10.50 R LOAD =( 305 plf ( 53.0 ft/2+ 0 ) = 8083 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 lbs. '- LOAD=( 0 pif( 0.0 ft/2+ 0 )= 0 lbs. T SHEAR = T. LOAD / L = 8083 lbs / 10.50 ft = 770 Ibs/ft pif ( 0.0 ft/ 2 + __________ ) = 0 77 0 Ibs/ft / IND ft / 2 + 0 ) = _ ____ __ T SHEAR = T, LOAD / L = LOAD =( 255 plf ( 53.0 ft / 2 + 0 ) = 6758 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 Ibs. T SHEAR = T. LOAD / L = 6758 Ibs / 10.50 it = 644 Ibs/ft GOVERNING FORCESEISMIC V 769.8 Ibs/R ANCHOWSTRAP7 ANCHOR OV.FORCE= SE'ISMIC:. 14 W/5/8" Dia.x 10" A.B,'S @ 8 UPLIFT: p = 0.67 FOR WIND, 0,44 FOR SEISMIC LOAD= V x Lw,,I O.T.M.=Load X PIt.Height UPLIFT=(O.T.M: R.M.)/Lwali RESISTING MOMENT - p x [Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D.L,xTrib.Wldth)x(S.W. Length)' /2 WALL WT= 14 psf x 11 ft= 154 Its RDL= 20 psf Trbw= 1.3 it FDL= 24 psf rmw= 0 ft RES.MOM,,,rI,= 4414 Ibs LOAD= 8083 Ibs. O.T.M.s,,.I.= 88oDB ft-Ibs UPLIFT,ertmb 8047 Ibs overning Upllk RES.MOMwind= 6648 Ibs LOAD= 6758 ibs. OTM,,,d= 74333 ft-Ibs UPLIFTw,,,d= 6446 Ibs 8047 Ibs PROVIDE SIMPSON: HDQ8 PER POST, CAPACITY= 9230 Ibs OX .3WALL(S) @ NOT USED --- > SEE HFX PLATE HT= 11 R (WALL 1= 6,00 R OPENING= ------------------------------------------------------ 0.00 it Weill E= 6.00 R) WALL2= 10.00 It WALL 3= 0,00 R WALL 4= 0,00 it SEISMIC TOTAL WALL LENGTH = 16.00 R LOAD =( 305 pif ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 Ibs. LOAD =( 0 Of ( 0.0 ft / 2 + 0 ) = 0 Ibs. T SHEAR = T, LOAD / L = 0 Ibs / 16.00 it 0 Ibs/ft . _INS_______________-_____�__________0_ lbs/ft WIND p__%___-_-____- LOAD =( 255 pif ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 It / 2 + 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 0 Ibs / 16.00 ft 0 Ibs/ft All GOVERNING FORCE _ $ENII.C;'� IS V- ___0_ 0 Ibs/ft ANCHOR/STRAP? ANCHOR d.FORCE= SEISMIC 10 W/5/8" Dia.x 10" A.B.'S @ 72 "n/c I AR» UPLIFT: R = 0.67 FOR WINDf 0.44 FOR SEISMIC LOAD= V x LweO O.T.M.=Load x Plt.Helght UPLIFT=(O.T.M: R.M.)/Lwap RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D.LKDIb.Wldth+FIoor D.L.xTrlb.Wldth)x(S.W. Length)' /2 WALL WT= 14 psfx 11 ft= 154 Ibs RDL= 20 psf Trbw= 1.3 ft FDL= 24 psf Trow. 0 ft RES.MOM,,,,,,= 1441 Ibs LOAD= 0 Ibs. O.T.M.,m,,,,= 0 ft-Ibs UPLIFT,,,,,= -240.2 Ibs Governing Uplift RES.MOMmnd= 2171 Ibs LOAD= 0 Ibs. O.T.M.wd= 0 ft-Ibs UPLIFT,A,nd= -361.8 tbs -240 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX Diaphragm Length= 24 R Provide A35's or HI's 0 #04 inches O.C. V= #### ESI/FME Inc. STRUCTUR4L ENGINEERS Client: Protect Name: DEVIR RESIDENCE Plan #: 13 WALL(S) @ REAR (ICC ESR -2089) TOTAL S.W.1 S.W.2 S.W,3 S.W.4 S,W,5 S.W.6 0 WALL LENGTHS (ft)= 2.00 2.00 0.00 0.00 0.00 0.00 = L LOAD = 305.00 lbs / ft) ( 45.0 ft/2 + 7 ) _ 252 LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 ) _ LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 ) _ LOAD = 0.00 lbs / ft) ( 0.0 ft/2 + 0 ) _ TOTAL LOAD = 8998 lbs CAPACITY OF HARDY FRAMES = ( 2 ) x 4690 = 9380 lbs > 8998 L USE 2 HARDY FRAME MODEL: HFX 24x10 1 1/8 HS OF Ff. all) Z.u0 ft Plate eg t= LOAD = 4499 lbs. O. T. M. RESISTING MOMENT = 0,9x[6earing Wall Weight +Roof D.L.xTnb.Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)` /2 Roof D.L. I Roof Trlb.W I Floor D,L, Floor Trib.W S.W.Length SEISMIC r -Controlling FofcJ 20 I0 24 0 2.00 ^2/2 = UPLIFT=(OTM-RM)/L= 44988 - 252 / +1,56:; MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES= 32355 lbs. > 28631 lbs. Page: 614- Date: - 3/=26/+20211 3ob #: MO50 BRANDON (ICC ESR -2089) TOTAL 4.00 it 8998 lbs. 0 lbs. 0 lbs, 0 lbs. lbs O.K. 10.00 ft. 44988 ft -lbs 252 ft -lbs 28631 lbs. O.K. VERSION: ESI/FME Inc. STRUCTUPW ENGINEERS Project Name: DEVIR RESIDENCE SHEAR WALL LINE: Page: .1i 2. Date: 3/12/2021 Sob #: MOSO Client: BRANDON Plan #: - Elm 11,1,108 SEISMIC UPLIFT DEAD LOAD PARAMETER-a&0.149p=0.445 `/ WALL(S) @ FRONT FIRST FLR USE HARDY FRAME / FOR LOADS ONLY PLATE HT= 11 ft ___ (WALL 14,00 ft OPENING= o.0o ftWaIIIE= 4,00 ft) WALL2= 4,00 R WALL 3= 7,00 ft WALL4= 35.00 ft __-___ SEISMIC TOTAL WALL LENGTH= 50.00 ft LOAD =( 724 plf ( 24.0 ft/2+ 0 ) = 8688 lbs. LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 8688 Its / 50.00 R = 174 lbs/ft -WIND ______________ CORRECTED PER HfW RATIO(SOPWS-i8 Table4.3.4)= 192 Ibs/ft ______ Ibs/R 3060 Ibs. LOAD =( 0 ANCHORISTRAP? ANCHOR 0 ) = ------ LOAD =( 0 LOAD =( 255 plf ( 24.0 R / 2 + 0 ) = 3060 Ibs. LOAD =( 0 plf ( 0.0 R / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. L SHEAR = T, LOAD / L = 3060 Ibs / 50,00 R = 61 Ibs/ft ______ ___ _ ___ _________79777-57F 211 Ibs/ft WIND 61_ Ibs/ft GOVERNING FORCE _ $EIE MIG' V 181.7 ______ Ibs/R 3060 Ibs. LOAD =( 0 ANCHORISTRAP? ANCHOR 0 ) = 0 Ibs LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = ov.roRcE= SEISMIC 10 W/5/8" Dia.x 30" A.O.'S @ 48 "O/C 0 Ibs. UPLIFT: P = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x Lwa11 O.T.M.=Load x PIt.Height UPLIFT=(O.T.M: R.M.)/LwaI1 RESISTING MOMENT = 0 x [Bearing Wall Weight") +Roof D.L.xfrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 11 it= 154 its RDL= 20 psf rmw= 1.3 R FDL= 24 psf Trbw= 0 it RES.M0M,1smm= 641 Ibs LOAD= 695 Ibs. OTM.s,bmt== 7645 ft-Ibs UPLIFTsabmio- 1751 Ibs GovernngUplift RES.MOMWind= 965 lbs LOAD= 244.8 lbs. O.T.M'Wd= 2693 ft-Ibs UPLIFTWnd= 432 Ibs 1751 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K _ it 5 WALL(S) @ REAR FIRST FLR J PLATE HT= 11 ft (WALL14.00 it OPENING= _ o.0o ftWa111I= 4.00 R) WALL2= 8.50 tt WALL3= 11,00 R WALL 4= 22.00 ft SEISMIC TOTAL WALL LENGTH= 45.50 R LOAD =( 724 plf ( 24.0 ft/2+ 0 ) = 8688 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. , LOAD =( 0 pif ( 0.0 ft/ 2 + 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 8688 lbs / 45.50 It 191 Ibs/ft ; CORRECTED PER HAV RATIO(SDPWS48 Table,13.4 )= 211 Ibs/ft WIND LOAD =( 255 pif ( 24.0 ft / 2 + 0 ) = 3060 Ibs. LOAD =( 0 plf ( 0.0 it 12 + 0 ) = 0 Ibs LOAD =( 0 plf ( 0.0 ft/2+ 0 ) = 0 Ibs. LOAD =( 0 pif ( 0.0 ft/2+ 0 ) = 0 Ibs. T SHEAR = T. LOAD / L = 3060 lbs / 45.50 it 67 Ibs/ft - ., 67_ Ibs/R -.' GOVERNING FORCE = SEISMIu V= 210.7 --- Ibs/ft ANCHOR/STRAP? ANCHOR 'OV.FORCE= SEISMIC SO W/5/8" Dia.x 10" A.B.'S @ 44 "o/c pB44 UPLIFT: ji = 0.67 FOR WIND, 0.44 FOR SEISMIC LOAD= V x Lw,, O.T.M.=Load x Plt.Height UPLIFT=(O.T.M: R.M.)/Lwa:1 RESISTING MOMENT = p x [Bearing Wall Weight") +Roof D.L.xirib.Width+Floor D.L.xfrib.Width]x(S.W. Length)' /2 WALL WT= 14 psf x 11 ft= 154 Ibs RDL= 20 psf Trbw= 1.3 R FDL= 24 psf TrbW- 0 ft RES.MOM,n ,1,= 641 Ibs LOAD= 763.8 Ibs. O.T.M.yd,m,o- 8402 111 UPLIFT,,,,,= 1940 Ibs Govern ingUplift RES.MOMWind= 965 Ibs LOAD= 269 Ibs. O.TM.W�„d= 2959 ft -lbs UPLIFTMd= 498.6 lbs 1940 Ibs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 Ibs O.K Diaphragm Length= 50 R Provide A35's or H1'S @ 28 Inches O.C. V= 174 Of Page: 53 ESI / F M E Inc. Date: 3/12/2021 STRUCTURAL ENGINEERS Job #: M050 Client: BRANDON ARCHITECTU Project Name: DEVIR RESIDENCE SOILS REPORT BY: COAT GEOTECHNICAL ]OB NO: 600320-03 DATE: 8/13/2020 Plan #: - ALLOWABLE SOIL BEARING PRESSURE = 1500 PSf SOIL SITE CLASSIFICATION = D SLAB DESIGN: USE 5" THICK SLAB W/# 4 BARS @ 12 "O.C, @ MIDDLE EACH WAY, OVER 2 " SAND / OVER 16 MIL VAPOR RETARDER, OVER 2" SAND CONTINUOUS FOOTING DESIGN: Required Min. Foundation Width = ( 1452 ) / ( 1500 - EXTERIOR FOOTINGS: 1 -STORY FOOTING: USE 2 -STORY FOOTING: USE INTERIOR FOOTINGS. 1 -STORY FOOTING: USE 2 -STORY FOOTING: USE POINT LOAD CHECK: 12 in. wide x 24 in. deep with 15 in. wide x 24 in, deep with 12 in. wide x 24 in, deep with 15 in. wide x 24 in. deep with EXTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story) = 8500 lbs. Pmax ( 2 -Story) = 10625 lbs, INTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story ) = 8500 lbs. Pmax ( 2 -Story ) = 10625 lbs. 50 ) = 1 ft. 2-#5 bar T/B cont. 2-#5 bar T/B cont. 2-#5 bar T/B cont. 2-#5 bar T/B cont, I P lbs POST 4x min, QAS� D Wt. L Roof ; ( 36 ) ( 12 ) = 432 Of Wall ; ( 14 ) ( 18 ) = 252 plf Floor: ( 64 ) ( 12 ) = 768 pif Deck : ( 64 ) ( 0 ) = 0 Of TOTAL LOAD = 1452 plf Required Min. Foundation Width = ( 1452 ) / ( 1500 - EXTERIOR FOOTINGS: 1 -STORY FOOTING: USE 2 -STORY FOOTING: USE INTERIOR FOOTINGS. 1 -STORY FOOTING: USE 2 -STORY FOOTING: USE POINT LOAD CHECK: 12 in. wide x 24 in. deep with 15 in. wide x 24 in, deep with 12 in. wide x 24 in, deep with 15 in. wide x 24 in. deep with EXTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story) = 8500 lbs. Pmax ( 2 -Story) = 10625 lbs, INTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1 -Story ) = 8500 lbs. Pmax ( 2 -Story ) = 10625 lbs. 50 ) = 1 ft. 2-#5 bar T/B cont. 2-#5 bar T/B cont. 2-#5 bar T/B cont. 2-#5 bar T/B cont, I P lbs POST 4x min, QAS� D ESI/FME Inc. STRUCTURAL ENGINEERS Client: BRAND Project Name: DEVIR RESIDENCE Plan #: GUARDRAIL DESIGN OR PICKET H LAG BOLI SCREWS "S" INCHES Page: Date: 3/26/2021 Job #: M050 Tactual- 4200 Ibs.< 4320 ]be ........ OK. PROVIDE: #10 x 3.75" WOOD SCREWS @ 6" O.C. W/ 4" WIDE CONTINUOUS x 1/4" THK BASE PLATE SEE DETAIL XX/SD1 USE 4" WIDE CONTINUOUS BASE PLATE, #10 WOOD SCREWS @ 6" O.C. FOR 48" SEGMENT EACH SIDE HAS 8 WOOD SCREWS. CHECK WOOD SCREWS; S = 48 " O.C.; H - 3.5 FT. ; d = 2 in. P = 200 lbs. M = 200 x 42 6400 lbs -In T=C= M / d = 8400 / 2 = 4200 lbs. BOLT/SCREW DIAMETER= 0.19 In. LENGTH OF # 10 SCREW = 3.75 In. "A" PENETRATION FROM NDS,Table:L3, PAGE 167)= 2.5 in. (Lx2/3) "B" NO. OF BOLTS/SCREWS E/S= 8 "C" TOTAL WITHDRAWAL CAPACITY/Inch (Table:11.2B)= 135 lbs/Inch "D" Cd = 1.6 T(allow) = A X B x C x D= 4320 Ibs. Tactual- 4200 Ibs.< 4320 ]be ........ OK. PROVIDE: #10 x 3.75" WOOD SCREWS @ 6" O.C. W/ 4" WIDE CONTINUOUS x 1/4" THK BASE PLATE SEE DETAIL XX/SD1 ESI-FME Project Title: DEVIR RESIDENCE 5 5 STRUCTURAL ENGINEERS Engineer: Project ID: M050 Project Descr: DESCRIPTION: GB #1 -CODE REFERENCES_ _ Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-05 Material Properties fc 112- 3.0 lost Phi Values Flexure: 0.90 fr= fc " 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf 131 = 0.850 R Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi /(inch deflection) Load Combination ASCE 7-05 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups =29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation Printed: 26 MAR Cross Section & Reinforcing Details Rectangular Section, Width =15.0 in, Height = 24.0 In Span #1 Reinforcing.... 215 at 3.0 in from Top, from 0.0 to 23.0 it in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Moment: E = 45.0 k -ft, Location = 3.0 ft from left end of this span Moment : E = 45.0 k -ft Location = 20.0 ft from left end of this span 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 0.636: 1 Typical Section -38.559 k -ft 60.668 k -ft +1.20D+E 19.753 It Span # 1 245 at 3.0 in from Bottom, from 0.0 to 23.0 If in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Soil Pressure = 1.478 ksf at 23.00 It LdComb: E Only Allowable Soil Pressure = 1.50 ksf OK Shear Stirrup Requirements Entire Beam Span Length. Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced ffi -OA00 in Maximum Forces_ & Stresses for Load Combinations Load Combination- -- - --- Bending Stress Results j k -(t Segment Length San # Location (it)- _...___ _ -e P In Span Mu:_Max phi Mnx Stress Ratio - MAXimum Bending Envelope Span # 1 1 20.024 5.51 60.67 0.09 +1.40D Span # 1 1 22.729 -0.00 60.67 0.00 0.000 in 0.000 in 0.041 in -0.025 in ESI-FME Project Title: DEVIR RESIDENCE STRUCTURAL ENGINEERS Engineer: 59 Project ID: M050 Project Descr: Printed: 26 MAR 2021, 4:40PM Beam on Mastic FoundationF er g -s wat copynghl ENEidwguiiil (tCALC, IND j9�� -029 Sul"Id 127,p .31 DESCRIPTION: GB #1 Load Combination Conation (ft) _ BendingStress Results (k -ft) Segment Length Span # in Span Mu: Max phI•Mnx Stress Ratio Span #1 1 22.729 -0.00 60.67 0.00 +1.20D+E Vu Actual (k) Design Span # 1 1 20.024 5.51 60.67 0.09 +0.901) Phi'Vs (k) Spacing (in) Reqd Suggest Span # 1 1 22.729 -0.00 60.67 0.00 +0.90D+E -0.15 0.15 Span # 1 1 20.024 5.51 60.67 0.09 Overall Maximum Deflections - Unfactored Loads Not Reqd 0.00 - ad -- Com - _bination - - ----Span pan Lo Max. °=' DeFl Location in Span Load Combination Max. '+" Dell Location in Span _..-----_...---- --. Span 7 t 0.0410 23.000 Span 1 -0.0250 0.000 Detailed Shear Information 0.05 1.00 Load Combination Span Number - ---- Distance (ft) - --- 'd' (in) Vu Actual (k) Design Mu (k -ft) d'Vu/Mu Phi•Vc (k) Comment Phi'Vs (k) Spacing (in) Reqd Suggest +().9oD+E 1- 1 0.00- 21.00 -0.15 0.15 0.00 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 0.27 21.00 -0.54 0.54 0.05 1.00 26.91 Vu < PhIVc/2 NotRegd 0.00 0.00 +0.90D+E 1 0.54 21.00 -0.90 0.90 0.21 1.00 26.91 Vu < PhiVG2 Not Reqd 0.00 0.00 40.90D+E 1 0.81 21.00 -1.25 1.25 0.47 1.00 26.91 Vu<PhiVc/2 NotRegd 0.00 0.00 +0.90D+E 1 1.08 21.00 -1.58 1.58 0.82 1.00 26.91 Vu<PhIVd2 NotRegd 0.00 0.00 +0.90D+E 1 1.35 21.00 -1.89 1.89 1.26 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 1.62 21.00 -2.19 2.19 1.79 1.00 26.91 Vu < PhlVd2 NotReqd 0.00 0.00 +0.900+E 1 1.89 21.00 -2.46 2.46 2.39 1.00 26.91 Vu <PhIVd2 No(Reqd 0.00 0.00 +0.90D+E 1 2.16 21.00 -2.72 2.72 3.07 1.00 26.91 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.901)+E 1 2.44 21.00 -2.96 2.96 3.82 1.00 26.91 Vu<PhiVcl2 Not Reqd 0.00 0.00 +0.90D+E 1 2.71 21.00 -3.18 3.18 4.64 1.00 26.91 Vu <PhiVG2 Not Reqd 0.00 0.00 +0.900+E 1 2.96 21.00 3.38 3.38 5.51 1.00 26.91 Vu < PhiVG2 Not Reqd 0.00 0.00 +0.90D+E 1 3.25 21.00 -3.57 3.57 38.56 1.00 26.91 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 3.52 21.00 -3.74 3.74 37.58 1.00 26.91 Vu<PhiVG2 Not Reqd 0.00 0.00 40.900+E 1 3.79 21.00 -3.89 3.89 36.56 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 4.06 21.00 -4.02 4.02 35.49 1.00 26.91 Vu<PhiVcl2 Not Reqd 0.00 0.00 +0.900+E 1 4.33 21.00 4.14 4.14 34.39 1.00 26.91 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 4.60 21.00 -4.25 4.25 33.25 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 4.87 21.00 -4.35 4.35 32.09 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 5.14 21.00 -4.44 4.44 30.90 1.00 26.91 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 5.41 21.00 -4.51 4.51 29.69 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 40.90D+E 1 5.68 21.00 4.58 4.58 28.45 1.00 26.91 Vu < PhIVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 5.95 21.00 -4.64 4.64 27.20 1.00 26.91 Vu < PhiVG2 Not Reqd 0.00 0.00 +0.90D+E 1 6.22 21.00 4.69 4.69 25.93 1.00 26.91 Vu<PhiVc12 Not Reqd 0.00 0.00 40.90D+E 1 6.49 21.00 -4.73 4.73 24.65 1.00 26.91 Vu<PhIVd2 Nal Reqd 0.00 0.00 +0.90D+E 1 6.76 21.00 -4.77 4.77 23.36 1.00 26.91 Vu<PhIVG2 Not Reqd 0.00 0.00 +0.90D+E 1 7.04 21.00 -4.80 4.80 22.05 1.00 26.91 Vu<PhiVc/2 NolRegd 0.00 0.00 +0.90D+E 1 7.31 21.00 -4.82 4.82 20.74 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.900+E 1 7.58 21.00 4.85 4.85 19.42 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 7.85 21.00 4.86 4.86 18.10 1.00 26.91 Vu < PhIVG2 Not Reqd 0.00 0.00 +0.90D+E 1 8.12 21.00 4.88 4.88 16.77 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 8.39 21.00 4.89 4.89 15.44 1.00 26.91 Vu<PhlVc/2 Not Reqd 0.00 0.00 40.90D+E 1 8.66 21.00 4.90 4.90 14.10 1.00 26.91 Vu<PhiVc/2 NolRegd 0.00 0.00 +0.90D+E 1 8.93 21.00 -4.90 4.90 12.76 1.00 26.91 Vu <PhIVG2 Not Reqd 0.00 0.00 +0.90D+E 1 9.20 21.00 -4.91 4.91 11.42 1.00 26.91 Vu <PhIVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 9.47 21.00 -4.91 4.91 10.08 1.00 26.91 Vu < PhIVG2 Not Reqd 0.00 0.00 +0.90D+E 1 9.74 21.00 -4.92 4.92 8.74 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 10A1 21.00 -4.92 4.92 7.39 1.00 26.91 Vu<PhiVG2 Not Reqd 0.00 0.00 +0.90D+E 1 10.28 21.00 -4.92 4.92 6.05 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 10.55 21.00 -4.92 4.92 4.70 1.00 26.91 Vu <PhiVG2 Not Reqd 0.00 0.00 +0.90D+E 1 10.82 21.00 -4.92 4.92 3.36 1.00 26.91 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 11.09 21.00 -4.92 4.92 2.02 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 ESI-FME Project Title: DEVIR RESIDENCE STRUCTURAL ENGINEERS Engineer: Project ID: M050 Project Descr: 26 MAR 2021, 4:40PM DESCRIPTION: GEM Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phl'Vc Comment PhINs Spacing (In) Load Combination _ Number (it) (in) ) Actual Design g (k -ft) (k) (k) Reqd Suggest 4 90D+E 1 11.36 21.00 -4.92 4.92 _ _ 0.67 1.00 26.91 Vu < PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 11.64 21.00 4.92 4,92 0.67 1.00 26.91 Vu<PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 11.91 21.00 4,92 4.92 2.02 1.00 26.91 Vu <PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 12.18 21.00 4.92 4.92 3.36 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 12.45 21.00 4.92 4.92 4.71 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 12.72 21.00 4.92 4.92 6.05 1.00 26.91 Vu < PhIVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 12.99 21.00 -4.92 4.92 7.40 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.900+E 1 13.26 21.00 -4.91 4.91 8.74 1.00 26.91 Vu < PhlVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1353 21.00 -4.91 4.91 10.08 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 13.80 21.00 -4.90 4.90 11.42 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 14.07 21.00 4.90 4.90 12.76 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0,00 +090D+E 1 14.34 21,00 4.89 4.89 14.10 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.900+E 1 14.61 21.00 -4.88 4.86 15.44 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0,90D+E 1 14.88 21.00 -4.86 4.86 16.77 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 15.15 21.00 -4.85 4.85 18.10 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0,90D+E 1 15.42 21.00 4.82 4.82 19.42 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 15.69 21.00 4.80 4.80 20.74 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 15.96 21.00 -4.77 4.77 22.05 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 16.24 21.00 -4.73 4.73 23.36 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.900+E 1 16.51 21.00 -4.69 4.69 24.65 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 16.78 21.00 -4,64 4.64 25.93 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 17.05 21.00 4.58 4.58 27.20 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 17.32 21.00 4.51 4.51 28.45 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 17.59 21.00 -4,44 4.44 29.69 1.00 26.91 Vu < PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 17.86 21.00 -4.35 4.35 30.90 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 18.13 21.00 -4.25 4.25 32.09 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 18.40 21.00 -4,14 4.14 33.26 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 18.67 21.00 -4.02 4,02 34.39 1.00 26.91 Vu < PhiVd2 No[Reqd 0.00 0.00 +0.90D+E 1 18.94 21.00 -3.89 3.89 35.49 1.00 26.91 VU<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 19.21 21.00 -3.73 3.73 36.56 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 19.48 21.00 -3.57 3.57 37.58 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 19.75 21.00 -3.38 3.38 38.56 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 20.02 21.00 -3.18 3.18 5.51 1.00 26.91 Vu < PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 20.29 21.00 -2.96 2.96 4.64 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 20.56 21.00 -2.72 2.72 3.82 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 20.84 21.00 -2.46 2.46 3.07 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 21.11 21.00 -2.19 2.19 2.39 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 21.38 21.00 -1.89 1.89 1.79 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 21.65 21.00 -1.58 1.58 1.26 1.00 26.91 Vu<PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 21.92 21.00 -1.25 1.25 0.82 1.00 26.91 Vu<PhIVd2 Not Reqd 0.00 0.00 +0.90D+E 1 22.19 21.00 -0.90 0.90 0.47 1.00 26.91 Vu <PhiVd2 Not Reqd 0.00 0.00 +0.90D+E 1 22.46 21.00 -0.54 0.54 0.21 1.00 26.91 Vu<PhiVd2 NolRegd 0.00 0.00 +0.90D+E 1 22.73 21.00 -0.15 0.15 0.05 1.00 26.91 Vu<PhiVc/2 Not Reqd 0.00 0.00 ESI/FME Inc. STRUCTUR4L ENGINEERS Client: BRAN[ Project Name: DEVIR RESIDENCE Plan #: - DIAPHRAGM FORCES @ GARAGE W TRANSVERSE Page: Date: 5/20/2021 Sob #: MOD L = 45 ft W= 153 Ibs/ft D= 24 ft D= 24 ft Lines P = 3500 Ibs L, = 30 ft L2 = 15 ft Fina, = IWxL/(2xD)]+PxL,/(LxD)= 241 Ibs/ft L = 45 ft LOADS ARE MORE THAN 240 Ibs => BLOCKED DIAPHRAGM USE 15/32" THK. PANEL W/ 8d NAILS @ 6" 6" 12" O.C. UNBLOCKED CHORD FORCES, T=WL2/8d= 1614 Ibs (16d NAIL CAP. =141 x 1.6 = 225lbs) AT TOP PLATE BREAK & DRAG CONNECTION USE 8 16d NAILS LONGITUDINAL L = 21 ft W = 550 Ibs/ft D= 12 ft P= o Ibs D1= 0 ft D2 = 21 ft Finax = [WXD/(2xL)]+PxD,/(LxD)= 157 DZ D, Ibs/ft L = 45 ft LOADS ARE LESS THAN 180 Ibs => UNBLOCKED DIAPHRAGM USE 15/32" THK. PANEL W/ 8d NAILS @ 6" 6" 12" O.C. UNBLOCKED 24 ft IN CHORD FORCES, T=WD2/81= 471.4 Ibs (16d NAIL CAP. = 141 x 1.6 = 225lbs) AT TOP PLATE BREAK & DRAG CONNECTION USE 3 16d NAILS USEI'M IN`(6) 16d's RE,R TQPpLATE"SPLICE : m ESI/FME Inc. STRUCTURAL ENGINEERS Client: B Project Name: DEVIR RESIDENCE Plan #: CHECK CAPCACITY OF DRAG STRUT SW -13 TOTAL SHEAR =8998 LBS TOTAL WIDTH 24 FT SHEAR = 8998 / 24 = MAX. OPENING =19 FT MAX. SHEAR = 19x 375/ 2 = 374.92 LBS/FT 2625 LBS Page: Date; 5/21/2021 Job #: Moso CAPACITY OF ST6236 = 3845 LBS SEE DETAIL 7-1/SD1 & 12-1/SD1 DRAG STRUTS USED ARE O.K. Company June 14, 2021 111 ^'� Designer 3:07 PM K H Job Number M050 Checked By:_ nrven+.,CHEKW11�111 Model Name DEVIR RESIDENCE (Global) Model Settings Concrete Properties General Design Parameters Beam Rebar Parameters Slab Rebar Parameters Footin /Pile Can Rebar Parameters Footinci Geometry Soil Properties Version rage , Com 111RISAJobDesigner June 14, 2021 Number M050 3:07 PM �+NWSCHEKGQMP'ANI Model Name DEVIR RESIDENCE Checked By:_ romr Loads and Moments 1^-4 2 LL) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 2 '',R'SAany June 14, 2021 ner 3:07 PM Number M050 Job N'Das"g" Checked By:_ A NEME I SCHElt C0111',1111 Model Name DEVIR RESIDENCE Point Loads and Moments (Cat 2: LL) (Continued) Point Loads and Moments (Cat 3: EQ Line Loads and Moments (Cat I : DO Area Loads (Cat 1 : DL) Lab —Base Maorksfl Peak Maofksfl I AL—� .24 .24 Area Loads (Cat 2: LL) Label Base Mggrksfl Peak Maofksfl F- 7— 11= AL2 .4 .4 Design Cuts ---Label Design_Rule No Data to Fr—int... Load Combinations Label qO qA A RF r.nf P., r..f P., r'af r., rte+ c-, r., p- 1 � Service ely 1;Y sl 1.51 Q� 1 1 1 L.L. j I j HL I �1� - If 11.2 1 ILL 1 f.6 JHL I A .61 1 , L " i: I �� J, -1-1� � RISAFoundation Version 11.6,2 [PAF1IES-M\M050\SIab.fnd] Page 30� Company June 14, 1 11 Nu 3:07 PM RISA Jab ber M050 Chheck d By:_ �„EKIWFn„y Model Name DEVIR RESIDENCE Deslon Strips Envelope Soil Pressures RISAFoundation Version 11.0.2 [P:\FILES-M\M050\8lab.fnd] Page 4 (6 Company June 14, 2021 Designer Checks K H Job Number M050 Checked By:_ nNLNI TSQ„E„CONIPAIN Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) 61 Company June 14, t 111RISAJob Max LC Soil Pressurelksfl Allowable Bearin ks Desier 3:07 PM .47 1847 18 Number M050 Checked By:_ neen�es,I OR COMPANY Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 IP:\FILE8-M\M050\Slab.fnd1 Paoe 6 Label Max UC Max LC Soil Pressurelksfl Allowable Bearin ks 109 N109 .47 1847 18 111 I N111 .605 1 1,089 1.8 1 :12 x : N112.. 1 :135`=, .. 113 N113 .506 115 N115 .523 1 .941 1.8 116. „ ,922 ; 8= 117 N117 .624 1 1.122 1.8 1199` N119 .601 1 1.081 1.8 121 N121 .554 1 .998 1.8 1'22. N122 _. ' .`.546 ` ' .. 1`,. 123 N123 .544 1 .98 1.8 '124 .. N124 s:554. 125 N125 1 .58 1 1.045 1.8 126 ..N126., 5.79,;-. 1' 127 N127 .6 1 1.08 1.8 129 N129 .529 1 .951 1.8 131 N131 .574 1 1.033 1.8 132, N132 575. 14,035.. 1.8.. 133 N133 .598 1 1.077 1.8 134 11:34.:: 538 1 9681: ,. a. :'1,8 135 N135 .544 1 .979 1.8 - '772L,7L, 1 8 137 N137 .535 1 .962 1.8 N138. 139 N139 .515 1 .927 1.8 140,. 141 N141 .503 1 .906 1.8 142 N1A : 051" 143 N143 .54 1 .972 1.8 W1,8 145 N145 .541 1 .974 1.8 146, N1A6 .9 93= v, t. ,.1.8,z r 147 N147 .547 1 .984 1.8 N'148,= - 5W': ;. 1 149 N149 .465 1 .837 1.8 1 , : ,'; N150 = 50' :. 96, , 151 N151 .474 1 .854 1.8 1,'. 153 N153 .414 1 .746 1.8 N14: .1.4 . T :7. 6 155 N155 .418 1 .752 1.8 157 N157 .44 1 .792 1.8 158 7777ffitga77.:"":4kZ .. .,, 1... 804 xi1"8 , 159 N159 .445 1 .801 1.8 1.60' ' 180 .4.37 ' 1, 161 N161 .423 1 .761 1.8 182-N1624%, " .422 163 N163 .419 1 .754 1.8 164 4164 .:A4' 1 :791 165 N165 .451 1 .812 1.8 RISAFoundation Version 11.0.2 IP:\FILE8-M\M050\Slab.fnd1 Paoe 6 6a Envelope Soil Pressures (Continued) June 14, '''RIComipany Max LC Soil Pressuralksfl Allowable Bearing[ksfl Desner 3:07 PM 1 ' _ 82: SA Job Nu Number M050 Checked By:1 4NEMFTSgHNII OK11111 Model Name DEVIR RESIDENCE 1 Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 7 Label Max LIC Max LC Soil Pressuralksfl Allowable Bearing[ksfl 166 ' '--`=-' 356' 1 ' _ 82: 167 N167 .443 1 .797 1.8 .127 '- = �� 1 ` 7.68.: 169 N169 .429 1 .772 1.8 170` N 1.70 423. 171 N171 .421 1 .757 1.8 173 N173 .491 1 883 18 774_ _ `. N174 ., 69, 1 n8`44 ,> �;�?;:mm 175 1 N175 .518 1 .932 1.8 176_... N176 52b -1 E _ Jk$s= r_ 177 N177 .501 1 903 1.8 .495i' ,. 1 . 1791 N179 .454 1 .818 1.8 180 N�180 A58.E 1 824x. 1 8..,' 181 N181 .464 1 .834 1.8 1$2j '.N1"82 '.599 1 -, 1`.06.; 1..8. 183 N183 18 IN `° .612 .'607 ''. 1 1.. 1.102 1.8 _ . -1..0983 _ 185 N186 .584 1 1.051 1.8 r_ „ 187 N187 .72 1 1.296 1.8 `1 189 N 189 .689 1 1.241 1.8 N:190� 1 191 N191 .642 1 1.156 1,8 192 N102 691u... .� -. 1931 N193 .597 1 1.075 1.8 1,94,'. --"054, : ;x 821 77777F 1. 195 N195.597 1 1.074 1.8 197 N197 .498 1 .896 1.8 199 N199 .51 1 ,918 1.8 200 ', `N200 `' .543 7 .017,' + 1 8 201 N201 .534 1 .96 1.8 :55 �' 1' �.99=• "'1` 203 N203 .548 1 .986 1.8 205 N205 .531 1 .957 1.8 208, N206„ :445: 207 N207 .416 1 .749 1.8 208 2091 N209 .417 1 .75 1.8 :824_ 211 N211 .596 1 1.072 1.8 213 N213 .633 1 1.14 1.8 21.4 .,: N214 215 N215 .531 1 .955 1.8 216 N218 ' :524' -1' ''9d4 3 ' 1.& 217 N217 .504 1 .907 1.8 H21$..=N218. 7$8' 2191 N219 .744 1 1.339 1.8 320 �'N220� .6$4 - 1 1.23 8 ., 221 N221 .702 1 1.264 1.8 222 �, 222 :7:14,1 1:284'k1.8 . RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 7 tip Company June 14, 111RISAJob Deser Nn 3:07 PM ber : M050 Checked By:2021 hek dBy1 Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) _t p Company June 14,2021 Designer 3:07 PM Job Number M050 Checked By:_ A NOAU$GH[I( QUN1111, Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pressure ks Allowable eeari ks 280 :-N280' 'r 116 281 4 81.503 1 .906 1.8 282 082,= 283 N283 .522 1 gq 18 X8'4 '=r,N28d` ``.; -`.b67'. 1' 285 N286=.85 .568 1 1.023 1.8 ,_ : _ $` 287 N287 .584 1 1.051 _. - 1.8 . 289 N289 569 1 1.025 18 - 5A2 . ": _ ;,, 1. „ 9<76 = ' 291 N291 .506 1 .t. , .." . .'= '292 N282 -.512 "_ : 1 . .912 1.8 923`.x' X1.8 293 N293 .531 1 .956 1.8 294 :5277�` ` _ 1;. . 944,<' 295 N295 .415 1 747 1.8 298- '96.`'= 4'13:`..11 74d:-' „,. 297 N297 .415 1 .747 18 417.. 1` 299 N299 .483 1 869 18 400„ 301 N301 .463 1 834 1 8 1 841 1,.8 303 N303 .436 1 305 N305 .444 1 .799 1.8 3013 -N306 = d3# 1 781 ' ` 307 N307 .418 1 .753 1.8 308- IN30,8t 309 N309 .415 1 746 1.8 310, <N310. ' - :461, _ 311 N311 .464 1 835 1 8 313 N313 .476 1 858 18 314..' N314", 315 N315 .478 1 .86 r 1.8 316' N316 d63 71 8333;". 317 N317 .431 1 .776 1.8 318.. N31B' d39 1 : - 319 N319 .441 1 793 1 8 320 `'..' N-320,:'-:.. 321 N321 .429 1 773 1.8 323 N323 .427 1 768 1.8 N324 d4"s` 1 809. .- 325 N325 .451 1 .811 1.8 326 N326 ' 327 N327 .649 1 1 168 1 8 328 N328` _ '.6d1' .. 1 1. (5d ;'= 329 N329 .617 1 . 1.111 1.8 330: N330 1 8 331 N331 .615 1 1.108 1.8 33 333 1N'382,, N333 .593 1 1.068 1.8 334 = N334 : 535 • 1 _- 962 ,., 1= 8 335 N335 ''WAS .534 1 .961 1.8 336 5 r8 1 9'32 1' 8 .. , RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fndj Paoe 9 �1 Company Desner 111RISAJob Number M050 A NEIJE UGHEu COMPA r Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) June 14, 2021. 3:07 PM Checked By: RISAFoundation Version 11.0.2 rP-\FILES-M\M050\Blah fndt Paae 10 WRISACompany June 14, 2021 Designer 3:07 PM Job Number M050 Checked By:_ nee+.+Eisr.Hei<commAwv Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) 111RICompany SA DesigneJune � 2021 J 3:07 PM Job Number M050 Checked By:__ nrvernr. >1Encon,r.,wv Model Name : DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Pape 12 Label Max UC Max LC Soil Presrurelksfl Allowable Bearingk 451 N451 .506 1 .911 1.8 1 8 ' 453 N453 .487 1 .876 1.8 454 455 4563 N454 N455 F,N456 .461 :459 1 1. `. .829 1.8 457 N457 468'- ,.,,; .44911.8 4'32 • 459 N469 .43 N460 -. ` t' .428. 1 1 775 1 8 X771,.= 461 462. 463 464 N461 N462w•,=, i N463 N464 .472 474 3 .: .486 04",. 1 .' ... 1 .. 1 85 1.8 _ 854 875 18 e 465 N465 N4"6'` .5 '.484 ,;. 1 1 g 1.8 872 1.8 467 488 N467 .N46'8 ' '': .444 466 `- 1 1 ,8 1,8 ._ .821 1. $ 469 N469 .455 1 .818 1.8 470 ' .: - N470 '. 443 1 471 N471 :. 'N4,72 .425 1 .765 1.8 473 N473 .42 1 .757 1.8 N474 4`71: 475 N475 .471 1 .848 i 1.8 476 ' N476 477 N477 .652 1 1.173 1.8 98' z. u 479 N479 .645 1 1.162 1.8 480 .:•.635= -' -177 1.142` 481 N481 .681 1 1.226 1.8 482 .. >: N4$2:. � : 675 •r1 =` - 1.215., _ , _ 5 = 1 8�, <_ = a _ ,t: 483 N483 .658 1 1.185 1,8 4842" , .N484 599 , `• _ 1 n78,:Y 1.8. 485 486 N485 N48& .59 576 ' 1 1 1.063 1.8 1.037 487 N487 .635 1 1.143 1.8 488 14488 .627. 489 48A N489 =N490 <;_.. .654 ;536. 1 : `1 ,. 1.178 1.8 969 = 1 $ 491 492 < N491 ..^`'14492 '= .535 8:53 1 1 963 1.8 493 N493 .601 1 1.081 1.8 494 "., ''19494 495 N495 .616 1 1.108 1.8 496' 14496` ,' .583, 497 N497 .591 1 1.064 1.8 498. •:14.9$..'' .' 499 N499.606 14'5'00' _ 577 .. 1 1 .. 1.091 1.8 F1, 501 N501 .577 1 1.039 1.8 502: 14502 h 503 N503 .493 1 .688 1.8 504 N504` .481' 1 " - :867 " <1.8 505 5061 N505 FN506 .484 496 1 1 .871 1.8 .894 8` " 507 1 N507 1 .506 1 .911 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Pape 12 Company June 14, 021 PM RISA Job Designer ber M050 Che ke 2y: Checked By:_ A se,aersaiei,con,rnnv Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) sner 3:07 PM 111RISAJobCompany June 14, Number : M050 Checked By:'__ A NWUSCHFK n>n,i W.;y Model Name DEVIR RESIDENCE - Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 14 Label _ _ Max UC _ Max LC Soil Pressure ks Allowable Bearin ks 565 N56N56 65 Ir77 .538 1 .969 1 8 567 568". N567 . N588 .522 ..` `.478..=- e1X1.8. 1 .94 ;-, 1,8 z y _: ; 569 N569 57D E N6°70 __'.. 1 471 1 1 _ :47$ 1 847 18 y 86 = 571 N571 .5 1 .899 1.8 573 N573 .518 1 .933 1.8 575 N575 .441 1 .794 1.8 576:1 N576 = 437.>>.' _ 1- 577 N577 57.8.' .44 444 1 .792 1.8 579 N579 .459 1 .827 1.8 581 N581 .467 1 .84 1.8 582. N582 _ 466. T 839 s E n1 8 583 N583 .459 1 825 1.8 584 1`4584--f-4661, 585 586 N585 .456 1 1 ...979 .82 1.8 = 587 N587 .487 1 .877 1.8 588'.. 1 ' 848k 1.8 589 N589 .471 1 847 18 591 N591 .641 1 1.153 1.8 692°1.1 593 N593 .62 1 1.117 1.8 594 ,N594, ,:524:",, 595 N595 .529 1 .952 1.8 597 N597 .546 1 .983 1.8 599 N599 .56 1 1.009 1.8 BDO� N800 " :579s - 1; ].042=...."1.8 F . 601 N601 .6 1 1.08 1.8 602 ` ,, `_ `N602 '; 682 = ' 1 1.1.92: 603 N603 .692 1 1245 18 604 .: ; N6. 4 ';,. 704 • .. 1 1.267,`.1 605 N605 .671 1 1.208 1 8 60 607 N607 .528 1 .951 1.8 609 N609 .728 1 1.31 18 81 10- `=> 702 �.-. I. -1.z64' �. ;.1.8 611 N611 1 1 1.319 1.8 _.733 613 N613 .509 1 .915 1.8 615 N615 .533 1 .959 1.8 816. N616 1.058;:. 617 N617 .58 1 1.044 1.8 619 N619 .716 1 1.288 1.8 C"',,N(320 .698 - 621 N621 1 .734 1 1.32 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 14 -14 IfiRISA Company June 14, 2021 Designer 3:07 PM Job Number M050 Checked B aw[e.anseerr. cunvmnr Model Name DEVIR RESIDENCE Y— Envelope Soil Pressures (Continued) 111RISA Company June 14, 2021 Designer 3:07 PM Job Number M050 Checked B nrvcuen;ceeacnn,rawv Model Name DEAR RESIDENCE Y Envelope Soil Pressures (Continued) C7 111RISAJob ComNur June 14,2021 Number M050 3:07 PM ANEIAPrSl;,12µ C1)MrV1Y Model Name DEVIR RESIDENCE Checked By:_ Envelope Soil Pressures (Continued) 736' Label N736 Max UC 48 Max LC Soil Pressure ks All we Is Bearin ks 737 N737 1 N738 ° < .494 E 503.. 1 .889 906 •_ 1 8 1..8. _ 739 N739 .493 1 .888 18 741 N741 .444 1 .799 1,8 7A2,,' 742 743 744...` N743 '. i N74`4 .437 118 787 745 436' ` . , 1 • N745 444 1 8 746 747 ".N746 c N747 1 8 .436 "`' 785 748 :`. , N748 ' 444. , ::1 729 749 N749 456 1 751N751 N7504'53, . 7..2 .. N762 .442 1 796 753 N753 1 .476 755 N755 :837.' � _��' 756' "., N756 .468 463 1 T .843 1,8 757 N757 451 1 -833-,'1=.8 811 1.8 'e 759 N759 1 ',iN760=.' .437 .436 `. , ., 1 .787 1 8 781 N761 1 :766 . ;1 $ '76 -N762..: - .428 428 ' 1 _ 77 . , : 18 763 N763 1 - 771' ..8 4 ,.� 764 <N764 .42 411 9 ", .757 1 8 765 N765 412 766T,'``N766 - 422 .. 1 742 1.8 767 N767 .451 1 812 18 768 ' . "N7,68 . ,': ,444 9. 769 N769 .452 1 770 ; :-N770 .. ".:`- :4.22.• " 4 .814 771 N771 1 „°:,. .T6,': " 1$ 772': .-N772" .415 ' .747 °.744 1.8 773 N773 .413 1' .421 758 1 8 775 N775 1 .851: t _ 18 777 N777 .483 87 1.8 778. 444 N778 1 1 8 779 N779 1.79 7.80,.. 1-W7--8&' .439 :445 :" 9 1.8 781 N781 - 1 80 782 N7 $2 .423 .761 1 1.8 783 N783 1 .76 1 8 784 .418 .752 1.8 785 N785 9 786 N78`6: .425 .4`19 765 1.8 n. 787 N787 419 1 g , 788 ' . N788 425 1' .754 766` 1,8 N789 .435 1 782 1.8 A 790, :"N790. 44 .,- "• 1`' 791 N791 1 793:: 1.8 792 N792 , f .433 465 1 .78 1.8 838. ;2,1.-$ RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Pana 17x -� et 111RISA Company Designer June 14, 2021' Job Number ME3:07 PM Checked By:_ n NcraeTsr.�in: cuemnar Model Name DEVIVIR RESIDENCE Envelope Soil Pressures (Continued) g0 111R1JuneC�Des goer M 2021 J Job Number M050 Checkkee Ched By:_ n ne,ansceer, ronenrvr Model Name DEAR RESIDENCE Envelope Soil Pressures (Continued) 860 Lapel - N$50 Max UCMax :818 LC "'1 _,Soil Pressure ks Allowa la Bearin ks 851 N851 1 .93 ', "'1 853 - N852 .489 486 �,. 88 18 874 `' ., . 1 8 N853 .487 854.. . •: N86.4._ -: n ':492 1 1 877 1 g ;$85 =1 856 N856 S.... .509 857 .916 1.8 N857 .508 91 $68 N 503-:'.`. 1 ` : 1 8 ' . `: 859 N858 506 1 2860 ;' N860• „..: ...499..' 911 1 g 1,.., ' �,. %... _s1,� -.: 861 N861 1 .89�,>`, .:,� , .r.s 862.:533 .508 .; 914 1.8 1 959 :" 863 N863 .539 1 864 =K.. .969 1.8 1 8 865 N866 474 1 ..'°..,e 866 .: ` : 1866" ',fA 1 854 1.8 867 N867 467 1 84 868 =` N868 . ""-: 71 ." 1.8 869 N889 1 X870 ;:NX7`0 . .471 �, r `:483 '1 847 18 �F 871 N871 .463 1 833 '872 N872 '.472:,"" 1.8 873 N873 .484 1 1.8 874 MN � 491 .�. " 1 ..� .872 .889` � ��-18 = 875 N876 .482 1 868 1.8 877 N877 1 878 , - ':N878° ;:. .606 531 _ 1. .912 1.8 879 N879 541, 1=... _. 974 1.8 881 N881 ..779,",: 1 $' 882: • N882 ` : .437 :' :438 1 1 787 1.8 18 883 N883 435 1 .789.:' 884 •', `N884. _ :� 782 1 8 885 N885 .463 1 834 886 455 , ':. 1 1.8 y, ` ' 819 `•"_ `,., I° 8 { >a 887 N887 1 .... 888 889N889 N888' .459 .826 1,8 890:... '--N890 '; ... .463 .445 1 833 1.8 891 N891 N892 .441 ;443, , 1.8 797"; 18. 893 N893 .481 1 11 868 B94 .:�: N884...�: 485," .� 98 1.8 .. .872, 895 N895 .465 1 837 896: '. 1.8 897 N897 .433 1 1.8 898 N898 ,431 1' .779 899 N899 .4251 765 1.8 -900' N900 .428 : 1 7 901 N901 .4b 1 81 1.87 02,'' .. -: N902 ,'- - 903 ` N903 .46 829 1.8 904 .: : N964 :687 ." 1;.. . 905 N905 .717 1 1.2911.8 N906. 673, :'.. RISAFoundation Version 11.0.2 [PAFILES-MIM0501SIab.fnd] Paae 19 • ol• Company June 14, 2021• , Designer 3:07 PM 11IR Job Number M050 Checked By:__ A NEMCIUCeea C1111,m=r MOdel Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) Label Max UC Max LC Soil Pr sure ks I ow ble Bearin ks 907 N907 •648 1 1.167 1.8 .1. 1.46 :`4.8`..`•";; 909 N909 1 .847 1 1.524 1.8 :0 , 783 911 N911 .756 1 1.361 1.8 9.12 . -,<_ N912.._ > , ;608. ffe' a 1.08fi eta -T 913 N913 618 1 1.112 1.8 414 _, ,N91d. ,s.: ;575, =1 1;035 w , .- l 8' , ..._ , ,• k- 915 N915 .564 1 1.015 1.8 . �1 1 r 917 N917 .631 1 1.136 1.8 A.. 919 N919 492 1 885 18 520. � ` N920 :49.. .: a"_1 .. .68fi.;,., , „ ":'� .. .�_ 1.8�a..�._,�,�Y -'• 921 N921 .508 1 .914 1.8 X922:» =.N922"`,.� 98;,=.= ` 923 N923 .569 1 1.024 1.8 924 ��=.N924.`. "'- 61„'-. >1" 1A9 , .,_-M=18Z_, 925 N925 .547 1 .985 1.8 '926,777 26`" 559. 1 1:007" 18 927 N927 .521 1 .938 1.8 „Y e 929 N929 .54 1 .971 1.8 930. N930 ." 931 1 N931 532 1 957 1.8 1 ;r - .9L,. 933 N933 .512 1 922 1.8 <�51 935 N935 .504 1 .906 1.8 y .502 937 4937 .503 1 .906 1.8 N93$? ...%. 507 v1 8 _',. , 939N939 .506 1 91 1.8 940. ll94",0 "- 533, , 941 N941 .541 1 .974 1.8 -.649' 943 N943 .541 1 .973 1.8 944 945 N945 .524 1 .944 1.8 947 N947 .514 1 .925 tEl 948" •" ". '_N948 �•. " _ ``,:545. ;1 ..:581�=�, � ,_ � �� _:. � .� ,��1�8'`�,-� fir ..�;�' 949 N949 .544 1 979 1.8 N950 ' 552 .. 951 N961 1 .552 1 994 1.8 a , 953 N953 .56 1 1.008 1.8 9 4 • NJ54 . - ::586, . 1. _ tj 7 955 N955 .561 1 1.011 1.8 956• ra ��N9 6.� "" :b'S8 � �1.. _ � . 7�, �,= .,c ' x,-.�1.8'� , � �, 957 N957 .559 1 1.006 958 N958 -'54r', 959 N959 .569 1 1.025 1.8 960 ,960`. ,565 9 1:018` 1,8, 961 N961 .561 1 1.011 1.8 N862 .566 963 N963 .524 1 .944 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\SIab.fnd] Page 20 8 P. IIIRISA Company June 14, 2021 Designer 3:07 PM Job Number M050 Checked By:_ nuenn�s1;H0 COMPANr Model Name DEVIR RESIDENCE Enveloae Soil Pressures (Continued) Version 11 Envelope Soil Pressures (Continued) June 14, 2021 111RISAJob _ _ Max LC _ Soil Pres re ka Allowa 1 Barin ks DesiComgner 3:07 PMM 111021 Number M050 Checked By: ANLM, SCH6tCON01NV Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 22 Label Max UC _ _ _ Max LC _ Soil Pres re ka Allowa 1 Barin ks 1021 111021 .483 1 .87 1.8 :483: - 1 " ::869:• , ..... _ 1 8., _ .. Y _.. 1023 N1023 .485 1 .873 1.8 1025 N1025 .4991 898 1.8 1 1027 N1027 .495 1 .89 1,8 1029 N1029 .49 1 883 1.8 1»030 , .• * ,111030; :? ` 48$e <. 17 78 m x � ..k ,3 � 1031 111031 .486 1 .874 1.8 1033 N1033 .492 1 886 1.8 1034 < = 111034%, 492 - 1 �., 1035 111035 .495 1 .891 1.8 1037 N1037 .484 1 .871 1.8 1039 N1039 .49 1 .883 1.8 505 _ 1041 111041 .518 1 .932 1.8 1,042 1043 N1043 .494 1 .888 1.8 - 1045 N1045 .487 1 .876 1.8-s 9046 111046. �' :489. '=1 ;$8, 1.,$ .. 1047 N1047 .491 1 .884 1.8 1048 1048 :':488... 1049 N1049 .489 1 .88 1.8 1051 N1051 .497 1 894 1.8 1052 - 111052::.,< 493.• .. 1.:; $8.$ct 1053 N1053 .724 1 1.303 1.8 1054 1055 N1055 .654 1 1.178 1.8 1057N1057 .627 1 1.129 1.8 1058, 111.058 ' 614. 1 1.1%05: 1059 N1059 .599 1 1.078 1.8 1061 N1061 .524 1 .943 1.8 1 , .., . 92E3= 1.8 :.... , ". 1063 111063 .599 1 1.079 1.8 1064..-_N1D64.= `_ v 1065 111065 1 .633 1 1.139 1.8 106E ' N1066 .536 1.8. r-, 1067 111067 .543 1 , .. 977 1.8 , '::571 '. '; 1 _ 5027. , , 1$ z . 1069 N1069 .561 1 1.009 1.8 1,070 N1D70 ElE, 1:216: .. .:. U.. , .. t1,$< 1071 N1071 .695 1 1.251 1.8 1073 N1073 .726 1 1.307 1.8 1074111074' 567 1 021``; 1075 N1075 .555i ,999 1.8 1076 a'N1076' .- 541 1 7 93 :: - '31..8, 1077 N1077 .493 11 , . ._ .887 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 22 Enveiwe Soil Pressures (Continued) Company June 14, 2021 IIIRISA Desi ner 9 3:07 PM Job Number M050 Checked B Y_ Model Name DEVIR RESIDENCE Enveiwe Soil Pressures (Continued) !� c Envelope Soil Pressures (Continued) Company June 14, 2021 111RISA Max LC Soil Pressurefliso Allowabl Bearin ks Designer 3:07 PM .555 1 Job Number M050 Checked By: nNemnsuFrcn anm„„r Model Name DEVIR RESIDENCE ., - Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\SIab.fnd] Paae 24 Label Max UC Max LC Soil Pressurefliso Allowabl Bearin ks 1135N1135 .555 1 ,999 18 r:N11136 ., - 1137 N1137 .509 1 .916 1,g 1'138, - ` N1138 :511. 1" :8 ..1 8 .. 1139 N1139 .52 1 .935 1.8 11A0�: N114= 1141 N1141 .561 1 1.009 1.8 1142 `• 411-43 1143 N1143 .567 1 1.021 1.8 114.4.. ` -N1144 62< 1 r , 1..012= 18 1 1145 N1145 .565 1 1.018 1.8 114• .: Al 575':x_'-'- 1147 N1147 .574 1 1.034 1.8 1149 N1149 .508 1 .915 1.8 1150 N1.15 514,- 3 u >, .. .` - ._- 1151 N1151 .513 1 923 1 8 1152 ' = ;. N1152' " .. .506. 1153 N1153 .498 1 .896 1.8 1154 N1154 -� 49 �1 �.89.i�1 18 1155 N1155 .498 1 .896 1.8 1156 - NA156 ` . .496.; 1 '' 1157 N1157 .513 1 .924 1.8 1.58 N11,58`" _ .'523 4L941` 1159 N1159 ,513 1 923 18 913,'1=1 $." 1161 N1161 .515 1 .. .926 1.8 1:162 ' . ;•N1162 . ': 504_. , : ; 1_. . X1.8. 1163 N1163 5 1 .899 1.8 '1164 ,'. !N11fi4'•'. „496 - _ 1 - :893. t #- 1 1 8. i `= 1165 N1165 .501 1 ,901 1.8 1167 N1167 .492 1 .885 1.8 1168, N1168.= " ,4'82: 1169 N1169 .489 1 881 18 'N1170 " 1171 N1171 .496 1 1.8 9172 •` ',.N1172.` 5 1 .893 _ ,9 .;} �=_ :. _ 1173 N1173 .498 1 �4_`L81 .,. .897 1.8 11.y4.. " N1174 881r i :_; ]gra 1175 N1175 .49 1 .882 1.8 1176 ..:N =176 49 1 $$1".? ' 1,8 1177 N1177 ,488 1 , 1.8 1-178 "I• N11,78= :5-A`_ 1 ,878 971 =• , 1 8 - 1179 N1179 .525 1 944 1 g -A- 1181 N1181 534 1 961 1 8 1182- 1183 ' N1183 .49 1 .881 1.8 1184 :. N1184 494 ` 1 889.<-. 1185 N1185 .495 1 ,892 1 8 11'86 - N1186 , • ' 493 1 1187 N1187 .497 1 .894 1.8 1`188 N118$l896-- 1189 `',; N1189 .507 1 1'190 riN1190- 51 T'' 931..,.,- 1191 N1191 .509 1 .917 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\SIab.fnd] Paae 24 Envelope Soil Pressures (Continued) RISAFoundation Version 11 June 2021 111RICompany Designer 3:07 PM �./^ Job Number M050 J Checked By:_ ANEMLt 110WI<CommInr Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11 8 \. Com r gnember June 202b '',RIS M x LC Soil Pressurerksfl Allowable Bearingfk, w Desib , 3:07 PM .506 1 91 1.8 H JoNuM060 Checked By:__ A HEMOSCI,E gpp,,.ANI Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\S1ab.fnd] Pew 26 Label Max LIC M x LC Soil Pressurerksfl Allowable Bearingfk, 1249 N1249 .506 1 91 1.8 o4 .' 1251 N1251 N1252 .575 598 ' " 1 1.035 1.8 _ 1E -7-F-7.. _ 1.D7fi- „ _• 1 8 . =.. 1253 1254 N1253 " N1254 .551 :564 1 .991 1.8 1255 N1255 .565 1 1.017 1.8 1257 N1257 135$ :: N1258 :,..- 616 1 1.11 18 1259 N1259 1260 -' ` N 1280 .552 65-417 1 993 1.8 1261 1282 ` N1261 �-t,N1282�': .624 . •.;623- 1 1.124 1.8 .' 1 1.12'11 ._�1se , ,_. 1263 1164 77N1264.- N1263 .529 : 0 : ..:529 .-; .- 1 .952 1.8 - ' 1, . 962 g. ..�r ', . a , .. 1$- 1,2651N 1266:• 265 ', _- N12667 is .534 494 - '- 1 1 . ,961 1.8 889` 1267 128 ""' N1267 N1268: .498 :539" 1 1 896 18 OF 1269 N1269 .537 1 966 1.8 1271 272 F2-'1'2- N1271 'i,N1271` ^' .606 58.'.,::' 1 1.09 18 .1' . 1.045': "im 1273 1273 N1273 .5 1 .899 918''` ,,1275 N1275 1276`<`N1276", .489 `:4231277 1 .879 N1277 .425 1 .764 1279 N1279 .436 1 .785 772 1281 N1281 .431 1 775 1.8 1282 N1282. :. .41.6';-.•X1.8 > i 1283 N1283 .42 1 .756 1.8 ---1-644 1285 -1- 5 .435 1 ,784 1,8 1287 N1287 1288 416 1 75 1.8 ME - 1 289 1, 1290. N1289 ;; . ,2's0'; .456 4'b4 ., 1 .8218 1 817 '; 1291 N1291 .465 1 .837 1.8 1293 N1293 .471 1 847 18 1294 '= z N1294 "' _ .::474'^ ,' ^ 1 8b3"4= 1295 1298°f N1295 IN ..' S.: .477 575 ' ' 1 1 ... .859 1.8 1,036 1297 N1297 .557 1 1.002 1.8 1198 '. . N1298 -` ' :565 .: ;1 t 1.012; .8 1299 N1299 .674 1 1.213 1.8 130"G N1300 1 .1. 68a-. '• - 1.8. ,•. �.. .�, 1301 N1301 .661 1 1.19 1.8 1302" N13'02,, • 1303 N1303 .556 1 1 1.8 13041 '>' N1304' _ ,639' 113051 N1305 .668 1 1.202 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\S1ab.fnd] Pew 26 Company June 14. 111RISAJobDes ner N 3:07 PM Number M050 Checked By:1 r,nuuEiscaer coi:unyY Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) 81 Envelope Soil Pressures (Continued) Company June 2021• 111RISA Soil Pre sure k Allowa le Be rin ks Designer 3:07 PM 53 1 954 18 Job Number M050 Checked By:_ nue:.s.11"I. a,v.,n, Model Name DEVIR RESIDENCE �. Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [PAFILES-M\M050\SIab.fnd] Paae 28 Label M x UC M x LC Soil Pre sure k Allowa le Be rin ks 1363 N1363 53 1 954 18 1364 u, i N1364 '; 601: �. 1365 N1365 .599 1� 1.079 1.8 1367 N1367 .518 1 ,932 v 18 N1`368' > ' 644-.: 1369 N1369 .538 1 969 18 1970.-�, E 13 938 . 1371 N1371 .42 1 1.372 - -='N1:3 -2 .'. ,42S- 423 1373 1373 N1373 421 1 .757 1.8 453` 1375 N1375 -, .457 1 .822 18 1376 .,.. 816 472 1377 N1377 .432 1 ,777 18 1378 1378 1379 N1379 .4251 1,8 1380.'-N1380 413 1 .8 747663. e1 1381 N1381 .413 1 .744 1.8 13`82' -' N1382$9, 1383 N1383 .489 1 ,88 18 1984 M,384- 453 ' . 1- - 515 - 1.8 1385 N1385 .45 1 _ .81 1.8 1386 M13'66 -.A61 8 1387 N1387 .438 1 ,789 18 13$8. 1389 N1389 .428 1 77 18 1391 N1391 .419 1� .754 1.8 1,392 1\11392. 475 - 1 8.54.` 1393 N1393 .473 1 .851 1.8 .603E 1395 N1395 .613 1 1.103 18 36'' 1397 N1397 .572 1 103 18 1398 1-98 ? .678:, 71'' 1.041`: 1399 N1399 .601 1 1.081 1.8 1400'... tN1400 ' 1401 N1401 .503 1 905 1.8 1402.. 'N'1402 634 1403 N1403 .625 1 1.125 18 1404m 1405 N1 405 .57 1 1.026 1.8 14 06 4 t; 1407 N 1407 .667 1 1.2 1.8 1408 N140811 1409 N1409 .519 1 935 18 110 0 .528 1411 IN 411 .437 1 .786 1.8 N1 42,' 445. - 1 , 801` 1413 N1413 .442 1 1414.. ,N1.414 '. .437787n= .7951.8 1.& 1415 N1415 435 1 1.8 1416 , : N1418� 431 1 .782 775 : 1.8. 1417 N1411 .688 1 1.238 1.8 141'8 'N1418 .711 1419 N1419 .726 1 1.306 1.8 RISAFoundation Version 11.0.2 [PAFILES-M\M050\SIab.fnd] Paae 28 hiRISA Company June 14, 2021 Designer 3:07 PM Job Number M050 Checked By:_ A NeMUMH(A COMPANY Model Name DEAR RESIDENCE Envelope Soil Pressures (Continued) c� 1 Company June 14, 202U' Desner 3:07 PM 111RISAJob Number M050 Checked By:__ A NUMUSUIIEx Conmvuv Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) 1z Envelope Soil Pressures (Continued) Company June 14, 2021 111,RISA Soil Pressure ks Allowable Bearin ks Designer 3:07 PM 514' 1 .. Job Number M050 Checked By: Model Name DEVIR RESIDENCE 1535 Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fndl Paae 31 Label Max UC Max LC Soil Pressure ks Allowable Bearin ks 514' 1 .. 926 1535 N1535 .502 1 .904 1.8 1536N-1 " .494 1537 N1537 .534 1 .962 1.8 15311. ' X1153& ;: .542 18 1539 N1539 .522 1 .939 1 8 N1640. `. 55 : 1 " � .99" 1541 N1541526 1..948 1 8 1542. = N1642' .. 482f 1543 N1543 .487 1 876 1.8 1544 ' : : N1644 `. 1545 N1545 .462 1 r .831 1.8 1546 : ' ' N1546 1547 N1547 .487 1 877 1.8 -'888,' 1549 N1549 .501 1 .902 1.8 155b N1:55ti - 4;75 _ 1551 N1551 .486 1 875 1 8 21- 1553 N1553 .505 1 .91 1.554 " ° `;;r 11554 47Z" `' " "1 . ," $59' r v_ 1555 N1555 .482 1 .867 1.8 1'666,' N1556- :519 1557 N1557 .508 1 914 1,8 165& NT568 °,4481 807`°1.8 1559 N1559 .453 1 .815 , 1.8 1560 N1560- ' .449` 1" 809 •- 48. 1561 N1561 .474 1 854 1.8 1562 : -.'N1562 473 A13- 1563 1563 N1563 .453 1 .816 1.8 1564. N1Bi64 ,' 447 `' ' 1, '. $04 .... ` s, 1 8 ,', Y t 1565 N1565 .456 1 .821 1.8 1566 N1566 , 1567 N1567 .47 1 .845 1.8 1568' ' , ?N`1568 . k •:589 ' : 1 1.55 ` `' 8 1569 N1569 591 1 ,_'` . 1.063 _"1 1.8 1570'N1570 624 :1 9.122 1571 N1571 .571 1 1 028 1.8 15731 N1573 .536 1 .966 1.8 1674. 'N1574 622 1 1575 N1575 .645 1 1.16 1.8 1576I IN4576 818 1 15771 N1577 .671 1 1.208 1.8 1678' N1578 ,636`I, 1579 N1579 .509 1 .916 1.8 597 1581 N1581 .714 1 1.286 1.8 15$2 . - N1"582 - .723 9 ,`1:301`• 9.8 " 1583 N1583 .746 1 1.343 1.8 1584 N1584 .53 1 954 1585 N1585 .557 1 1.003 1.8 1586 N1586 .56 ' 1587 N1587 .654 1 1.177 1.8 1588" N15'88 65$: = 1 1.184 1589 N1589 .736 1 1.325 1.8 :NI -590 74 9' 1,333 ?1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fndl Paae 31 rt 111RISA Company June 14, 202b Designer 3:07 PM Job Number M050 Checked By:__ AWUJnbCHEACO PAI„ Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) 1591 Label N1591 Max C Max LC Soil PLessurellisfl Allowable B arin k 1 92 :: N h592� .439 " 44: 1 ...1 ,79 1 g �. 793»,` 1 8 1593 N1593 .435 1 _ .782 1,8 1534 '431 n 1595 N1595 .434 1 78 1.8 1596` N1596' .' 427-- 27 1597 1597 N1597 .485 1 .873 1.8 1.598 77`N1538.' 1599 N1599 .424 1 .764 1600 ' :1600 , ., 422 1< 1601 N1601 .457 1 823 1 8 1603 N1603 .469 1 .844 1.8 1604 1605 N1605 .431 1 .775 1,8 1,6G6,' -N%M :` 486- 1607 N1607 '� .483 1 .869 1.8 1608. N1608 - 1609 N1609 ` .551 1 .991 1.8> 1'610 � i N1610 � .544 1 � 978' �- . '=' 1.8 � 1611 N1611 .539 1 97 t8 1,61.2.. '`N1.1512 :^ 1613 N1613 .554 1 997 1.8 1,614 N161.4 1615 N1615 476 1 .856 1.8 1616 = N16116 :48. 1617 N1617 .531 1 955 1.8 x 1619 N1619 _NT62V, .537 1 .966 1.8 1620.' "= 5815" 1621 N1621 .545 1 981 1.8 1622 _�;N1.622, ' .556=- 1623 N1623 .562 1 1 012 1.8 N,1;624:'1:024 1625 N1625 .5591 1.007 1.8 1626''N1826 _ 607 1 z 1 A82�3. 1 8 1627 N1627 .587 1 1.., ._ 1.056 1.8 11528, N1628': 3 .594 1' 1.068: 1.8 •, 1629 N1629 .614 1 _,- . 1.106 1.8 x.1630 1631 N1631 .689 1 1.24 1.8 11532 --, N1632 ;- ; . '. ".7 1 1.259 1633 N1633 ,543 1 ,977 1,8 163.4 1635 N1635 .559 1 1.006 1.8 16361 : ,N`1638, -558 1 - 995. 1637 N1637 .495 1 1.8 1638 N1638' .507` - 1 .89 ;912''' 1.8... _-: 1639 N1639 .5 1 901 18 1640` "' sN1640= 508 ', 1 915:x' a ? 1.8' .; 1641 N1641 .517 1 .93 1.8 642 Ni642,. 534 -,' 1 :961 `3 fib 1643 N1643 .541 1 .974 1.8 %1644 ' N1644 :565 .. 1_ 1':01 &77777W7= 1645 N1645 .506 1 911 1.8 1646 N1646 .496 1 ,8921;8 1647 N1647 .496 1 .894 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\S1ab.fnd] Pace 32 1y 111RISADes"'ner CompanyJune 14, 2021 Che PM ke Job Number DEVIMo5o Checked B neEraei sctin; rcnr�arw Model Name DEVIR RESIDENCE Y'— _Envelope Soil Pressures (Continued) �S 111RISA Company June 14. 2021' Designer 3:07 PM Job Number M05o Checked By:__ no-i�unsciicxcOM"ANr Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) U Envelope Soil Pressures (Continued) Label June 2021 Max LC Soil Pressure ks Allowable BearnIrksA A' DesiComgner 3:07 PM M ,�'�^ J/y Job Number M050 Checked B Y`- A N@APMHEK GOMIAMV Model Name DEVIR RESIDENCE .435 Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 35 Label Max LIC Max LC Soil Pressure ks Allowable BearnIrksA 1763 N1763 .435 1 783 1.8 1764", 11764 431 1 7761 1,8- 1765 N1765 .455 1 .82 1.8 1767 N1767 .449 1 .807 1.8 1768. N4768 ` " .469. 1769 N1769 .469 1 .844 1.8 1771 N1771 .449 1 .807 1.8 11,7112L''11772, 45 ' 1 :81'°1 7- 1773 N1773 .45 1 .81 1.8 1774 1177.4,1-1 462 1-' :831.` 1.8 �; 1775 N1775 ` .425 1 .765 1.8 1775 `? N I77fi : 'r - : 129.'s. ` 1 ` .`- ' 1777 1777 N1777 .474 1 .853 1.8 1778 .-- - ;' 191778 _ Y 1779 N1779 ,611 1 1.1 1.8 1780 ' " ,11'780: -:554 17811 N1781.627 1 1.128 1.8 1783 N1783 .676 1 1.218 1.8 1785 N1785 .531 1 .955 1.8 1786 NWW- -',522'-, 1` 1787 N1787 .75 11.351 1.8 1788 A-1 7W,' .784 .. 1. ,. 1789 N1789 .528 1 .951 1.8 1,799.... N1790= :537: `' 1 966 `_ . `1 $ 17911 N1791 .514 1 .925 1.8 1x91 rN1.792.` '-• .641 1793 N1793 .662 1 1.191 1.8 1794. N1795 .495 11.8 89197 �1795 N1797 .526 1 .946 1.8 N1798 523 N1799 .499 1 .899 1.8 L1798 N1801 .498 1 .897 1.8 . '`xJN1802. .. 1803 N1803 1 .921 1.8 1805 N1805 .547 1 984 1.8 1805 ._ f' N1806 1807 -113-0611 N1807 .53 1 954 1.8 11808 507 .. 1809 N1809 .505 1 .909 1.8 1`810 N1810 .511 " 1811 N1811 .559 1 1.007 1.8 1812 1812 .555 1813 N1813 .566 1 1.019 1.8 N1,814,;52`1 :. 1815 11815 .556 1 1.002 1.8 181"6` 1181'6 591- `. 1978`' '.; ;. 1817 N1817 .536 1 .965 1.8 1818 N181`8' .507 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 35 111RISA Designer June 2021 3:07 PM Job Number M050 Checked By: n ucmewcusiu:onvnev Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Paqe 36 Label Max UC Max LC Soil Pressurelksfl Allowiable Bearin ks 1819 N1819 .508 1 .914 1.8 1.820 N1.& 0; 516 1 :928= 1821 1822' N1821 `"; N1'$22', .519 516 ,, `::; 1 1 .935 1.8 " 1823 N1823 .509 1 .916 1.8 1825 N1825 .532 1 957 18 18271 188 N1827 N1'828 ` .541 ,5'1`3' 1 .973 1.8 ;,,.. 1829 N1829 .523 1 .942 1.8 1$30 ::.`: N1.$`30 °:495 _.,"• ` „ _ , ,,.8�1:.'_ _ _, .', r �8x�`t_ =.mss 1831 1\11831 " :: .499 '._ '�� 1 .898 1.8 � ; . ' _ •.8923 ... s.-,� �1 8 � 2 1833 N1833 .554 1 .996 1.8 1,834 '83a'-:576 1835 N1835 .579 1 1.042 1.8 1837 N1837 .554 1 .997 1,8 1839 N1839 .515 1 .926 1.8 1840 ', t`N9840 - ..8 . 18411 1842 N1841 N2' .501 1 .902 1.8 „-. 1843 N1843 .586 9844 ,._�_ N1844; .� ._ ..:a�04 1845 N1845 .537 18"d8N18467 7:521'7 1 1.055 1.8 �` 1_ .96 � , . � � . �...8 .��:;�. `�• 1 .966 1.8 1847 N1847 .519 1 .934 1.8 1849 N1849 .605 1 1.09 1.8 1851 N1851 502 1 903 1.8 1853 N1853 .544 1 .98 1.8 1954 864 1855 N1855 .517 1 931 1.8 7879�'�r sIOA 1857 N1857 .488 1 .878 1.8 °:485 1859 1:9$0_.. N1859 ,N1860":: .493 -.-' A8,, 1 .888 1.8 1861 N1861 .501 1 902 1.8 1863 1864..; N1863 N1864 .489 1 .88 1.8 »� 1865 N1865 .497 1 .895 1.8 =1 ` 1867 1868',"'40 N1867 888 .496 1 .893 1.8 1869 N1869 .494 1 .889 1.8 .51"1"a . ... -`= 1871 N1871 .504 1 ,907 1.8 1873 N1873 4-86 .486 1 875 1.8 1$74 ;N1874 ' .49 1- ";882 ` 1.8 .. , : �_•� 1875 N1875 .489 1 .88 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Paqe 36 18 Company June 14, 2021 111'RISA Designer 3:07 PM Job Number M050 Checked By:_ Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\SIab.fnd] Page 37 rlI Company June 14, 2021r ''R'1SAJob Designer Checks Number M050 Checked By:__ nuu.,cna:aieu conu•nHv Model Name DEVIR RESIDENCE Envelope Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 38 Label Max UC Max LC Soil Pressure ksfl Allo able Begring[ksfl 1933 N1933 .551 1 991 1.8 1 9773 _ 1935 N1935 .524 1 .942 1.8 1§96`: ''- N1936� � ' 533. r 1 ' r, .96'��,,,. ��`•„1�8`'�'�_�.�:� 1937 N1937 .57 1 1.025 1.8 1938. --.;;;- .N498 : i 573 .' .w .' 1 .. N1939 .572 1 1.029 1.8 191939 " 40 N19A0 `` 565' -. 1941 N1941 .565 1 1.017 1.8 f94fi€=- N1842�. X73 - :.,.. 1 ; 1943 N1943 .569 1 1.025 18 1944. .` N 1944` s. 1945 N1945 .499 1 .899 1.8 1947 N1947 .495 1 .89 1.8 1948'.. '' N1`9.4$ '. 494 ` '' 1 s x.... 1949 N1949 ,497 1 -- .894 1.8 1,960 1951 N1950, = _ N1951 -:312 - .505 1 ; 1 - ,9`21•= - ,. 4 .,.. � 8 .909 1.8 1953 N1953 .502 1 .904 1.8 1955 N1955 .501 1 .902 1.8 1966...7A N1956;�' 1957 N1957 .491 1 .883 1.8 1959 N1959 .488 1 .878 1.8 1`960 N1960. 502 1961 N1961 .499 1 .898 1.8 1962 --..N1962' 487. 1963 N1963 .487 1 .877 1.8 1965 N1965 .542 1 .975 1.8 1967 N1967 .494 1 888 1.8 1968' N1968 1969 N1969 .5 1 .9 1.8 19;76a' 1971 .'. N197D- _,i02.. .n N1971 .504 1 Z 103 .908 1.8 1971, ,.N1972:: 1973 N1973 512 1 .502 1 .903 1.8 1975 N1975 .531 1 957 1.8 1977 N1977 .573 1 1.032 1.8 1978 N1978 556' 1 1979 N1979 .52 1 .937 1.8 627 ' - j,,'- 1981 1981 N1981 .815 1 1.467 1.8 1$82r `..=N1982' 807' 1983 N1983 .79 1 1.422 1.8 1984 . `,::=N1984 723. 1 1.302 1,8 1985 N1985 .723 1 1.302 1.8 1986 N1986 713 1 ..284- 1.284-- 1987 1987 N1987 .502 1 .903 1.8 1988 - 'N1988 613 1 924'• 1989 N1989 .525 1 945 1.8 RISAFoundation Version 11.0.2 [P:\FILES-M\M050\Slab.fnd] Page 38 [ do r MRISA Company June 2021 Designer 3:07 PM Job Number M050 Checked By: A NEMS$ S UHM COMPANY Model Name DEVIR RESIDENCE Envelone Soil Pressures (Continued) RISAFoundation Version 11.0.2 [P:\FILES-M\M050\SIab.fnd] Page 39 I ESI/FME Inc. STRUCTURAL ENGINEERS Client: BRANC Project Name: DEVIR RESIDENCE Plan #: - GUARDRAIL DESIGN P _I C)!_ Date; NEWEL PO Job #; M050 OR PICKET H LAG BOLTS/ SCREWS @ "S" INCHES O.C. E -T,C USE 5" SO BASE PLATE CHECK LAG BOLTS: So 48 " O.C.; H = 3.5 FT. ; d = 4 In. P = 200 lbs. M = 200 x 42 8400 Ibs-In T=C= M l d= 8400 I 4 = 2100 Ibs. BOLT/SCREW DIAMETER= LENGTH OF LAG SCREW = "A" PENETRATION (NDS /APPENDIX 1-2)z "B" NO. OF BOLTSISCREWS EIS - "C" Capacity per Inch of penetration (NDS Tablell.2a)= "D" Cd = T(allow) = Ax B x C X D= 2227 lbs. 318"= 0.375 In. 4 in. 2.281 in. 2 305 [be. 1.6 T actual = 2100 Ibs.< 2227 Ins ........ OK. PROVIDE: (4) 3/8" (D x 4" LAG SCREWS W/ 5" x 5 " SQ. x 1/4" THK BASE PLATE l Page; _I C)!_ Date; 8/9/2021 Job #; M050 ESI/FME Inc. STRUCTURAL ENGINEERS Client: BRANDON Project Name: RESIDENCE Plan #: - GUARDRAIL DESIGN i NTc7:2CN8=11i WMA10CN:149 Page: Date: 9/8/2021 Job #: MO50 T actual = 4200 Ibs.< 5184 lbs ........ OK. PROVIDE: #8 x 6" WOOD SCREWS @ 4" O.C. W/ 3" WIDE CONTINUOUS x 1/4" THK BASE PLATE SEE DETAIL 24/SDI 1 USE 3" WIDE CONTINUOUS BASE PLATE, #8 WOOD SCREWS @ 4" O.C. FOR 48" SEGMENT EACH SIDE HAS 12 WOOD SCREWS. CHECK WOOD SCREWS: S = 96 " O.C.; H = 3.5 FT. ; d = 2 in. P = 200 Ibs. M 200 x 42 = 8400 Ibs-In T=C= M/ d= 8400 I 2 = 4200 Ibs. BOLT/SCREW DIAMETER= 0.19 in. LENGTH OF # 8 SCREW = 6 in. "A" PENETRATION FROM NDS,Table:L3, PAGE 178)= 4 in. (Lx2/3) "B" NO. OF BOLTS/SCREWS E/S= 6 "C" TOTAL WITHDRAWAL CAPACITY/Inch (Table:11.2B)= 135 Ibs/inch "D" Cd = 1.6 T(allow)=Ax B C D= 5184 Ibs. T actual = 4200 Ibs.< 5184 lbs ........ OK. PROVIDE: #8 x 6" WOOD SCREWS @ 4" O.C. W/ 3" WIDE CONTINUOUS x 1/4" THK BASE PLATE SEE DETAIL 24/SDI 1 a` LIQUEFACTION ANALYSIS Devi r BUILDING DIVISION Hole No.=1 Water Depth=6 ft SEP 1 5 202.1 Shear Stress Ratio Factor of SafetySettlement 0 1 0 1 5" '0'(Id.) 1 2 4 6 8 10 12 fs1=1 Shaded Zone has Liquefaction Potential 14 oew[areu — Unsaturat. — Magnitude=7.2 Acceleration=. 727g Soil Description CivilTech Corporation 508 Via Lido Nord, Newport Beach Plate A-1 ************************************************************************************ LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 5/13/2021 9:25:29 AM Input File Name: C:\Liquefy5\Devir, 508 Via Lido Nord, NB.liq Title: Devir Subtitle: 508 Via Lido Nord, Newport Beach Surface Elev.= Hole No.=1 Depth of Hole= 12.50 ft Water Table during Earthquake= 6.00 ft Water Table during In -Situ Testing= 6.00 ft Max. Acceleration= 0.73 g Earthquake Magnitude= 7.20 Input Data: Surface Elev.= Hole No.=1 Depth of Hole=12.50 ft Water Table during Earthquake= 6.00 ft Water Table during In -Situ Testing= 6.00 ft Max. Acceleration=0.73 g Earthquake Magnitude=7.20 No -Liquefiable Soils: CL, OL are Non-Liq. Soil 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine 3. Fines Correction for Liquefaction: Idriss/Seed 4. Fine Correction for Settlement: During Liquefaction* S. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) User= 1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf 00 , c, 105.00 0.00 3.00 18.00 105.00 4.00 5.00 12.00 105.00 3.00 7.00 19.00 125.00 5.00 :. 25.00 125.00 7.00 f.0022fl.00 22.00 125.00 9.00 Output Results: Settlement of Saturated Sands=0.14 in. Settlement of Unsaturated Sands=0.09 in. Total Settlement of Saturated and Unsaturated Sands=0.23 in. Differential Settlement=0.113 to 0.150 in. Depth CRRm CSRfs F.S. S_sat. S_dry Sall ft in. in. in. 0.00 0.05 0.47 5.00 0.14 0.09 0.23 0.05 0.05 0.47 5.00 0.14 0.09 0.23 0.10 0.05 0.47 5.00 0.14 0.09 0.23 0.15 0.06 0.47 5.00 0.14 0.09 0.22 0.20 0.06 0.47 5.00 0.14 0.09 0.22 0.25 0.06 0.47 5.00 0.14 0.08 0.22 0.30 0.06 0.47 5.00 0.14 0.08 0.22 0.35 0.06 0.47 5.00 0.14 0.08 0.22 0.40 0.07 0.47 5.00 0.14 0.08 0.22 0.45 0.07 0.47 5.00 0.14 0.08 0.22 0.50 0.07 0.47 5.00 0.14 0.08 0.22 0.55 0.07 0.47 5.00 0.14 0.08 0.21 0.60 0.08 0.47 5.00 0.14 0.07 0.21 0.65 0.08 0.47 5.00 0.14 0.07 0.21 0.70 0.09 0.47 5.00 0.14 0.07 0.21 0.75 0.09 0.47 5.00 0.14 0.07 0.21 0.80 0.10 0.47 5.00 0.14 0.07 0.21 0.85 0.10 0.47 5.00 0.14 0.07 0.21 0.90 0.11 0.47 5.00 0.14 0.07 0.21 0.95 0.11 0.47 5.00 0.14 0.07 0.21 1.00 0.12 0.47 5.00 0.14 0.07 0.21 1.05 0.12 0.47 5.00 0.14 0.07 0.21 1.10 0.13 0.47 5.00 0.14 0.07 0.20 1.15 0.13 0.47 5.00 0.14 0.07 0.20 1.20 0.14 0.47 5.00 0.14 0.06 0.20 1.25 0.14 0.47 5.00 0.14 0.06 0.20 1.30 0.15 0.47 5.00 0.14 0.06 0.20 1.35 0.16 0.47 5.00 0.14 0.06 0.20 1.40 0.16 0.47 5.00 0.14 0.06 0.20 1.45 0.17 0.47 5.00 0.14 0.06 0.20 1.50 0.17 0.47 5.00 0.14 0.06 0.20 1.55 0.18 0.47 5.00 0.14 0.06 0.20 1.60 0.19 0.47 5.00 0.14 0.06 0.20 1.65 0.19 0.47 5.00 0.14 0.06 0.20 1.70 0.20 0.47 5.00 0.14 0.06 0.20 1.75 0.20 0.47 5.00 0.14 0.06 0.20 1.80 0.21 0.47 5.00 0.14 0.06 0.20 1.85 0.21 0.47 5.00 0.14 0.06 0.20 1.90 0.22 0.47 5.00 0.14 0.06 0.20 1.95 0.23 0.47 5.00 0.14 0.06 0.20 2.00 0.23 0.47 5.00 0.14 0.06 0.20 2.05 0.24 0.47 5.00 0.14 0.06 0.20 2.10 0.24 0.47 5.00 0.14 0.06 0.19 2.15 0.25 0.47 5.00 0.14 0.06 0.19 2.20 0.26 0.47 5.00 0.14 0.06 0.19 2.25 0.26 0.47 5.00 0.14 0.05 0.19 2.30 0.27 0.47 5.00 0.14 0.05 0.19 2.35 0.28 0.47 5.00 0.14 0.05 0.19 2.40 0.28 0.47 5.00 0.14 0.05 0.19 2.45 0.29 0.47 5.00 0.14 0.05 0.19 2.50 0.30 0.47 5.00 0.14 0.05 0.19 2.55 0.31 0.47 5.00 0.14 0.05 0.19 2.60 0.31 0.47 5.00 0.14 0.05 0.19 2.65 0.32 0.47 5.00 0.14 0.05 0.19 2.70 0.33 0.47 5.00 0.14 0.05 0.19 2.75 0.34 0.47 5.00 0.14 0.05 0.19 2.80 0.35 0.47 5.00 0.14 0.05 0.19 2.85 0.37 0.47 5.00 0.14 0.05 0.19 2.90 0.38 0.47 5.00 0.14 0.05 0.19 2.95 0.39 0.47 5.00 0.14 0.05 0.19 3.00 0.41 0.47 5.00 0.14 0.05 0.19 3.05 0.40 0.47 5.00 0.14 0.05 0.19 3.10 0.39 0.47 5.00 0.14 0.05 0.19 3.15 0.39 0.47 5.00 0.14 0.05 0.19 3.20 0.38 0.47 5.00 0.14 0.05 0.19 3.25 0.37 0.47 5.00 0.14 0.05 0.19 3.30 0.37 0.47 5.00 0.14 0.05 0.19 3.35 0.36 0.47 5.00 0.14 0.05 0.19 3.40 0.35 0.47 5.00 0.14 0.05 0.19 3.45 0.35 0.47 5.00 0.14 0.05 0.19 3.50 0.34 0.47 5.00 0.14 0.05 0.19 3.55 0.34 0.47 5.00 0.14 0.05 0.19 3.60 0.33 0.47 5.00 0.14 0.05 0.19 3.65 0.33 0.47 5.00 0.14 0.05 0.19 3.70 0.32 0.47 5.00 0.14 0.05 0.19 3.75 0.32 0.47 5.00 0.14 0.05 0.18 3.80 0.31 0.47 5.00 0.14 0.05 0.18 3.85 0.31 0.47 5.00 0.14 0.04 0.18 3.90 0.31 0.47 5.00 0.14 0.04 0.18 3.95 0.30 0.47 5.00 0.14 0.04 0.18 4.00 0.30 0.47 5.00 0.14 0.04 0.18 4.05 0.29 0.47 5.00 0.14 0.04 0.18 4.10 0.29 0.47 5.00 0.14 0.04 0.18 4.15 0.29 0.47 5.00 0.14 0.04 0.18 4.20 0.28 0.47 5.00 0.14 0.04 0.18 4.25 0.28 0.47 5.00 0.14 0.04 0.18 4.30 0.28 0.47 5.00 0.14 0.04 0.18 4.35 0.27 0.47 5.00 0.14 0.04 0.17 4.40 0.27 0.47 5.00 0.14 0.03 0.17 4.45 0.27 0.47 5.00 0.14 0.03 0.17 4.50 0.26 0.47 5.00 0.14 0.03 0.17 4.55 0.26 0.47 5.00 0.14 0.03 0.17 4.60 0.26 0.47 5.00 0.14 0.02 0.16 4.65 0.25 0.47 5.00 0.14 0.02 0.16 4.70 0.25 0.47 5.00 0.14 0.02 0.16 4.75 0.25 0.47 5.00 0.14 0.02 0.16 4.80 0.24 0.47 5.00 0.14 0.02 0.15 4.85 0.24 0.47 5.00 0.14 0.02 0.15 4.90 0.24 0.47 5.00 0.14 0.01 0.15 4.95 0.23 0.47 5.00 0.14 0.01 0.15 5.00 0.23 0.47 5.00 0.14 0.01 0.15 5.05 0.23 0.47 5.00 0.14 0.01 0.15 5.10 0.24 0.47 5.00 0.14 0.01 0.15 5.15 0.24 0.47 5.00 0.14 0.01 0.15 5.20 0.25 0.47 5.00 0.14 0.01 0.15 5.25 0.25 0.47 5.00 0.14 0.01 0.15 5.30 0.25 0.47 5.00 0.14 0.01 0.15 5.35 0.26 0.47 5.00 0.14 0.01 0.15 5.40 0.26 0.47 5.00 0.14 0.01 0.15 5.45 0.26 0.47 5.00 0.14 0.01 0.15 5.50 0.27 0.47 5.00 0.14 0.01 0.14 5.55 0.27 0.47 5.00 0.14 0.01 0.14 5.60 0.28 0.47 5.00 0.14 0.00 0.14 5.65 0.28 0.47 5.00 0.14 0.00 0.14 5.70 0.28 0.47 5.00 0.14 0.00 0.14 5.75 0.29 0.47 5.00 0.14 0.00 0.14 5.80 0.29 0.47 5.00 0.14 0.00 0.14 5.85 0.30 0.47 5.00 0.14 0.00 0.14 5.90 0.30 0.47 5.00 0.14 0.00 0.14 5.95 0.31 0.47 5.00 0.14 0.00 0.14 6.00 0.31 0.47 0.67* 0.14 0.00 0.14 6.05 0.32 0.47 0.68* 0.13 0.00 0.13 6.10 0.32 0.47 0.69* 0.12 0.00 0.12 6.15 0.33 0.47 0.69* 0.11 0.00 0.11 6.20 0.33 0.47 0.70* 0.10 0.00 0.10 6.25 0.34 0.48 0.71* 0.10 0.00 0.10 6.30 0.35 0.48 0.72* 0.09 0.00 0.09 6.35 0.35 0.48 0.73* 0.08 0.00 0.08 6.40 0.36 0.48 0.74* 0.07 0.00 0.07 6.45 0.37 0.49 0.75* 0.07 0.00 0.07 6.50 0.37 0.49 0.76* 0.06 0.00 0.06 6.55 I I I 78* 0.05 I 6.600.39 I % 0.05 0.00 6.65 0.40 I 0.81* 0.04 % I %� 6.70 0.41 I % 0.04 0.00 0.04 6.75 0.42 I 0.85* I% 0.00 0.03 6.80 0.44 I0.88* 0.03 0.00 I I 6.85 I 0.50 0.92* I 0.00 0.02 6.90 0.50 0.50 I 0.00 0.02 6.95 I 0.50 I 0.02 0.00 0.02 7.00 I 0.51 09 0.01 10 0.01 7.05 1.09 0.01 0.00 0.01 I % 0.51 1.09 0.01 0.00 0.01 7.15 I 0.01 0.00 0.01 %8 0.01 111 0.01 7.25 I 0.52 I 0.01 0.00 0.01 7.30 0.55 0.01 0.00 0.01 7.35 0.55 0.52 I 0.00 0.00 0.00 I I 0.52 1.07 % 0.00 0.00 7.45 I 0.52 I• 0.00 0.00 0.00 %• 0.00 0.00 0.00 7.65 I I 0.00 0.00 0.00 1.05 0.00 0 0.00 1.04 100 0.00 0.00 7.80 I 0.53 04 0.00 0.00 0.00 04 0.00 0.00 0.00 7.90 % 0.54 I 0.00 0.00 0.00 7.95 I 0.54 1.03 0.00 0.00 %% 8.00 I 0.54 I 0.00 0.00 0.00 II 0.00 0.00 I I 0.54 10 0.00 0.00 8.15 I 0.54 111 0.00 0.00 8.20 0.55 0.55 I 0.00 0.00 0.00 8.25 I 0.55 I 0.00 0.00 0.00 8.30 I 0.55 1.01 0.00 0.00 0.00 I % 0.00 0.00 8.40 I 0.55 %I 0.00 II 0.00 I0.55 0.56 I% II 0.00 0.00 %I %I 111 8.60 0.55 0.00 I% 0.00 8.65 I I % 0.00 I 0.00 8.70 I 0.99* 0.00 0.00 0.00 8.75 I 11 0.00 0.00 8.80 0.55 0.98* II 0.00 0.00 0.98* I% 111 0.00 8.90 I I % 0.00 0.00 0.00 II 0.00 0.00 5.000.55 I % %I 0.00 0.00 9.05 55 57 97* 00 0.00 0.00 . . . . ... ... ... ... 9.30 ... ., ... 9.35 . . . ... ... ... .„ ... .., 00 00 ... .. 0.00 ... ., ,. 0.00 0.00 ... ... .. ... .. .. ... 00 .. ... .. •. ... .., 00 55 59 . . . . ... ... . ... .. 0.00 15 55 0.60 93* 00 0.00 0.00 . . . ... .. ... 0.00 10.25 0.55 .. 0.00 ... ... ., ... .,, ,.. .. 10.50 0.55 0.60 92* 00 0.00 0.00 ... .. ... 0.00 . . . . ... ... ... .. .., .. .., ,„ 00 0.00 ., .. ... 10.85 ... ... .. •. ... 0.00 .. .. ,0.00 ., 11.05 0.55 0.61 •. ... ... 0.00 00 0.00 .. .. 0.00 ... 0.00 00 0.00 0.00 11.30 0.55 0.62 •. .. ... 0.00 11.35 0.55 0.62 •. ., ... 0.00 ,. 0.00 ,. 11.55 0.55 0.62 0.89* 0.00 0.00 0.00 11.60 0.55 0.62 0.89* 0.00 0.00 0.00 11.65 0.55 0.62 0.89* 0.00 0.00 0.00 11.70 0.55 0.63 0.89* 0.00 0.00 0.00 11.75 0.55 0.63 0.89* 0.00 0.00 0.00 11.80 0.55 0.63 0.88* 0.00 0.00 0.00 11.85 0.55 0.63 0.88* 0.00 0.00 0.00 11.90 0.55 0.63 0.88* 0.00 0.00 0.00 11.95 0.55 0.63 0.88* 0.00 0.00 0.00 12.00 0.55 0.63 0.88* 0.00 0.00 0.00 12.05 0.55 0.63 0.88* 0.00 0.00 0.00 12.10 0.55 0.63 0.88* 0.00 0.00 0.00 12.15 0.55 0.63 0.88* 0.00 0.00 0.00 12.20 0.55 0.63 0.88* 0.00 0.00 0.00 12.25 0.55 0.63 0.87* 0.00 0.00 0.00 12.30 0.55 0.64 0.87* 0.00 0.00 0.00 12.35 0.55 0.64 0.87* 0.00 0.00 0.00 12.40 0.55 0.64 0.87* 0.00 0.00 0.00 12.45 0.55 0.64 0.87* 0.00 0.00 0.00 12.50 0.55 0.64 0.87* 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands Sall Total Settlement from Saturated and Unsaturated Sands NoLiq No -Liquefy Soils