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Home My WebLink AboutX2021-1859 - CalcsTOTAL ENGINEERING SERVICES, INC. Structural Calculations 0 Project: Strollo Residence 600 St. James Place Newport Beach, CA 92663 05V.TwUM Prepared for: Strollo Residence 600 St. James Place Newport Beach, CA 92663 Page 1 of pN I9 �,, rt 4GhcC- qRT I IC nrF �Ai'I C � -. R,� f I• Al 1 - r J / BUILDING DPFI IQN of ,a; 1 IF llG rli C ll . _— �piUGd «I IG-UHlk BY. Y.T R19'_DIIJG.�-' _ Prepared for: Strollo Residence 600 St. James Place Newport Beach, CA 92663 Page 1 of Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Protect De Descr: and then using the "Printing & Title Block" selection. Printed a Nov 2021 2:25PM FLOOR BEAM - CODE REFERENCES Ratio= 478>=360 0.000 in Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 0 <360 0.560 in Ratio = Load Combination Set: ASCE 7-16 0.000 in Ratio = 0 <240 Material Properties O.U. Analysis Method: Allowable Stress Design Fb+ Fb - 2,900.0 psi 2,900.0 psi E: Modulus of Elasticity Ebend-xx 2,200.oksi Load Combination ASCE 7-16 Fc -Prll 2,900.Opsi Eminbend -xx 1,118.19ksi Wood Species : ii-evel Truss Joist Fc - Perp Fv 750.0 psi 290.0 psi 617.75 Wood Grade Parallam PSL 2.2E Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span = 15.50 ft Beam self weight calculated and added to loads Uniform Load : D = 0.0160, L = 0.040 list, Tributary Width =12.0 ft, (FLOOR) 3ximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.696 1 5.25x11.875 = 2,019.67psi = 2,900.00psi +D+L = 7.750ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.389 in Ratio= 478>=360 0.000 in Ratio= 0 <360 0.560 in Ratio = 331 >=240 0.000 in Ratio = 0 <240 = 0.389 : 1 5.25x11.875 112.94 psi 290.00 psi +D+L = 14.538 it = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C in C t C L M fb F'b V fv Fv 000 000 0.00 O.U. D Only Length = 15.50 ft 1 0.237 0.132 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.35 617.75 2610.00 1.44 34.55 261.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 iD+L Length = 15.50 ft 1 0.696 0.389 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.77 2,019.67 2900.00 4.69 112.94 290.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 O.Oo .D*0.750L 1 0.460 0.256 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.16 1,669.19 3625.00 3.88 93.34 362.50 Length = 15.50 it 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 +0.60D 0.080 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.81 370.65 4640.00 0.86 20.73 464.00 Length =15.50 ft 1 Overall Maximum Deflections Max. "+ OeFl Location in Span Load Combination Span Max. "-" DeFl Location in Span Load Combination 1 0.5604 7.607 0.0000 0.000 +D+L Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: B2- FLOOR BEAM - Delta 1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support1 Support2 Overall MAXimum 5.359 5.359 Overall MINimum 3.720 3.720 D Only 1.639 1.639 iD+L 5.359 5.359 �1)4.75011 4.429 4.429 +0.601) 0.984 0.984 L Only 3.720 3.720 TOTAL ENGINEERING SERVICES, INC. Ra 7 c Structural galpulations 0 T PrbleiY'e'- Strollo Resjdnce 600 St. James Place C' t 6 T ,each,, V-A slew fAF. yl\� Prepared for: Strollo Residence 600 St. James Place Newport Beach, CA 92663 BUILDING DIVISION JUL 1 5 2021 Page 1 of W. E.S. 1.0 2.0 3.0 4.0 5.0 TOTAL ENGINEERING SERVICES,INC Design Criteria LOADS Beams & Stringers Lateral Analysis Foundation Calculation Index TOTAL ENGINEERING SERVICES, INC Design Criteria 1, Code A. Design based on the 2019 Califorinia Building Code Il. Lateral Loads III. Allowable Stresses A. Steel ...................... .. Fy = 50 ksi All steelShapes shall conform with ASTM A5 .............. . All Miscellaneous steel shall conform with A36 ........................................ Fy = 36 ksi Structural Tubing shall conform with ASTM A500 ...................................- Fy = 46 ksi B. Concrete f'c = 2,500 psi at 28 Days Footings............_............................_..._.................._..._....._ f'c= 2,500 Psi at 28 Days Slab on grade..._.._.........._.._........... _.._.. _......_... _.._.... f'c =2,500 psi at 26 Days Walls................................................................... C. Reinforcing Steel Slabs & Footings....................................................................... I............... ASTM A615, Fy = 60 ksi D. Soil Minimum CBC allaowed soil pressure of 1000 PSF TOTAL ENGINEERING SERVICES, INC Descri tion Roofing Sheathing (3/4 " CDX) Framing Insulation Gypboard Mechnical&Elec Miscelenous Live Load Live Load Dead 716/2021 Description Flooring Sheathing (3/4" CDX) Framing Gypboard Mechnical&Elec Miscelenous Description Stucco Sheathing (1/2" CDX) Framing Insulation Gypboard Miscelenous Framing Insulation Gypboard Miscelenous Load on Horizontal Projection Floor Loads Load on Horizontal Projection Exterior Interior Walls Loads 3.00 1.50 1.00 1.00 2.00 1.50 2.00 12.00 psf 20 psf Loads 5.00 1.50 1.00 2.00 1.00 2.00 12.50 psf 40.0 Loads 8.00 1.50 1.20 1.25 2.50 1.55 96 OO psf 1.20 1.25 5.00 1.55 9.00 psf General/ Loads MASS (Partial Area Analysis) Roof LEVEL ROOF EXTERIOR WALLS INTERIOR WALLS 7/6/2021 SEISMIC MASS CALCULATION UNIT WEIGHT (PSF) AREA( FT2) LENGTH (FT) HEIGHT (FT) WEIGHT (KIPS) 12 1676 20.11 16 170 4 10.88 9 82 4 2.952 33.9 General/Lateral Mass Calculations JOB NO: 21-50 SHEET NO: JOB NAME: Str0110 Residence ENGINEER: Y.S DATE: July' 21 ANALYSIS: Lateral MASS (Partial Area Analysis) Roof LEVEL ROOF EXTERIOR WALLS INTERIOR WALLS 7/6/2021 SEISMIC MASS CALCULATION UNIT WEIGHT (PSF) AREA( FT2) LENGTH (FT) HEIGHT (FT) WEIGHT (KIPS) 12 1676 20.11 16 170 4 10.88 9 82 4 2.952 33.9 General/Lateral Mass Calculations Title Block Line 1 you can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. and Kitchen Room CODt /:crcn�..�-- 18, IBC 2018, CBC 2019, ASCE 7-16 Calculations per NDS 20 Load Combination Set: ASCE 7-16 Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species . Level Truss Joist Parallam PSL 2.0E Wood Grade : Beam Bracing ----. ----. : Completely Unbraced .... Project Title: Engineer: Project ID'. Project Descr'. Fb + Flo - Fc - Prll Fc - Perp Fv Ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E: Modulus of Elasticity 2000 ksi Ebend-xx 1016.535ksi Eminbend - xx Density 45.07pcf D(0.77) Lr(1 28) --- ---- -- - Service loads entered-- Load Factors will be app Applied Loads 1.280 k 13.830 ft, (King Post tinCeilio RLoad)eam) Point Load : D = 0.770, Lr = = 0.010 ksf, Tributary k 1.333 Width =1.333 ft, ( 9 _ Uniform Load'. D = 0.010, Lr = DESIGN SUMMARY 0.118 1 Maximum Shear Stress Ratio Maximum Bending Stress Ratio = 5.25x11.875 Section used for this span fvv. Actual _ Section used for this span = 412.28 psi Fv: Allowable _ ',.. Actual _ 3,490.36Psi F b: Allowable - +D+Lr+H Load Combination of maximum on span = Load Combination _ span 13.781 ft Location Span # where maximum occurs _ _ Location of maximum on Span # 1 Span # where maximum occurs '.. Maximum Deflection Transient Deflection 0.066 in Ratio= Ratio = 2910`3600 Max Downward Max Upward Transient Deflection 0.000 in 0.111 in Ratio = 17340 `1800 Max Downward Total Deflection 0.000 In Ratio = --.- - --- -- - Max Upward Total Deflection Forces & Stresses for Load Combinations Moment Values Maximum Max SUess Ratios C Cr Cm C t OL M - Fro Load Combination Span# M V Cd C FN 000 Segment Length 100 100 1,00 0,98 1 64 159.79 2550. 0 00 +D+H Length =16.0 ft 1 0.063 0.070 0.90 �.aao 1.00 1 00 1,00 1.00 0 98 0.97 1.64 159 79 2823. 23 +D+L++i Length =16.0 R 1 0.057 0.063 1 00 1.000 1.00 1.00 1.00 1.00 0.97 00 1.00 41228 0.00 036 3490.00 +D+Lr+H 0.118 0.130 1.25 1.000 100 1.00 1.00 1.00 0.96 4.24 1.00 1.00 0 96 Length =16.0 ft 1 1.000 1.00 1 00 100 1.00 0.97 1 64 9..1 3 3 +D+S+H Length =16.0 R 1 0.050 0.055 1.15 1.000 1.00 00 L00 1.00 1.00 0.97 349.15 3 0.00 49 3:2263 +D+0.750Lr+0.750L+H 0.100 0.110 1.25 i Goo 1000 100 0.96 1 00 1 00 0.00 Length =16.08 7 1.00 1.64 100 1.6 159.79 3226. +D+0.750L+0.750S+H 1 0.050 0.055 1.15 1.000 1.00 1.00 0.97 0.00 Length =16.0 a 1 00 1.00 +D+0.60W+H 0.00 0.76 0.00 0.76 0.00 1.96 0.00 0,76 0.00 1,66 0.00 0.76 HO Iv 0.00 18.28 0.00 18.28 0.00 47.17 0.00 18.28 0.00 39.94 0.00 18.28 0.00 Fv 0.00 261.00 0.00 290.00 0.00 362.50 0.00 333.50 0.00 362.50 0.00 333.50 0.00 Title Block Llne 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Length = lb.0 n +D+0.75OLr+O.750L+O.45OW+H Length =16.0 R 1 +D+O.7501--+O 750S+O.450W+H Length =160it 1 +0.60D+0.60W+3 60H Length =16.0It 1 +D+O.7OE+O.60H Length =16 0 R 1 +D+0.75OL+O.750S+0.5250E+H Length =16.0 it 1 +0 60D+0.70E+H Length =16.0 a 1 Load Max Stress Ratios C C a 0,080 0.037 0.022 0.037 0.037 0.022 Project Title. Engineer. Project ID: Project Descr: 1.039 1.60 1 000 1 uu1.00 0.94 1000 100 1.00 1ioOO 00 00 1.00 00 1.00 0.94 0.086 160 1000 1.00. 00 1.00 1.00 100 0.94 00 1 00 100 094 0.039 1.60 GOO 11000 1.00 100 1.00 1.00 0.94 001.00 0.94 0.024 1.60 1000 0 100 1.000 1.00 1.00 too 1.00 0.94 0 039 160 1 000 1.00 1.00 1.00 1.00 0.94 1.00 100 100 0,94 1.000 1001 00 100 0.039 1.60 1 coo 100 1.000 10010 100 1.00 0.94 0.024 1.60 1.000 1.00 1.00 1.00 1.00 0.94 3.59 1.64 0.99 1.64 1.64 0.99 159 79 4376.71 0.00 349.15 437671 0.00 159.79 4376.71 0.00 95.87 4376.71 0.00 159.79 437631 0.00 159.79 4376.71 0 00 95.87 4376.71 Max. "+' V ry 0.7 2816 B GOO 0.00 1.66 39,94 000 0.00 0.76 18.28 0.00 0.00 0.46 10.97 0.00 0.00 0.76 18.28 0.00 0.00 076 18.28 0.00 0.00 0.46 10.97 Max. '2Deft Location in Span Load Combmanon 0,0000 0.1107 8.876 Values in KIPS Support notation', Far left Is #1 lerticalReacnons Supports Suppon4 .osd Combination 61A9,11 985 1.213 Overall MAXimum 0280 0.772 Overall MINlmum 0.211 0.211 0.772 +D+H 0.491 1.985 +D+L+H 0.211 0.772 +D+Lr+H 0.421 1.682 +D+S+H +D+O.750Lr+O.750L+H 0.211 0.772 0.772 +D+0.750L+O.750S+H 0.211 1.682 +D+0.60W+H 450W +H 0.421 0.211 0.772 +D�.750Lr+O.7501-+0 0.127 0 463 +D+0.750L+0.750S+0.450W+H 0.211 0.772 +0.60D+O.60W+O.60H 70E-0.60H 0.211 0.772 +D4 +D+0.750L+0.750S+O5250E+H 0127 0463 +4D,60D+0.70E+H 0.211 0.772 1.213 D Only 0.280 Lr Only H Only 0.00 464.00 0,00 464.00 0,00 464.00 0.00 464.00 0.00 464.00 0.00 464.00 U.S. Seismic Design Maps 7/8/2021 600 St James PI, Newport Beach, CA 92663, USA Latitude, Longitude: 33.6191M,-117.9109`1825 Nq pdrt,Harb Date Design Code Reference Document Risk Category Site Class 7/8/2021. 12:33:45 PM ASCE7-16 II D - Default (See Section 11.4 3) OSHPD Type -- Description Type Value MCER ground motion. (for 0.2 second period) Ss 1 378 Site amplification factor at 0.2 second Fe 12 MCER ground motion. (for 1.0s period) S1 0 49 Site amplification factor at 1.0 second Site -modified spectral acceleration value SMS 1.653 Site -modified spectral acceleration value SM1 null -See Section 11 4.8 Numeric seismic design value at 0.2 second SA SDS 1.102 Numeric seismic design value at 1.0 second SA S0l null -See Section 11.4.6 Long -period transition period in seconds OSHPD Type Value Description SDC null -See Section 11.4.8 Seismic design category Site amplification factor at 0.2 second Fe 12 Fv null -See Section 11.4.8 Site amplification factor at 1.0 second MCEG peak ground acceleration PGA 0.502 Site amplification factor at PGA FPGA 1.2 Site modified peak ground acceleration PGAM 0.722 Long -period transition period in seconds T� SsRT 8 1.378 Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SSUH 1.517 Factored deterministic acceleration value. (0.2 second) SsD 2.606 Probabilistic risk -targeted ground motion. (1.0 second) S1 RT 0.49 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. 51 UH 0.533 Factored deterministic acceleration value. (1.0 second) S1 D 0.826 1.054 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAd Mapped value of the risk coefficient at short periods CRS 0.908 Mapped value of the risk coefficient at a period of 1 s CR1 0.92 1/2 https://seismiemaps.org U.S. Seismic Design Maps 7/6/2021 DISCLAIMER While the information presented on this website is believed to be correct, SEAOQ/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 2/2 https://seism icmaps. org Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Protect ID: and then using the "Printing & Protect Descr: Title Block" selection. Seismic Calc RiskCory Calculations per ASCE 7-16 Risk Category of Building or Other Structure: "II": All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor 1 ASCE 7-16, Page 5, Table 1.5-2 FBE ,r+fi ASCE 7-1611.4.2 Max. Ground Motions, 5% Damping SS = 1.376 g,0.2secresponse Sl = 0.490 g, 1.0 sec response Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7"SDS or 1.0 for calculation of Cs. Site Class Site Coeff. and Design Category Site Classification 'D": Shear Wave Velocity 600 to 1,200 filsec = D (By Default per 11.4.3) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Seismic Design Category Fa = 1.20 Fv = 1.89 SMIS =Fa`Ss = 1.651 SM1=Fv'S1 = 0.926 S DS S MS213 = 1.101 S D1 S M1213 = 0.617 = D ASCE 7-16 Table 11.4-1 & 11.4-2 ASCE 7-16 Eq. 11.44 ASCE 7-16 Eq. 11.4-2 ASCE 7-16 Eq. 11.4-3 ASCE 7-16 Eq, 11.4-4 ASCE 7-16 Table 11.6-1 & -2 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems 15.Lighbframe (wood) walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient dent"R" = 6.50 Building height Limits: System Overstrength Factor " Wo" = 2,50 Category "A & B" Limit: No Limit Amplification Factor = 4,00 Deflection Am P Category "C"Limit : Category `D"Limit: No Limit Limit =65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit= 65 Category T' Limit: Limit =65 1 +atltcai»sedidia^ :: a ; . 1 ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Eauivalenl Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12 8 P 1 1tWftp 1i x Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems "Ct"value = 0.020 "hn": Height from base to highest level= 11.0 It "x"value = 0.75 To Approximate fundamental period using Eq. 12.8-7 Ta=Ct"(hnAX) = 0.121 sec "TL" : Lang -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec = 0.121 sec raw'k' s ASCE 7-16 Section 12.8.1.1 " R pehse G wilnt� S D6: Short Penod Design Spectral Response = 1.101 From Eq. 12.8-2, Preliminary Cs = 0.169 " R": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84 , Cs need not exceed = 0.786 " I ": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.048 User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Response Coefficient = = 0.1694 Less than 5 Stories and with T <<= 0.5 sec, SO Ss <=1.5 for Cs calculation Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Project Title: Engineer: Project ID: Project Descr: Printed: 2 JUL 2021, 12 58P Ski BABE $hi a ASCE 7-16 Section 12.8.1 Cs = 0.1694 from 12.8.1.1 W ( see Sum W below) = 33.94 k Seismic Base Shear V = Cs' W = 5.75 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k ": hx exponent based on Ta = Table ofbuilding Weights by Floor Level_ Level # Wi: Weight Hi: Height (W * Hi"k) Cvx Fx=Cw *V Sum Story Shear Sum Story Moment 1 33.94 8.00 271.52 1.0000 5.75 5.75 0.00 Sum W = 33.94 k Sum Wi * Hi = 271.52 k -ft Total Base Shear= 5.75 k Base Moment= 46.0 k -ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12. 10, 1. 1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn, Force 1 33.94 5.75 5.75 33.94 5.75 7.47 14.94 7.47 7.47 Wpx ......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level, Sum Fi ........................ Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... . .. 0.20 * S DSI * Wpx MAX Req'd Force @ Level ....... 0.40 * S D5I * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level n LO cn 0 1 PARTIAL ROOF -KEY SHEAR �xu LATERAL FORCES PROJECT NAME: ADDRESS: Job No: CALCULATED BY: LATERAL FORCES@ ' �" LEVEL DISTRIBUTION AREA (SQ. FT) FROM FORCES KEY -SHEAR PLAN TOTAL SEISMIC AREA DISTRIB /WIND RATIO KIPS LONGITUDINAL: AREA (kips) (FT/FT) GRID LINE: AREA, AREA, AREA, AREA, AREA, AREA, AREA, tANSVERSE: (Partial Area Analysis: Existing Garage Wall will support garage seismic area) 411,2..= 544 0.16 4.03 1.00 ®- - E.v,�nxens— 1676 Adist_1 — 0.50 Aas�-z — 0.653 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. DESCRIPTION: Roof Sh General Information Total Wall Length Number of Storys Story#1 Height Project Title: Engineer: Project ID. Project Descr: Line A Printed. 2JUL 2021, 2:39PM Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4.0 ft Framing & Chord Material: 1 Wood Species: Douglas Fir - Larch B.Oft Wood Grade: No.1 Fc -Prll= 1,500.0 psi Ft - Tension 675.0 psi Fc - Perp= 625.0 psi E 1,700.0ksi Specific Gravity= ).5002 SDC: Seismic Design Category : D Main Sheathing SDPWS 2015 Construction Table : 4.3A Wood Structural Panels, Struct I, 3/8" Thk, 1-3/8" Min Pen, 8d Fstnrs Nominal Seismic Shear Capacities (pit) : 6" Spec. 460 3" Spec, 920 4" Spec. 720 2" Span. 1220 Nominal Wind Shear Capacities (plf) : 6" Spec. 645 3" Spar. 1290 4" Spec. 1010 2" Spec. 1710 Chord Data Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end. Level 1 Chord Size: 44 Chord Cf: Comp: 1.0 Tens: 1.0 Max. Allow Stress Ratio 1.0 : 1 Chord Area = 12.250 in^2 All chords treated as fully braced about both axes Opening ID Dist to Opening Dist to Opening Left Edge Width Bottom Height ft ft n ft ft ft n It It If ft Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Member Stress Printed: 2 JUL DESCRIPTION: Roof Shear Wall - 2:39PM Applied Concentrated Lateral Loads Load Magnitude (kips) Load "Y" Location (ft) Dead Roof Live Live Snow Wind Seismic Shear Panel Summary Panel Level Max Shear #Sides Shear Summary & Attachment ID # (kips) Load Comb Used Actual (plf) Allow Status Attachment P1 1 1.295 ,1.149D,1.750E Chord Summary HeighWJidth Ratio Actual Allow Notes 323.6 360.0 CK Use 4" at panel edges, 12" in field 2.00 3.50 Ratio OK User-specified anchorage device: C2 1 4.00 0.0 +1.149D+1.750E Comp Values: Max. Down: 2.9k Load Comb:+1.149D+1.750E Tens Values: Max. Uplift: 2.5k Load Comb :+0.4513D -1.750E 1 4x4 0.10 Comp OK Max fc = 235 psi Allow PC = 2,400 psi Max ft= 202 psi Allow F't= 1,080 psi User-specified anchorage device Dist from CHORD DESIGN SUMMARY Chord Naming Information : C. Item is a Chord L : Followed by level number # Followed by chord number from left to right Chord Level Left Force # Req"d Member Stress Footing Information ID # (ft) (kips) Load Comb @ Location Size Ratio Governs Status C1 1 0.00 0.0 +1.149D -1.750E 1 4x4 0.10 Comp OK Comp Values : Max. Down : 2.9 k Load Comb :+1.149D -1.750E Max ft; = 235 psi Allow PC = 2,400 psi Tens Values : Max. Uplift: 2.5 k Load Comb :+0.4513D+1.750E Max ft = 202 psi Allow Ft = 1,080 psi User-specified anchorage device: C2 1 4.00 0.0 +1.149D+1.750E Comp Values: Max. Down: 2.9k Load Comb:+1.149D+1.750E Tens Values: Max. Uplift: 2.5k Load Comb :+0.4513D -1.750E 1 4x4 0.10 Comp OK Max fc = 235 psi Allow PC = 2,400 psi Max ft= 202 psi Allow F't= 1,080 psi User-specified anchorage device Chord Naming Information : C. Item is a Chord L : Followed by level number # Followed by chord number from left to right WL : Indicates Chord is on left edge of wall WR: Indicates Chord is on right edge of wall Footing Information Footing Dimensions Dist. Left 1.0 ft fc 2.50 ksi Rebar Cover 3.0 in Wall Length 4.0 ft Fy 60.0 ksi Footing Thickness 12.0 in Dist. Right 1.0 ft Width 1.0ft Total Ftg Length 6.0 ft Max Factored Soil Pressures Max UNfactored Soil Pressures @ Left Side of Footing 295.333 psf @ Left Side of Footing 235.333 psf .,.. governing load comb +1.40D .... governing load comb D Only @ Right Side of Footing 39,292.2 psf @ Right Side of Footing 1,440.20 psf .... governing load comb +120D+E .... governing load comb +D+0.70E Footing One -Way Shear Check... Overturning Stability... 0, Left End of Fta (o) Right End of Fta vu @ Left End of Footing 0.8043 psi Overturning Moment 3.389 k -ft 3.389 k -ft vu @ Right End of Footing 17.342 psi Resisting Moment 3.730 k -ft 3.730 k -ft vn * phi : Allowable 85.0 psi Stability Ratio 1.101 : 1 1.101: 1 .... governing load comb +0.60D+0.70E +0.60D+0.70E Footing Bending Design... id, Left End (a) Richt End Mu 0.1477 k -ft 1.549 k -ft Ru 2.026 psi 21.248 psi As % Req'd 0.00180 inA2 0.00180 inA2 As Req'd in Footing Width 0,1944 inA2 0.1944 inA2 9