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REVIEWED BLD BLD2021-0742+Structural_Calculations+5.30.2021_4.49.01_PM+2224128RECEIVED BLD2021-0742 Sep 03 2021 PROJECT NAME: 702 CEDAR ST CITY OF EDMONDS JOB: X4-2748 DEVELOPMENT SERVICES DEPARTMENT CUSTOM DESIGN & ENGINEERING, INC. MUKILTEO - SEATTLE PHONE (425) 343-7517 - FAX (425) 492-8388 STRUCTURAL ANALYSIS COVER PAGE Job Title: 702 CEDAR ST Job Number: X4-2748 Jurisdiction: CITY OF EDMONDS LATERAL ENGINEERING DESIGN PARAMETERS Wind Design Data Wind Design Speed, Vu = 110 MPH, Vasd = 85 MPH Wind Exposure = B Wind Importance Factor, Iw = 1.0 Internal Pressure Coefficient = +/- 0.18 Ktz = 1.38 Kd = 0.85 Seismic Design Data Importance factor = 1.0 Ss = 1.26g, S1 = 0.50g Site Class = D SDS = 0.84g, SD1 = 0.60g SDC = D REVIEWED BY CITY OF EDMONDS Seismic System = 15. Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance or stee Design Base Shear = 23.14 kips Cs = 0.130 R = 6.5 Analysis procedure: ASCE 11.4, 11.5 & 12.8 GRAVITY ENGINEERING DESIGN PARAMETERS Snow load = 25 psf Roof dead load = 15 psf Live load = 40 psf Dead load = 12 psf Allowable bearing pressure = 1500 psf M avk4;2021 36923 v w ��s L �w CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 1 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Contents 1 LATERAL DESIGN.....................................................................................................................................4 1.1 WIND DESIGN....................................................................................................................................4 1.2 SEISMIC DESIGN ............................................................................................................................. 10 2 GRAVITY DESIGN................................................................................................................................. 101 2.1 Eave Support.................................................................................................................................. 101 2.2 Loads on Truss 1............................................................................................................................. 104 2.3 Analysis of Bm 2 - (2) 2 x 6 DF #2.................................................................................................. 107 2.4 Analysis of Bm 3 - (2) 2 x 8 DF#2.................................................................................................. 111 2.5 Analysis of Bm 6 - (2) 2 x 6 DF#2.................................................................................................. 114 2.6 Analysis of Bm 7 - 4 x 12 DF #2..................................................................................................... 117 2.7 Analysis of Bm 8 - (2) 2 x 6 DF#2.................................................................................................. 120 2.8 Analysis of Bm 10 - 3.500 x 18.000 PSL 2.2E................................................................................. 123 2.9 Analysis of Bm 11 - 5.125 x 28.500 GLB 24F-V4............................................................................. 126 2.10 Analysis of Bm 12 - 3.500 x 18.000 PSL 2.2E................................................................................. 130 2.11 Analysis of Bm 13 - (2) 2 x 8 DF #2................................................................................................ 135 2.12 Analysis of Bm 14 - (2) 2 x 8 DF #2................................................................................................ 138 2.13 Analysis of Bm 15 - 5.250 x 9.500 PSL 2.2E................................................................................... 141 2.14 Analysis of Bm 16 - 5.250 x 20.000 PSL 2.2E................................................................................. 144 2.15 Analysis of Bm 17 - 4 x 12 DF #2................................................................................................... 148 2.16 Analysis of Bm 18 - (2) 2 x 6 DF #2................................................................................................ 151 2.17 Analysis of Bm 19 - 1.750 x 11.875 LVL 2.OE.................................................................................. 154 2.18 Analysis of Bm 20 - 1.750 x 11.875 LVL 2.OE.................................................................................. 157 2.19 Analysis of Bm 21 - 7.000 x 11.875 PSL 2.2E................................................................................. 160 2.20 Analysis of Bm 22 - 1.750 x 11.875 LVL 2.OE.................................................................................. 163 2.21 Analysis of Bm 23 - 7.000 x 16.000 PSL 2.2E................................................................................. 166 2.22 Analysis of Bm 24 - 4 x 10 DF #2................................................................................................... 169 2.23 Analysis of Bm 25 - 6 x 10 PT HF#2............................................................................................... 172 2.24 Analysis of Bm 26 - 5.125 x 16.500 GLB 24F-V4............................................................................. 175 2.25 Analysis of Bm 27 - 3.500 x 5.500 PSL 2.2E................................................................................... 179 3 APPENDIX............................................................................................................................................. 182 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 2 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3.1 APPENDIX A — TYPICAL DEAD WEIGHTS OF LIGHT WEIGHT STRUCTURES .......................... 182 4 APPENDIX B — WOOD SHEAR WALL DESIGN.................................................................................... 185 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 3 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 1 LATERAL DESIGN 1.1 WIND DESIGN ASCE 7-16 per Chapter 26 & 27 (DIRECTIONAL PROCEDURE) Given data Wind speed 110.0, Exposure B Given Roof angle = 3.58 (0.8:12 Pitch) Bldg width = 27.7 ft Bldg length - 32.0 ft Total height = 24.73 ft Height to average roof height = (23.00 ft + [1.73 + 23.00])/2 = 23.86 ft Bldg height = 23.00 ft Roof height = 1.73 ft Edge Zone = 2a Compute edge strip width Lesser of: 10% of the least horizontal dimension 0.10(Width) = 0.10(27.67 ft) = 2.8 ft CONTROLS 0.10(Length) = 0.10(32.00 ft) = 3.2 ft 40% of the eave height = 0.40(23.00 ft) = 9.20 ft But not less 4% of the least horizontal dimension = 0.04(32.00 ft) =1.11 ft OK But not less 3 ft. Therefore a = 3.0 ft and the End Zone = 2a = 2(3.0) = 6.0 ft Velocity pressures, qZ= 0.00256KZKZtKdKe V ZI� Eq 26.10-1 Topography factor, Kzt= 1.38 Directionality factor, Kd= 0.85 (Table 26.6.1) Ground Elevation Factor, Ke= 1.00 (Section 26.9) Wind pressure, p = qh G Cp - q; (G Cp, ) qz = 0.00256(1.38)(0.85)(110.00)2 (1.00)Kz = 36.33Kz Load Case I Load Case 2 Height ft Kz g. (psf) Kz g. (psf) Diaphragm 1.0 0.70 25.43 0.57 20.71 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 4 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Diaphragm 12.2 0.70 25.43 0.57 20.71 15.0 0.70 25.43 0.57 20.71 20.0 0.70 25.43 0.62 22.53 Diaphragm 23.0 0.70 25.43 0.66 23.98 Mean Roof 23.9 0.70 25.43 0.66 23.98 Max Height 24.7 0.70 25.43 0.66 23.98 Gust effect factor G = 0.85, assume Rigid Structure (ASCE 7-10 Section 26.9.1) Internal pressure coefficient (G Cp,) _ ± 0.18 (ASCE 7-10 Table 26.11-1) External wall Cp from Figure 27.4-1 Windward wall, Cp = 0.80 for all L /B ratios Side wall, Cp = -0.70 for all L /B ratios Leeward wall pressure coefficient, Cp if a function of the L /B ratio For load direction 1, B = 32.0 ft. and L = 27.7 ft. L/B=27.7/32.0=0.86, Cp=-0.50 For load direction 2, B = 27.7 ft. and L = 32.0 ft. L/B=32.0/27.7= 1.16, Cp=-0.47 Surface Wind direction L /B C„ Windward wall All All 0.80 Leeward wall Direction 1 0.86 -0.50 Leeward wall Direction 2 1.16 -0.47 Side wall All All -0.70 External roof Cp- Load direction 1, from Figure 27.4-1 Surface Angle = 3.6° C� Windward roof 0 to h/2, 0 to 23.9/2 = 11.9 ft -1.30 Windward roof h > h/2 = 11.9 ft -0.70 The above table reflects Cp values based on h /L of 23.9/27.7 = 0.86 Internal pressure coefficient (G Cp,) - Load direction 1 G Cpi = ± 0.18 acting at 23.9 ft. Velocity pressure at qi = qh = 23.98 psf (Load case 2-Occurs at roof mid height) MWFRS Net pressures - Load direction 1 May 24, 2021 CUSTOM DESIGN & ENGINEERING, I Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 5 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 p=ghGCp-q;(GCp,) p = qh (0.85)Cp - 24.0(± 0.18), psf MWFRS pressures: Direction 1 z q Net pressure psf with Surface (ft (psfl G CP (+G Ci) (-G) Q Windward wall 1.0 20.7 0.85 0.80 9.8 18.4 12.2 20.7 0.85 0.80 9.8 18.4 15.0 20.7 0.85 0.80 9.8 18.4 20.0 22.5 0.85 0.80 11.0 19.6 23.0 24.0 0.85 0.80 12.0 20.6 Leeward wall All 24.0 0.85 -0.50 -14.5 -5.9 Side wall All 24.0 0.85 -0.70 -18.6 -10.0 Windward roof 0-h/2 24.0 0.85 -1.30 -30.8 -22.2 Windward roof >h/2 24.0 0.85 -0.70 -18.6 -10.0 Leeward roof N/A External roof Ca - Load direction 2 (L = 32 ft.), from Figure 6-6 Surface Angle = 0.0 Of C� Windward roof 0 to h/2, 0 to 23.9/2 = 11.9 ft -1.30 Windward roof h > h/2 = 11.9 ft -0.70 The above table reflects Cp values based on h /L of 23.9/32.0 = 0.75 MWFRS pressures: Direction 2 z q Net pressure psf with Surface (ft) (psO G C, (+G Cam) (-G Cam) Windward wall 1.0 20.7 0.85 0.80 9.8 18.4 12.2 20.7 0.85 0.80 9.8 18.4 15.0 20.7 0.85 0.80 9.8 18.4 20.0 22.5 0.85 0.80 11.0 19.6 23.0 24.0 0.85 0.80 12.0 20.6 23.9 24.0 0.85 0.80 12.0 20.6 24.7 24.0 0.85 0.80 12.0 20.6 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 6 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Leeward wall All 24.0 0.85 -0.47 -13.9 -5.2 Side wall All 24.0 0.85 -0.70 -18.6 -10.0 Windward roof 0-h/2 24.0 0.85 -1.30 -30.8 -22.2 Windward roof >h/2 24.0 0.85 -0.70 -18.6 -10.0 Leeward roof N/A CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 7 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 61.71b1ft 3.00' 5.00' 2.83' 11151b�t�--� 5941bft 1,60, �9.8 1. 0' 2 pst 27.67' Windward side Wnd Dir Transverse Direction - with positive internal pressure Diaphragm Windward Leeward Total 1 61.7lb1ft -109.1lblft 170.81b1ft 2 111.5lb1ft -159.6lb1ft 271.1lb1ft 3 59.4lb1ft -88.3lb1ft 147.71b1ft 109.1 blft ��159.6 bnt --->,88.3 td Leeward side PROJECT NAME: 702 CEDAR ST JOB: X4-2748 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 8 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. -30.8 .18.6. psf PROJECT NAME: 702 CEDAR ST JOB: X4-2748 86.9 Iblft� .0.16 12.0 psf 173 4 --104 3 Ib;ft 3.00' 1 I i 12.0 psf 5.00' 11.0 psf 10.83' 2.83' 9.8 psf 111.5 Iblft� —�152.6 Ibi'ft 3 -13.9 psf 11.17' g 8 psf 11.17' 59.4 Iblft� 1. 0'1 2 �84.4 Ibfft 1. 0' 9.8 psf 32.00' Windward side Wnd Directi n Leeward side Longitudinal Direction - with positive internal pressure Diaphragm Windward Leeward Total 1 86.9lb1ft -104.3lb1ft 191.21bift 2 111.5lblft -152.6lblft 264.1lblft 3 59.4lb1ft -84.4lblft 143.8lbfft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 9 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 1.2 SEISMIC DESIGN Maximum considered earthquake spectral response accelerations Given position: Lat = 47.800, Long =-122.400 Short period, Ss= 126.3 % of g 1 second period, S 1= 49.6 % of g Site class and adjusted maximum spectral accelerations: Site class = D Site coefficient, Fa = 1.00 Table 11.4-1 - Interpolated Site coefficient, Fv = 1.80 Table 11.4-2 - Interpolated The adjusted maximum spectral response per §11.4.3 S MS = Fa Ss = 1.00 (1.26) = 1.26g Eq 11.4-1 S Mi = FV S 1 = 1.80 (0.50) = 0.89g Eq 11.4-2 Design spectral accelerations parameters: S Ds = 2/3S Ms = 2/3 (1.26g) = 0.84g Eq 11 .4-3 S DI = 2/3S Mi = 2/3 (0.89g) = 0.60g Eq 11 .4-4 Building Risk Category and importance factors: Category = II (per Table 1.5-1) Category = I (as defined per Table 1.5-1) Importance factor, Ie= 1.00 Seismic Design Category (SDC) Table 11.6-1, Pg 85 For S D3 = 84.19g, SDC = D Table 11.6-2, Pg 85 For S D1 = 59.64g, SDC = D SDC D controls. Building system 15. Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance or stee R = 6.5 (Table 12.2-1) Q o = 3.0 (2.5 for flexible diaphragm - Note 9) Ca = 4.0 Building element weights Level 3, Roof weight = 15.0 psf CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 10 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Exterior wall weight = 12.0 psf Interior partition wall weight = 10.0 psf Level 2, Floor weight = 12.0 psf Exterior wall weight = 12.0 psf Interior partition wall weight = 10.0 psf Level 1, Floor weight = 12.0 psf Exterior wall weight = 12.0 psf Interior partition wall weight = 10.0 psf Building weights lumped on roof and floor diaphragms Total levels = 3 At Roof Level W R= Roof weight x Area + 1/2 x Partition weight xArea + 1/2 xExt Wall weight x Perim x Height W R= 15.0 psf x 1434 sq.ft. + 1/2 x 10.0 psf x 1434 sq.ft. + 1/2 x 12.0 psf x 180 ft x 10.8 ft = 40380 lb At Floor Level 2 At typical floor level, W F= Floor weight x Area + Partition weight x Area + (1/2 Ext Wall-upr + 1/2 Ext Wall-lwr) x Ave Perim x Ave Height W 2 = 12.0 psf x2170 sq.ft. + 10.0 psf x2170 sq.ft. + (1/2 x 12.0 psf + 1/2 x 12.0 psf) x201 ft x 11.0 ft = 74314 lb At Floor Level 1 W 1= 12.0 psf x2170 sq.ft. + 10.0 psf x2170 sq.ft. + (1/2 x 12.0 psf + 1/2 x 12.0 psf) x222 ft x 6.1 ft = 63946 lb Total weight = 40380 + 74314 + 63946 = 178640 lbs Compute structure period Structure type: All other structures CT = 0.020 (Table 12.8-2) Structure height, hn = 23.00 ft. Ta = CT (hn ) 3/4 = 0.020 (23.00) 3i9 = 0.210 sec. (Eq 12.8-7) Compute base shear The design value of Cs is the smaller value of Cs = le S os / R = 1.00 (0.84) /6.50 = 0.1295 and EQ 12.8-2 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 11 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Cs = Ie S DI / (R Ta ) = 1.00 (0.60) / [ (6.50) (0.21) 1 = 0.4368 EQ 12.8-3 but not less Cs = 0.01 EQ 12.8-4 Therefore Cs= 0.1295 Design base shear, V = Cs W = 0.130(178640) = 23137 lbs (23.1 kips) Eq 12.8-1 Vertical distribution of force FX = Cvx V EQ 12 . 8-11 where range k _ Wxhx C.jWhk Eq 12.8-12 Compute distribution component, k k= 1.0 for TQ<_ 0. 5 seconds, and k = 2 for Ta >_ 2 .5. Interpolate k for Ta between this Ta = 0.210, k = 1.00 Level x hx hkx wx wx •hkx Cvx Fx= C, V Fx/wx= Sa 3 23.0 23.0 40.4 k 929 0.490 11.3 k 0.281 2 12.2 12.2 74.3 k 904 0.477 11.0 k 0.148 1 1.0 1.0 63.9 k 64 0.034 0.8 k 0.012 SUM 179 k 1897 k-ft 23 k Compute diaphragm shear(s) per ASCE 7-16 §12.10.1.1 n IF F = i=x w Px n Px Ywi i=x Min FPx = 0.20S Ds Ie wPx Max FPx = 0.40S Ds IQ wPx Level w x Fi F x Min F x Max F x Design F x 3 40.4k 11.3k 11.3k 6.8k 13.6k 11.3k 2 74.3k 11.0k 14.5k 12.5k 25.0k 14.5k 1 63.9k 0.8k 8.3k 10.8k 21.5k 10.8k CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 12 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ** COMPUTE DIAPHRAGM DESIGN LOADS ** ** DIRECT DIAPHRAGM REACTIONS ** ** Direction = 1 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ A.2 B A.2 961 1203 B 961 1203 B C B 1574 3424 C 1574 3424 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ A C A 4665 3917 C 4665 3917 A.2 C.2 A.2 2909 892 C.2 2909 892 ------------------------------------------------------------------ **Current Level = 1 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ ** Direction = 2 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 3 2 1 3 1860 1844 1 2 1860 1844 2 1.8 1 2 1167 1239 1 1.8 1167 1239 1.8 1 1 1.8 2685 1965 1 1 2685 1965 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 4 3 1 4 2014 833 1 3 2014 833 3 2 1 3 2322 1332 1 2 2322 1332 2 1.8 1 2 1604 828 1 1.8 1604 828 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 13 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 1.8 1.2 1 1.8 2561 1470 1 1.2 2561 1470 1.2 1 1 1.2 885 508 1 1 885 508 ------------------------------------------------------------------ **Current Level = 1 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------ TRANSFER LOADS ** ** Direction = 1 ** Diaphragm A-C, Level = 2 Grid A.2 Wind = 961 lbs Grid B Wind = 2535 lbs Grid A.2 Seismic = 1203 lbs Grid B Seismic = 4626 lbs Diaphragm A.2-C.2, Level = 2 ---------------------------- Grid B Wind = 2535 lbs Grid B Seismic = 4626 lbs ** Direction = 2 ** Diaphragm 4-3, Level = 2 ---------------------------- Grid 3 Wind = 1860 lbs Grid 3 Seismic = 1844 lbs ** TOTAL DIAPHRAGM REACTIONS ** ** Direction = 1 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ A.2 B A.2 961 1203 B 961 1203 B C B 1574 3424 C 1574 3424 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 14 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 A C A 6852 7432 C 5974 6230 A.2 C.2 A.2 4117 3097 C.2 4235 3313 ------------------------------------------------------------------ **Current Level = 1 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ ** Direction = 2 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 3 2 1 3 1860 1844 1 2 1860 1844 2 1.8 1 2 1167 1239 1 1.8 1167 1239 1.8 1 1 1.8 2685 1965 1 1 2685 1965 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 4 3 1 4 2242 1060 1 3 3645 2450 3 2 1 3 2322 1332 1 2 2322 1332 2 1.8 1 2 1604 828 1 1.8 1604 828 1.8 1.2 1 1.8 2561 1470 1 1.2 2561 1470 1.2 1 1 1.2 885 508 1 1 885 508 ------------------------------------------------------------------ **Current Level = 1 ------------------------------------------------------------------ DIAPH ------------------------------------------------------------------ GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ ** GRID LINE REACTIONS ** ---------------------------------------------- NUM LEVEL GRID LENGTH WIND SEISMIC ---------------------------------------------- (ft) (lb) (lb) 0 3 A.2 31.60 961 1203 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 15 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 1 3 B 59.69 2535 4626 2 3 C 59.69 1574 3424 3 2 A 57.71 6852 7432 4 2 C 57.71 5974 6230 5 2 A.2 13.46 4117 3097 6 2 C.2 13.46 4235 3313 7 3 3 27.27 1860 1844 8 3 2 29.69 3028 3083 9 3 1.8 29.69 3852 3204 10 3 1 18.44 2685 1965 11 2 4 21.46 2242 1060 12 2 3 34.42 5967 3782 13 2 2 34.42 3925 2160 14 2 1.8 34.42 4165 2298 15 2 1.2 34.42 3447 1978 16 ---------------------------------------------- 2 1 34.42 885 508 Redundancy calculation rho, per ASCE 12.3.4.2 - Summary --------------------------------------------------- Level = 3 Condition Direction A B Rho ------------------------------ 1 PASS PASS 1.0 2 PASS PASS 1.0 ------------------------------ Design rho for Direction 1 = 1.0 Design rho for Direction 2 = 1.0 Analysis Redundancy calculations *** D E S I G N L E V E L = 3*** --------------------------------------------- *** Direction 1 *** -------------------- Check condition A CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 16 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Grid Line A.2, Height = 9.00 ft # Length Height/Length ------------------------------- 1 5.44' 1.66 2 6.19' 1.45 ----------------------------- Grid Line B, Height = 9.00 ft # Length Height/Length ------------------------------- 1 4.11' 2.19 2 3.00' 3.00 3 3.00' 3.00 4 3.43' 2.63 ----------------------------- Grid Line C, Height = 9.00 ft # Length Height/Length ------------------------------- 1 4.67' 1.93 2 8.77' 1.03 3 4.13' 2.18 4 14.75' 0.61 ------------------------------- Total shear wall length = 57.5 ft Check shear wall piers that have h/L > 1.0. Remove that pier and check the length of removed pier ratio to total shear wall length is less than 0.33. ---------------------------------------------- Removed Grid/Pier Length Length/Total Length ---------------------------------------------- A.2 5.44' 0.09 --> OK A.2 6.19' 0.11 --> OK B 4.11' 0.07 --> OK B 3.00' 0.05 --> OK B 3.00' 0.05 --> OK B 3.43' 0.06 --> OK C 4.67' 0.08 --> OK C 8.77' 0.15 --> OK C 4.13' 0.07 --> OK CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 17 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ------------------- Condition A, PASSED Check condition B Grid Line Length Height 2L/H ------------------------------------------------ A.2 11.63' 9.00' 2.58 B 13.54' 9.00' 3.01 C 32.31' 9.00' 7.18 ------------------------------------------------ Sum 12.77 There are 12.77 bays > 4 req'd, therefore OK Condition B, PASSED *** Direction 2 *** -------------------- Check condition A Grid Line 3, Height = 8.00 ft # Length Height/Length ------------------------------- 1 5.02' 1.59 2 2.46' 3.25 ------------------------------- Grid Line 2, Height = 9.00 ft # Length Height/Length ------------------------------- 1 12.16' 0.74 ------------------------------- Grid Line 1.8, Height = 9.00 ft # Length Height/Length ------------------------------- 1 11.71' 0.77 ------------------------------- Grid Line 1, Height = 9.00 ft # Length Height/Length ------------------------------- 1 4.24' 2.12 ------------------------------- Total shear wall length = 35.6 ft Check shear wall piers that have h/L > 1.0. Remove that pier and check the length of removed pier ratio to CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 18 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 total shear wall length is less than 0.33. ---------------------------------------------- Removed Grid/Pier Length Length/Total Length ---------------------------------------------- 3 5.02' 0.14 --> OK 3 2.46' 0.07 --> OK 1 4.24' 0.12 --> OK Condition A, PASSED Check condition B Grid Line Length Height 2L/H ------------------------------------------------ 3 7.48' 8.00' 1.87 2 12.16' 9.00' 2.70 1.8 11.71' 9.00' 2.60 1 4.24' 9.00, 0.94 Sum 8.11 There are 8.11 bays > 4 req'd, therefore OK Condition B, PASSED CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 19 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Shear Wall at Grid 1 6218 (Ell 0.0 Level 12 Note - Cead v.,eight of walls not shown (only dead weight of supported framing - where applicable:i. Analysis of SW Grid Line 1 Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 20 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 3 4.2 9.0 2.1** 1965 573 2537 2685 419 271 419 SW-4 2 6.0 10.0 1.7 2473 1194 3667 3570 427 255 427 SW-4 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 3 2.12 0.98 1.02 419 425 SW-4 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift ------------------------------------------------------------------------------------------- Type ft ft ft lb/ft lb/ft lb/ft lb/ft 3 0/NO-SW 1.95 0.00 1.95 108.0* - - - 3 1/OPEN 3.00 0.00 3.00 0.0* - - - 3 2/SW 4.24 0.00 4.24 108.0* - - - 3 3/OPEN 7.50 0.00 7.50 0.0* - - - 3 4/NO-SW 2.21 0.00 2.21 108.0* - - - CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 21 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ------------------------------------------------------------------------------------------- 2 0/OPEN 4.96 0.00 4.96 0.0* - - - 2 1/SW 6.01 0.00 6.01 120.0* - - - 2 2/OPEN 4.50 0.00 4.50 0.0* - - - 2 3/NO-SW 2.21 0.00 2.21 120.0* - - - 2 4/OPEN 3.00 0.00 3.00 0.0* - - - 2 5/NO-SW 1.72 0.00 1.72 120.0* - - - 2 6/DRAG 12.49 0.00 12.49 0.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 15.98 1 105 0 0 0 1 0 0 1 0 0 1 3-1 17.93 1 105 0 0 0 1 0 0 1 0 0 1 3-2 20.93 1 229 0 0 0 1 -5386 -5700 1 5386 5700 1 3-3 25.17 1 229 0 0 0 1 5386 5700 1 -5386 -5700 1 3-4 32.67 1 119 0 0 0 1 0 0 1 0 0 1 3-5 34.88 1 119 0 0 0 1 0 0 1 0 0 1 -------------------------------------------------------------------------------------- 2-0 0.00 1 0 0 0 0 1 0 0 1 0 0 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 22 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-1 4.96 1 361 0 0 0 1 -6100 -5940 1 6100 5940 1 2-2 10.97 1 361 0 0 0 1 6100 5940 1 -6100 -5940 1 2-3 15.47 1 133 0 0 0 1 0 0 1 0 0 1 2-4 15.98 1 105 0 0 0 1 0 0 1 0 0 1 2-5 17.68 1 133 0 0 0 1 0 0 1 0 0 1 2-6 20.68 1 103 0 0 0 1 -5386 -5700 1 5386 5700 1 2-7 22.40 1 103 0 0 0 1 4191 4435 1 -4191 -4435 1 2-8 25.17 1 229 0 0 0 1 0 0 1 0 0 1 2-9 32.67 1 119 0 0 0 1 0 0 1 0 0 1 2-10 34.89 1 119 0 0 0 1 1195 1264 1 -1195 -1264 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- lb -------------- 3-0 16.0 1 105 105 105 105 63 49 1 105 105 105 105 63 49 1 49 105 1 3-1 17.9 1 105 105 105 105 63 49 1 105 105 105 105 63 49 1 49 105 1 3-2 20.9 1 -3191 -3541 -2336 -2599 -3282 -3664 1 3649 3999 2794 3057 3557 3877 1 -3664 3999 1 3-3 25.2 1 3649 3999 2794 3057 3557 3877 1 -3191 -3541 -2336 -2599 -3282 -3664 1 -3664 3999 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 23 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3-4 32.7 1 119 119 119 119 72 55 1 119 119 119 119 72 55 1 55 119 1 3-5 34.9 1 119 119 119 119 72 55 1 119 119 119 119 72 55 1 55 ------------------------------------------------------------------------------------------------------------- 119 1 -------------- 2-0 0.0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 2-1 5.0 1 -3203 -3910 -2312 -2842 -3348 -4103 1 3925 4631 3034 3563 3780 4438 1 -4103 4631 2-2 11.0 3925 4631 3034 3563 3780 4438 1 -3203 -3910 -2312 -2842 -3348 -4103 1 -4103 4631 2-3 15.5 133 133 133 133 80 62 1 133 133 133 133 80 62 1 62 133 1 2-4 16.0 105 105 105 105 63 49 1 105 105 105 105 63 49 1 49 105 1 2-5 17.7 133 133 133 133 80 62 1 133 133 133 133 80 62 1 62 133 1 2-6 20.7 1 -3317 -3667 -2462 -2725 -3358 -3722 1 3523 3873 2668 2931 3482 3818 1 -3722 3873 1 2-7 22.4 1 2764 3037 2099 2304 2723 2982 1 -2558 -2831 -1893 -2097 -2599 -2886 1 -2886 3037 1 2-8 25.2 1 229 229 229 229 137 106 1 229 229 229 229 137 106 1 106 229 1 2-9 32.7 1 119 119 119 119 72 55 1 119 119 119 119 72 55 1 55 119 1 2-10 34.9 1 878 956 688 747 830 892 1 -639 -717 -450 -508 -687 -781 1 -781 956 1 Notes 1. LC = Load combination 2. LC1 = D + 0.614 ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.614 ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 24 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 3-0 16.0 1 49 105 1 3-1 17.9 1 49 105 1 3-2 20.9 1 -3664 3057 1 MST60 3-3 25.2 1 -3664 3057 1 MST60 3-4 32.7 1 55 119 1 3-5 34.9 1 55 119 1 2-0 0.0 1 0 0 TD1 2-1 5.0 1 -4103 3563 TD3 2-2 11.0 1 -4103 3563 TD3 2-3 15.5 1 62 133 TD1 2-4 16.0 1 49 105 TD1 2-5 17.7 1 62 133 TD1 2-6 20.7 1 -3722 2931 TD2 2-7 22.4 1 -2886 2304 1 TD1 2-8 25.2 1 106 229 1 TD1 2-9 32.7 1 55 119 1 TD1 2-10 34.9 1 -781 747 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 25 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 142.09 633.30 -491.21 SEISMIC 134.28 598.46 ----------------------------------- -464.19 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 NON -SHEAR WALL 0 0 277 262 2 WINDOW/DOOR 277 262 703 664 3 SHEAR WALL 703 664 -1379 -1304 4 WINDOW/DOOR -1379 -1304 -314 -297 5 -------------------------------------------------------------------- NON -SHEAR WALL -314 -297 0 0 Level = 2 ----------------------------------- q v dq LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 25.38 594.02 64.66 SEISMIC ----------------------------------- 32.37 610.05 20.79 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 126 161 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 26 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2 SHEAR WALL 126 161 514 285 3 WINDOW/DOOR 514 285 629 431 4 NON -SHEAR WALL 629 431 685 503 5 WINDOW/DOOR 685 503 761 600 6 NON -SHEAR WALL 761 600 804 655 7 DRAG -STRUT 804 655 1121 1060 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 NON -SHEAR WALL 0 0 166 458 2 WINDOW/DOOR 166 458 422 1163 3 SHEAR WALL 422 1163 -828 -2281 4 WINDOW/DOOR -828 -2281 -188 -519 5 NON -SHEAR WALL -188 -519 0 0 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 76 281 2 SHEAR WALL 76 281 309 500 3 WINDOW/DOOR 309 500 377 755 4 NON -SHEAR WALL 377 755 411 880 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 27 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 5 WINDOW/DOOR 411 880 457 1050 6 NON -SHEAR WALL 457 1050 483 1147 7 DRAG -STRUT 483 1147 673 1855 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) Shear Wall at Grid 1.2 34478 (W) 19780 (E) 10.0 Level 12 SW-5 Note - Dead weight cf v.,alls not shown (only dead weight of supported framing -where applicable;. Analysis of SW Grid Line 1.2 Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 2 3.8 10.0 2.6** 1978 621 2599 3447 477 387 477 SW-4 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 28 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 2 2.62 0.92 1.08 477 518 SW-5 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ft ft ft lb/ft lb/ft lb/ft lb/ft ------------------------------------------------------------------------------------------- 2 0/DRAG 22.73 0.00 22.73 0.0* - - - 2 1/OPEN 8.33 0.00 8.33 0.0* - - - 2 2/SW 3.81 0.00 3.81 120.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 29 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 2-0 0.00 1 0 0 0 0 1 0 0 1 0 0 1 2-1 22.73 1 0 0 0 0 1 0 0 1 0 0 1 2-2 31.06 1 229 0 0 0 1 -6817 -9040 1 6817 9040 1 2-3 34.88 1 229 0 0 0 1 6817 9040 1 -6817 -9040 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location MIN MAX from end LC1 LOAD LOAD (ft) lb lb lb DIRECTION 1 DIRECTION 2 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 lb lb lb lb lb lb lb lb lb lb lb CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 30 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ------------------------------------------------------------------------------------------------------------- -------------- 2-0 0.0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 01 2-1 22.7 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 01 2-2 31.1 1 -5196 -4543 -3839 -3350 -5287 -4666 1 5653 5001 4297 3808 5562 4878 1 -5287 5653 1 2-3 34.9 1 5653 5001 4297 3808 5562 4878 1 -5196 -4543 -3839 -3350 -5287 -4666 1 -5287 5653 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 2-0 0.0 1 0 0 TD1 2-1 22.7 1 0 0 TD1 2-2 31.1 1 -5287 4297 TD3 2-3 34.9 1 -5287 4297 TD3 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 31 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 98.83 904.05 -805.22 SEISMIC ----------------------------------- 74.53 681.74 -607.21 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 DRAG -STRUT 0 0 2246 1694 2 WINDOW/DOOR 2246 1694 3070 2315 3 SHEAR WALL 3070 2315 0 0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 32 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 DRAG -STRUT 0 0 1348 2964 MST27 2 WINDOW/DOOR 1348 2964 1842 4051 MST37 3 SHEAR WALL 1842 4051 0 0 MST37 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 33 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Shear Wall at Grid 1.8 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level 12 Note - Cead v.,eight of walls not shown (only dead weight of supported framing - where applicable:i. Analysis of SW Grid Line 1.8 Design Rho = 1.0 Table 1 - Shears Level Sum B May 24, 2021 H Max Aspect E Ew E+Ew W vE VW CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Max MARK Page 34 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 3 11.7 9.0 0.8 3204 913 4118 3852 246 141 246 SW-2 2 5.2 10.0 1.9 5502 1535 7037 8017 939 655 939 SW-7 (DBL) ---------------------------------------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ft ft ft lb/ft lb/ft lb/ft lb/ft ------------------------------------------------------------------------------------------- 3 0/SW 11.71 0.00 11.71 108.0* - - - 3 1/DRAG 18.44 0.00 18.44 0.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 5.24 0.00 5.24 120.0* - - - 2 1/DRAG 29.69 0.00 29.69 0.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 35 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 4.99 1 632 0 0 0 1 -3165 -2961 1 3165 2961 1 3-1 16.69 1 632 0 0 0 1 3165 2961 1 -3165 -2961 1 3-2 35.13 1 0 0 0 0 1 0 0 1 0 0 1 -------------------------------------------------------------------------------------- 2-0 0.00 1 315 0 0 0 1 -13421 -15290 1 13421 15290 1 2-1 5.24 1 315 0 0 0 1 12200 14147 1 -12200 -14147 1 2-2 16.69 1 632 0 0 0 1 0 0 1 0 0 1 2-3 34.93 1 0 0 0 0 1 1221 1142 1 -1221 -1142 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 36 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -------------- 3-0 5.0 1 -1144 -1583 -700 -1029 -1397 -1922 1 2409 2848 1965 2294 2156 2509 1 -1922 2848 1 3-1 16.7 1 2409 2848 1965 2294 2156 2509 1 -1144 -1583 -700 -1029 -1397 -1922 1 -1922 2848 1 3-2 35.1 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 ------------------------------------------------------------------------------------------------------------- 0 1 -------------- 2-0 0.0 1 -8859 -9080 -6566 -6731 -8985 -9248 1 9488 9709 7195 7360 9362 9541 1 -9248 9709 2-1 5.2 8803 8855 6681 6720 8677 8686 1 -8174 -8225 -6052 -6090 -8300 -8394 1 -8394 8855 2-2 16.7 632 632 632 632 379 293 1 632 632 632 632 379 293 1 293 632 1 2-3 34.9 685 855 514 641 685 855 1 -685 -855 -514 -641 -685 -855 1 -855 855 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK (ft) lb lb ----------------------------------------------------- ----------------------------------------------------- 3-0 5.0 1 -1922 2156 1 MST48 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 37 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3-1 16.7 1 -1922 2156 1 MST48 3-2 35.1 1 0 0 1 2-0 0.0 1 -9248 7360 1 TD5 2-1 5.2 1 -8394 6720 1 TD5 2-2 16.7 1 293 632 1 TD1 2-3 34.9 1 -855 641 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 127.78 329.01 -201.22 SEISMIC ----------------------------------- 136.59 351.67 -215.09 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -2356 -2518 2 -------------------------------------------------------------------- DRAG -STRUT -2356 -2518 0 0 Level = 2 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 38 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 119.23 1528.95-1080.71 SEISMIC 83.58 1342.07-906.81 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -5667 -4755 2 DRAG -STRUT -5667 -4755 -2127 -2274 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1414 -4407 2 DRAG -STRUT -1414 -4407 0 0 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 39 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -3400 -8321 2 DRAG -STRUT -3400 -8321 -1276 -3979 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 40 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Shear Wall at Grid 2 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level 12 Foote - Dead v. eight of eialls not she-;: n i,only dead weight of supported framing - where applicable;. Analysis of SW Grid Line 2 Design Rho = 1.0 Table 1 - Shears Level Sum B May 24, 2021 H Max Aspect E Ew E+Ew w vE vw CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Max MARK Page 41 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 3 12.2 9.0 0.7 3083 913 3996 3028 230 107 230 SW-2 2 21.9 10.0 0.5 5243 1534 6777 6953 309* 179* 309 SW-3 ---------------------------------------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ft ft ft lb/ft lb/ft lb/ft lb/ft ------------------------------------------------------------------------------------------- 3 0/SW 12.16 0.00 12.16 108.0* - - - 3 1/DRAG 17.99 0.00 17.99 0.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 21.94 0.00 21.94 120.0* - - - 2 1/DRAG 12.94 0.00 12.94 0.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 42 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 4.73 1 656 0 0 0 1 -2959 -2242 1 2959 2242 1 3-1 16.88 1 656 0 0 0 1 2959 2242 1 -2959 -2242 1 3-2 34.88 1 0 0 0 0 1 0 0 1 0 0 1 -------------------------------------------------------------------------------------- 2-0 0.00 1 1316 0 0 0 1 -4729 -4411 1 4729 4411 1 2-1 4.73 1 656 0 0 0 1 0 0 1 0 0 1 2-2 16.88 1 656 0 0 0 1 0 0 1 0 0 1 2-3 21.94 1 1316 0 0 0 1 4729 4411 1 -4729 -4411 1 2-4 34.87 1 0 0 0 0 1 0 0 1 0 0 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb DIRECTION 2 LC3 LC4 LC5 LC6 lb lb lb lb CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 43 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ------------------------------------------------------------------------------------------------------------- -------------- 3-0 4.7 1 -689 -1415 -352 -897 -951 -1767 1 2001 2728 1665 2210 1739 2376 1 -1767 2728 1 3-1 16.9 1 2001 2728 1665 2210 1739 2376 1 -689 -1415 -352 -897 -951 -1767 1 -1767 2728 1 3-2 34.9 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 ------------------------------------------------------------------------------------------------------------- 0 1 -------------- 2-0 0.0 1 -1331 -1994 -669 -1166 -1857 -2699 1 3963 4626 3301 3799 3437 3921 1 -2699 4626 2-1 4.7 1 656 656 656 656 394 305 1 656 656 656 656 394 305 1 305 656 1 2-2 16.9 1 656 656 656 656 394 305 1 656 656 656 656 394 305 1 305 656 1 2-3 21.9 1 3963 4626 3301 3799 3437 3921 1 -1331 -1994 -669 -1166 -1857 -2699 1 -2699 4626 2-4 34.9 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK (ft) lb lb CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 44 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ----------------------------------------------------- 3-0 4.7 1 -1767 1739 1 MST37 3-1 16.9 1 -1767 1739 1 MST37 3-2 34.9 1 0 0 1 2-0 0.0 1 -2699 3437 1 TD1 2-1 4.7 1 305 656 1 TD1 2-2 16.9 1 305 656 1 TD1 2-3 21.9 1 -2699 3437 1 TD1 2-4 34.9 1 0 0 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 100.43 249.07-148.64 SEISMIC 132.57 328.77-196.20 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1807 -2385 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 45 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2 DRAG -STRUT -1807 -2385 0 0 -------------------------------------------------------------------- Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 112.55 416.89 44.68 SEISMIC 79.74 440.88 99.57 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 980 2184 2 DRAG -STRUT 980 2184 2436 3216 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1084 -4174 2 DRAG -STRUT -1084 -4174 0 0 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 46 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 588 3823 MST37 2 DRAG -STRUT 588 3823 1462 5628 MST48 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 47 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Shear Wall at Grid 3 1844# (E) I Roof W0# E 9 0 SW-3 SW-3 ao 00 ao V) IM 1844#(E) ` r' r' Lerel3: C SW-4 SW-4 62180' 0.0 —4 �4 O O H H O L] Note - Dead v. eight of eialls not she-;: n i,only dead weight of supported framing - where applicable;. Analysis of SW Grid Line 3 Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew w vE vw Max MARK CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 48 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 3 7.5 9.0 3.3** 1844 840 2684 1860 251 107 251 SW-2 2 13.4 10.0 1.9 3688 1461 5149 3720 409* 179* 409 SW-4 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 3 3.25 0.84 1.19 251 298 SW-3 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift ------------------------------------------------------------------------------------------- Type ft ft ft lb/ft lb/ft lb/ft lb/ft 3 0/OPEN 14.50 0.00 14.50 0.0* - - - 3 1/SW 5.02 0.00 5.02 108.0* - - - 3 2/SW 2.46 0.00 2.46 96.0* - - - 3 ------------------------------------------------------------------------------------------- 3/OPEN 6.21 0.00 6.21 0.0* - - - CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 49 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2 0/SW 5.21 0.00 5.21 120.0* - - - 2 1/OPEN 21.46 0.00 21.46 0.0* - - - 2 2/SW 8.21 0.00 8.21 120.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 7.15 1 0 0 0 0 1 0 0 1 0 0 1 3-1 21.65 1 271 0 0 0 1 -3229 -2239 1 3229 2239 1 3-2 26.67 1 389 0 0 0 1 359 249 1 -359 -249 1 3-3 29.13 1 118 0 0 0 1 2871 1990 1 -2871 -1990 1 3-4 35.33 1 0 0 0 0 1 0 0 1 0 0 1 -------------------------------------------------------------------------------------- 2-0 0.00 1 312 0 0 0 1 -3838 -2773 1 3838 2773 1 2-1 5.21 1 312 0 0 0 1 3082 2249 1 -3082 -2249 1 2-2 7.15 1 0 0 0 0 1 0 0 1 0 0 1 2-3 21.65 1 271 0 0 0 1 0 0 1 0 0 1 2-4 26.67 1 882 0 0 0 1 -3942 -2845 1 3942 2845 1 2-5 29.13 1 118 0 0 0 1 0 0 1 0 0 1 2-6 34.87 1 493 0 0 0 1 4697 3369 1 -4697 -3369 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 50 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- lb -------------- 3-0 7.1 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 3-1 21.6 1 -1072 -1989 -736 -1424 -1180 -2135 1 1614 2532 1279 1967 1506 2386 1 -2135 2532 3-2 26.7 538 640 501 578 383 432 1 240 138 277 201 84 -71 1 -71 640 1 3-3 29.1 1312 2127 1013 1625 1265 2064 1 -1076 -1891 -777 -1389 -1123 -1955 1 -1955 2127 3-4 35.3 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 ------------------------------------------------------------------------------------------------------------- 0 1 -------------- 2-0 0.0 1 -1351 -2374 -935 -1702 -1476 -2541 1 1976 2999 1560 2327 1851 2831 1 -2541 2999 1 2-1 5.2 1 1662 2470 1325 1931 1537 2302 1 -1037 -1845 -700 -1306 -1162 -2012 1 -2012 2470 1 2-2 7.1 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 51 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-3 21.6 1 271 271 271 271 163 126 1 271 271 271 271 163 126 1 126 271 1 2-4 26.7 1 -825 -1878 -399 -1188 -1178 -2350 1 2589 3641 2162 2951 2236 3168 1 -2350 3641 2-5 29.1 1 118 118 118 118 71 55 1 118 118 118 118 71 55 1 55 118 1 2-6 34.9 1 2514 3781 2008 2959 2317 3517 1 -1529 -2796 -1023 -1974 -1726 -3059 1 -3059 3781 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SIDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 3-0 7.1 1 0 0 1 3-1 21.6 1 -2135 1506 1 MST48 3-2 26.7 1 -71 432 1 MST48 3-3 29.1 1 -1955 1265 1 MST48 3-4 35.3 1 0 0 1 2-0 0.0 1 -2541 1851 1 TD1 2-1 5.2 1 -2012 1537 1 TD1 2-2 7.1 1 0 0 1 TD1 2-3 21.6 1 126 271 1 TD1 2-4 26.7 1 -2350 2236 1 TD1 CUSTOM DESIGN & ENGINEERING, INC May 24, 2021 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 52 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-5 29.1 1 55 118 1 TD1 2-6 34.9 1 -3059 2317 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 3 ----------------------------------- q v dq LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 67.09 248.74 -181.65 SEISMIC ----------------------------------- 96.78 358.82 -262.04 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 973 1403 2 SHEAR WALL 973 1403 61 88 3 SHEAR WALL 61 88 -386 -556 4 -------------------------------------------------------------------- WINDOW/DOOR -386 -556 31 44 Level = 2 q v dq ----------------------------------- CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 53 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 53.33 416.68 24.78 SEISMIC 70.68 584.84 ----------------------------------- 45.75 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 129 238 2 WINDOW/DOOR 129 238 1273 1755 3 SHEAR WALL 1273 1755 1477 2131 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 584 2456 MST27 2 SHEAR WALL 584 2456 36 153 MST27 3 SHEAR WALL 36 153 -231 -974 4 --------------------------------------------------------------------------------- WINDOW/DOOR -231 -974 18 78 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 54 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 77 417 2 WINDOW/DOOR 77 417 764 3071 MST27 3 SHEAR WALL 764 3071 886 3728 MST37 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 55 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Shear Wall at Grid 4 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level 3/2 Note - Dead eight of -r: alls not shown (only dead weight of supported framing - v. here applicable;. Analysis of SW Grid Line 4 Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 2 21.9 10.0 0.5 1060 390 1450 2242 46 44 46 SW-1 ---------------------------------------------------------------------------------------------------- CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 56 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ft ft ft lb/ft lb/ft lb/ft lb/ft ------------------------------------------------------------------------------------------- 2 0/SW 21.92 0.00 21.92 120.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 57 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 (ft) I lb lb lb lb I lb lb I lb lb -------------------------------------------------------------------------------------- 2-0 0.00 1 1315 0 0 0 1 -662 -1023 1 662 1023 1 2-1 21.92 1 1315 0 0 0 1 662 1023 1 -662 -1023 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- -------------- 2-0 0.0 1 701 852 855 968 175 147 1 1929 1778 1775 1662 1403 1073 1 147 1929 1 2-1 21.9 1 1929 1778 1775 1662 1403 1073 1 701 852 855 968 175 147 1 147 1929 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SOS = 0.970 8. MIN LOAD = Maximum negative tension force CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 58 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK (ft) ----------------------------------------------------- lb lb ----------------------------------------------------- 2-0 0.0 1 147 1403 1 TOO 2-1 21.9 1 147 1403 1 TD0 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 102.31 102.31 0.00 SEISMIC 66.15 66.15 0.00 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 59 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -------------------------------------------------------------------- 1 SHEAR WALL 0 0 0 0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 0 0 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 60 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Shear Wall at Grid A Level 3.2 Note - Cead v.-eight of ,,galls not shown (onh, dead weight of supported framing - where applicable.l Analysis of SW Grid Line A Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ---------------------------------------------------------------------------------------------------- ft Ratio lb lb lb lb plf plf plf 2 25.0 ---------------------------------------------------------------------------------------------------- 10.0 3.3** 7432 1036 8468 6852 237 117 237 SW-2 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 2 3.35 0.83 1.20 237 285 SW-3 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 61 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ft ft ft lb/ft lb/ft lb/ft lb/ft ------------------------------------------------------------------------------------------- 2 0/SW 1.79 0.00 1.79 72.0* - - - 2 1/DRAG 16.25 0.00 16.25 0.0* - - - 2 2/SW 1.88 0.00 1.88 72.0* - - - 2 3/SW 5.73 0.00 5.73 120.0* - - - 2 4/OPEN 5.96 0.00 5.96 0.0* - - - 2 5/SW 4.51 0.00 4.51 120.0* - - - 2 6/OPEN 7.50 0.00 7.50 0.0* - - - 2 7/SW 11.09 0.00 11.09 120.0* - - - 2 8/OPEN 3.46 0.00 3.46 0.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 62 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 2-0 0.00 1 65 0 0 0 1 -2032 -1644 1 2032 1644 1 2-1 1.79 1 65 0 0 0 1 2032 1644 1 -2032 -1644 1 2-2 18.04 1 68 0 0 0 1 -2032 -1644 1 2032 1644 1 2-3 19.92 1 411 0 0 0 1 -1355 -1096 1 1355 1096 1 2-4 25.65 1 344 0 0 0 1 3387 2741 1 -3387 -2741 1 2-5 31.60 1 271 0 0 0 1 -3387 -2741 1 3387 2741 1 2-6 36.11 1 271 0 0 0 1 3387 2741 1 -3387 -2741 1 2-7 43.61 1 666 0 0 0 1 -3387 -2741 1 3387 2741 1 2-8 54.71 1 666 0 0 0 1 3387 2741 1 -3387 -2741 1 2-9 58.17 1 0 0 0 0 1 0 0 1 0 0 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 63 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-0 0.0 1 -922 -1358 -675 -1002 -948 -1393 1 1051 1487 804 1131 1025 1453 1 -1393 1487 2-1 1.8 1 1051 1487 804 1131 1025 1453 1 -922 -1358 -675 -1002 -948 -1393 1 -1393 1487 2-2 18.0 1 -919 -1355 -672 -999 -946 -1391 1 1054 1490 807 1134 1027 1454 1 -1391 1490 2-3 19.9 1 -247 -537 -82 -300 -411 -758 1 1069 1360 905 1123 905 1139 1 -758 1360 1 2-4 25.6 1 1988 2715 1577 2122 1851 2531 1 -1301 -2027 -890 -1435 -1438 -2212 1 -2212 2715 2-5 31.6 1 -1374 -2100 -963 -1508 -1482 -2245 1 1915 2642 1504 2049 1807 2497 1 -2245 2642 2-6 36.1 1 1915 2642 1504 2049 1807 2497 1 -1374 -2100 -963 -1508 -1482 -2245 1 -2245 2642 2-7 43.6 1 -979 -1705 -568 -1113 -1245 -2062 1 2310 3037 1899 2444 2044 2680 1 -2062 3037 2-8 54.7 1 2310 3037 1899 2444 2044 2680 1 -979 -1705 -568 -1113 -1245 -2062 1 -2062 3037 2-9 58.2 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK (ft) lb lb CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 64 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ----------------------------------------------------- 2-0 0.0 1 -1393 1025 1 TD1 2-1 1.8 1 -1393 1025 1 TD1 2-2 18.0 1 -1391 1027 1 TD1 2-3 19.9 1 -758 905 1 TD1 2-4 25.6 1 -2212 1851 1 TD1 2-5 31.6 1 -2245 1807 1 TD1 2-6 36.1 1 -2245 1807 1 TD1 2-7 43.6 1 -2062 2044 1 TD1 2-8 54.7 1 -2062 2044 1 TD1 2-9 58.2 1 0 0 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 117.80 274.07-156.28 SEISMIC 145.58 338.72-193.14 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 65 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -280 -346 2 DRAG -STRUT -280 -346 1634 2020 3 SHEAR WALL 1634 2020 1341 1658 4 SHEAR WALL 1341 1658 446 551 5 WINDOW/DOOR 446 551 1148 1418 6 SHEAR WALL 1148 1418 443 547 7 WINDOW/DOOR 443 547 1326 1639 8 SHEAR WALL 1326 1639 -407 -503 9 WINDOW/DOOR -407 -503 -0 -0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -168 -606 2 DRAG -STRUT -168 -606 981 3534 MST37 3 SHEAR WALL 981 3534 805 2901 MST37 4 SHEAR WALL 805 2901 268 964 MST27 5 WINDOW/DOOR 268 964 689 2482 MST27 6 SHEAR WALL 689 2482 266 958 MST27 7 WINDOW/DOOR 266 958 796 2869 MST27 8 SHEAR WALL 796 2869 -244 -881 MST27 9 WINDOW/DOOR -244 -881 -0 -0 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 66 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Shear Kull at Grid A.2 961# (W) 1203#(E) 971# (E) 9.0 4117# (W) 3097#(E) 24M (E110.0 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Roo' tote - Dead weight of vwalls not shown (only dead weight of supported framing - where applicable;. Analysis of SW Grid Line A.2 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 67 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ---------------------------------------------------------------------------------------------------- ft Ratio lb lb lb lb plf plf plf 3 11.6 9.0 1.7 1203 971 2174 961 131 35 131 SW-1 2 3.9 ---------------------------------------------------------------------------------------------------- 10.0 3.1** 4300 1219 5519 5078 986 556 986 SW-7 (DBL) Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 2 3.13 0.86 1.16 986 1149 SW-7 (DBL) ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ------------------------------------------------------------------------------------------- ft ft ft lb/ft lb/ft lb/ft lb/ft 3 0/OPEN 10.65 0.00 10.65 0.0* - - - CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 68 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3 1/SW 5.44 0.00 5.44 108.0* - - - 3 2/OPEN 3.38 0.00 3.38 0.0* - - - 3 3/SW 6.19 0.00 6.19 108.0* - - - 3 4/OPEN 6.42 0.00 6.42 0.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 1.92 0.00 1.92 72.0* - - - 2 1/OPEN 10.00 0.00 10.00 0.0* - - - 2 2/SW 2.00 0.00 2.00 72.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 13.46 1 0 0 0 0 1 0 0 1 0 0 1 3-1 24.10 1 294 0 0 0 1 -1683 -744 1 1683 744 1 3-2 29.54 1 294 0 0 0 1 1683 744 1 -1683 -744 1 3-3 32.92 1 334 0 0 0 1 -1683 -744 1 1683 744 1 3-4 39.10 1 334 0 0 0 1 1683 744 1 -1683 -744 1 3-5 45.52 1 0 0 0 0 1 0 0 1 0 0 1 -------------------------------------------------------------------------------------- 2-0 0.00 1 69 0 0 0 1 -8455 -7779 1 8455 7779 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 69 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-1 1.92 1 69 0 0 0 1 8455 7779 1 -8455 -7779 1 2-2 11.92 1 72 0 0 0 1 -8455 -7779 1 8455 7779 1 2-3 13.92 1 72 0 0 0 1 8455 7779 1 -8455 -7779 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- lb -------------- 3-0 13.5 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 3-1 24.1 1 -153 -885 -41 -590 -270 -1042 1 740 1472 628 1177 622 1314 1 -1042 1472 3-2 29.5 740 1472 628 1177 622 1314 1 -153 -885 -41 -590 -270 -1042 1 -1042 1472 3-3 32.9 -112 -844 -1 -549 -246 -1023 1 780 1512 669 1218 647 1333 1 -1023 1512 3-4 39.1 780 1512 669 1218 647 1333 1 -112 -844 -1 -549 -246 -1023 1 -1023 1512 3-5 45.5 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 ------------------------------------------------------------------------------------------------------------- 0 1 -------------- 2-0 0.0 1 -4598 -5849 -3431 -4370 -4626 -5886 1 4736 5987 3569 4508 4709 5950 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 70 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -5886 5987 1 2-1 1.9 1 4736 5987 3569 4508 4709 5950 1 -4598 -5849 -3431 -4370 -4626 -5886 1 -5886 5987 1 2-2 11.9 1 -4595 -5846 -3428 -4367 -4624 -5885 1 4739 5990 3572 4511 4710 5952 1 -5885 5990 1 2-3 13.9 1 4739 5990 3572 4511 4710 5952 1 -4595 -5846 -3428 -4367 -4624 -5885 1 -5885 5990 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SIDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 3-0 13.5 1 0 0 1 3-1 24.1 1 -1042 628 1 MST37 3-2 29.5 1 -1042 628 1 MST37 3-3 32.9 1 -1023 669 1 MST37 3-4 39.1 1 -1023 669 1 MST37 3-5 45.5 1 0 0 1 2-0 0.0 1 -5886 4508 1 TD4 2-1 1.9 1 -5886 4508 1 TD4 2-2 11.9 1 -5885 4511 1 TD4 2-3 13.9 1 -5885 4511 1 TD4 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 71 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 29.96 82.64 -52.68 SEISMIC 67.81 187.01-119.21 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 319 722 2 SHEAR WALL 319 722 33 74 3 WINDOW/DOOR 33 74 134 303 4 SHEAR WALL 134 303 -192 -435 5 -------------------------------------------------------------------- WINDOW/DOOR -192 -435 -0 -0 Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 72 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 WIND 295.84 1296.45-917.97 SEISMIC 240.36 1409.11-981.74 ----------------------------------- PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1759 -1882 2 WINDOW/DOOR -1759 -1882 1199 522 3 SHEAR WALL 1199 522 -637 -1442 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 191 1263 2 SHEAR WALL 191 1263 20 129 3 WINDOW/DOOR 20 129 80 529 4 SHEAR WALL 80 529 -115 -761 5 --------------------------------------------------------------------------------- WINDOW/DOOR -115 -761 -0 -0 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND --------------------------------------------------------------------------------- SEISMIC WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 73 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1056 -3293 2 WINDOW/DOOR -1056 -3293 719 913 3 SHEAR WALL 719 913 -382 -2523 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) Shear `Vall at Grid B 2535# W 4626# (E) Roof Co Co 1822# E 9 0 NOWSW 4 ; Note - Cead weight of &alls not shown (only dead weight of supported framing - where applicable;. Analysis of SW Grid Line B Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ---------------------------------------------------------------------------------------------------- ft Ratio lb lb lb lb plf plf plf 3 13.5 9.0 3.0** 4626 1822 6449 2535 333 80 333 SW-3 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 74 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 3 3.00 0.88 1.14 333 381 SW-4 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift ------------------------------------------------------------------------------------------- Type ft ft ft lb/ft lb/ft lb/ft lb/ft 3 0/DRAG 10.60 0.00 10.60 0.0* - - - 3 1/NO-SW 5.32 0.00 5.32 108.0* - - - 3 2/OPEN 15.69 0.00 15.69 0.0* - - - 3 3/SW 4.11 0.00 4.11 108.0* - - - 3 4/OPEN 5.00 0.00 5.00 0.0* - - - 3 5/SW 3.00 0.00 3.00 108.0* - - - 3 6/OPEN 5.00 0.00 5.00 0.0* - - - 3 7/SW 3.00 0.00 3.00 108.0* - - - 3 8/OPEN 5.00 0.00 5.00 0.0* - - - 3 9/SW 3.43 0.00 3.43 108.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 75 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 0.00 1 0 0 0 0 1 0 0 1 0 0 1 3-1 10.60 1 287 0 0 0 1 0 0 1 0 0 1 3-2 15.92 1 287 0 0 0 1 0 0 1 0 0 1 3-3 31.60 1 222 0 0 0 1 -4286 -1685 1 4286 1685 1 3-4 35.72 1 222 0 0 0 1 4286 1685 1 -4286 -1685 1 3-5 40.72 1 162 0 0 0 1 -4286 -1685 1 4286 1685 1 3-6 43.72 1 162 0 0 0 1 4286 1685 1 -4286 -1685 1 3-7 48.72 1 162 0 0 0 1 -4286 -1685 1 4286 1685 1 3-8 51.72 1 162 0 0 0 1 4286 1685 1 -4286 -1685 1 3-9 56.72 1 185 0 0 0 1 -4286 -1685 1 4286 1685 1 3-10 60.15 1 185 0 0 0 1 4286 1685 1 -4286 -1685 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 76 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- lb -------------- 3-0 0.0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 3-1 10.6 1 287 287 287 287 172 133 1 287 287 287 287 172 133 1 133 287 1 3-2 15.9 1 287 287 287 287 172 133 1 287 287 287 287 172 133 1 133 287 1 3-3 31.6 1 -789 -2778 -536 -2028 -878 -2897 1 1233 3222 980 2472 1144 3103 1 -2897 3222 1 3-4 35.7 1 1233 3222 980 2472 1144 3103 1 -789 -2778 -536 -2028 -878 -2897 1 -2897 3222 1 3-5 40.7 1 -849 -2838 -596 -2088 -914 -2925 1 1173 3162 920 2412 1108 3075 1 -2925 3162 1 3-6 43.7 1 1173 3162 920 2412 1108 3075 1 -849 -2838 -596 -2088 -914 -2925 1 -2925 3162 1 3-7 48.7 1 -849 -2838 -596 -2088 -914 -2925 1 1173 3162 920 2412 1108 3075 1 -2925 3162 1 3-8 51.7 1 1173 3162 920 2412 1108 3075 1 -849 -2838 -596 -2088 -914 -2925 1 -2925 3162 1 3-9 56.7 1 -826 -2815 -573 -2065 -900 -2914 1 1196 3185 943 2435 1122 3086 1 -2914 3185 1 3-10 60.1 1 1196 3185 943 2435 1122 3086 1 -826 -2815 -573 -2065 -900 -2914 1 -2914 3185 1 Notes 1. LC = Load combination 2. LC1 = D + 0.614 ASCE 2.4.1 - 5a CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 77 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 3-0 0.0 1 0 0 3-1 10.6 1 133 287 3-2 15.9 1 133 287 3-3 31.6 1 -2897 1144 1 MST48 3-4 35.7 1 -2897 1144 1 MST48 3-5 40.7 1 -2925 1108 1 MST48 3-6 43.7 1 -2925 1108 1 MST48 3-7 48.7 1 -2925 1108 1 MST48 3-8 51.7 1 -2925 1108 1 MST48 3-9 56.7 1 -2914 1122 1 MST48 3-10 60.1 1 -2914 1122 1 MST48 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 78 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 42.15 187.21-145.06 SEISMIC 107.21 476.20-368.98 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 DRAG -STRUT 0 0 447 1137 2 NON -SHEAR WALL 447 1137 671 1706 3 WINDOW/DOOR 671 1706 1332 3388 4 SHEAR WALL 1332 3388 735 1870 5 WINDOW/DOOR 735 1870 946 2406 6 SHEAR WALL 946 2406 511 1299 7 WINDOW/DOOR 511 1299 722 1835 8 SHEAR WALL 722 1835 286 729 9 WINDOW/DOOR 286 729 497 1265 10 SHEAR WALL 497 1265 0 0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 79 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 DRAG -STRUT 0 0 268 1989 2 NON -SHEAR WALL 268 1989 403 2986 MST27 3 WINDOW/DOOR 403 2986 799 5930 MST60 4 SHEAR WALL 799 5930 441 3273 MST60 5 WINDOW/DOOR 441 3273 568 4211 MST37 6 SHEAR WALL 568 4211 307 2274 MST37 7 WINDOW/DOOR 307 2274 433 3212 MST37 8 SHEAR WALL 433 3212 172 1275 MST37 9 WINDOW/DOOR 172 1275 298 2213 MST27 10 SHEAR WALL 298 2213 0 0 MST27 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) Shear `'Fall at Grid C 1574# (W) 3424#(E) 1766# (E) 9.0 Note - Dead weight of vwalls not shown (only dead weight of supported framing - where applicable). Analysis of SW Grid Line C Design Rho = 1.0 Table 1 - Shears Roof CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 80 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 3 32.3 9.0 2.2** 3424 1766 5189 1574 112 21 112 SW-1 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 3 2.18 0.98 1.02 112 115 SW-1 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift ------------------------------------------------------------------------------------------- Type ft ft ft lb/ft lb/ft lb/ft lb/ft 3 0/OPEN 3.63 0.00 3.63 0.0* - - - 3 1/SW 4.67 0.00 4.67 108.0* - - - 3 2/OPEN 2.17 0.00 2.17 0.0* - - - 3 3/SW 8.77 0.00 8.77 108.0* - - - 3 4/OPEN 1.67 0.00 1.67 0.0* - - - CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 81 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3 5/SW 4.13 0.00 4.13 108.0* - - - 3 6/OPEN 3.50 0.00 3.50 0.0* - - - 3 7/NO-SW 1.50 0.00 1.50 108.0* - - - 3 8/OPEN 6.00 0.00 6.00 0.0* - - - 3 9/NO-SW 2.50 0.00 2.50 108.0* - - - 3 10/01PEN 5.00 0.00 5.00 0.0* - - - 3 11/SW 14.75 0.00 14.75 108.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 0.00 1 0 0 0 0 1 0 0 1 0 0 1 3-1 3.63 1 252 0 0 0 1 -1445 -439 1 1445 439 1 3-2 8.29 1 252 0 0 0 1 1445 439 1 -1445 -439 1 3-3 10.46 1 474 0 0 0 1 -1445 -439 1 1445 439 1 3-4 19.23 1 474 0 0 0 1 1445 439 1 -1445 -439 1 3-5 20.90 1 223 0 0 0 1 -1445 -439 1 1445 439 1 3-6 25.02 1 223 0 0 0 1 1445 439 1 -1445 -439 1 3-7 28.52 1 81 0 0 0 1 0 0 1 0 0 1 3-8 30.02 1 81 0 0 0 1 0 0 1 0 0 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 82 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3-9 36.02 1 135 0 0 0 1 0 0 1 0 0 1 3-10 38.52 1 135 0 0 0 1 0 0 1 0 0 1 3-11 43.52 1 797 0 0 0 1 -1445 -439 1 1445 439 1 3-12 58.27 1 797 0 0 0 1 1445 439 1 -1445 -439 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- lb -------------- 3-0 0.0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 3-1 3.6 1 -11 -760 55 -507 -112 -895 1 515 1264 449 1011 414 1129 1 -895 1264 1 3-2 8.3 1 515 1264 449 1011 414 1129 1 -11 -760 55 -507 -112 -895 1 -895 1264 1 3-3 10.5 1 210 -538 276 -285 21 -792 1 737 1485 671 1232 547 1232 1 -792 1485 1 3-4 19.2 1 737 1485 671 1232 547 1232 1 210 -538 276 -285 21 -792 1 -792 1485 1 3-5 20.9 1 -40 -789 25 -536 -129 -908 1 486 1234 420 982 397 1115 1 -908 1234 1 3-6 25.0 1 486 1234 420 982 397 1115 1 -40 -789 25 -536 -129 -908 1 -908 1234 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 83 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3-7 28.5 1 81 81 81 81 49 38 1 81 81 81 81 49 38 1 38 81 1 3-8 30.0 1 81 81 81 81 49 38 1 81 81 81 81 49 38 1 38 81 1 3-9 36.0 1 135 135 135 135 81 63 1 135 135 135 135 81 63 1 63 135 1 3-10 38.5 1 135 135 135 135 81 63 1 135 135 135 135 81 63 1 63 135 1 3-11 43.5 1 533 -215 599 38 215 -642 1 1060 1808 994 1555 741 1381 1 -642 1808 1 3-12 58.3 1 1060 1808 994 1555 741 1381 1 533 -215 599 38 215 -642 1 -642 1808 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.6D + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 3-0 0.0 1 0 0 1 3-1 3.6 1 -895 449 1 MST37 3-2 8.3 1 -895 449 1 MST37 3-3 10.5 1 -792 671 1 MST37 3-4 19.2 1 -792 671 1 MST37 3-5 20.9 1 -908 420 1 MST37 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 84 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3-6 25.0 1 -908 420 1 MST37 3-7 28.5 1 38 81 1 3-8 30.0 1 38 81 1 3-9 36.0 1 63 135 1 3-10 38.5 1 63 135 1 3-11 43.5 1 -642 994 1 MST37 3-12 58.3 1 -642 994 1 MST37 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 27.02 48.73 -21.71 SEISMIC ----------------------------------- 89.05 160.59 -71.54 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 98 323 2 SHEAR WALL 98 323 -3 -11 3 WINDOW/DOOR -3 -11 55 182 4 SHEAR WALL 55 182 -135 -446 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 85 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 5 WINDOW/DOOR -135 -446 -90 -297 6 SHEAR WALL -90 -297 -180 -592 7 WINDOW/DOOR -180 -592 -85 -281 8 NON -SHEAR WALL -85 -281 -45 -147 9 WINDOW/DOOR -45 -147 118 387 10 NON -SHEAR WALL 118 387 185 610 11 WINDOW/DOOR 185 610 320 1055 12 SHEAR WALL 320 1055 0 0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 59 565 2 SHEAR WALL 59 565 -2 -19 3 WINDOW/DOOR -2 -19 33 318 4 SHEAR WALL 33 318 -81 -780 5 WINDOW/DOOR -81 -780 -54 -520 6 SHEAR WALL -54 -520 -108 -1036 7 WINDOW/DOOR -108 -1036 -51 -491 8 NON -SHEAR WALL -51 -491 -27 -257 9 WINDOW/DOOR -27 -257 71 678 10 NON -SHEAR WALL 71 678 111 1067 11 WINDOW/DOOR 111 1067 192 1847 12 SHEAR WALL 192 1847 0 0 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 86 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 87 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Shear Wall at Grid C,2 4235# -- 3313#(E) S'u'J 5 S V- 5 273# E 10.0 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level 12 Note - Cead eight of alls not shown (only dead v eight of supported framing - v.-here applicable;. Analysis of SW Grid Line C,2 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 88 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 2 5.4 10.0 3.5** 3313 273 3586 4235 463 335 463 SW-4 Shear panel(s) in the braced wall line exceed aspect ratio as defined per SDPWS 4.3.4. Reduction per SDPWS 4.3.4.2 is required. The capacity of the shear wall is reduced by WSP = 1.25 - 0.125(h/bs) Aspect Ratio Factor. It is more convenient to increase the demand load by the factor 1 / WSP and size the SW accordingly. Where WSP > 1.0. Level Max Aspect WSP 1/WSP Design Adjusted Revised Ratio Shear Shear SW MARK ------------------------------------------------------------------- 2 3.49 0.81 1.23 463 570 SW-5 ------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ------------------------------------------------------------------------------------------- ft ft ft lb/ft lb/ft lb/ft lb/ft 2 0/SW 2.86 0.00 2.86 120.0* - - - CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 89 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2 1/OPEN 3.25 0.00 3.25 0.0* - - - 2 2/OPEN 6.67 0.00 6.67 0.0* - - - 2 3/SW 2.55 0.00 2.55 84.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 2-0 0.00 1 172 0 0 0 1 -6620 -7818 1 6620 7818 1 2-1 2.86 1 172 0 0 0 1 6620 7818 1 -6620 -7818 1 2-2 6.11 1 0 0 0 0 1 0 0 1 0 0 1 2-3 12.78 1 107 0 0 0 1 -4634 -5473 1 4634 5473 1 2-4 15.33 1 107 0 0 0 1 4634 5473 1 -4634 -5473 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 90 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- -------------- 2-0 0.0 1 -4519 -4462 -3346 -3304 -4588 -4555 1 4863 4806 3690 3648 4794 4714 1 -4588 4863 2-1 2.9 1 4863 4806 3690 3648 4794 4714 1 -4519 -4462 -3346 -3304 -4588 -4555 1 -4588 4863 2-2 6.1 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 2-3 12.8 1 -3177 -3137 -2356 -2326 -3219 -3194 1 3391 3351 2570 2540 3348 3294 1 -3219 3391 2-4 15.3 1 3391 3351 2570 2540 3348 3294 1 -3177 -3137 -2356 -2326 -3219 -3194 1 -3219 3391 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SOS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location I MIN MAX I HOLD-DOWN CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 91 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 from end LOAD LOAD MARK ----------------------------------------------------- (ft) lb lb ----------------------------------------------------- 2-0 0.0 1 -4588 3690 1 TD3 2-1 2.9 1 -4588 3690 1 TD3 2-2 6.1 1 0 0 1 TD1 2-3 12.8 1 -3219 2570 1 TD1 2-4 15.3 1 -3219 2570 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 2 ----------------------------------- q v dq LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 276.20 781.85 -505.65 SEISMIC ----------------------------------- 233.87 662.04 -428.17 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1448 -1227 2 WINDOW/DOOR -1448 -1227 -551 -466 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 92 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3 WINDOW/DOOR -551 -466 1290 1093 4 SHEAR WALL 1290 1093 0 0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -869 -2146 2 WINDOW/DOOR -869 -2146 -331 -816 3 WINDOW/DOOR -331 -816 774 1912 4 SHEAR WALL 774 1912 0 0 --------------------------------------------------------------------------------- Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 93 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Shear Wall at Grid D Level 3.2 Note - Dead weight of v alls not shown (only dead weight of supported framing - v here applicable':. Analysis of SW Grid Line D Design Rho = 1.0 Table 1 - Shears Level Sum B H Max Aspect E Ew E+Ew W vE vW Max MARK ft ---------------------------------------------------------------------------------------------------- ft Ratio lb lb lb lb plf plf plf 2 30.8 10.0 1.7 6230 1038 7268 5974 165 83 165 SW-1 ---------------------------------------------------------------------------------------------------- Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels) = rho x Qe. 4. Ew - Unfactored Wall inertia force (wall & window panels) includes rho. 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). Table 2a - Vertical loads on panels CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 94 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level Panel#/ Length x1 x2 Dead Snow Live Wind Uplift Type ft ft ft lb/ft lb/ft lb/ft lb/ft ------------------------------------------------------------------------------------------- 2 0/OPEN 3.63 0.00 3.63 0.0* - - - 2 1/OPEN 4.67 0.00 4.67 0.0* - - - 2 2/OPEN 2.17 0.00 2.17 0.0* - - - 2 3/SW 8.75 0.00 8.75 120.0* - - - 2 4/OPEN 2.17 0.00 2.17 0.0* - - - 2 5/SW 6.01 0.00 6.01 120.0* - - - 2 6/OPEN 1.67 0.00 1.67 0.0* - - - 2 7/SW 6.32 0.00 6.32 120.0* - - - 2 8/OPEN 4.50 0.00 4.50 0.0* - - - 2 9/SW 9.71 0.00 9.71 120.0* - - - 2 10/DRAG 8.68 0.00 8.68 0.0* - - - ------------------------------------------------------------------------------------------- Notes: 1. A panel is considered an element within a braced wall line. such as shear wall, window, filler (non -shear load), drag element. 2. length = indivisual panel length (within a braced wall line). 3. x1 = the start dimension for the distributive load - measured from LHS end of panel. 4. x2 = the end dimension for the distributive load - measured from LHS end of panel. 5. Multiple distributive loads may be supported by a panel. 6. Multiple distributive loads shown are not sorted - along the span of the panel. 7. * = Wall Dead load (wall dead load does not apply to drag elements and window panels). Wall dead loads are summed up with framing dead loads where applicable (which includes beam drag elements and window hdrs). See Table 2b below. 8. OPEN = Window/Door, DRAG = Drag strut, NO -SW = filler panel (no shear capacity) SW = Shear panel. Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location D S L W E W E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 2-0 0.00 1 0 0 0 0 1 0 0 1 0 0 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 95 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-1 3.63 1 0 0 0 0 1 0 0 1 0 0 1 2-2 8.29 1 0 0 0 0 1 0 0 1 0 0 1 2-3 10.46 1 525 0 0 0 1 -2360 -1940 1 2360 1940 1 2-4 19.21 1 525 0 0 0 1 2360 1940 1 -2360 -1940 1 2-5 21.38 1 361 0 0 0 1 -2360 -1940 1 2360 1940 1 2-6 27.39 1 361 0 0 0 1 2360 1940 1 -2360 -1940 1 2-7 29.06 1 379 0 0 0 1 -2360 -1940 1 2360 1940 1 2-8 35.38 1 379 0 0 0 1 2360 1940 1 -2360 -1940 1 2-9 39.88 1 583 0 0 0 1 -2360 -1940 1 2360 1940 1 2-10 49.59 1 583 0 0 0 1 2360 1940 1 -2360 -1940 1 2-11 58.27 1 0 0 0 0 1 0 0 1 0 0 1 Notes: 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION Table 3 - Factored Reaction forces at panels Reaction Location DIRECTION 1 DIRECTION 2 MIN MAX from end LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 LOAD LOAD (ft) lb lb lb lb lb lb lb lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- -------------- 2-0 0.0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 2-1 3.6 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 2-2 8.3 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 2-3 10.5 1 -639 -1127 -348 -714 -849 -1408 1 1689 2177 1398 1764 1479 1896 1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 96 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -1408 2177 1 2-4 19.2 1 1689 2177 1398 1764 1479 1896 1 -639 -1127 -348 -714 -849 -1408 1 -1408 2177 1 2-5 21.4 1 -803 -1291 -512 -878 -947 -1485 1 1525 2013 1234 1600 1381 1820 1 -1485 2013 1 2-6 27.4 1 1525 2013 1234 1600 1381 1820 1 -803 -1291 -512 -878 -947 -1485 1 -1485 2013 1 2-7 29.1 1 -785 -1273 -494 -860 -937 -1476 1 1543 2031 1252 1618 1391 1828 1 -1476 2031 1 2-8 35.4 1 1543 2031 1252 1618 1391 1828 1 -785 -1273 -494 -860 -937 -1476 1 -1476 2031 1 2-9 39.9 1 -581 -1069 -290 -656 -814 -1382 1 1747 2235 1456 1822 1514 1923 1 -1382 2235 1 2-10 49.6 1 1747 2235 1456 1822 1514 1923 1 -581 -1069 -290 -656 -814 -1382 1 -1382 2235 1 2-11 58.3 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.75S ASCE 2.4.1 - 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.75S ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK (ft) lb lb ----------------------------------------------------- ----------------------------------------------------- 2-0 0.0 1 0 0 1 TD1 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 97 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2-1 3.6 1 0 0 1 TD1 2-2 8.3 1 0 0 1 TD1 2-3 10.5 1 -1408 1479 1 TD1 2-4 19.2 1 -1408 1479 1 TD1 2-5 21.4 1 -1485 1381 1 TD1 2-6 27.4 1 -1485 1381 1 TD1 2-7 29.1 1 -1476 1391 1 TD1 2-8 35.4 1 -1476 1391 1 TD1 2-9 39.9 1 -1382 1514 1 TD1 2-10 49.6 1 -1382 1514 1 TD1 2-11 58.3 1 0 0 1 TD1 Notes 1. N/R = Not required - compression controls. 2. NONE = Uplift exceeded specified hold-down. 3. Due to the applied dead loads, some hold-downs may differ within a shear panel. The highest capacity hold-down will be used at both ends. Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 102.52 194.00 -91.48 SEISMIC 124.72 236.01-111.29 ----------------------------------- PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 98 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 1 WINDOW/DOOR 0 0 372 452 2 WINDOW/DOOR 372 452 850 1034 3 WINDOW/DOOR 850 1034 1072 1304 4 SHEAR WALL 1072 1304 272 331 5 WINDOW/DOOR 272 331 494 601 6 SHEAR WALL 494 601 -56 -68 7 WINDOW/DOOR -56 -68 115 139 8 SHEAR WALL 115 139 -463 -564 9 WINDOW/DOOR -463 -564 -2 -3 10 SHEAR WALL -2 -3 -890 -1083 11 DRAG -STRUT -890 -1083 -0 -0 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 WINDOW/DOOR 0 0 223 791 2 WINDOW/DOOR 223 791 510 1810 3 WINDOW/DOOR 510 1810 643 2283 MST27 4 SHEAR WALL 643 2283 163 579 MST27 5 WINDOW/DOOR 163 579 296 1052 6 SHEAR WALL 296 1052 -34 -120 7 WINDOW/DOOR -34 -120 69 244 8 SHEAR WALL 69 244 -278 -987 9 WINDOW/DOOR -278 -987 -1 -4 10 SHEAR WALL -1 -4 -534 -1896 11 DRAG -STRUT -534 -1896 -0 -0 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 99 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Notes 1. Wind load, W = 0.6 x Load 2. Seismic load, E = 0.7 x 1.25 x Load. Apply requirements of ASCE 7-10 (SEC 12.3.3.4) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 100 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 2 GRAVITY DESIGN 2.1 Eave Support PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Design 30" eave attachment to the rim truss Design loads Snow, S = 25 psf Roof dead = 15 psf �a(2.5�- �,o ►►� so I b/ f-q- N ¢ ✓I y.z' M ; -Z'00 ( Z 5-12) = 25-a �-. IS or c Use Simpson ST22 strap - tension capacity = 1420 lb CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 101 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 24, 2021 HSS6X4X1/4 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -1690 1 -1690 HSS4X4X%" Max Deflected shape CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 102 / 191 -1690 May 24, 2021 -1690 X 178 -1 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 178 Shear Moment (in -lb) Axial + Reactions CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 103 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads GIRDER TRUSS 1 18.44 ft 10750 10358 Col Col Shear Moment 2.2 Loads on Truss 1 ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, wC - from level 3 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 104 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->From location 18.33 ft to 18.44 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 28.08 - 0.00 - 0.00 = 28.08 ft b2 = L2 - a - c = 28.08 - 0.00 - 0.00 = 28.08 ft w1 or w2 = load, psf x L x (L - 2 x c) / (2 x b1 or b2) wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Distributive load on beam, wl - from level 3 ->From location 18.44 ft to 0.21 ft wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Distributive load on beam, w2 - from level 3 ->From location 0.21 ft to 0.02 ft wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Distributive load on beam, w3 - from level 3 ->From location 9.69 ft to 0.21 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, w4 - from level 3 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 105 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->From location 0.21 ft to 0.00 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) - 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) - 237.03 lb/ft ->Distributive load on beam, w5 - from level 3 ->From location 18.02 ft to 10.35 ft wS = 25.00 psf x 29.73 ft x (29.73 ft - 2 x 0.00) / (2 x 29.73) = 371.61 lb/ft wD = 15.00 psf x 29.73 ft x (29.73 ft - 2 x 0.00) / (2 x 29.73) - 222.97 lb/ft Refer to the analysis (below) for distributive loads GIRDER TRUSS 2 2.67 ft 5.46 ft 3623 1377 Col Col Shear Moment CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 106 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2.3 Analysis of Bm 2 - (2) 2 x 6 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, w0 - from level 2 ->From location 0.00 ft to 5.29 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = L1 - a - c = 18.04 - 0.00 - 0.00 = 18.04 ft b2 = L2 - a - c = 18.04 - 0.00 - 0.00 = 18.04 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 18.04 ft x (18.04 ft - 2 x 0.00) / (2 x 18.04) = 225.52 lb/ft wD = 15.00 psf x 18.04 ft x (18.04 ft - 2 x 0.00) / (2 x 18.04) = 135.31 lb/ft ->Computed moments and shears (Factored) Max shear = 955 lbs Min shear = Max moment = Min moment = -955 lbs 1263 ft-lbs -0 ft-lbs ->Beam properties (2D xy axis) Span = 5.29 ft Area = 16.50 sq.in D + S (2.4-3) D + S (2.4-3) D + S (2.4-3) D + S (2.4-3) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 107 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 955 / 16.50 = 86.79 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending fb-top = M x 12 / Sx = 15152 / 15.12 = 1001.76 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 5.29 ft Combined deflection = -0.096 [D + S (2.4-3)] Allowed = 5.29 x 12 / 360.0 = 0.176 in. Allowed (Seismic controled) = 5.29 x 12 / 180.0 = 0.353 in. Loads on Truss 2 ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, w0 - from level 3 ->From location 8.19 ft to 2.73 ft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 108 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft bl = L1 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft b2 = L2 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft w1 or w2 = load, psf x L x (L - 2 x c) / (2 x b1 or b2) wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, wl - from level 3 ->From location 2.73 ft to 0.33 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft Loads on Truss 2 ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, w0 - from level 3 ->From location 8.19 ft to 2.73 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft May 24, 2021 Joist cantilever span 2, c = 0.00 ft bl = L1 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft b2 = L2 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 109 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 w1 or w2 = load, psf x L x (L - 2 x c) / (2 x b1 or b2) wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, wl - from level 3 ->From location 2.73 ft to 0.33 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft Loads on Truss 2 ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, w0 - from level 3 ->From location 8.19 ft to 2.73 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft bl = L1 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft b2 = L2 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft w1 or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, wl - from level 3 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 110 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->From location 2.73 ft to 0.33 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) - 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) - 237.03 lb/ft Moment 2.4 Analysis of Bm 3 - (2) 2 x 8 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 111 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, w0 - from level 2 ->From location 5.29 ft to 0.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft bl = L1 - a - c = 27.54 - 0.00 - 0.00 = 27.54 ft b2 = L2 - a - c = 27.54 - 0.00 - 0.00 = 27.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 27.54 ft x (27.54 ft - 2 x 0.00) / (2 x 27.54) = 344.27 lb/ft wD = 15.00 psf x 27.54 ft x (27.54 ft - 2 x 0.00) / (2 x 27.54) = 206.56 lb/ft ->Computed moments and shears (Factored) Max shear = 1457 lbs D + S (2.4-3) Min shear = -1457 lbs D + S (2.4-3) Max moment = 1927 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 5.29 ft Area = 21.75 sq.in Sx = 26.28 sq.in Ixx = 95.27 sq.in ->Check shear : fv = 1.5 x V / Area = 1457 / 21.75 - 100.51 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 112 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 23130 / 26.28 = 880.09 psi fb-btm = M x 12 / Sx = 0 / 26.28 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00, Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1242 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 5.29 ft Combined deflection = -0.064 [D + S (2.4-3)] Allowed = 5.29 x 12 / 360.0 = 0.176 in. Allowed (Seismic controled) = 5.29 x 12 / 180.0 = 0.353 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 113 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm6-(2)2x6 DF#2 4.40 ft 1389 1389 Col Col Shear Moment 2.5 Analysis of Bm 6 - (2) 2 x 6 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 114 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 4.40 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft b2 = L2 - a - c = 31.60 - 0.00 - 0.00 = 31.60 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Computed moments and shears (Factored) Max shear = 1389 lbs D + S (2.4-3) Min shear = -1389 lbs D + S (2.4-3) Max moment = 1526 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D - (0.6)W (2.4-5b) ->Beam properties (2D xy axis) Span = 4.40 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1389 / 16.50 = 126.30 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 18316 / 15.12 = 1210.94 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 115 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 4.40 ft Combined deflection - -0.080 [D + S (2.4-3)] Allowed = 4.40 x 12 / 360.0 = 0.147 in. Allowed (Seismic controled) = 4.40 x 12 / 180.0 = 0.293 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 116 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm7-4x12 DF#2 7.98 ft 2364 2099 Col Col Shear Moment 2.6 Analysis of Bm 7 - 4 x 12 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 117 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 3 ->From location -0.10 ft to 0.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 29.73 - 0.00 - 0.00 = 29.73 ft b2 = L2 - a - c = 29.73 - 0.00 - 0.00 = 29.73 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 29.73 ft x (29.73 ft - 2 x 0.00) / (2 x 29.73) = 371.61 lb/ft wD = 15.00 psf x 29.73 ft x (29.73 ft - 2 x 0.00) / (2 x 29.73) = 222.97 lb/ft --------------------- ->Distributive load on beam, wl - from level 3 ->From location 0.00 ft to 7.56 ft wS = 25.00 psf x 29.73 ft x (29.73 ft - 2 x 0.00) / (2 x 29.73) = 371.61 lb/ft wD = 15.00 psf x 29.73 ft x (29.73 ft - 2 x 0.00) / (2 x 29.73) = 222.97 lb/ft ->Computed moments and shears (Factored) Max shear = 2364 lbs D + S (2.4-3) Min shear = -2099 lbs D + S (2.4-3) Max moment = 4698 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + 0.75(0.6)W + 0.75S + 0.75L (2.4-6a) ->Beam properties (2D xy axis) Span = 7.98 ft Area = 39.38 sq.in Sx = 73.83 sq.in Ixx = 415.28 sq.in ->Check shear : CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 118 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fv = 1.5 x V / Area = 2364 / 39.38 = 90.05 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 56371 / 73.83 = 763.55 psi fb-btm = M x 12 / Sx = 0 / 73.83 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.00, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1035 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 7.98 ft Combined deflection = -0.081 [D + S (2.4-3)] Allowed = 7.98 x 12 / 360.0 = 0.266 in. Allowed (Seismic controled) = 7.98 x 12 / 180.0 = 0.532 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 119 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm8-(2)2x6 DF#2 3.29 ft 924 924 Col Col Shear Moment 2.7 Analysis of Bm 8 - (2) 2 x 6 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 120 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 3.29 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft bl = Ll - a - c = 28.08 - 0.00 - 0.00 = 28.08 ft b2 = L2 - a - c = 28.08 - 0.00 - 0.00 = 28.08 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Computed moments and shears (Factored) Max shear = 924 lbs D + S (2.4-3) Min shear = -924 lbs D + S (2.4-3) Max moment = 760 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D - (0.6)W (2.4-5b) ->Beam properties (2D xy axis) Span = 3.29 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 924 / 16.50 = 84.04 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 9126 / 15.12 = 603.37 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 121 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 3.29 ft Combined deflection = -0.022 [D + S (2.4-3)] Allowed = 3.29 x 12 / 360.0 = 0.110 in. Allowed (Seismic controled) = 3.29 x 12 / 180.0 = 0.219 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 122 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 PO=6541 lb Refer to the analysis (below) for distributive loads Bm 10 - 3.500 x 18.000 SL 2.2E 3.15 ft T 1.99 ft 884 13150 Col Col Shear 2.8 Analysis of Bm 10 - 3.500 x 18.000 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #12, Level 2 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 123 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 P-SNOW = 3235.1 lb @ loc = 5.07 ft P-DEAD = 2295.5 lb @ loc = 5.07 ft P-WIND POS =-1049.4 lb @ loc = 5.07 ft P-SEISMIC POS =-3465.6 lb @ loc = 5.07 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = 1049.4 lb @ loc = 5.07 ft P-SEISMIC NEG = 3465.6 lb @ loc = 5.07 ft Factored SEISMIC & WIND loads are transfered from the supported beam ->Distributive load on beam, wl - from level 3 ->From location 0.00 ft to 5.07 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 5.07 ft to 5.07 ft wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Distributive load on beam, w3 - from level 2 ->From location 0.00 ft to 4.99 ft wL = 40.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 368.41 lb/ft wD = 31.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 285.52 lb/ft ->Computed moments and shears (Factored) . Max shear = 7759 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -6064 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 4656 ft-lbs D + 0.7E (2.4-5c) May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 124 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Min moment = -13663 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) ->Beam properties (2D xy axis) Span = 5.07 ft Area = 63.00 sq.in Sx = 189.00 sq.in Ixx = 1701.00 sq.in ->Check shear : fv = 1.5 x V / Area = 7759 / 63.00 = 184.74 psi F'v = 290 x 1.60 = 464.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 163962 / 189.00 = 867.52 psi Fb = 2900 psi, CD = 1.60, Cf = 0.96, C1 = 0.98. Fb' x CD x CF x CL = 4368 psi ->Check bearing : ->Check deflections Number of deflection spans = 2 Deflection span 0, Length = 3.15 ft Combined deflection = 0.004 [D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 3.15 x 12 / 360.0 = 0.105 in. Allowed (Seismic controled) = 3.15 x 12 / 180.0 = 0.210 in. Cantilever Deflection span 1, Length = 1.92 ft Combined deflection = -0.021 [D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 1.92 x 12 / 240.0 = 0.096 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 125 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 10846 Col PROJECT NAME: 702 CEDAR ST JOB: X4-2748 PO=5918 Refer to the analysis (below) for distributive loads Bm 11 - 5.125 x 28.500 GLB 24F-V4 Y 24.07 ft 2.05 Shear Moment 2.9 Analysis of Bm 11 - 5.125 x 28.500 GLB 24F-V4 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #12, Level 2 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 18955 Col Page 126 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 P-SNOW = 3188.0 lb @ loc = 26.05 ft P-DEAD = 2337.5 lb @ loc = 26.05 ft P-WIND POS =-1074.1 lb @ loc = 26.05 ft P-SEISMIC POS =-2265.5 lb @ loc = 26.05 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = 1074.1 lb @ loc = 26.05 ft P-SEISMIC NEG = 2265.5 lb @ loc = 26.05 ft Factored SEISMIC & WIND loads are transfered from the supported beam ->Distributive load on beam, wl - from level 3 ->From location -0.00 ft to 1.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 1.85 ft to 6.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w3 - from level 3 ->From location 6.85 ft to 9.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w4 - from level 3 ->From location 9.85 ft to 14.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft---------- ->Distributive load on beam, w5 - from level 3 CUSTOM SIGN & ENGINEERING, INC. May 24, 2021 Page 127 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->From location 14.85 ft to 17.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft ->Distributive load on beam, w6 - from level 3 ->From location 17.85 ft to 22.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft--------------- ->Distributive load on beam, w7 - from level 3 ->From location 22.85 ft to 26.05 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w8 - from level 2 ->From location -1.70 ft to 23.96 ft wS = 25.00 psf x 15.77 ft x (15.77 ft - 2 x 0.00) / (2 x 15.77) = 197.08 lb/ft wD = 15.00 psf x 15.77 ft x (15.77 ft - 2 x 0.00) / (2 x 15.77) = 118.25 lb/ft ->Distributive load on beam, w9 - from level 2 ->From location 25.96 ft to 26.05 ft wL = 40.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 368.41 lb/ft wD = 31.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 285.52 lb/ft ->Distributive load on beam, w10 - from level 2 ->From location 26.05 ft to -0.00 ft wL = 40.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 368.41 lb/ft wD = 31.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 285.52 lb/ft ->Computed moments and shears (Factored) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 128 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Max shear = 12747 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -12607 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 64535 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -13024 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) ->Beam properties (2D xy axis) Span = 26.05 ft Area = 146.06 sq.in Sx = 693.80 sq.in Ixx = 9886.61 sq.in ->Check shear : fv = 1.5 * V / Area = 12747 / 146.06 = 130.90 psi F'v = 190.00 x 1.60 x 1.00 x 1.00 x 1.00 = 304.00 psi Fv = 190 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check moment : fb-top = M x 12 / Sx =-156292 / 693.80 = 225.27 psi fb-btm = M x 12 / Sx = 774423 / 693.80 = 1116.21 psi Fb = 2400 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cv = 0.70, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Cv controls Fb'top x CD x CM x CT x CV x CFU x CI x CR = 1344 psi Fb'btm x CD x CM x CT x CV x CFU x CI x CR = 2688 psi ->Check bearing : ->Check deflections Number of deflection spans = 2 Deflection span 0, Length = 24.07 ft Combined deflection = -0.366 [D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 24.07 x 12 / 360.0 = 0.802 in. CUSTOM DESIGN ENGINEERING, INC. May 24, 2021 Page 129 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Allowed (Seismic controled) = 24.07 x 12 / 180.0 = 1.605 in. Cantilever Deflection span 1, Length = 1.98 ft Combined deflection = 0.090 [D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 1.98 x 12 / 240.0 = 0.099 in. W=1685Ib W=5700Ib W=5700Ib W=439lb E=4286 lb E=M Ib E=M Ib E=14451b T I T T SW Gnd B P 1 SW Grid 1 i SW Grid 1 P3=2188 1 SW Gnd C PO=924 Ib P2=2188 Ib Refer to the analysis (below) for distributive loads Bm 12 - 3.500 x 18.000 PSL 2.2E 18.51 ft 5918 6541 Col Col Shear ZTfrr 0 it 2.10 Analysis of Bm 12 - 3.500 x 18.000 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 130 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #8, Level 3 P-SNOW = 577.8 lb @ loc = 1.56 ft P-DEAD = 346.7 lb @ loc = 1.56 ft Point load 1 from Supported Beam #8, Level 3 P-SNOW = 577.8 lb @ loc = 4.85 ft P-DEAD = 346.7 lb @ loc = 4.85 ft Point load 2 from Supported Beam #24, Level 3 P-SNOW = 1367.6 lb @ loc = 8.80 ft P-DEAD = 820.6 lb @ loc = 8.80 ft Point load 3 from Supported Beam #24, Level 3 P-SNOW = 1367.6 lb @ loc = 16.59 ft P-DEAD = 820.6 lb @ loc = 16.59 ft ->Distributive load on beam, w4 - from level 3 ->From location 0.00 ft to 1.56 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w5 - from level 3 ->From location 4.85 ft to 8.80 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft------------ ->Distributive load on beam, w6 - from level 3 ->From location 16.59 ft to 18.51 ft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 131 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft ->Distributive load on beam, w7 - from level 3 ->From location 0.00 ft to 1.56 ft wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Distributive load on beam, w8 - from level 3 ->From location 4.85 ft to 8.80 ft wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Distributive load on beam, w9 - from level 3 ->From location 16.59 ft to 18.32 ft wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft Point load 10 from shear wall overturning P-WIND POS = 5699.7 lb @ loc = 5.16 ft P-SEISMIC POS = 5386.2 lb @ loc = 5.16 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 5386 lb = 11311 lb P-WIND NEG =-5699.7 lb @ loc = 5.16 ft P-SEISMIC NEG =-5386.2 lb @ loc = 5.16 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -5386 lb = -11311 lb Point load 11 from shear wall overturning P-WIND POS =-5699.7 lb @ loc = 8.48 ft P-SEISMIC POS =-5386.2 lb @ loc = 8.48 ft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 132 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -5386 lb = -11311 lb P-WIND NEG = 5699.7 lb @ loc = 8.48 ft P-SEISMIC NEG = 5386.2 lb @ loc = 8.48 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 5386 lb = 11311 lb Point load 12 from shear wall overturning P-WIND POS =-1684.9 lb @ loc = -0.02 ft P-SEISMIC POS =-4285.8 lb @ loc = -0.02 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -4286 lb = -9000 lb P-WIND NEG = 1684.9 lb @ loc = -0.02 ft P-SEISMIC NEG = 4285.8 lb @ loc = -0.02 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 4286 lb = 9000 lb Point load 13 from shear wall overturning P-WIND POS = -438.5 lb @ loc = 18.42 ft P-SEISMIC POS =-1445.3 lb @ loc = 18.42 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1445 lb = -3035 lb P-WIND NEG = 438.5 lb @ loc = 18.42 ft P-SEISMIC NEG = 1445.3 lb @ loc = 18.42 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1445 lb = 3035 lb ->Computed moments and shears (Factored) Max shear = 9606 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -9599 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 32334 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -14188 ft-lbs D + 0.7E (2.4-5c) ->Beam properties (2D xy axis) Span = 18.51 ft Area = 63.00 sq.in CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 133 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Sx = 189.00 sq.in Ixx = 1701.00 sq.in ->Check shear : fv = 1.5 x V / Area = 9606 / 63.00 = 228.72 psi F'v = 290 x 1.60 = 464.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 388007 / 189.00 = 2052.95 psi Fb = 2900 psi, CD = 1.60, Cf = 0.96, Cl = 1.00. Fb' x CD x CF x CL = 4433 psi ->Check bearing : ->Check deflections Number of deflection spans = 2 Deflection span 0, Length = 18.44 ft Combined deflection = -0.467 [D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 18.44 x 12 / 360.0 = 0.615 in. 5b)] Allowed (Seismic controled) = 18.44 x 12 / 180.0 = 1.229 in. Cantilever Deflection span 1, Length = 0.08 ft Combined deflection = 0.000 [D - (0.6)W (2.4- Allowed = 0.08 x 12 / 240.0 = 0.004 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 134 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm13-(2)2x8 DF#2 4.79 ft 1744 1815 Col Col Shear Moment 2.11 Analysis of Bm 13 - (2) 2 x 8 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 135 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 3 ->From location 0.79 ft to 3.29 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft ->Distributive load on beam, wl - from level 3 ->From location 3.29 ft to 4.79 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft ->Distributive load on beam, w2 - from level 2 ->From location 0.00 ft to 4.79 ft wL = 40.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 368.41 lb/ft wD = 31.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 285.52 lb/ft ->Computed moments and shears (Factored) Max shear = 1744 lbs D + L (2.4-2) Min shear = -1815 lbs D + L (2.4-2) Max moment = 2165 ft-lbs D + L (2.4-2) Min moment = 0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 4.79 ft Area = 21.75 sq.in Sx = 26.28 sq.in Ixx = 95.27 sq.in ->Check shear : fv = 1.5 x V / Area = 1815 / 21.75 = 125.17 psi F'v = 180.00 x 1.00 x 1.00 x 1.00 x 1.00 = 180.00 psi Fv = 180 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 1.00. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 136 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Check bending : fb-top = M x 12 / Sx = 25983 / 26.28 = 988.67 psi fb-btm = M x 12 / Sx = 0 / 26.28 = 0.00 psi Fb = 900 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1080 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 4.79 ft Combined deflection = -0.059 [D + L (2.4-2)] Allowed = 4.79 x 12 / 360.0 = 0.160 in. Allowed (Seismic controled) = 4.79 x 12 / 180.0 = 0.319 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 137 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm14-(2)2x8 DF#2 7.79 ft 1228 1228 Col Col Shear Moment 2.12 Analysis of Bm 14 - (2) 2 x 8 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 138 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 2 ->From location 7.79 ft to 0.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 15.76 - 0.00 - 0.00 = 15.76 ft b2 = L2 - a - c = 15.76 - 0.00 - 0.00 = 15.76 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 15.76 ft x (15.76 ft - 2 x 0.00) / (2 x 15.76) = 196.99 lb/ft wD = 15.00 psf x 15.76 ft x (15.76 ft - 2 x 0.00) / (2 x 15.76) = 118.19 lb/ft ->Computed moments and shears (Factored) Max shear = 1228 lbs D + S (2.4-3) Min shear = -1228 lbs D + S (2.4-3) Max moment = 2392 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 7.79 ft Area = 21.75 sq.in Sx = 26.28 sq.in Ixx = 95.27 sq.in ->Check shear : fv = 1.5 x V / Area = 1228 / 21.75 = 84.70 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 28699 / 26.28 = 1091.98 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 139 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-btm = M x 12 / Sx = 0 / 26.28 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.20, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1242 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 7.79 ft Combined deflection = -0.171 [D + S (2.4-3)] Allowed = 7.79 x 12 / 360.0 = 0.260 in. Allowed (Seismic controled) = 7.79 x 12 / 180.0 = 0.519 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 140 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm 15 - 5.250 x 9.500 PSL 2.2E 16.54 ft 1537 1537 Col Col Shear Moment 2.13 Analysis of Bm 15 - 5.250 x 9.500 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 141 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 2 ->From location 16.54 ft to 0.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 7.15 - 0.00 - 0.00 = 7.15 ft b2 = L2 - a - c = 7.15 - 0.00 - 0.00 = 7.15 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 7.15 ft x (7.15 ft - 2 x 0.00) / (2 x 7.15) = 142.92 lb/ft wD = 12.00 psf x 7.15 ft x (7.15 ft - 2 x 0.00) / (2 x 7.15) = 42.87 lb/ft ->Computed moments and shears (Factored) Max shear = 1537 lbs D + L (2.4-2) Min shear = -1537 lbs D + L (2.4-2) Max moment = 6353 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 16.54 ft Area = 49.88 sq.in Sx = 78.97 sq.in Ixx = 375.10 sq.in ->Check shear : fv = 1.5 x V / Area = 1537 / 49.88 = 46.22 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 76234 / 78.97 = 965.37 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 142 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Fb = 2900 psi, CD = 1.00, Cf = 1.03, Cl = 1.00. Fb' x CD x CF x CL = 2976 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 16.54 ft Combined deflection = -0.417 [D + L (2.4-2)] Allowed = 16.54 x 12 / 360.0 = 0.551 in. Allowed (Seismic controled) - 16.54 x 12 / 180.0 - 1.103 in. W=2239 lb E=3229 lb I P 1=S'AI Gnd 3) P2=7774 lb PO=1389 lb Refer to the analysis (below) for distributive loads Bm 16 - 5.250 x 20.000 PSL 2.2E 21.46 ft 13467 9835 Col Col Shear Moment CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 143 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2.14 Analysis of Bm 16 - 5.250 x 20.000 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #6, Level 3 P-SNOW = 868.3 lb @ loc = 12.42 ft P-DEAD = 521.0 lb @ loc = 12.42 ft Point load 1 from Supported Beam #6, Level 3 P-SNOW = 868.3 lb @ loc = 16.81 ft P-DEAD = 521.0 lb @ loc = 16.81 ft Point load 2 from Supported Beam #23, Level 2 P-LIVE = 4167.3 lb @ loc = 2.40 ft P-DEAD = 3606.5 lb @ loc = 2.40 ft P-WIND POS = 103.7 lb @ loc = 2.40 ft P-SEISMIC POS = 821.2 lb @ loc = 2.40 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = -103.7 lb @ loc = 2.40 ft P-SEISMIC NEG = -821.2 lb @ loc = 2.40 ft Factored SEISMIC & WIND loads are transfered from the supported beam ->Distributive load on beam, w3 - from level 3 ->From location 2.40 ft to 12.42 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 144 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft ->Distributive load on beam, w4 - from level 3 ->From location 16.81 ft to 21.46 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w5 - from level 3 ->From location 0.00 ft to 2.40 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, w6 - from level 3 ->From location 2.40 ft to 12.42 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, w7 - from level 3 ->From location 16.81 ft to 20.92 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft ->Distributive load on beam, w8 - from level 2 ->From location 21.46 ft to 21.46 ft wS = 25.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 268.23 lb/ft wD = 15.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 160.94 lb/ft ->Distributive load on beam, w9 - from level 2 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 145 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->From location 0.00 ft to 0.00 ft wS = 25.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 268.23 lb/ft wD = 15.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 160.94 lb/ft Point load 10 from shear wall overturning P-WIND POS = 2238.6 lb @ loc = 17.13 ft P-SEISMIC POS = 3229.4 lb @ loc = 17.13 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 3229 lb = 6782 lb P-WIND NEG =-2238.6 lb @ loc = 17.13 ft P-SEISMIC NEG =-3229.4 lb @ loc = 17.13 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -3229 lb - -6782 lb ->Computed moments and shears (Factored) : Max shear = 15254 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -9835 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 58398 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -16695 ft-lbs 0.6D - 0.7E (2.4-8b) ->Beam properties (2D xy axis) Span = 21.46 ft Area = 105.00 sq.in Sx = 350.00 sq.in Ixx = 3500.00 sq.in ->Check shear : fv = 1.5 x V / Area = 15254 / 105.00 = 217.92 psi F'v = 290 x 1.60 = 464.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 700776 / 350.00 = 2002.22 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 146 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Fb = 2900 psi, CD = 1.60, Cf = 0.94, C1 = 1.00. Fb' x CD x CF x CL = 4384 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 21.46 ft Combined deflection = -0.631 [D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 21.46 x 12 / 360.0 = 0.715 in. Allowed (Seismic controled) = 21.46 x 12 / 180.0 = 1.431 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 147 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm17-4x12 DF#2 10.29 ft 2208 2208 Col Col Shear Moment 2.15 Analysis of Bm 17 - 4 x 12 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 148 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 2 ->From location 10.29 ft to 0.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 21.46 - 0.00 - 0.00 = 21.46 ft b2 = L2 - a - c = 21.46 - 0.00 - 0.00 = 21.46 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 268.23 lb/ft wD = 15.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 160.94 lb/ft ->Computed moments and shears (Factored) Max shear = 2208 lbs D + S (2.4-3) Min shear = -2208 lbs D + S (2.4-3) Max moment = 5680 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 10.29 ft Area = 39.38 sq.in Sx = 73.83 sq.in Ixx = 415.28 sq.in ->Check shear : fv = 1.5 x V / Area = 2208 / 39.38 = 84.13 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 68165 / 73.83 = 923.30 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 149 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-btm = M x 12 / Sx = 0 / 73.83 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, C1 = 1.00, Cf = 1.00, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1035 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 10.29 ft Combined deflection = -0.163 [D + S (2.4-3)] Allowed = 10.29 x 12 / 360.0 = 0.343 in. Allowed (Seismic controled) = 10.29 x 12 / 180.0 = 0.686 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 150 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm18-(2)2x6 DF#2 3.54 ft 760 760 Col Col Shear Moment 2.16 Analysis of Bm 18 - (2) 2 x 6 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 151 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 2 ->From location 0.00 ft to 3.54 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 21.46 - 0.00 - 0.00 = 21.46 ft b2 = L2 - a - c = 21.46 - 0.00 - 0.00 = 21.46 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 268.23 lb/ft wD = 15.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 160.94 lb/ft ->Computed moments and shears (Factored) Max shear = 760 lbs D + S (2.4-3) Min shear = -760 lbs D + S (2.4-3) Max moment = 673 ft-lbs D + S (2.4-3) Min moment = 0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 3.54 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 760 / 16.50 = 69.09 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx - 8072 / 15.12 = 533.72 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 152 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.30, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1346 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 3.54 ft Combined deflection = -0.023 [D + S (2.4-3)] Allowed = 3.54 x 12 / 360.0 = 0.118 in. Allowed (Seismic controled) = 3.54 x 12 / 180.0 = 0.236 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 153 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm 19 - 1.750 x 11.875 LVL 2.0E 7.82 ft 2773 883 Col Col Shear Moment 2.17 Analysis of Bm 19 - 1.750 x 11.875 LVL 2.0E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 154 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 2 ->From location 0.00 ft to 3.88 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 14.27 - 0.00 - 0.00 = 14.27 ft b2 = L2 - a - c = 14.27 - 0.00 - 0.00 = 14.27 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 14.27 ft x (14.27 ft - 2 x 0.00) / (2 x 14.27) = 285.42 lb/ft wD = 31.00 psf x 14.27 ft x (14.27 ft - 2 x 0.00) / (2 x 14.27) = 221.20 lb/ft --------------------- ->Distributive load on beam, wl - from level 2 ->From location 3.88 ft to 0.00 ft wL = 40.00 psf x 13.00 ft x (13.00 ft - 2 x 0.00) / (2 x 13.00) = 260.00 lb/ft wD = 31.00 psf x 13.00 ft x (13.00 ft - 2 x 0.00) / (2 x 13.00) = 201.50 lb/ft ->Computed moments and shears (Factored) Max shear = 2773 lbs D + L (2.4-2) Min shear = -883 lbs D + L (2.4-2) Max moment = 3969 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 7.82 ft Area = 20.78 sq.in Sx = 41.13 sq.in Ixx = 244.21 sq.in ->Check shear : CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 155 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fv = 1.5 x V / Area = 2773 / 20.78 = 200.13 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 47631 / 41.13 = 1158.08 psi Fb = 2900 psi, CD = 1.00, Cf = 1.00, Cl = 1.00. Fb' x CD x CF x CL = 2903 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 7.82 ft Combined deflection = -0.079 [D + L (2.4-2)] Allowed = 7.82 x 12 / 360.0 = 0.261 in. Allowed (Seismic controled) = 7.82 x 12 / 180.0 = 0.521 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 156 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 N=43c,, b E=1445 b I SA, GrdC PO=883 lb Refer to the analysis (below) for distributive loads Bm 20 - 1.750 x 11.875 LVL 2.0E 18.23 ft 631 1122 Col Col Shear Moment 2.18 Analysis of Bm 20 - 1.750 x 11.875 LVL 2.0E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #19, Level 2 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 157 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 P-LIVE = 497.5 lb @ loc = 5.23 ft P-DEAD = 385.6 lb @ loc = 5.23 ft Point load 1 from shear wall overturning P-WIND POS = 438.5 lb @ loc = 18.23 ft P-SEISMIC POS = 1445.3 lb @ loc = 18.23 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1445 lb = 3035 lb P-WIND NEG = -438.5 lb @ loc = 18.23 ft P-SEISMIC NEG =-1445.3 lb @ loc = 18.23 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1445 lb = -3035 lb ->Computed moments and shears (Factored) Max shear = 631 lbs D + L (2.4-2) Min shear = -252 lbs D + L (2.4-2) Max moment = 3299 ft-lbs D + L (2.4-2) Min moment = 0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 18.23 ft Area = 20.78 sq.in Sx = 41.13 sq.in Ixx = 244.21 sq.in ->Check shear : fv = 1.5 x V / Area = 631 / 20.78 = 45.56 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 39593 / 41.13 = 962.64 psi Fb = 2900 psi, CD = 1.00, Cf = 1.00, Cl = 1.00. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 158 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Fb' x CD x CF x CL = 2903 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 18.23 ft Combined deflection = -0.310 [D + L (2.4-2)] Allowed = 18.23 x 12 / 360.0 = 0.608 in. Allowed (Seismic controled) = 18.23 x 12 / 180.0 = 1.215 in. W=296' 1 Ib E=31651b I P 1 SW Grid 1.81 8324 Col P2=1377 lb Refer to the analysis (below) for distributive loads Bm 21 - 7.000 x 11.875 PSL 2.2E 11.46 ft Shear Moment AW=1685 b E E=4286 Ib T1 S%SW Grid B PO=10750 lb 14133 Col CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 159 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2.19 Analysis of Bm 21 - 7.000 x 11.875 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #1, Level 3 P-SNOW = 6718.7 lb @ loc = 11.25 ft P-DEAD = 4031.2 lb @ loc = 11.25 ft Point load 1 from Supported Beam #2, Level 3 P-SNOW = 2264.2 lb @ loc = 0.00 ft P-DEAD = 1358.5 lb @ loc = 0.00 ft Point load 2 from Supported Beam #2, Level 3 P-SNOW = 860.7 lb @ loc = 5.46 ft P-DEAD = 516.4 lb @ loc = 5.46 ft ->Distributive load on beam, w3 - from level 3 ->From location 5.46 ft to 11.25 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w4 - from level 3 ->From location 11.25 ft to 5.46 ft wS = 25.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 395.05 lb/ft wD = 15.00 psf x 31.60 ft x (31.60 ft - 2 x 0.00) / (2 x 31.60) = 237.03 lb/ft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 160 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w5 - from level 0 ->From location 11.46 ft to 11.46 ft wL = 40.00 psf x 18.23 ft x (18.23 ft - 2 x 0.00) / (2 x 18.23) = 364.54 lb/ft wD = 31.00 psf x 18.23 ft x (18.23 ft - 2 x 0.00) / (2 x 18.23) = 282.52 lb/ft Point load 6 from shear wall overturning P-WIND POS = 2961.1 lb @ loc = 0.23 ft P-SEISMIC POS = 3165.1 lb @ loc = 0.23 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 3165 lb = 6647 lb P-WIND NEG =-2961.1 lb @ loc = 0.23 ft P-SEISMIC NEG =-3165.1 lb @ loc = 0.23 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -3165 lb = -6647 lb Point load 7 from shear wall overturning P-WIND POS =-2961.1 lb @ loc = 11.02 ft P-SEISMIC POS =-3165.1 lb @ loc = 11.02 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -3165 lb = -6647 lb P-WIND NEG = 2961.1 lb @ loc = 11.02 ft P-SEISMIC NEG = 3165.1 lb @ loc = 11.02 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 3165 lb = 6647 lb Point load 8 from shear wall overturning P-WIND POS = 1684.9 lb @ loc = 11.25 ft P-SEISMIC POS = 4285.8 lb @ loc = 11.25 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 4286 lb = 9000 lb P-WIND NEG =-1684.9 lb @ loc = 11.25 ft P-SEISMIC NEG =-4285.8 lb @ loc = 11.25 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -4286 lb = -9000 lb ->Computed moments and shears (Factored) . CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 161 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Max shear = 5423 lbs D + 0.7E (2.4-5c) Min shear = -15350 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 12671 ft-lbs D + S (2.4-3) Min moment = 1026 ft-lbs D - 0.7E (2.4-5d) ->Beam properties (2D xy axis) Span = 11.46 ft Area = 83.12 sq.in Sx = 164.52 sq.in Ixx = 976.83 sq.in ->Check shear : fv = 1.5 x V / Area = 15350 / 83.12 = 277.00 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 152052 / 164.52 = 924.22 psi Fb = 2900 psi, CD = 1.15, Cf = 1.00, Cl = 1.00. Fb' x CD x CF x CL = 3339 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 11.46 ft Combined deflection = -0.152 [D + S (2.4-3)] Allowed = 11.46 x 12 / 360.0 = 0.382 in. Allowed (Seismic controled) = 11.46 x 12 / 180.0 = 0.764 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 162 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm 22 - 1.750 x 11.875 LVL 2.0E 8.33 ft 2343 2684 Col Col Shear Moment 2.20 Analysis of Bm 22 - 1.750 x 11.875 LVL 2.0E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 163 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 0 ->From location 8.33 ft to 0.52 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 18.23 - 0.00 - 0.00 = 18.23 ft b2 = L2 - a - c = 18.23 - 0.00 - 0.00 = 18.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 18.23 ft x (18.23 ft - 2 x 0.00) / (2 x 18.23) = 364.54 lb/ft wD = 31.00 psf x 18.23 ft x (18.23 ft - 2 x 0.00) / (2 x 18.23) = 282.52 lb/ft ->Computed moments and shears (Factored) Max shear = 2343 lbs D + L (2.4-2) Min shear = -2684 lbs D + L (2.4-2) Max moment = 5567 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 8.33 ft Area = 20.78 sq.in Sx = 41.13 sq.in Ixx = 244.21 sq.in ->Check shear : fv = 1.5 x V / Area = 2684 / 20.78 = 193.75 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 66799 / 41.13 - 1624.11 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 164 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Fb = 2900 psi, CD = 1.00, Cf = 1.00, Cl = 1.00. Fb' x CD x CF x CL = 2903 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 8.33 ft Combined deflection = -0.142 [D + L (2.4-2)] Allowed = 8.33 x 12 / 360.0 = 0.278 in. Allowed (Seismic controled) = 8.33 x 12 / 180.0 = 0.556 in. W=744 Ib E=1683lb I SW Grid A.2 W=744 Ib E=1683 Ib T SW Grid A.2 Refer to the analysis (below) for distributive loads Bm 23 - 7.000 x 16.000 PSL 2.2E 19.46 ft 7774 7706 Col Col Shear Moment CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 165 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 2.21 Analysis of Bm 23 - 7.000 x 16.000 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 10.42 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, wl - from level 3 ->From location 10.42 ft to 15.85 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 15.85 ft to 19.23 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft --------------------- ->Distributive load on beam, w3 - from level 2 ->From location 19.33 ft to 19.46 ft wL = 40.00 psf x 14.27 ft x (14.27 ft - 2 x 0.00) / (2 x 14.27) = 285.42 lb/ft wD = 31.00 psf x 14.27 ft x (14.27 ft - 2 x 0.00) / (2 x 14.27) = 221.20 lb/ft ->Distributive load on beam, w4 - from level 2 CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 166 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->From location 19.46 ft to 0.02 ft wL = 40.00 psf x 14.27 ft x (14.27 ft - 2 x 0.00) / (2 x 14.27) = 285.42 lb/ft wD = 31.00 psf x 14.27 ft x (14.27 ft - 2 x 0.00) / (2 x 14.27) = 221.20 lb/ft ->Distributive load on beam, w5 - from level 2 ->From location 0.00 ft to 19.33 ft wL = 40.00 psf x 7.15 ft x (7.15 ft - 2 x 0.00) / (2 x 7.15) = 142.92 lb/ft wD = 12.00 psf x 7.15 ft x (7.15 ft - 2 x 0.00) / (2 x 7.15) = 42.87 lb/ft ->Distributive load on beam, w6 - from level 2 ->From location 19.33 ft to 19.46 ft wL = 40.00 psf x 7.15 ft x (7.15 ft - 2 x 0.00) / (2 x 7.15) = 142.92 lb/ft wD = 12.00 psf x 7.15 ft x (7.15 ft - 2 x 0.00) / (2 x 7.15) = 42.87 lb/ft Point load 7 from shear wall overturning P-WIND POS = 743.7 lb @ loc = 10.87 ft P-SEISMIC POS = 1683.1 lb @ loc = 10.87 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1683 lb = 3535 lb P-WIND NEG = -743.7 lb @ loc = 10.87 ft P-SEISMIC NEG =-1683.1 lb @ loc = 10.87 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1683 lb = -3535 lb Point load 8 from shear wall overturning P-WIND POS = -743.7 lb @ loc = 15.40 ft P-SEISMIC POS =-1683.1 lb @ loc = 15.40 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1683 lb = -3535 lb P-WIND NEG = 743.7 lb @ loc = 15.40 ft P-SEISMIC NEG = 1683.1 lb @ loc = 15.40 ft May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 167 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1683 lb = 3535 lb ->Computed moments and shears (Factored) : Max shear = 8156 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -8089 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 37742 ft-lbs D + L (2.4-2) Min moment = -6251 ft-lbs 0.6D - 0.7E (2.4-8b) ->Beam properties (2D xy axis) Span = 19.46 ft Area = 112.00 sq.in Sx = 298.67 sq.in Ixx = 2389.33 sq.in ->Check shear : fv = 1.5 x V / Area = 8156 / 112.00 = 109.24 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 452902 / 298.67 = 1516.41 psi Fb = 2900 psi, CD = 1.00, Cf = 0.97, Cl = 1.00. Fb' x CD x CF x CL = 2809 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 19.46 ft Combined deflection = -0.538 [D + L (2.4-2)] Allowed = 19.46 x 12 / 360.0 = 0.649 in. Allowed (Seismic controled) = 19.46 x 12 / 180.0 = 1.297 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 168 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm24-4x10 DF#2 7.79 ft 2188 2188 Col Col Shear Moment 2.22 Analysis of Bm 24 - 4 x 10 DF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 169 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 7.79 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 28.08 - 0.00 - 0.00 = 28.08 ft b2 = L2 - a - c = 28.08 - 0.00 - 0.00 = 28.08 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 351.04 lb/ft wD = 15.00 psf x 28.08 ft x (28.08 ft - 2 x 0.00) / (2 x 28.08) = 210.62 lb/ft ->Computed moments and shears (Factored) Max shear = 2188 lbs D + S (2.4-3) Min shear = -2188 lbs D + S (2.4-3) Max moment = 4261 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 7.79 ft Area = 32.38 sq.in Sx = 49.91 sq.in Ixx = 230.84 sq.in ->Check shear : fv = 1.5 x V / Area = 2188 / 32.38 = 101.38 psi F'v = 180.00 x 1.15 x 1.00 x 1.00 x 1.00 = 207.00 psi Fv = 180 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 51134 / 49.91 = 1024.48 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 170 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-btm = M x 12 / Sx = 0 / 49.91 = 0.00 psi Fb = 900 psi, CD = 1.15, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.10, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 1138 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 7.79 ft Combined deflection - -0.126 [D + S (2.4-3)] Allowed = 7.79 x 12 / 360.0 = 0.260 in. Allowed (Seismic controled) = 7.79 x 12 / 180.0 = 0.519 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 171 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads 1169 3897 1169 Col Col Col Shear Moment 2.23 Analysis of Bm 25 - 6 x 10 PT HF #2 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 172 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 1 ->From location 0.00 ft to 12.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 14.35 - 0.00 - 0.00 = 14.35 ft b2 = L2 - a - c = 14.35 - 0.00 - 0.00 = 14.35 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 60.00 psf x 14.35 ft x (14.35 ft - 2 x 0.00) / (2 x 14.35) = 430.62 lb/ft wD = 12.00 psf x 14.35 ft x (14.35 ft - 2 x 0.00) / (2 x 14.35) = 86.12 lb/ft ->Computed moments and shears (Factored) Max shear = 1948 lbs D + L (2.4-2) Min shear = -1790 lbs D + L (2.4-2) Max moment = 1322 ft-lbs D + L (2.4-2) Min moment = -2351 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 12.07 ft Area = 50.88 sq.in Sx = 78.43 sq.in Ixx = 362.75 sq.in Pressure Treated = True ->Check shear : fv = 1.5 x V / Area = 1948 / 50.88 = 57.45 psi F'v = 150.00 x 1.00 x 1.00 x 1.00 x 0.80 = 120.00 psi Fv = 150 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Ci = 0.80. ->Check bending : CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 173 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 fb-top = M x 12 / Sx = 15868 / 78.43 = 202.31 psi fb-btm = M x 12 / Sx = 28210 / 78.43 = 359.67 psi Fb = 850 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.02, Cfu = 1.00, Ci = 0.80, Cr = 1.00. Fb'x CD x CM x CT x CL x CFx CFU x CI x CR = 694 psi ->Check bearing : ->Check deflections : Number of deflection spans = 2 Deflection span 0, Length = 6.03 ft Combined deflection = -0.014 [D + L (2.4-2)] Allowed = 6.03 x 12 / 360.0 = 0.201 in. Allowed (Seismic controled) = 6.03 x 12 / 180.0 = 0.402 in. Deflection span 1, Length = 6.03 ft Combined deflection = -0.014 [D + L (2.4-2)] Allowed = 6.03 x 12 / 360.0 = 0.201 in. Allowed (Seismic controled) = 6.03 x 12 / 180.0 = 0.402 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 174 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. W=1940 Ibb E=23601bb SW Grid D.2 11429 Col PROJECT NAME: 702 CEDAR ST JOB: X4-2748 P1=13150lb PO=3280lb Refer to the analysis (below) for distributive loads Bm 26 - 5.125 x 16.500 GLB 24F-V4 14.35 ft Shear Moment 2.24 Analysis of Bm 26 - 5.125 x 16.500 GLB 24F-V4 **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. Point load 0 from Supported Beam #10, Level 2 May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 5768 Col Page 175 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 P-SNOW =-1970.5 lb @ loc = 3.62 ft P-LIVE = 393.1 lb @ loc = 3.62 ft P-DEAD = -989.1 lb @ loc = 3.62 ft P-WIND POS = 639.1 lb @ loc = 3.62 ft P-SEISMIC POS = 2110.8 lb @ loc = 3.62 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = -639.1 lb @ loc = 3.62 ft P-SEISMIC NEG =-2110.8 lb @ loc = 3.62 ft Factored SEISMIC & WIND loads are transfered from the supported beam Point load 1 from Supported Beam #10, Level 2 P-SNOW = 5205.6 lb @ loc = 6.77 ft P-LIVE = 1427.6 lb @ loc = 6.77 ft P-DEAD = 5247.9 lb @ loc = 6.77 ft P-WIND POS =-1688.5 lb @ loc = 6.77 ft P-SEISMIC POS =-5576.4 lb @ loc = 6.77 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = 1688.5 lb @ loc = 6.77 ft P-SEISMIC NEG = 5576.4 lb @ loc = 6.77 ft Factored SEISMIC & WIND loads are transfered from the supported beam ->Distributive load on beam, w2 - from level 3 ->From location 0.00 ft to 3.62 ft ->Distributed load from wall cladding loads, w = 108.0 lb/ft -> Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft-------------- ->Distributive load on beam, w3 - from level 2 ->From location 0.00 ft to 3.62 ft CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 176 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 wL = 40.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 368.41 lb/ft wD = 31.00 psf x 18.42 ft x (18.42 ft - 2 x 0.00) / (2 x 18.42) = 285.52 lb/ft ->Distributive load on beam, w4 - from level 1 ->From location -0.13 ft to -0.00 ft wL = 40.00 psf x 11.92 ft x (11.92 ft - 2 x 0.00) / (2 x 11.92) = 238.40 lb/ft wD = 31.00 psf x 11.92 ft x (11.92 ft - 2 x 0.00) / (2 x 11.92) = 184.76 lb/ft Point load 5 from shear wall overturning P-WIND POS =-9040.5 lb @ loc = -0.00 ft P-SEISMIC POS =-6817.4 lb @ loc = -0.00 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -6817 lb = -14316 lb P-WIND NEG = 9040.5 lb @ loc = -0.00 ft P-SEISMIC NEG = 6817.4 lb @ loc = -0.00 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 6817 lb = 14316 lb Point load 6 from shear wall overturning P-WIND POS =-1940.0 lb @ loc = -0.23 ft P-SEISMIC POS =-2360.1 lb @ loc = -0.23 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -2360 lb = -4956 lb P-WIND NEG = 1940.0 lb @ loc = -0.23 ft P-SEISMIC NEG = 2360.1 lb @ loc = -0.23 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 2360 lb = 4956 lb ->Computed moments and shears (Factored) . Max shear = 9197 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -6470 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 43758 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -11255 ft-lbs D + 0.7E (2.4-5c) May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 177 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Beam properties (2D xy axis) Span = 14.35 ft Area = 84.56 sq.in Sx = 232.55 sq.in Ixx = 1918.51 sq.in ->Check shear : fv = 1.5 * V / Area = 9197 / 84.56 = 163.13 psi F'v = 190.00 x 1.60 x 1.00 x 1.00 x 1.00 = 304.00 psi Fv = 190 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check moment : fb-top = M x 12 / Sx =-135055 / 232.55 = 580.77 psi fb-btm = M x 12 / Sx = 525098 / 232.55 = 2258.03 psi Fb = 2400 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cv = 0.78, Cfu = 1.00, Ci = 1.00, Cr = 1.00. Cv controls Fb'top x CD x CM x CT x CV x CFU x CI x CR = 1507 psi Fb'btm x CD x CM x CT x CV x CFU x CI x CR = 3014 psi ->Check bearing : ->Check deflections Number of deflection spans = 2 Deflection span 0, Length = 14.58 ft Combined deflection = -0.378 [D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 14.58 x 12 / 360.0 = 0.486 in. Allowed (Seismic controled) = 14.58 x 12 / 180.0 = 0.972 in. Cantilever Deflection span 1, Length = 0.23 ft Combined deflection = 0.000 [D - (0.6)W (2.4- 5b)] Allowed = 0.23 x 12 / 240.0 = 0.011 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 178 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Refer to the analysis (below) for distributive loads Bm 27 - 3.500 x 5.500 PSL 2.2E 6.00 ft 1287 1287 Col Col Shear Moment 2.25 Analysis of Bm 27 - 3.500 x 5.500 PSL 2.2E **NOTE THE LOADS SHOWN ABOVE ARE UNFACTORED - SEE BELOW FOR FACTORED LOADS** ->Design Loads: Notes: (1) Point and distributive loads are sequential. (2) wD = Dead, wS = Snow, wL = Live, wW = Wind (similar for point loads). (3) All loads are measured from the left end of member. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 179 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 ->Distributive load on beam, w0 - from level 2 ->From location 0.00 ft to 6.00 ft Compute typical distributive loads Joist cantilever span 1, a = 0.00 ft Joist cantilever span 2, c = 0.00 ft b1 = Ll - a - c = 21.46 - 0.00 - 0.00 = 21.46 ft b2 = L2 - a - c = 21.46 - 0.00 - 0.00 = 21.46 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 268.23 lb/ft wD = 15.00 psf x 21.46 ft x (21.46 ft - 2 x 0.00) / (2 x 21.46) = 160.94 lb/ft ->Computed moments and shears (Factored) Max shear = 1287 lbs D + S (2.4-3) Min shear = -1287 lbs D + S (2.4-3) Max moment = 1931 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 6.00 ft Area = 19.25 sq.in Sx = 17.65 sq.in Ixx = 48.53 sq.in ->Check shear : fv = 1.5 x V / Area = 1287 / 19.25 = 100.32 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 23168 / 17.65 = 1312.96 psi CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 180 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Fb = 2900 psi, CD = 1.15, Cf = 1.09, Cl = 1.00. Fb' x CD x CF x CL = 3637 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 6.00 ft Combined deflection = -0.129 [D + S (2.4-3)] Allowed = 6.00 x 12 / 360.0 = 0.200 in. Allowed (Seismic controled) = 6.00 x 12 / 180.0 = 0.400 in. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 181 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 3 APPENDIX 3.1 APPENDIX A — TYPICAL DEAD WEIGHTS OF LIGHT WEIGHT STRUCTURES Typical dead weights of light wood framed structures Typical exterior wall I' LcoCL 5'{5 T EM Pt_'{WaoD t sI Dt�1U ? x� r2An�t�ICz (Z —n oY 1--Z2. 111'4SULAT10f�J Weight of wall: 1 x 6 Cedar sidingl.5 psf x .75 thick = 1.13 psf 15# paper = 1.00 psf �,2 CDX plywood 3.0 psf /inch = 1.5 psf R-22 Insulation = 1.0 psf 2 x 6 Studs (16" o.c. - 2.0 lb/ft) = 1.50 psf Sub Total = 6.13 psf With 5/8" GWB (5 psf/inch) = 3.10 psf Total with 5/8 GWB = 9.23 psf (Use 10 psf) With 112" GWB = 2.5 psf Total with 1,2 GWB = 8.63 psf (Use 10 psf) With 2-1/12 Face brick (25 psf) & �,2 GWB = 32.5 psf Typical light floor system with 2 x 10 floor joists 16" O.C. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 182 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 3/ T & G Sub floor (3.0 psf/inch) 2 x 10 Joists (16" o.c - 3.37 lb/ft) Carpeting 5/8 GWB or 1�12 GWB Total with 5/8 GWB Total with 1t! GWB PROJECT NAME: 702 CEDAR ST JOB: X4-2748 = 2.25 psf = 2.53 psf = 2.0 psf = 3.1 psf = 2.0 psf = 10 psf (Use 12 psf min) = 9.23psf (Use 10 psf min) Typical heavy floor system with TJI floor joists 16" O.C. & 1-1/2" of Gyp-crete 2000. 3/ T & G Sub floor (3.0 psf/inch) 2.3 TJI 150 PRO 2.3 lb/ft @ 16 o.c.1.7 Carpeting 2.0 5/8 GWB 3.1 1.5" Gyp-crete @ 115 pcf 14.4 Mech ceiling load 3.0 Total 26.5 psf Typical interior 2 x 4 wall with 16" o.c. studs '-� GWB (both sides) = 5.0 psf 2 x 4 studs (16" o.c. - 1.28 lb/ft) = 0.96 psf Insulation (optional) = 1.0 psf Total = 7.00 psf Truss roof system - with light roofing <_ 6 psf Max truss weight = 3.5 psf ;w2 GWB = 2.5 psf R-38 insulation = 1.5 psf Roof covering (includes paper) = 6.0 psf '-� CDX Sheathing = 1.50 psf Total = 15 psf Stick Frame roof system - with light roofing <_ 6 psf ,� GWB = 2.5 psf R-38 Insulation = 1.5 psf Roof covering (includes paper) = 6.0 psf 1-i2 CDX Sheathing = 1.5 psf Subtotal = 11.5 psf CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 183 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 with 2 x 8 - 2' o.c. (1.32 psf) = 12.82 psf 2 x 8 - 16" o.c. (1.92 psf) = 13.42 psf 2 x 10 - 2' o.c. (1.69 psf) = 13.19 psf 2 x 10 - 16" o.c. (2.53 psf) = 14.03 psf CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 184 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 4 APPENDIX B — WOOD SHEAR WALL DESIGN The shear wall design consists of a static analysis by applying lateral and gravity loads. The following describes the tables per a typical analysis. Table 1 SHEAR PANEL ASPECT RATIO CHECK SHEAR PANEL VERTICAL SHEAR COMBINED WITH THE HORIZONTAL SHEAR Analysis of Grid Line A Table 1 - Shears Level Sum 6 H Max Aspect E Ew E+Ew W vE W Max MARK ft ft Ratio lb lb lb lb plf plf plf 3 28.8 8.0 2.6** 4348 147S 5823 1607 141 24 141 SW-1 2 28.8 9.0 3.0** 7724 2600 10324 4697 415* 98* 415 SW-4 1 12.8 8.0 1.9 9323 2885 12207 7633 681 257 681 SW-6 (DBL) Notes 1. b = sum of all solid panels. 2. H / W = Maximum aspect ratio of all panels within a SW. 3. E - Unfactored seismic forces(Summed between levels). 4. Ew - Unfactored Wall inertia force (wall & window panels). 5. E + Ew = Total unfactored seismic load. 6. W - Unfactored wind forces(Summed between levels). 7. vE = 0.7 x vE(ASD factored shear). 8. wW = 0.6 x vW / 1.4. 9. * = Shear values includes effects of vertical shears due hold-down reactions from upper levels (if applicable). 10. ** = Design shear has been factored up by the maximum h/2w (Section 2305.3.4) for SW with h / w > 2.0. H = to the story height, however some shear panels may have reduced heights by utilizing a continuous header beam per plan. This table shows the total shear at a shear wall. The lateral forces are summed from top to bottom for the seismic and wind lateral forces. The lengths of the shear panel per level is the "Sum B". Note 10 - Aspect ratio check — Per NDS Table 4.3.4, the shear panel unit shears must be reduced by the 2bs / h if the h/bs ratio exceeds 2:1. The Max aspect ratio check on Table 1, increases the applied load by a factor CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 185 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 of h/2w, w = bs. The table above denotes when the requirement is exceeded, by the ** footnote and note 10. If all the panels meet the aspect ratio, this note will be shown on the table. Note 9 — Combined horizontal and vertical unit shears — In order to reduce the number of hold-downs and the uplift can be resisted by the shear wall panel, then the vertical shear from the tension force(s) acting in beam action will be added to the horizontal shear. The applied forces are shown below Shear from horizontal forces, Shear for vertical reaction forces, vL WOW L Free body diagram of a typical shear panel To compute vL, vL(LHS) = (Tension reaction x b / L ) / H Total shear = Max LHS or RHS reactions + vH. Table 2a & 2b ision reaction Unit shear Diagram n s, ed from CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 186 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 1 1� 682.0 Ib(E - 1 1'e 520.6 Ib(E - 1 203.4 Ib(E - 25.75' 25.75' Typical shear panel with all the forces acting Table 2a - Vertical loads on panels Level Panel Length Dead Snow Live Wind Uplift ft lb/ft lb/ft lb/ft lb/ft -------------------------------------------------------------------------- 3 1 7.00 147 0 392 -245 3 2 2.50 147 0 392 -245 3 3 1.58 0 0 0 0 3 4 3.00 121 0 323 -202 3 5 10.17 0 0 0 0 3 6 3.50 147 0 392 -245 -------------------------------------------------------------------------- 2 1 11.08 147 0 392 0 2 2 6.00 121 0 323 0 2 3 7.17 0 0 0 0 2 4 3.50 147 0 392 0 -------------------------------------------------------------------------- 1 -------------------------------------------------------------------------- 1 25.75 78 0 209 0 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Level-R Level-2 The dead load, D is calculated from weight of the shear panel, wall with windows and walls not considered shear panels, and the weight on the framing (if any) that is supported by the three elements noted above. Snow and live loads are shown, but they do not control to the hold-down design (uplift). The snow load and the live load play a significant role when designing support beams for discontinuous elements. This analysis is CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 187 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 performed in the beam design stage, where the shear wall overturning forces are combined with the vertical forces on the beam. This will be shown later. The wind uplift is additive to the hold-down reaction forces. Typical dead weight component acting where the hold-down occurs is: D = weight of wall x width x height / 2, where the weight of the wall = 12 psf for example. The dead weights are cumulative from top to bottom. Snow, Live and Wind uplift load = load, lb/ft x L /2 Table 2b - Unfactored Reaction forces at panels DIRECTION 1 DIRECTION 2 Reaction Location I D S L W I E W E W from end I Uplift 1 (ft) 1 lb lb lb lb 1 lb lb lb lb ------------------------------------------------------------------------------ 3-0 0.0 1 850 0 1371 -857 1 -1025 -471 1 1025 471 1 3-1 7.0 1 1154 0 1860 -1163 1 1025 471 1 -1025 -471 3-2 14.1 1 813 0 484 -302 1 -1025 -471 1 1025 471 3-3 24.3 1 913 0 685 -428 1 1025 471 1 -1025 -471 3-4 9.5 1 380 0 490 -306 1 0 0 1 0 0 3-5 11.1 1 401 0 484 -302 1 0 0 1 0 0 3-6 27.8 1 425 0 685 -428 1 0 0 1 0 0 ------------------------------------------------------------------------------ 2-0 0.0 1 2262 0 3541 -857 1 -2594 -1712 1 2594 1712 1 2-1 7.0 1 1154 0 1860 -1163 1 0 0 1 0 0 1 2-2 9.5 1 380 0 979 -612 1 0 0 1 0 0 1 2-3 11.1 1 3309 0 4105 -605 1 2081 1476 1 -2081 -1476 1 2-4 14.1 1 0 0 484 -302 1 0 0 1 0 0 1 2-5 17.1 1 1481 0 968 0 1 -2459 -1650 1 2459 1650 1 2-6 24.3 1 2659 0 2056 -857 1 2972 1885 1 -2972 -1885 1 2-7 27.8 1 871 0 1371 -428 1 0 0 1 0 0 1 ------------------------------------------------------------------------------ 1-0 0.0 1 4508 0 6234 -857 1 -3533 -2750 1 3533 2750 1 1-1 7.0 1 1154 0 1860 -1163 1 0 0 1 0 0 1 1-2 9.5 1 380 0 1469 -918 1 0 0 1 0 0 1 1-3 11.1 1 3309 0 4105 -605 1 0 0 1 0 0 1-4 14.1 1 0 0 484 -302 1 0 0 1 0 0 1-5 17.1 1 1481 0 968 0 1 0 0 1 0 0 1-6 24.3 1 2659 0 2056 -857 1 0 0 1 0 0 1-7 25.8 1 2246 0 2693 0 1 3533 2750 1 -3533 -2750 Notes 1. Reaction X-Y, X = level, Y = panel sequence id 2. D = DEAD LOAD, L = LIVE LOAD, W-UPLIFT = WIND UPLIFT LOAD W = WIND LOAD, E = SEISMIC LOAD 3. D = (Panel Height x Panel Width x Panel weight = 12.0 psf + Roof or Dead load)/ 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT 5. DIRECTION 2 = LOAD DIRECTION RIGHT TO LEFT 6. NEGATIVE VALUES = UPLIFT OR TENSION The table above shows the point loads applied at each panel (solid, open, etc). The Reaction location 3-0, denotes 3rd level, 1 It panel located 0 ft from the left, May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Page 188 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 The Reaction location 2-4, denotes 211 level, 511 panel located 14.1 ft from the left. Overturning forces for wind and seismic are calculated for both directions (alternating directions). All these forces must add to zero, since they are pure rotation reactions. The wind uplift is combined with the wind overturning as per Table 3 below. Table 3 combination of loads Table 3 - Factored Reaction forces at panels Reaction Location I DIRECTION 1 I DIRECTION 2 from end I LC1 LC2 LC3 LC4 LC5 LC6 LC1 LC2 LC3 LC4 LC5 LC6 (ft) I lb lb lb lb lb lb lb lb lb lb lb lb --------------------------------------------------------------------------------------------------------- 3-0 0.0 567 132 1281 1340 227 -323 I 1133 1568 1705 2416 793 1112 3-1 7.0 1436 1871 2238 3087 975 1253 871 436 1814 2011 410 -182 3-2 14.1 I 531 96 828 638 205 -340 I 1096 1531 1252 1714 771 1095 3-3 24.3 I 1196 1631 1446 1965 839 1141 I 630 19S 1022 889 265 -294 3-4 9.5 380 380 609 747 228 176 380 380 609 747 228 176 3-5 11.1 401 401 628 764 241 186 I 401 401 628 764 241 186 3-6 27.8 I 425 425 746 939 255 197 I 425 42S 746 939 25S 197 --------------------------------------------------------------------------------------------------------- 2-0 0.0 1235 447 3763 3557 330 -766 3290 4078 5303 6280 2385 2866 2-1 7.0 I 1154 1154 2026 2549 692 S36 I 1154 1154 2026 2549 692 536 2-2 9.5 380 380 839 1114 228 176 I 380 380 976 1114 228 176 2-3 11.1 4195 4766 6780 7481 2871 2993 2423 1852 5451 5295 1099 79 2-4 14.1 I 0 0 227 363 0 0 1 0 0 227 363 0 0 2-5 17.1 I 491 -241 1464 915 -102 -1034 I 2471 3202 2949 3497 1878 2409 2-6 24.3 3790 4739 4664 5761 2727 3315 1528 579 2967 2641 464 -846 2-7 27.8 I 871 871 1706 1899 523 404 I 871 871 1706 1899 523 404 --------------------------------------------------------------------------------------------------------- 1-0 0.0 2858 2035 7561 7329 1055 -380 6158 6982 10036 11039 4355 4566 1-1 7.0 1154 1154 2026 2549 692 536 1154 1154 2026 2549 692 536 1-2 9.5 I 380 380 1068 1481 228 176 I 380 380 1343 1481 228 176 1-3 11.1 3309 3309 6116 6388 1985 1536 I 3309 3309 6116 6388 1985 1536 1-4 14.1 0 0 227 363 0 0 0 0 227 363 0 6 1-5 17.1 I 1481 1481 2206 2206 888 687 I 1481 1481 2206 2206 888 687 1-6 24.3 I 2659 2659 3816 4201 1595 1234 I 26S9 2659 3816 4201 1595 1234 1-7 25.8 3896 4739 5503 6121 2997 3516 596 -227 3028 2411 -302 -1431 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a 3. LC2 = D + 0.7E ASCE 2.4.1 - 5b 4. LC3 = D + 0.75L + 0.75(0.6W) + 0.755 ASCE 2.4.1 6a 5. LC4 = D + 0.75L + 0.75(0.7E) + 0.755 ASCE 2.4.1 - 6b 6. LC5 = 0.61) + 0.6W ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning May 24, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. MIN MAX LOAD LOAD lb lb -323 1281 -182 1814 -340 1095 -294 1141 176 380 186 401 197 425 -766 3557 536 1154 176 380 79 4766 0 0 -1034 2409 -846 3315 404 871 -380 6982 536 1154 176 380 1536 3309 0 0 687 1481 1234 26S9 -1431 3516 Page 189 / 191 PROJECT NAME: 702 CEDAR ST JOB: X4-2748 All the forces shown on Table 2b are combined here. Load cases 6 & 7 size the hold-downs, since they produce the highest negative numbers. Any uplift force < 500 lb is considered small and therefore no hold- down is assigned to it. The next page shows the application of the overturning forces on beams supporting discontinuous shear walls b " WI I Shear walls SW supporting posts inglane offset beam (for this Overturning example) Typ Gravity forces forces Acting on the beam From a shear wall U UE w0+2=2041b!ft w1+3=2041bM +4=2041b/ft � l 1 1 �� 1 1 111111 Bm 31 - 3.500 x 11.875 PSL 2.0E 913ft 5539 4006 Shear Moment Illustration how shear wall forces are applied to the supporting beam (See next page for typical calcs) CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 190 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: 702 CEDAR ST JOB: X4-2748 Excerpt from the beam analysis where the overturning forces are applied w/ the omega -not factored . >From location 7.81 ft to 9.13 ft >Distributed load from wall cladding lcads, w = 108.0 lb/ft > Weight of wall = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft Point load 5 from shear ,.all overturning P-WIND_POS = 2920.5 lb @ loc = 3.60 ft P-SEISMIC_POS = 7264.6 lb @ loc = 3.60 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 7265 lb = 15256 lb P-WIND_NEG =-2920.5 lb @ loc = 3.60 ft P-SEISMIC_NEG =-7264.6 lb @ loc = 3.60 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -7265 lb = -15256 lb Point load 6 from shear wall overturning P-WIND_POS =-2701.9 lb @ loc = 7.35 ft P-SEISMIC_POS =-6472.5 lb @ loc = 7.35 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -6472 lb = -13592 lb P-WIND_NEG = 2701.9 lb @ loc = 7.35 ft P-SEISMIC_NEG = 6472.5 lb @ loc = 7.35 ft E (SEIS!SIC) = OMEGA X QE *** = 0.7 x 3.00 X 6472 lb = 13592 lb >Computed moments and shears (Factored) Max shear = 6619 lbs 0.61) - 0.7E (2.4-8b) Min shear = -6991 lbs D + 0.7E (2.4-5c) Max moment = 18738 ft-lbs D + 0.7E (2.4-5c) Min moment - -16632 ft-lbs 0.61) - 0.7E (2.4-8b) Controlling factored loads. In this example only cladding and wall dead loads are acting on this beam. CUSTOM DESIGN & ENGINEERING, INC. May 24, 2021 Page 191 / 191 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved.