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REVIEWED RESUB1 BLD2023-0168+Structural_Calculations+8.16.2023_5.20.23_PM+3730670BLD2023-0168 RESUB Aug 17 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 CUSTOM DESIGN & ENGINEERING, INC. MUKILTEO - SEATTLE PHONE (425) 343-7517 - FAX (425) 492-8388 STRUCTURAL ANALYSIS COVER PAGE Job Title: BOLOTIN RESIDENCE Job Number: Y5-3013 Jurisdiction: CITY OF EDMONDS LATERAL ENGINEERING DESIGN PARAMETERS Wind Design Data Wind Design Speed, Vu = 110 MPH, Vasd = 85 MPH Wind Exposure = C Wind Importance Factor, Iw = 1.0 Internal Pressure Coefficient = +/- 0.18 Ktz = 1.00 Kd = 0.85 Seismic Design Data Importance factor = 1.0 Ss = 0.30g, S1 = 0.10g Site Class = D SDS = 0.24g, SDI = 0.16g SDC = C 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 = 5.97 kips Cs = 0.037 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 SSIONALbrEt��" June 25, 2022 2022 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 1 / 211 Contents 1 RFA PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 LATERALDESIGN.....................................................................................................................................4 1.1 WIND DESIGN....................................................................................................................................4 1.2 SEISMIC DESIGN ............................................................................................................................. 10 GRAVITYDESIGN ................................................................................................................................... 73 2.1 Analysis of Bm 1 - 6 x 12 DF #2....................................................................................................... 73 2.2 Analysis of Bm 2 - 6 x 12 DF #2....................................................................................................... 76 2.3 Analysis of Bm 3 - 6 x 12 DF #2....................................................................................................... 79 2.4 Analysis of Bm 4 - (2) 2 x 6 DF#2.................................................................................................... 82 2.5 Analysis of Bm 5 - 1.750 x 14.000 LVL 2.OE...................................................................................... 85 2.6 Analysis of Bm 6 - 1.750 x 14.000 LVL 2.OE...................................................................................... 88 2.7 Analysis of Bm 7 - (2) 2 x 6 DF#2.................................................................................................... 90 2.8 Analysis of Bm 8 - 4 x 8 DF #2......................................................................................................... 93 2.9 Analysis of Bm 9 - (2) 2 x 8 DF#2.................................................................................................... 96 2.10 Analysis of Bm 10 - (2) 2 x 6 DF #2.................................................................................................. 99 2.11 Analysis of Bm 11 - (2) 2 x 6 DF #2................................................................................................ 102 2.12 Analysis of Bm 12 - (2) 2 x 6 DF #2................................................................................................ 105 2.13 Analysis of Bm 13 - (2) 2 x 6 DF #2................................................................................................ 108 2.14 Analysis of Bm 14 - (2) 2 x 6 DF #2................................................................................................ 111 2.15 Analysis of Bm 15 - (2) 2 x 6 DF #2................................................................................................ 114 2.16 Analysis of Bm 16 - (2) 2 x 6 DF #2................................................................................................ 117 2.17 Analysis of Bm 17 - (2) 2 x 6 DF #2................................................................................................ 120 2.18 Analysis of Bm 18 - 6 x 12 DF #2................................................................................................... 123 2.19 Analysis of Bm 19 - 6 x 12 DF #2................................................................................................... 126 2.20 Analysis of Bm 20 - (2) 2 x 6 DF #2................................................................................................ 129 2.21 Analysis of Bm 21 - (2) 2 x 6 DF #2................................................................................................ 132 2.22 Analysis of Bm 22 - (2) 2 x 6 DF #2................................................................................................ 135 2.23 Analysis of Bm 23 - (2) 2 x 6 DF #2................................................................................................ 138 2.24 Analysis of Bm 24 - 1.750 x 14.000 LVL 2.OE.................................................................................. 141 2.25 Analysis of Bm 25 - 1.750 x 14.000 LVL 2.OE.................................................................................. 144 2.26 Analysis of Bm 26 - (2) 2 x 10 DF #2.............................................................................................. 146 2.27 Analysis of Bm 27 - 5.250 x 9.500 PSL 2.2E................................................................................... 149 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 2 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.28 Analysis of Bm 28 - 5.250 x 14.000 PSL 2.2E................................................................................. 152 2.29 Analysis of Bm 29 - 3.500 x 9.500 PSL 2.2E................................................................................... 156 2.30 Analysis of Bm 30 - 5.250 x 11.875 PSL 2.2E................................................................................. 159 2.31 Analysis of Bm 31 - 1.750 x 9.500 LVL 2.OE.................................................................................... 162 2.32 Analysis of Bm 32 - 1.750 x 9.500 LVL 2.OE.................................................................................... 165 2.33 Analysis of Bm 33 - (2) 2 x 6 DF #2................................................................................................ 167 2.34 Analysis of Bm 34 - (2) 2 x 10 DF#2.............................................................................................. 170 2.35 Analysis of Bm 35 - 5.250 x 11.875 PSL 2.2E................................................................................. 174 2.36 Analysis of Bm 36 - (2) 2 x 8 DF #2................................................................................................ 177 2.37 Analysis of Bm 37 - 6 x 12 PT HF#2............................................................................................... 181 2.38 Analysis of Bm 38 - 6 x 12 PT HF#2............................................................................................... 184 2.39 Analysis of Bm 39 - 6 x 12 PT HF#2............................................................................................... 187 2.40 Analysis of Bm 40 - 6 x 12 PT HF#2............................................................................................... 190 2.41 Analysis of Bm 41 - 3.500 x 9.500 PSL 2.2E................................................................................... 193 2.42 Analysis of Bm 42 - 3.500 x 14.000 PSL 2.2E................................................................................. 196 2.43 Analysis of Bm 43 - 3.500 x 11.875 PSL 2.2E................................................................................. 199 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 3 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 1 LATERAL DESIGN 1.1 WIND DESIGN ASCE 7-16 per Chapter 26 & 27 (DIRECTIONAL PROCEDURE) Given data Wind speed 110.0, Exposure C Given Roof angle = 9.46 (2.0:12 Pitch) Bldg width = 28.0 ft Bldg length = 50.0 ft Total height = 26.67 ft Height to average roof height = (22.00 ft + [4.67 + 22.00])/2 = 24.33 ft Bldg height = 22.00 ft Roof height = 4.67 ft Edge Zone = 2a Compute edge strip width Lesser of: 10% of the least horizontal dimension 0.10(Width) = 0.10(28.00 ft) = 2.8 ft CONTROLS 0.10(Length) = 0.10(50.00 lt) = 5.0 ft 40% of the eave height = 0.40(22.00 ft) = 8.80 ft But not less 4% of the least horizontal dimension = 0.04(50.00 ft) = 1.12 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= 0.00256KZK,,KdKe V 2I„. Eq 26.10-1 Topography factor, KZt= 1.00 Directionality factor, Kd= 0.85 (Table 26.6.1) Ground Elevation Factor, Ke= 1.00 (Section 26.9) Wind pressure, p = qh G Cv - qi (G Cv, ) q,= 0.00256(1.00)(0.85)(110.00)2 (1.00)K,= 26.33K, Height ft Kz qz (psf) Diaphragm 1.0 0.85 22.38 Diaphragm 11.0 0.85 22.38 June 25, 2022 15.0 0.85 22.38 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 4/211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 20.0 0.90 23.70 Diaphragm 22.0 0.94 24.75 Mean Roof 24.3 0.94 24.75 25.0 0.94 24.75 Max Height 26.7 0.98 25.80 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 = 50.0 ft. and L = 28.0 ft. L/B=28.0/50.0=0.56, Cp=-0.50 For load direction 2, B = 28.0 ft. and L = 50.0 ft. L/B=50.0/28.0= 1.79, Cp=-0.34 Surface Wind direction L 1B Cp Windward wall All All 0.80 Leeward wall Direction 1 0.56 -0.50 Leeward wall Direction 2 1.79 -0.34 Side wall All All -0.70 External roof Cp- Load direction 1, from Figure 27.4-1 Surface Angle = 9.5 ° C� Windward roof 0 to h/2, 0 to 24.3/2 = 12.2 ft -1.30 Windward roof h > h/2 = 12.2 ft -0.70 The above table reflects Cp values based on h /L of 24.3/28.0 = 0.87 Internal pressure coefficient (G Cp,) - Load direction 1 G Cp, = ± 0.18 acting at 24.3 ft. Velocity pressure at qz = qh = 24.75 psf (Load case 2-Occurs at roof mid height) MWFRS Net pressures - Load direction 1 p=ghGCp-gi(GCp,) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 5 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 p = qh (0.85)Cp - 24.7(± 0.18), psf MWFRS pressures: Direction 1 z q Net pressure psf with Surface (ft) (psl) G C (+G Windward wall 1.0 22.4 0.85 0.80 10.8 19.7 11.0 22.4 0.85 0.80 10.8 19.7 15.0 22.4 0.85 0.80 10.8 19.7 20.0 23.7 0.85 0.80 11.7 20.6 22.0 24.7 0.85 0.80 12.4 21.3 Leeward wall All 24.7 0.85 -0.50 -15.0 -6.1 Side wall All 24.7 0.85 -0.70 -19.2 -10.3 Windward roof 0-h/2 24.7 0.85 -1.30 -31.8 -22.9 Windward roof >h/2 24.7 0.85 -0.70 -19.2 -10.3 Leeward roof N/A External roof Co - Load direction 2 (L = 50 ft.), from Figure 6-6 Surface Angle = 0. Of C� Windward roof 0 to h/2, 0 to 24.3/2 = 12.2 ft -0.90 Windward roof h/2 to h, 12.2 to 24.3 ft -0.90 Windward roof h to 2h, 24.3 to 2(24.3) = 48.7 ft -0.50 Windward roof h > 2h = 48.7 ft -0.30 The above table reflects Cp values based on h /L of 24.3/50.0 = 0.49 MWFRS pressures: Direction 2 z q Net pressure psf with Surface (ft) (psfl G C, (+G Cam) (-G Cam) Windward wall 1.0 22.4 0.85 0.80 10.8 19.7 11.0 22.4 0.85 0.80 10.8 19.7 15.0 22.4 0.85 0.80 10.8 19.7 20.0 23.7 0.85 0.80 11.7 20.6 22.0 24.7 0.85 0.80 12.4 21.3 24.3 24.7 0.85 0.80 12.4 21.3 June 25, 2022 CUSTOM DESIGN & ENGINEERING, I Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 6 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 25.0 24.7 0.85 0.80 12.4 21.3 26.7 25.8 0.85 0.80 13.1 22.0 Leeward wall All 24.7 0.85 -0.34 -11.7 -2.8 Side wall All 24.7 0.85 -0.70 -19.2 -10.3 Windward roof 0-h/2 24.7 0.85 -0.90 -23.4 -14.5 Windward roof h/2-h 24.7 0.85 -0.90 -23.4 -14.5 Windward roof h-2h 24.7 0.85 -0.50 -15.0 -6.1 Windward roof >2h 24.7 0.85 -0.30 -10.8 -1.9 Leeward roof N/A CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 7 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. ", fI,1Pw1Pt1 64.8 lb/ft30 2.00' T 5.00' 4.00' 115.1 Ib/ft� 10.00, 59.2 Ib/ft1 00' Windward side Wind Dire Transverse Direction -with positive internal pressure Diaphragm Windward Leeward Total 1 64.8lb/ft-159.0lb/ft 223.8lb/ft 2 115.1lb/ft-157.2lb/ft 272.4lb/ft 3 59.2lb/ft-82.4lb/ft 141.6lb/ft PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 >159.0 Ib/ft >157.2 Ib/ft Leeward side �Ilp82.4 Ib/ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 8 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. -23.4 13.1 psf 4.67 2.33' 12.4 pst 129.8 Ib/ft� 12.4 psf 2.00' 12.4 psf 5.00' 11.7 psf 11.00' 4.00' 115.1 Ib/ft T�j 10.8 psf I 101001 10.8 psf 10100, 59.2 Ib/ft> June 25, 2022 0.8 psf— -23.4 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 -15.0 psf > 123.9 Ib/ft 4 3 -11.7 psf �122.5 Ib/ft �64.2 Ib/ft Windward side Wnd Direc�ti n Longitudinal Direction - with positive internal pressure Diaphragm Windward Leeward Total 1 129.8lb/ft -123.91b/ft 253.7lb/ft 2 115.1lb/ft -122.5lb/ft 237.7lb/ft 3 59.21b/ft -64.2lb/ft 123.4lb/ft CUSTOM DESIGN & ENGINEERING, INC. Leeward side Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 9 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 1.2 SEISMIC DESIGN Maximum considered earthquake spectral response accelerations Given position: Lat = 47.830, Long =-112.360 Short period, Ss= 29.8 % of g 1 second period, S 1= 9.8 % of g Site class and adjusted maximum spectral accelerations: Site class = D For Site Class = D, Site coefficient, Fa = 1.20 Par 11.4.4 Site coefficient, Fv = 2.40 Table 11.4-2 - Interpolated The adjusted maximum spectral response per §11.4.3 S Ms = F., Ss = 1.20 (0.30) = 0.36g Eq 11.4-1 S mi = Fv S 1 = 2.40 (0.10) = 0.23g Eq 11.4-2 Design spectral accelerations parameters: S DS = 2/3S ms = 2/3 (0.36g) = 0.24g Eq 11.4-3 S D1 = 2/3S mi = 2/3 (0.23g) = 0.16g 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, I,.= 1.00 Seismic Design Category (SDC) Table 11.6-1, Pg 85 For S Ds = 23.86g, SDC = A Table 11.6-2, Pg 85 For S D1 = 15. 62g, SDC = C SDC C 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) 0 o = 3.0 (2.5 for flexible diaphragm - Note 9) Cd = 4.0 Building element weights Level 3, Roof weight = 15.0 psf CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 10 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 0.0 psf Interior partition wall weight = 0.0 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 x2541 sq.ft. + 1/2 x 10.0 psf x2541 sq.ft. + 1/2 x 12.0 psf x260 ft x 11.0 ft = 67980 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 x 1650 sq.ft. + 10.0 psf x 1650 sq.ft. + (1/2 x 12.0 psf + 1/2 x 12.0 psf) x219 ft x 10.5 ft = 64140 lb At Floor Level 1 W 1= 12.0 psf x 1650 sq.ft. + 0.0 psf x 1650 sq.ft. + (1/2 x 12.0 psf + 1/2 x 0.0 psf) x 178 ft x 5.5 ft = 30480 lb Total weight = 67980 + 64140 + 30480 = 162600 lbs Compute structure period Structure type: All other structures CT = 0.020 (Table 12.8-2) Structure height, hn = 22.00 ft. Ta = CT (hn ) 3/4 = 0. 020 (22. 00) 3/4 = 0.203 sec. (Eq 12. 8-7) Compute base shear The design value of Cs is the smaller value of Cs = Ie S os / R = 1.00 (0.24) /6.50 = 0.0367 EQ 12.8-2 and CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 11 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 CS = le S DI / (R Ta ) = 1.00 (0.16) / [ (6.50) (0.20) 1 = 0.1183 EQ 12.8-3 but not less CS = 0.01 EQ 12.8-4 Therefore Cs= 0.0367 Design base shear, V = CS W = 0.037(162600) = 5968 lbs (6.0 kips) Eq 12.8-1 Vertical distribution of force FX = C. V EQ 12 . 8-11 where range. k _ Wxhx C.W hik 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 = 0.203, k = 1.00 Level x hx hkx wx wx .hkx Cvx Fx= C, V Fx/wx= SQ 3 22.0 22.0 68.0 k 1496 0.670 4.0 k 0.059 2 11.0 11.0 64.1 k 706 0.316 1.9 k 0.029 1 1.0 1.0 30.5 k 30 0.014 0.1 k 0.003 SUM 163 k 2232 k-ft 6 k Compute diaphragm shear(s) per ASCE 7-16 §12.10.1.1 n Y Fi F = i=x w Px n Px Ywi i=x Min FPx = 0.20S Ds Ie wpx Max FPx = 0.40S Ds Ie wpx Level w x F; F x Min F x Max F x Design F x 3 68.0 k 4.0 k 4.0 k 3.2 k 6.5 k 4.0 k 2 64.1 k 1.9 k 2.9 k 3.1 k 6.1 k 3.1 k 1 30.5 k 0.1 k 1.1 k 1.5 k 2.9 k 1.5 k CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 12 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ** COMPUTE DIAPHRAGM DESIGN LOADS ** ** DIRECT DIAPHRAGM REACTIONS ** ** Direction = 1 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ A B A 4508 630 B 4508 630 B C B 1519 212 C 1519 212 C D C 3082 910 D 3082 910 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ C D I C 3751 544 1 D 3751 544 ------------------------------------------------------------------ **Current Level = 1 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ ** Direction = 2 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 1 2 1 1 2746 493 1 2 2746 493 2 3 1 2 2986 1131 1 3 2986 1131 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 1 3 1 1 6747 625 1 3 6747 625 ------------------------------------------------------------------ **Current Level = 1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 13 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 a 0al.�e1:a111►I1�y:11iy I45�cl:I 111lll1�y:11iyuIts ------------------------------------------------------------------ ** TRANSFER LOADS ** ** Direction = 1 ** ** Direction = 2 ** Diaphragm 1-3, Level = 2 ---------------------------- Grid 2 Wind = 5732 lbs Grid 2 Seismic = 1624 lbs ** TOTAL DIAPHRAGM REACTIONS ** ** Direction = 1 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ A B A 4508 630 B 4508 630 B C B 1519 212 C 1519 212 C D C 3082 910 D 3082 910 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ C D I C 3751 544 1 D 3751 544 ------------------------------------------------------------------ **Current Level = 1 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ ------------------------------------------------------------------ ** Direction = 2 ** **Current Level = 3 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 1 2 1 1 2746 493 1 2 2746 493 2 3 1 2 2986 1131 1 3 2986 1131 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 14 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ------------------------------------------------------------------ **Current Level = 2 ------------------------------------------------------------------ DIAPH GRID WIND SEISMIC GRID WIND SEISMIC ------------------------------------------------------------------ 1 3 1 1 9639 1445 1 3 9586 1430 ------------------------------------------------------------------ **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 23.54 4508 630 1 3 B 23.54 6027 843 2 3 C 49.54 4601 1122 3 3 D 49.54 3082 910 4 2 C 49.54 3751 544 5 2 D 49.54 3751 544 6 3 1 27.54 2746 493 7 3 2 75.08 5732 1624 8 3 3 75.08 2986 1131 9 2 1 27.54 9639 1445 10 2 3 27.54 9586 1430 Redundancy calculation rho, per ASCE 12.3.4.2 - Summary --------------------------------------------------- Level = 3 Condition Direction A B Rho ------------------------------ 1 PASS PASS 1.0 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 15 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 pp 9M- giv5�- W ------------------------------ Level = 2 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 Grid Line A, Height = 10.00 ft # Length Height/Length ------------------------------- 1 24.00' 0.42 ------------------------------- Grid Line B, Height = 10.00 ft # Length Height/Length 1 10.04' 1.00 2 11.04' 0.91 ------------------------------- Grid Line C, Height = 10.00 ft # Length Height/Length ------------------------------- 1 3.41' 2.93 2 7.71' 1.30 3 4.00' 2.50 ------------------------------- Grid Line D, Height = 10.00 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 16 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 # Length Height/Length ------------------------------- 1 4.18' 2.39 2 2.83' 3.53 ------------------------------- Total shear wall length = 67.2 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 ---------------------------------------------- C 3.41' 0.05 --> OK C 7.71' 0.11 --> OK C 4.00' 0.06 --> OK D 4.18' 0.06 --> OK D 2.83' 0.04 --> OK ---------------------------------------------- Condition A, PASSED Check condition B Grid Line Length Height 2L/H ------------------------------------------------ A 24.00' 10.00, 4.80 B 21.08' 10.00, 4.22 C 15.12' 10.00, 3.02 D 7.01' 10.00, 1.40 ------------------------------------------------ Sum 13.44 There are 13.44 bays > 4 req'd, therefore OK Condition B, PASSED *** Direction 2 *** -------------------- Check condition A Grid Line 2, Height = 10.00 ft # Length Height/Length ------------------------------- 1 2.00' 5.00 2 2.46' 4.07 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 17 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3 2.00' 5.00 4 2.00' 5.00 5 2.46' 4.07 6 8.17' 1.22 ------------------------------ Grid Line 1, Height = 10.00 ft # Length Height/Length ------------------------------- 1 3.50' 2.86 2 11.77' 0.85 3 3.73' 2.68 ------------------------------- Grid Line 3, Height = 10.00 ft # Length Height/Length ------------------------------- 1 33.27' 0.30 2 4.27' 2.34 3 13.33' 0.75 ------------------------------- Total shear wall length = 89.0 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 ---------------------------------------------- 2 2.00' 0.02 --> OK 2 2.46' 0.03 --> OK 2 2.00' 0.02 --> OK 2 2.00' 0.02 --> OK 2 2.46' 0.03 --> OK 2 8.17' 0.09 --> OK 1 3.50' 0.04 --> OK 1 3.73' 0.04 --> OK 3 4.27' 0.05 --> OK ---------------------------------------------- Condition A, PASSED Check condition B CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 18 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Grid Line Length Height 2L/H ------------------------------------------------ 2 19.08, 10.00, 3.82 1 19.00, 10.00, 3.80 3 50.88' 10.00' 10.18 ------------------------------------------------ Sum 17.79 There are 17.79 bays > 4 req'd, therefore OK Condition B, PASSED --------------------------------------------- *** D E S I G N L E V E L = 2 *** --------------------------------------------- *** Direction 1 *** -------------------- Check condition A Grid Line C, Height = 9.00 ft # Length Height/Length ------------------------------- 1 8.00' 1.13 2 3.63' 2.48 3 3.04' 2.96 4 19.92' 0.45 ------------------------------- Grid Line D, Height = 9.00 ft # Length Height/Length 1 8.00' 1.13 2 4.17' 2.16 3 4.65' 1.94 ------------------------------- Total shear wall length = 51.4 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 C 8.00' 0.16 --> OK CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 19 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 C 3.63' 0.07 --> OK C 3.04' 0.06 --> OK D 8.00' 0.16 --> OK D 4.17' 0.08 --> OK D 4.65' 0.09 --> OK ------------------- Condition A, PASSED Check condition B Grid Line Length Height 2L/H -------------------------------------- C 34.58' 9.00, 7.69 D 16.81' 9.00' 3.74 Sum 11.42 There are 11.42 bays > 4 req'd, therefore OK Condition B, PASSED *** Direction 2 *** -------------------- Check condition A Grid Line 1, Height = 9.00 ft # Length Height/Length ------------------------------- 1 10.60' 0.85 2 10.35' 0.87 ------------------------------- Grid Line 1.7, Height = 9.00 ft # Length Height/Length ------------------------------- 1 11.10, 0.81 2 11.10, 0.81 ------------------------------- Grid Line 3, Height = 9.00 ft # Length Height/Length ------------------------------- 1 3.46' 2.60 2 22.54' 0.40 ------------------------------- Total shear wall length = 69.2 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 20 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 3 3.46' 0.05 --> OK ---------------------------------------------- Condition A, PASSED Check condition B Grid Line ------------------------------------------------ Length Height 2L/H 1 20.96' 9.00' 4.66 1.7 22.21' 9.00' 4.94 3 26.00' 9.00' 5.78 ------------------------------------------------ Sum 15.37 There are 15.37 bays > 4 req'd, therefore OK Condition B, PASSED CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 21 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Shear Wall at Grid 1 2r46# w _ 493# (E) sW1 0 0 1"5# (E) SW1 SW-3 0 0l� u in fin IFn 11rA19nn I Note -Deadweight of walls not shown (only deadweight of supported framing - where applicable) SW-3 Roof SW-1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 22 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 ft ft Ratio lb lb lb lb plf plf plf ---------------------------------------------------------------------------------------------------- 3 19.0 10.0 2.9** 493 194 687 2746 25 62 62 SW-1 2 21.0 ---------------------------------------------------------------------------------------------------- 9.0 0.9 1938 282 2220 12385 98* 312* 312 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 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 2.86 0.89 1.12 62 69 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 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 23 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ------------------------------------------------------------------------------------------- 3 0/SW 3.50 0.00 3.50 120.0* - - - 3 1/OPEN 4.00 0.00 4.00 0.0* - - - 3 2/SW 11.77 0.00 11.77 120.0* - - - 3 3/OPEN 5.00 0.00 5.00 0.0* - - - 3 4/SW 3.73 0.00 3.73 120.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 10.60 0.00 10.60 108.0* - - - 2 1/OPEN 3.50 0.00 3.50 0.0* - - - 2 2/NO-SW 1.54 0.00 1.54 108.0* - - - 2 3/OPEN 2.00 0.00 2.00 0.0* - - - 2 4/SW 10.35 0.00 10.35 108.0* - - - ------------------------------------------------------------------------------------------- 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 1 210 0 0 0 1 -362 -1445 1 362 1445 1 3-1 3.50 1 210 0 0 0 1 362 1445 1 -362 -1445 1 3-2 7.50 1 706 0 0 0 1 -362 -1445 1 362 1445 1 3-3 19.27 1 706 0 0 0 1 362 1445 1 -362 -1445 1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 24 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3-4 24.27 224 0 0 0 -362 -1445 362 1445 3-5 28.00 224 0 0 0 362 1445 -362 -1445 -------------------------------------------------------------------------------------- 2-0 0.00 1 783 0 0 0 -1178 -6219 1178 6219 2-1 3.50 1 210 0 0 0 0 0 0 0 2-2 7.50 1 706 0 0 0 0 0 0 0 2-3 10.60 1 573 0 0 0 817 4773 -817 -4773 2-4 14.10 1 83 0 0 0 0 0 0 0 2-5 15.65 1 83 0 0 0 0 0 0 0 2-6 17.65 1 559 0 0 0 -778 -4621 778 4621 2-7 19.27 1 706 0 0 0 0 0 0 0 2-8 24.27 1 224 0 0 0 0 0 0 0 2-9 28.00 1 783 0 0 0 1140 6066 1 -1140 -6066 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 = 0.0 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 1 lb lb lb lb lb lb lb ------------------------------------------------------------------------------------------------------------- lb -------------- 3-0 0.0 1 -657 -43 -440 20 -741 -156 1 1077 463 860 400 993 351 1 -741 1077 1 3-1 3.5 1 1077 463 860 400 993 351 1 -657 -43 -440 20 -741 -156 1 -741 1077 1 3-2 7.5 -161 453 56 516 -443 75 1 1573 959 1357 896 1291 581 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 25 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 -443 1573 3-3 19.3 1 1573 959 1357 896 1291 581 1 -161 453 56 516 -443 75 1 -443 1573 1 3-4 24.3 -643 -29 -427 34 -733 -149 I 1091 477 874 414 1001 357 -733 1091 1 3-5 28.0 1091 477 874 414 1001 357 -643 -29 -427 34 -733 -149 -733 1091 1 ------------------------------------------------------------------------------------------------------------- -------------- 2-0 0.0 -2949 -42 -2016 164 -3262 -462 I 4514 1608 3581 1401 4201 1188 -3262 4514 2-1 3.5 210 210 210 210 126 97 210 210 210 210 126 97 97 210 1 2-2 7.5 706 706 706 706 424 328 706 706 706 706 424 328 328 706 1 2-3 10.6 3437 1144 2721 1001 3208 838 -2291 1 -1575 144 -2520 -306 -2520 3437 2-4 14.1 83 83 83 83 50 39 83 83 83 83 50 39 39 83 1 2-5 15.6 83 83 83 83 50 39 83 83 83 83 50 39 39 83 1 2-6 17.6 -2213 14 -1520 150 -2437 -285 I 3331 1104 2638 968 3108 804 -2437 3331 2-7 19.3 706 706 706 706 424 328 706 706 706 706 424 328 328 706 1 2-8 24.3 224 224 224 224 134 104 I 224 224 224 224 134 104 104 224 1 2-9 28.0 4422 1581 3513 1382 4109 1162 -2857 -15 -1947 184 -3170 -435 -3170 4422 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 = 0.6D + 0.614 ASCE 2.4.1 - 7 7. LC6 = (0.6 - 0.14SDS)D + 0.7E ASCE 2.4.1 - 8, SDS = 0.970 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 26 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 -741 400 1 MST37 3-1 3.5 1 -741 400 1 MST37 3-2 7.5 1 -443 896 1 MST37 3-3 19.3 1 -443 896 1 MST37 3-4 24.3 -733 414 MST37 3-5 28.0 -733 414 MST37 2-0 0.0 -3262 1401 TD1 2-1 3.5 97 210 TD1 2-2 7.5 328 706 TD1 2-3 10.6 -2520 1001 TD1 2-4 14.1 39 83 TD1 2-5 15.6 39 83 TD1 2-6 17.6 -2437 968 TD1 2-7 19.3 328 706 TD1 2-8 24.3 104 224 TD1 2-9 28.0 -3170 1382 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. June 25, 2022 Page 27 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 99.71 144.53 -44.82 SEISMIC ----------------------------------- 24.96 36.18 -11.22 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -157 -39 2 WINDOW/DOOR -157 -39 242 61 3 SHEAR WALL 242 61 -286 -72 4 WINDOW/DOOR -286 -72 213 53 5 -------------------------------------------------------------------- SHEAR WALL 213 53 46 11 Level = 2 ----------------------------------- q v dq LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 349.99 729.07 -96.43 SEISMIC ----------------------------------- 55.63 140.48 -14.10 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -1023 -149 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 28 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2 WINDOW/DOOR -1023 -149 202 45 3 NON -SHEAR WALL 202 45 742 131 4 WINDOW/DOOR 742 131 1442 242 5 SHEAR WALL 1442 242 443 96 -------------------------------------------------------------------- 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 -94 -69 2 WINDOW/DOOR -94 -69 145 106 3 SHEAR WALL 145 106 -171 -125 4 WINDOW/DOOR -171 -125 128 93 5 SHEAR WALL 128 93 27 20 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -614 -262 2 WINDOW/DOOR -614 -262 121 79 3 NON -SHEAR WALL 121 79 445 229 4 WINDOW/DOOR 445 229 865 424 5 SHEAR WALL 865 424 266 169 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 29 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 2 Note - Dead weight of wale not shown (only deadweight of supported framing -where applicable). Analysis of SW Grid Line 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 3 19.1 ---------------------------------------------------------------------------------------------------- 10.0 3.5** 1624 530 2154 5732 79 129 129 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 3.50 0.81 1.23 129 158 SW-1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 30 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ------------------------------------------------------------------- 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 xl x2 Dead Snow Live Wind Uplift ------------------------------------------------------------------------------------------- Type ft ft ft lb/ft lb/ft lb/ft lb/ft 3 0/SW 2.00 0.00 2.00 84.0* - - - 3 1/OPEN 8.00 0.00 8.00 0.0* - - - 3 2/SW 2.46 0.00 2.46 84.0* - - - 3 3/SW 2.00 0.00 2.00 84.0* - - - 3 4/OPEN 8.00 0.00 8.00 0.0* - - - 3 5/SW 2.00 0.00 2.00 84.0* - - - 3 6/SW 2.46 0.00 2.46 84.0* - - - 3 7/OPEN 8.00 0.00 8.00 0.0* - - - 3 8/DRAG 14.00 0.00 14.00 0.0* - - - 3 9/SW 8.17 0.00 8.17 120.0* - - - 3 10/DRAG 19.38 0.00 19.38 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 31 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 84 0 0 0 1 -790 -2103 1 790 2103 1 3-1 2.00 1 84 0 0 0 1 790 2103 1 -790 -2103 1 3-2 10.00 103 0 0 0 -790 -2103 790 2103 3-3 12.46 187 0 0 0 0 0 0 0 3-4 14.46 84 0 0 0 790 2103 -790 -2103 3-5 22.46 84 0 0 0 -790 -2103 790 2103 3-6 24.46 187 0 0 0 0 0 0 0 3-7 26.92 103 0 0 0 790 2103 -790 -2103 3-8 34.92 0 0 0 0 0 0 0 0 3-9 48.92 490 0 0 0 -1129 -3004 1129 3004 3-10 57.08 490 0 0 0 1129 3004 -1129 -3004 3-11 76.46 0 0 0 0 0 0 0 0 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 = 0.0 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 I DIRECTION 1 I DIRECTION 2 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 32 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 -1178 -469 -862 -331 -1211 -514 I 1346 637 1030 499 1312 592 -1211 1346 3-1 2.0 1346 637 1030 499 1312 592 -1178 -469 -862 -331 -1211 -514 -1211 1346 3-2 10.0 -1158 -450 -843 -312 -1200 -505 1365 656 1049 518 1323 601 -1200 1365 3-3 12.5 187 187 187 187 112 87 187 187 187 187 112 87 87 187 1 3-4 14.5 1346 637 1030 499 1312 592 -1178 -469 -862 -331 -1211 -514 -1211 1346 3-5 22.5 -1178 -469 -862 -331 -1211 -514 I 1346 637 1030 499 1312 592 -1211 1346 3-6 24.5 187 187 187 187 112 87 187 187 187 187 112 87 87 187 1 3-7 26.9 1365 656 1049 518 1323 601 -1158 -450 -843 -312 -1200 -505 -1200 1365 3-8 34.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3-9 48.9 -1312 -300 -862 -103 -1508 -563 I 2292 1280 1842 1083 2096 1018 -1508 2292 3-10 57.1 1 2292 1280 1842 1083 2096 1018 1 -1312 -300 -862 -103 -1508 -563 1 -1508 2292 1 3-11 76.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 33 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 -1211 592 1 MST37 3-1 2.0 1 -1211 592 1 MST37 3-2 10.0 -1200 601 MST37 3-3 12.5 87 187 MST37 3-4 14.5 -1211 592 MST37 3-5 22.5 -1211 592 MST37 3-6 24.5 87 187 MST37 3-7 26.9 -1200 601 MST37 3-8 34.9 0 0 3-9 48.9 -1508 1083 MST37 3-10 57.1 -1508 1083 I MST37 3-11 76.5 0 0 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. June 25, 2022 Page 34 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 76.34 300.37 -224.03 SEISMIC 28.69 112.89 -84.20 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -448 -168 2 WINDOW/DOOR -448 -168 163 61 3 SHEAR WALL 163 61 -388 -146 4 SHEAR WALL -388 -146 -836 -314 5 WINDOW/DOOR -836 -314 -225 -85 6 SHEAR WALL -225 -85 -673 -253 7 SHEAR WALL -673 -253 -1224 -460 8 WINDOW/DOOR -1224 -460 -613 -231 9 DRAG -STRUT -613 -231 455 171 10 SHEAR WALL 455 171 -1374 -516 11 DRAG -STRUT -1374 -516 105 39 -------------------------------------------------------------------- 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. June 25, 2022 Page 35 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -269 -295 2 WINDOW/DOOR -269 -295 98 107 3 SHEAR WALL 98 107 -233 -255 4 SHEAR WALL -233 -255 -502 -550 5 WINDOW/DOOR -502 -550 -135 -148 6 SHEAR WALL -135 -148 -404 -443 7 SHEAR WALL -404 -443 -734 -805 8 WINDOW/DOOR -734 -805 -368 -403 9 DRAG -STRUT -368 -403 273 300 10 SHEAR WALL 273 300 -824 -904 11 DRAG -STRUT -824 -904 63 69 --------------------------------------------------------------------------------- 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 3 11310 (E) 530# E i 0.0 NON Sw sW-1 SW- NONSw sW-1 z z a z z z z z zz z z 9586# 14309(E Ys i. Level3'2 �sW-2 LJ SW-2 O O O � r � Note - Dead weight of walls not shown (only dead weight of supported framing - where applicable). Analysis of SW Grid Line 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 36 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 50.9 10.0 2.3** 1131 530 1661 2986 23 25 25 SW-1 2 26.0 9.0 2.6** 2561 618 3179 12572 96* 219* 219 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 ------------------------------------------------------------------- 3 2.34 0.96 1.04 25 26 SW-1 2 2.60 0.92 1.08 219 236 SW-2 ------------------------------------------------------------------- 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 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 37 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ------------------------------------------------------------------------------------------- 3 0/NO-SW 4.00 0.00 4.00 120.0* - - - 3 1/OPEN 3.00 0.00 3.00 0.0* - - - 3 2/SW 33.27 0.00 33.27 120.0* - - - 3 3/OPEN 3.00 0.00 3.00 0.0* - - - 3 4/SW 4.27 0.00 4.27 120.0* - - - 3 5/NO-SW 1.96 0.00 1.96 120.0* - - - 3 6/OPEN 8.25 0.00 8.25 0.0* - - - 3 7/SW 13.33 0.00 13.33 120.0* - - - 3 8/OPEN 4.46 0.00 4.46 0.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 3.46 0.00 3.46 108.0* - - - 2 1/OPEN 2.00 0.00 2.00 0.0* - - - 2 2/SW 22.54 0.00 22.54 108.0* - - - ------------------------------------------------------------------------------------------- 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 1 240 0 0 0 1 0 0 1 0 0 1 3-1 4.00 1 240 0 0 0 1 0 0 1 0 0 1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 38 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3-2 7.00 1 1996 0 0 0 -327 -587 327 587 3-3 40.27 1996 0 0 0 327 587 -327 -587 3-4 43.27 256 0 0 0 -327 -587 327 587 3-5 47.54 374 0 0 0 327 587 -327 -587 3-6 49.50 118 0 0 0 0 0 0 0 3-7 57.75 800 0 0 0 1 -327 -587 327 587 3-8 71.08 800 0 0 0 1 327 587 -327 -587 3-9 75.54 0 0 0 0 1 0 0 0 0 -------------------------------------------------------------------------------------- 2-0 47.54 561 0 0 0 -774 -3765 774 3765 2-1 49.50 118 0 0 0 0 0 0 0 2-2 51.00 187 0 0 0 1100 4352 -1100 -4352 2-3 53.00 1217 0 0 0 -1293 -4699 1293 4699 2-4 57.75 800 0 0 0 0 0 0 0 2-5 71.08 800 0 0 0 0 0 0 0 2-6 75.54 1217 0 0 0 1293 4699 -1293 -4699 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 = 0.0 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 1 240 240 240 240 144 Ill 1 240 240 240 240 144 ill Ill 240 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 39 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3-1 4.0 1 240 240 240 240 144 111 1 240 240 240 240 144 111 111 240 1 3-2 7.0 1644 1768 1732 1825 846 698 2348 2225 2260 2168 1550 1155 698 2348 1 3-3 40.3 2348 2225 2260 2168 1550 1155 1 1644 1768 1732 1825 846 698 1 698 2348 1 3-4 43.3 -96 28 -8 85 -198 -110 1 608 485 520 428 506 348 -198 608 1 3-5 47.5 726 602 638 545 576 402 22 145 110 202 -128 -55 -128 726 1 3-6 49.5 118 118 118 118 71 55 118 118 118 118 71 55 55 118 1 3-7 57.8 448 571 536 629 128 143 1152 1029 1064 971 832 600 1 128 1152 1 3-8 71.1 1152 1029 1064 971 832 600 448 571 536 629 128 143 1 128 1152 1 3-9 75.5 0 0 0 0 0 0 0 0 0 0 0 0 1 0 ------------------------------------------------------------------------------------------------------------- 0 1 -------------- 2-0 47.5 1 -1698 19 -1134 154 -1923 -281 1 2819 1102 2255 967 2595 802 1 -1923 2819 2-1 49.5 118 118 118 118 71 55 118 118 118 118 71 55 55 118 1 2-2 51.0 2798 957 2145 764 2723 857 -2424 -583 -1772 -391 -2499 -684 -2499 2798 2-3 53.0 -1602 312 -897 538 -2089 -340 1 4037 2123 3332 1896 3550 1470 -2089 4037 2-4 57.8 800 800 800 800 480 371 800 800 800 800 480 371 371 800 1 2-5 71.1 800 800 800 800 480 371 800 800 800 800 480 371 371 800 1 2-6 75.5 4037 2123 3332 1896 3550 1470 -1602 312 -897 538 -2089 -340 -2089 4037 Notes 1. LC = Load combination 2. LC1 = D + 0.614 ASCE 2.4.1 - 5a CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 40 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 ill 240 3-1 4.0 ill 240 3-2 7.0 698 1825 N/R 3-3 40.3 698 1825 N/R 3-4 43.3 -198 428 N/R 3-5 47.5 -128 545 N/R 3-6 49.5 55 118 3-7 57.8 128 832 N/R 3-8 71.1 128 832 N/R 3-9 75.5 0 0 2-0 47.5 1 -1923 967 TD1 2-1 49.5 1 55 118 TD1 2-2 51.0 1 -2499 857 TD1 2-3 53.0 -2089 1896 TD1 2-4 57.8 371 800 TD1 2-5 71.1 371 800 TD1 2-6 75.5 -2089 1896 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 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 41 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 39.77 58.69 -18.92 SEISMIC 22.13 32.66 -10.53 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 NON -SHEAR WALL 0 0 159 89 2 WINDOW/DOOR 159 89 278 155 3 SHEAR WALL 278 155 -351 -195 4 WINDOW/DOOR -351 -195 -232 -129 5 SHEAR WALL -232 -129 -313 -174 6 NON -SHEAR WALL -313 -174 -235 -131 7 WINDOW/DOOR -235 -131 93 52 8 SHEAR WALL 93 52 -159 -88 9 -------------------------------------------------------------------- WINDOW/DOOR -159 -88 18 10 Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 42 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 WIND 348.06 510.18 -76.79 SEISMIC 55.09 137.08 -34.51 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -266 -119 2 WINDOW/DOOR -266 -119 431 -9 3 SHEAR WALL 431 -9 -1300 -787 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 95 155 2 WINDOW/DOOR 95 155 167 271 3 SHEAR WALL 167 271 -211 -342 4 WINDOW/DOOR -211 -342 -139 -226 5 SHEAR WALL -139 -226 -188 -304 6 NON -SHEAR WALL -188 -304 -141 -229 7 WINDOW/DOOR -141 -229 56 91 8 SHEAR WALL 56 91 -95 -155 9 --------------------------------------------------------------------------------- WINDOW/DOOR -95 -155 11 18 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 43 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 -159 -209 2 WINDOW/DOOR -159 -209 258 -16 3 SHEAR WALL 258 -16 -780 -1377 --------------------------------------------------------------------------------- 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. June 25, 2022 Page 44 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Shear Wall at Grid A Dof Mote -Deadweight of walls not shown only deadweight of supported framing -where applicable). 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 ---------------------------------------------------------------------------------------------------- 3 24.0 10.0 0.4 630 166 796 4508 23 81 81 SW-1 ---------------------------------------------------------------------------------------------------- Notes 1. b = sum of all solid panels. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 45 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 24.00 0.00 24.00 120.0* - - - ------------------------------------------------------------------------------------------- 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 -------------------------------------------------------------------------------------- CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 46 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3-0 0.00 1440 0 0 0 -332 -1878 332 1878 3-1 24.00 1440 0 0 0 332 1878 -332 -1878 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 = 0.0 psf) / 2 Dead load vectors are summed at abutting panels 4. DIRECTION 1 = LOAD DIRECTION LEFT TO RIGHT S. 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 0.0 313 1208 595 1266 -263 436 I 2567 1672 2285 1614 1991 901 -263 2567 1 3-1 24.0 2567 1672 2285 1614 1991 901 313 1208 595 1266 -263 436 -263 2567 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, SOS = 0.970 8. MIN LOAD = Maximum negative tension force 9. MAX LOAD = Maximum positive compression force 10. W = W uplift + W shear overturning CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 47 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Table 4 - Tie down schedule Reaction Location MIN MAX HOLD-DOWN from end LOAD LOAD MARK (ft) ----------------------------------------------------- lb lb ----------------------------------------------------- 3-0 0.0 -263 1614 N/R 3-1 24.0 -263 1614 N/R 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 191.49 187.83 3.66 SEISMIC 33.83 33.19 0.65 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 88 16 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 48 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 -------------------------------------------------------------------- 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 53 27 --------------------------------------------------------------------------------- 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. June 25, 2022 Page 49 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Shear Wall at Grid B 60z"M HM (E) f 10.0 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 m H V1 sw•t m V1 m N sw•f m V1 I I Note - Dead weight of walls not shown (only dead weight of supported framing - where applicable). Analysis of SW Grid Line B Design Rho = 1.0 Table 1 - Shears Roof 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 21.1 10.0 1.0 843 169 1012 6027 34 123 123 SW-1 ---------------------------------------------------------------------------------------------------- Notes 1. b = sum of all solid panels. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 50 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 10.04 0.00 10.04 120.0* - - - 3 1/OPEN 2.92 0.00 2.92 0.0* - - - 3 2/SW 11.04 0.00 11.04 120.0* - - - ------------------------------------------------------------------------------------------- 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. June 25, 2022 Page 51 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 (ft) I lb lb lb lb I lb lb I lb lb -------------------------------------------------------------------------------------- 3-0 0.00 602 0 0 0 -480 -2859 480 2859 3-1 10.04 602 0 0 0 480 2859 -480 -2859 3-2 12.96 662 0 0 0 -480 -2859 480 2859 3-3 24.00 662 0 0 0 480 2859 -480 -2859 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 = 0.0 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 -1113 266 -684 350 -1354 -56 1 2318 939 1889 855 2077 616 1 -1354 2318 1 3-1 10.0 1 2318 939 1889 855 2077 616 1 -1113 266 -684 350 -1354 -56 1 -1354 2318 1 3-2 13.0 -1053 326 -624 410 -1318 -29 2378 999 1949 915 2113 644 -1318 2378 1 3-3 24.0 2378 999 1949 915 2113 644 -1053 326 -624 410 -1318 -29 -1318 2378 1 Notes 1. LC = Load combination 2. LC1 = D + 0.6W ASCE 2.4.1 - 5a CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 52 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 -1354 855 MST37 3-1 10.0 -1354 855 MST37 3-2 13.0 -1318 915 MST37 3-3 24.0 -1318 915 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 ----------------------------------- CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 53 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 WIND 251.14 285.88 -34.74 SEISMIC 42.17 48.01 ----------------------------------- -5.83 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 -349 -59 2 WINDOW/DOOR -349 -59 384 64 3 SHEAR WALL 384 64 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 SHEAR WALL 0 0 -209 -103 2 WINDOW/DOOR -209 -103 230 113 3 SHEAR WALL 230 113 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. June 25, 2022 Page 54 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Shea- Wall at Grid C 1122# (E) Roof NON -SW sW-1 sW-1 sW-1 350# E 10 0 M n n n 112 Note - Dead weight of walls not shown (only dead weight of supported framing - where applicable). Analysis of SW Grid Line C 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 15.1 10.0 2.9** 1122 350 1472 4601 68 130 130 SW-1 2 34.6 ---------------------------------------------------------------------------------------------------- 9.0 3.0** 1666 507 2173 8352 132* 272* 272 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. June 25, 2022 Page 55 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 2.93 0.88 1.13 130 148 SW-1 2 2.96 0.88 1.14 272 309 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/NO-SW 2.00 0.00 2.00 120.0* - - - 3 1/OPEN 4.00 0.00 4.00 0.0* - - - 3 2/SW 3.41 0.00 3.41 120.0* - - - 3 3/OPEN 14.96 0.00 14.96 0.0* - - - 3 4/DRAG 9.92 0.00 9.92 0.0* - - - 3 5/SW 7.71 0.00 7.71 120.0* - - - 3 6/OPEN 4.00 0.00 4.00 0.0* - - - 3 7/SW 4.00 0.00 4.00 120.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 8.00 0.00 8.00 108.0* - - - 2 1/OPEN 9.75 0.00 9.75 0.0* - - - 2 2/SW 3.62 0.00 3.62 108.0* - - - CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 56 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2 3/OPEN 3.00 0.00 3.00 0.0* - - - 2 4/SW 3.04 0.00 3.04 108.0* - - - 2 5/OPEN 2.67 0.00 2.67 0.0* - - - 2 6/SW 19.92 0.00 19.92 108.0* - - - ------------------------------------------------------------------------------------------- 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 I E W I E W from end Uplift (ft) lb lb lb lb lb lb I lb lb -------------------------------------------------------------------------------------- 3-0 0.00 1 120 0 0 0 1 0 0 1 0 0 1 3-1 2.00 1 120 0 0 0 1 0 0 1 0 0 1 3-2 6.00 1 205 0 0 0 1 -973 -3043 1 973 3043 1 3-3 9.41 205 0 0 0 973 3043 -973 -3043 3-4 24.38 0 0 0 0 0 0 0 0 3-5 34.29 462 0 0 0 -973 -3043 973 3043 3-6 42.00 462 0 0 0 973 3043 -973 -3043 3-7 46.00 240 0 0 0 -973 -3043 973 3043 3-8 50.00 240 0 0 0 973 3043 -973 -3043 -------------------------------------------------------------------------------------- 2-0 0.00 1 552 0 0 0 1 -809 -2934 1 809 2934 1 2-1 2.00 1 120 0 0 0 1 0 0 1 0 0 1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 57 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2-2 6.00 1 205 0 0 0 0 0 0 0 2-3 8.00 432 0 0 0 668 2493 -668 -2493 2-4 9.41 205 0 0 0 0 0 0 0 2-5 17.75 196 0 0 0 -424 -1732 424 1732 2-6 21.38 196 0 0 0 565 2173 -565 -2173 2-7 24.38 164 0 0 0 -565 -2173 565 2173 2-8 27.42 164 0 0 0 565 2173 -565 -2173 2-9 30.08 1076 0 0 0 -1138 -3962 1138 3962 2-10 34.29 462 0 0 0 0 0 0 0 2-11 42.00 462 0 0 0 0 0 0 0 2-12 46.00 240 0 0 0 0 0 0 0 2-13 50.00 1316 0 0 0 1138 3962 -1138 -3962 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 = 0.0 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 0.0 120 120 120 120 72 56 120 120 120 120 72 56 56 120 1 3-1 2.0 120 120 120 120 72 56 120 120 120 120 72 56 56 120 1 3-2 6.0 -1621 -476 -1164 -306 -1703 -586 I 2030 886 1574 716 1948 776 -1703 2030 1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 58 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3-3 9.4 1 2030 886 1574 716 1948 776 1 -1621 -476 -1164 -306 -1703 -586 1 -1703 2030 3-4 24.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3-5 34.3 -1363 -219 -907 -48 -1548 -467 I 2288 1144 1832 973 2103 896 -1548 2288 3-6 42.0 2288 1144 1832 973 2103 896 -1363 -219 -907 -48 -1548 -467 -1548 2288 3-7 46.0 -1586 -441 -1129 -271 -1682 -570 I 2066 921 1609 751 1970 793 -1682 2066 3-8 50.0 2066 921 1609 751 1970 793 -1586 -441 -1129 -271 -1682 -570 -1682 ------------------------------------------------------------------------------------------------------------- 2066 -------------- 2-0 0.0 1 -1208 -14 -768 127 -1429 -310 1 2312 1118 1872 977 2092 822 1 -1429 2312 1 2-1 2.0 120 120 120 120 72 56 120 120 120 120 72 56 56 120 1 2-2 6.0 205 205 205 205 123 95 205 205 205 205 123 95 95 205 1 2-3 8.0 1928 899 1554 782 1755 668 -1064 -35 -690 82 -1236 -267 -1236 1928 2-4 9.4 205 205 205 205 123 95 I 205 205 205 205 123 95 95 205 1 2-5 17.8 -844 -101 -584 -27 -922 -206 I 1235 493 975 418 1157 388 -922 1235 1 2-6 21.4 1500 592 1174 493 1422 487 I -1108 -200 -782 -101 -1187 -305 -1187 1500 2-7 24.4 1 -1140 -232 -814 -133 -1206 -320 I 1468 560 1142 461 1403 472 -1206 1468 2-8 27.4 1468 560 1142 461 1403 472 I -1140 -232 -814 -133 -1206 -320 -1206 1468 2-9 30.1 -1302 279 -707 478 -1732 -297 3453 1872 2858 1673 3023 1296 -1732 3453 2-10 34.3 462 462 462 462 278 215 1 462 462 462 462 278 215 215 462 1 2-11 42.0 1 462 462 462 462 278 215 1 462 462 462 462 278 215 215 462 1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 59 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2-12 46.0 240 240 240 240 144 111 240 240 240 240 144 ill Ill 240 1 2-13 50.0 3693 2112 3098 1913 3167 1407 -1062 519 -467 718 -1588 -186 -1588 3693 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 0.0 56 120 3-1 2.0 56 120 3-2 6.0 -1703 776 MST37 3-3 9.4 -1703 776 MST37 3-4 24.4 0 0 3-5 34.3 -1548 973 MST37 3-6 42.0 -1548 973 MST37 3-7 46.0 -1682 793 MST37 3-8 50.0 -1682 793 MST37 2-0 0.0 -1429 977 TD1 2-1 2.0 56 120 TD1 2-2 6.0 95 205 TD1 2-3 8.0 -1236 782 TD1 2-4 9.4 95 205 TD1 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 60 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2-5 17.8 1 -922 418 TD1 2-6 21.4 -1187 493 TD1 2-7 24.4 -1206 472 TD1 2-8 27.4 -1206 472 TD1 2-9 30.1 -1732 1673 TD1 2-10 34.3 215 462 1 TD1 2-11 42.0 1 215 462 1 TD1 2-12 46.0 ill 240 TD1 2-13 50.0 -1588 1913 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 92.87 304.26-211.38 SEISMIC 29.71 97.33 -67.62 ----------------------------------- PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 NON -SHEAR WALL 0 0 186 59 2 WINDOW/DOOR 186 59 557 178 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 61 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3 SHEAR WALL 557 178 -164 -53 4 WINDOW/DOOR -164 -53 1225 392 5 DRAG -STRUT 1225 392 2146 686 6 SHEAR WALL 2146 686 517 165 7 WINDOW/DOOR 517 165 888 284 8 SHEAR WALL 888 284 43 14 Level = 2 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 75.71 634.37 138.46 SEISMIC 14.15 188.51 48.65 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 1108 389 2 WINDOW/DOOR 1108 389 1846 527 3 SHEAR WALL 1846 527 2348 703 4 WINDOW/DOOR 2348 703 2575 746 5 SHEAR WALL 2575 746 2996 894 6 WINDOW/DOOR 2996 894 3198 932 7 SHEAR WALL 3198 932 5956 1901 -------------------------------------------------------------------- Notes: q = Diaphragm shear. v = Shear wall shear. dq = q - v (this level) + v (upper level) Table 6 - Drag forces (Factored loads) -------------------------------------------------------------------- CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 62 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Level = 3 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 NON -SHEAR WALL 0 0 111 104 2 WINDOW/DOOR 111 104 334 312 3 SHEAR WALL 334 312 -99 -92 4 WINDOW/DOOR -99 -92 735 686 5 DRAG -STRUT 735 686 1288 1201 6 SHEAR WALL 1288 1201 310 289 7 WINDOW/DOOR 310 289 533 497 8 --------------------------------------------------------------------------------- SHEAR WALL 533 497 26 24 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB LB LB LB --------------------------------------------------------------------------------- 1 SHEAR WALL 0 0 665 681 2 WINDOW/DOOR 665 681 1108 923 3 SHEAR WALL 1108 923 1409 1231 4 WINDOW/DOOR 1409 1231 1545 1305 5 SHEAR WALL 1545 1305 1798 1564 6 WINDOW/DOOR 1798 1564 1919 1630 7 SHEAR WALL 1919 1630 3573 3326 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. June 25, 2022 Page 63 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Shea- Wall at Grid D 9109(E) Roof NON-sw SW-2 SW-2 3NO 10.0 00 00 0 a a a r r - vi 12 Note - Dead weight of walls not shown (only dead weight of supported framing - where 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 3 7.0 10.0 3.5** 910 350 1259 3082 126 188 188 SW-1 2 16.8 9.0 2.2** 1453 507 1960 6832 82 174 174 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 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 64 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 3.53 0.81 1.24 188 233 SW-2 2 2.16 0.98 1.02 174 178 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/NO-SW 2.08 0.00 2.08 120.0* - - - 3 1/OPEN 10.25 0.00 10.25 0.0* - - - 3 2/SW 4.18 0.00 4.18 120.0* - - - 3 3/OPEN 21.94 0.00 21.94 0.0* - - - 3 4/SW 2.83 0.00 2.83 120.0* - - - 3 5/OPEN 8.71 0.00 8.71 0.0* - - - ------------------------------------------------------------------------------------------- 2 0/SW 8.00 0.00 8.00 108.0* - - - 2 1/OPEN 9.50 0.00 9.50 0.0* - - - 2 2/SW 4.17 0.00 4.17 108.0* - - - 2 3/OPEN 12.00 0.00 12.00 0.0* - - - 2 4/SW 4.65 0.00 4.65 108.0* - - - CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 65 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2 5/OPEN 9.50 0.00 9.50 0.0* - - - 2 6/NO-SW 2.19 0.00 2.19 108.0* - - - ------------------------------------------------------------------------------------------- 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 I E W I E W from end Uplift (ft) lb lb lb lb lb lb lb lb -------------------------------------------------------------------------------------- 3-0 0.00 125 0 0 0 0 0 0 0 3-1 2.08 125 0 0 0 0 0 0 0 3-2 12.33 251 0 0 0 -1796 -4394 1796 4394 3-3 16.52 251 0 0 0 1796 4394 -1796 -4394 3-4 38.46 170 0 0 0 -1796 -4394 1796 4394 3-5 41.29 170 0 0 0 1796 4394 -1796 -4394 3-6 50.00 0 0 0 0 0 0 0 0 -------------------------------------------------------------------------------------- 2-0 0.00 557 0 0 0 -1049 -3658 1049 3658 2-1 2.08 125 0 0 0 0 0 0 0 2-2 8.00 432 0 0 0 259 1724 -259 -1724 2-3 12.33 251 0 0 0 0 0 0 0 2-4 16.52 251 0 0 0 0 0 0 0 2-5 17.50 225 0 0 0 -259 -1724 259 1724 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 66 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2-6 21.67 1 225 0 0 0 1049 3658 -1049 -3658 2-7 33.67 1 251 0 0 0 -1049 -3658 1049 3658 2-8 38.31 1 251 0 0 0 486 2279 -486 -2279 2-9 41.29 1 170 0 0 0 0 0 0 0 2-10 47.81 1 118 0 0 0 563 1378 -563 -1378 2-11 50.00 1 118 0 0 0 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 = 0.0 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 I 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 1 125 125 125 125 75 58 1 125 125 125 125 75 58 1 58 125 1 3-1 2.1 1 125 125 125 125 75 58 1 125 125 125 125 75 58 1 58 125 1 3-2 12.3 -2385 -1006 -1726 -692 -2486 -1141 I 2887 1508 2228 1194 2787 1373 -2486 2887 3-3 16.5 2887 1508 2228 1194 2787 1373 -2385 -1006 -1726 -692 -2486 -1141 -2486 2887 3-4 38.5 -2466 -1087 -1807 -773 -2534 -1178 I 2806 1427 2147 1113 2738 1336 -2534 2806 3-5 41.3 2806 1427 2147 1113 2738 1336 -2466 -1087 -1807 -773 -2534 -1178 -2534 2806 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 67 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 3-6 50.0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 ------------------------------------------------------------------------------------------------------------- 0 1 -------------- 2-0 0.0 1 -1637 -178 -1089 6 -1860 -476 1 2752 1292 2203 1108 2529 993 1 -1860 2752 2-1 2.1 125 125 125 125 75 58 1 125 125 125 125 75 58 1 58 125 1 2-2 8.0 1466 613 1208 568 1294 382 -602 251 -344 296 -775 19 -775 1466 1 2-3 12.3 251 251 251 251 151 116 251 251 251 251 151 116 116 251 1 2-4 16.5 251 251 251 251 151 116 251 251 251 251 151 116 116 251 1 2-5 17.5 -809 44 -551 89 -899 -77 1 1259 406 1001 361 1169 286 1 -899 1259 1 2-6 21.7 2420 960 1871 776 2330 839 1 -1970 -510 -1421 -326 -2060 -630 -2060 2420 2-7 33.7 1 -1944 -484 -1395 -300 -2044 -618 2445 985 1897 802 2345 851 -2044 2445 1 2-8 38.3 1 1618 591 1276 506 1518 457 -1117 -89 -775 -4 -1217 -224 -1217 1618 1 2-9 41.3 170 170 170 170 102 79 170 170 170 170 102 79 79 170 1 2-10 47.8 945 512 738 414 898 449 -709 -276 -502 -178 -756 -339 -756 945 1 2-11 50.0 118 118 118 118 71 55 118 118 118 118 71 55 55 118 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. June 25, 2022 Page 68 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 58 125 3-1 2.1 58 125 3-2 12.3 -2486 1373 MST48 3-3 16.5 -2486 1373 MST48 3-4 38.5 -2534 1336 MST48 3-5 41.3 -2534 1336 MST48 3-6 50.0 0 0 2-0 0.0 -1860 1108 TD1 2-1 2.1 58 125 TD1 2-2 8.0 -775 568 TD1 2-3 12.3 116 251 TD1 2-4 16.5 116 251 TD1 2-5 17.5 -899 361 TD1 2-6 21.7 -2060 839 TD1 2-7 33.7 -2044 851 TD1 2-8 38.3 -1217 506 TD1 2-9 41.3 79 170 TD1 2-10 47.8 1 -756 449 1 TD1 2-11 50.0 1 55 118 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 69 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Table 5 - Drag forces (Unfactored loads) -------------------------------------------------------------------- Level = 3 q v dq ----------------------------------- LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 62.21 439.38-377.17 SEISMIC 25.42 179.56-154.14 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC -------------------------------------------------------------------- LB LB LB LB -------------------------------------------------------------------- 1 NON -SHEAR WALL 0 0 130 53 2 WINDOW/DOOR 130 53 767 314 3 SHEAR WALL 767 314 -810 -331 4 WINDOW/DOOR -810 -331 556 227 5 SHEAR WALL 556 227 -513 -210 6 -------------------------------------------------------------------- WINDOW/DOOR -513 -210 29 12 Level = 2 ----------------------------------- q v dq LOAD lb/ft lb/ft lb/ft ----------------------------------- WIND 75.71 406.39 108.70 SEISMIC ----------------------------------- 14.15 116.60 77.11 PANEL END#1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 70 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 LB LB LB LB -------------------------------------------------------------------- 1 SHEAR WALL 0 0 870 617 2 WINDOW/DOOR 870 617 1589 751 3 SHEAR WALL 1589 751 2042 1073 4 WINDOW/DOOR 2042 1073 2950 1242 5 SHEAR WALL 2950 1242 3455 1601 6 WINDOW/DOOR 3455 1601 4174 1735 7 NON -SHEAR WALL 4174 1735 4340 1766 -------------------------------------------------------------------- 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 78 93 2 WINDOW/DOOR 78 93 460 549 3 SHEAR WALL 460 549 -486 -579 4 WINDOW/DOOR -486 -579 333 397 5 SHEAR WALL 333 397 -308 -367 6 --------------------------------------------------------------------------------- WINDOW/DOOR -308 -367 17 20 Level = 2 PANEL END #1 PANEL END #2 PANEL ID TYPE WIND SEISMIC WIND SEISMIC --------------------------------------------------------------------------------- LB --------------------------------------------------------------------------------- LB LB LB CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 71 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 1 SHEAR WALL 0 0 522 1080 2 WINDOW/DOOR 522 1080 953 1315 3 SHEAR WALL 953 1315 1225 1877 4 WINDOW/DOOR 1225 1877 1770 2174 MST27 5 SHEAR WALL 1770 2174 2073 2801 MST27 6 WINDOW/DOOR 2073 2801 2505 3036 MST27 7 NON -SHEAR WALL 2505 3036 2604 3090 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) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 72 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 2 GRAVITY DESIGN PO=525lb I PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm1-6x12 DF#2 1200ft Y 299 2778 Col Col Shear Moment 2.1 Analysis of Bm 1 - 6 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. June 25, 2022 Page 73 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Point load 0 from Supported Beam #5, Level 3 P-SNOW = 328.0 lb @ loc = 2.23 ft P-DEAD = 196.8 lb @ loc = 2.23 ft ->Distributive load on beam, wl - from level 3 ->From location 2.23 ft to 11.81 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 = 23.54 - 0.00 - 0.00 = 23.54 ft b2 = L2 - a - c = 23.54 - 0.00 - 0.00 = 23.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 11.81 ft to 12.00 ft wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft ->Computed moments and shears (Factored) Max shear = 2299 lbs D + S (2.4-3) Min shear = -2778 lbs D + S (2.4-3) Max moment = 8466 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 12.00 ft Area = 63.25 sq.in CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 74 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Sx = 121.23 sq.in Ixx = 697.07 sq.in ->Check shear : fv = 1.5 x V / Area = 2778 / 63.25 = 65.89 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 = 101594 / 121.23 = 838.03 psi fb-btm = M x 12 / Sx = 0 / 121.23 = 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 = 12.00 ft Combined deflection = -0.196 [D + S (2.4-3)] Allowed = 12.00 x 12 / 360.0 = 0.400 in. Allowed (Seismic controled) = 12.00 x 12 / 180.0 = 0.800 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 75 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm2-6x12 DF#2 11.54 ft Y 2992 2704 Col Col Shear Moment 2.2 Analysis of Bm 2 - 6 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. June 25, 2022 Page 76 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.15 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 = 25.54 - 0.00 - 0.00 = 25.54 ft b2 = L2 - a - c = 25.54 - 0.00 - 0.00 = 25.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 25.54 ft x (25.54 ft - 2 x 0.00) / (2 x 25.54) = 319.27 lb/ft wD = 15.00 psf x 25.54 ft x (25.54 ft - 2 x 0.00) / (2 x 25.54) = 191.56 lb/ft --------------------- ->Distributive load on beam, wl - from level 3 ->From location 0.00 ft to 11.15 ft wS = 25.00 psf x 25.54 ft x (25.54 ft - 2 x 0.00) / (2 x 25.54) = 319.27 lb/ft wD = 15.00 psf x 25.54 ft x (25.54 ft - 2 x 0.00) / (2 x 25.54) = 191.56 lb/ft ->Computed moments and shears (Factored) . Max shear = 2992 lbs D + S (2.4-3) Min shear = -2704 lbs D + S (2.4-3) Max moment = 8475 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 = 11.54 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in ->Check shear : fv = 1.5 x V / Area = 2992 / 63.25 = 70.96 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 77 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 101698 / 121.23 = 838.89 psi fb-btm = M x 12 / Sx = 0 / 121.23 = 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 = 11.54 ft Combined deflection = -0.182 [D + S (2.4-3)] Allowed = 11.54 x 12 / 360.0 = 0.385 in. Allowed (Seismic controled) = 11.54 x 12 / 180.0 = 0.769 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 78 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 PO=525lb I Refer to the analysis (below) for distributive loads Bm3-6x12 DF#2 10A8 ft Y 2526 2557 Col Col Shear Moment 2.3 Analysis of Bm 3 - 6 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. Point load 0 from Supported Beam #6, Level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 79 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 328.0 lb @ loc = 9.77 ft P-DEAD = 196.8 lb @ loc = 9.77 ft ->Distributive load on beam, wl - 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 = L1 - a - c = 23.54 - 0.00 - 0.00 = 23.54 ft b2 = L2 - a - c = 23.54 - 0.00 - 0.00 = 23.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft ->Distributive load on beam, w2 - from level 3 ->From location 0.00 ft to 9.60 ft wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft ->Distributive load on beam, w3 - from level 3 ->From location 9.60 ft to 9.77 ft wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft ->Computed moments and shears (Factored) Max shear = 2526 lbs D + S (2.4-3) Min shear = -2557 lbs D + S (2.4-3) Max moment = 6555 ft-lbs D + S (2.4-3) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 80 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 10.48 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in ->Check shear : fv = 1.5 x V / Area = 2557 / 63.25 = 60.64 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 = 78655 / 121.23 = 648.81 psi fb-btm = M x 12 / Sx = 0 / 121.23 = 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 = 10.48 ft Combined deflection = -0.116 [D + S (2.4-3)] Allowed = 10.48 x 12 / 360.0 = 0.349 in. Allowed (Seismic controled) = 10.48 x 12 / 180.0 = 0.699 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 81 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 765 Col Refer to the analysis (below) for distributive loads Bm4-(2)2x6 DF#2 3.25 ft Shear Moment PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.4 Analysis of Bm 4 - (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. June 25, 2022 Page 82 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 3.25 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 = 23.54 - 0.00 - 0.00 = 23.54 ft b2 = L2 - a - c = 23.54 - 0.00 - 0.00 = 23.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft ->Computed moments and shears (Factored) Max shear = 765 lbs D + S (2.4-3) Min shear = -765 lbs D + S (2.4-3) Max moment = 621 ft-lbs D + S (2.4-3) Min moment = 0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 3.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 765 / 16.50 = 69.55 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 = 7458 / 15.12 = 493.07 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 83 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 3.25 ft Combined deflection = -0.018 [D + S (2.4-3)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 84 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 5 -1.750 x 14.000 LVL 2.0E 23.54 ft Y l 525 `25 Col Col Shear MI&M Moment 2.5 Analysis of Bm 5 - 1.750 x 14.000 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. June 25, 2022 Page 85 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 23.50 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Computed moments and shears (Factored) Max shear = 525 lbs D + S (2.4-3) Min shear = -525 lbs D + S (2.4-3) Max moment = 3088 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 23.54 ft Area = 24.50 sq.in Sx = 57.17 sq.in Ixx = 400.17 sq.in ->Check shear : fv = 1.5 x V / Area = 525 / 24.50 = 32.13 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 37052 / 57.17 = 648.14 psi Fb = 2900 psi, CD = 1.15, Cf = 0.98, Cl = 1.00. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 86 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Fb' x CD x CF x CL = 3278 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 23.54 ft Combined deflection = -0.385 [D + S (2.4-3)] Allowed = 23.54 x 12 / 360.0 = 0.785 in. Allowed (Seismic controled) = 23.54 x 12 / 180.0 = 1.569 in. Refer to the analysis (below) for distributive loads Bm 6 - 1.750 x 14.000 LVL 2.0E 7 23 54 ft I 525 525 Col Col Shear Moment CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 87 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.6 Analysis of Bm 6 -1.750 x 14.000 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. ->Distributive load on beam, w0 - from level 3 ->From location 23.42 ft to 23.54 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Distributive load on beam, wl - from level 3 ->From location 23.54 ft to 0.08 ft wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Distributive load on beam, w2 - from level 3 ->From location 23.54 ft to 23.54 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 88 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 wS = 25.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 294.27 lb/ft wD = 15.00 psf x 23.54 ft x (23.54 ft - 2 x 0.00) / (2 x 23.54) = 176.56 lb/ft ->Computed moments and shears (Factored) Max shear = 525 lbs D + S (2.4-3) Min shear = -525 lbs D + S (2.4-3) Max moment = 3088 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 23.54 ft Area = 24.50 sq.in Sx = 57.17 sq.in Ixx = 400.17 sq.in ->Check shear : fv = 1.5 x V / Area = 525 / 24.50 = 32.13 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 37052 / 57.17 = 648.14 psi Fb = 2900 psi, CD = 1.15, Cf = 0.98, C1 = 1.00. Fb' x CD x CF x CL = 3278 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 23.54 ft Combined deflection = -0.385 [D + S (2.4-3)] Allowed = 23.54 x 12 / 360.0 = 0.785 in. Allowed (Seismic controled) = 23.54 x 12 / 180.0 = 1.569 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 89 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 65 Col Refer to the analysis (below) for distributive loads Bm7-(2)2x6 DF#2 2.92 ft Shear Moment PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.7 Analysis of Bm 7 - (2) 2 x 6 DF #2 65 Col **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. June 25, 2022 Page 90 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 2.92 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Computed moments and shears (Factored) Max shear = 65 lbs D + S (2.4-3) Min shear = -65 lbs D + S (2.4-3) Max moment = 47 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 = 2.92 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 65 / 16.50 = 5.91 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 = 569 / 15.12 = 37.60 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 91 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 2.92 ft Combined deflection = -0.001 [D + S (2.4-3)] Allowed = 2.92 x 12 / 360.0 = 0.097 in. Allowed (Seismic controled) = 2.92 x 12 / 180.0 = 0.194 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 92 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm8-4x8 DF#2 10.04 ft Y Y 602 602 Col Col Shear Moment 2.8 Analysis of Bm 8 - 4 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. June 25, 2022 Page 93 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 10.04 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 = 6.00 - 0.00 - 0.00 = 6.00 ft b2 = L2 - a - c = 6.00 - 0.00 - 0.00 = 6.00 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 75.00 lb/ft wD = 15.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 45.00 lb/ft ->Computed moments and shears (Factored) Max shear = 602 lbs D + S (2.4-3) Min shear = -602 lbs D + S (2.4-3) Max moment = 1512 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 = 10.04 ft Area = 25.38 sq.in Sx = 30.66 sq.in Ixx = 111.15 sq.in ->Check shear : fv = 1.5 x V / Area = 602 / 25.38 = 35.62 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 = 18145 / 30.66 = 591.79 psi fb-btm = M x 12 / Sx = 0 / 30.66 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 94 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 10.04 ft Combined deflection = -0.154 [D + S (2.4-3)] Allowed = 10.04 x 12 / 360.0 = 0.335 in. Allowed (Seismic controled) = 10.04 x 12 / 180.0 = 0.669 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 95 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm9-(2)2x8 DF#2 6.25 ft Y Y 1721 1721 Col Col Shear Moment 2.9 Analysis of Bm 9 - (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. June 25, 2022 Page 96 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 6.25 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 = 21.54 - 0.00 - 0.00 = 21.54 ft b2 = L2 - a - c = 21.54 - 0.00 - 0.00 = 21.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 269.27 lb/ft wD = 15.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 161.56 lb/ft --------------------- ->Distributive load on beam, wl - from level 3 ->From location 6.25 ft to -0.00 ft wS = 25.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 75.00 lb/ft wD = 15.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 45.00 lb/ft ->Computed moments and shears (Factored) Max shear = 1721 lbs D + S (2.4-3) Min shear = -1721 lbs D + S (2.4-3) Max moment = 2689 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 6.25 ft Area = 21.75 sq.in Sx = 26.28 sq.in Ixx = 95.27 sq.in ->Check shear : fv = 1.5 x V / Area = 1721 / 21.75 = 118.71 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 97 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 32266 / 26.28 = 1227.72 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, 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 = 6.25 ft Combined deflection = -0.124 [D + S (2.4-3)] Allowed = 6.25 x 12 / 360.0 = 0.208 in. Allowed (Seismic controled) = 6.25 x 12 / 180.0 = 0.417 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 98 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 620 Col Refer to the analysis (below) for distributive loads Bm10-(2)2x6 DF#2 2.25 ft Shear Moment PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.10 Analysis of Bm 10 - (2) 2 x 6 DF #2 620 Col **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. June 25, 2022 Page 99 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 2.25 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 = 21.54 - 0.00 - 0.00 = 21.54 ft b2 = L2 - a - c = 21.54 - 0.00 - 0.00 = 21.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 269.27 lb/ft wD = 15.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 161.56 lb/ft --------------------- ->Distributive load on beam, wl - from level 3 ->From location 2.25 ft to 0.00 ft wS = 25.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 75.00 lb/ft wD = 15.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 45.00 lb/ft ->Computed moments and shears (Factored) Max shear = 620 lbs D + S (2.4-3) Min shear = -620 lbs D + S (2.4-3) Max moment = 348 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 = 2.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 620 / 16.50 = 56.34 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 100 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 4182 / 15.12 = 276.48 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 = 2.25 ft Combined deflection = -0.005 [D + S (2.4-3)] Allowed = 2.25 x 12 / 360.0 = 0.075 in. Allowed (Seismic controled) = 2.25 x 12 / 180.0 = 0.150 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 101 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 700 Col Refer to the analysis (below) for distributive loads Bm11-(2)2x6 DF#2 3.25 ft Shear Moment PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.11 Analysis of Bm 11 - (2) 2 x 6 DF #2 700 Col **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. June 25, 2022 Page 102 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 3.25 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 = 21.54 - 0.00 - 0.00 = 21.54 ft b2 = L2 - a - c = 21.54 - 0.00 - 0.00 = 21.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 269.27 lb/ft wD = 15.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 161.56 lb/ft ->Computed moments and shears (Factored) Max shear = 700 lbs D + S (2.4-3) Min shear = -700 lbs D + S (2.4-3) Max moment = 569 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 3.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 700 / 16.50 = 63.65 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 = 6824 / 15.12 = 451.18 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 103 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 3.25 ft Combined deflection = -0.016 [D + S (2.4-3)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 104 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PO=614 lb I 1370 Col PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm12-(2)2x6 DF#2 4.25 ft Shear Moment 2.12 Analysis of Bm 12 - (2) 2 x 6 DF #2 1225 Col **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 #24, Level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 105 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 383.7 lb @ loc = 0.58 ft P-DEAD = 230.2 lb @ loc = 0.58 ft ->Distributive load on beam, wl - from level 3 ->From location 0.58 ft to 0.58 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 4.25 ft to 0.67 ft 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 = 1370 lbs D + S (2.4-3) Min shear = -1228 lbs D + S (2.4-3) Max moment = 1368 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 106 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1370 / 16.50 = 124.58 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 = 16414 / 15.12 = 1085.21 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 = 4.25 ft Combined deflection = -0.068 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 107 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm13-(2)2x6 DF#2 4.25 ft Y 1171 1171 Col Col Shear Moment 2.13 Analysis of Bm 13 - (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. June 25, 2022 Page 108 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 4.25 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 = 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 = 1171 lbs D + S (2.4-3) Min shear = -1171 lbs D + S (2.4-3) Max moment = 1243 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1171 / 16.50 = 106.41 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 = 14920 / 15.12 = 986.44 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 109 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 4.25 ft Combined deflection = -0.061 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 110 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm14-(2)2x6 DF#2 4.25 ft Y 1171 1171 Col Col Shear Moment 2.14 Analysis of Bm 14 - (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. June 25, 2022 Page 111 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 4.25 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 = 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 = 1171 lbs D + S (2.4-3) Min shear = -1171 lbs D + S (2.4-3) Max moment = 1243 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1171 / 16.50 = 106.41 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 = 14920 / 15.12 = 986.44 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 112 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 4.25 ft Combined deflection = -0.061 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 113 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm15-(2)2x6 DF#2 r 4.25 ft 1171 1171 Col Col Shear Moment 2.15 Analysis of Bm 15 - (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. June 25, 2022 Page 114 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 4.25 ft to 4.13 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 = 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 --------------------- ->Distributive load on beam, wl - from level 3 ->From location 4.13 ft to 0.00 ft 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 = 1171 lbs D + S (2.4-3) Min shear = -1171 lbs D + S (2.4-3) Max moment = 1243 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1171 / 16.50 = 106.41 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 115 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 14920 / 15.12 = 986.44 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 = 4.25 ft Combined deflection = -0.061 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 116 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm16-(2)2x6 DF#2 r 4.25 ft 95 C i Col Col Shear Moment 2.16 Analysis of Bm 16 - (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. June 25, 2022 Page 117 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 4.25 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Computed moments and shears (Factored) Max shear = 95 lbs D + S (2.4-3) Min shear = -95 lbs D + S (2.4-3) Max moment = 101 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 = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 95 / 16.50 = 8.61 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 = 1208 / 15.12 = 79.84 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 118 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 4.25 ft Combined deflection = -0.005 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 119 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm17-(2)2x6 DF#2 425ft Y 95 95 Col Col Shear Moment 2.17 Analysis of Bm 17 - (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. June 25, 2022 Page 120 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 4.25 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Computed moments and shears (Factored) Max shear = 95 lbs D + S (2.4-3) Min shear = -95 lbs D + S (2.4-3) Max moment = 101 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 95 / 16.50 = 8.61 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 = 1208 / 15.12 = 79.84 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 121 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 4.25 ft Combined deflection = -0.005 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 122 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PO=6I14 lb v PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm18-6x12 DF#2 10.25 ft Y Y 3118 2819 Col Col Shear Moment 2.18 Analysis of Bm 18 - 6 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. Point load 0 from Supported Beam #24, Level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 123 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 383.7 lb @ loc = 0.50 ft P-DEAD = 230.2 lb @ loc = 0.50 ft ->Distributive load on beam, wl - from level 3 ->From location 0.50 ft to 0.50 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 0.50 ft to 5.92 ft 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 --------------------- ->Distributive load on beam, w3 - from level 3 ->From location 5.92 ft to 10.25 ft 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 = 3118 lbs D + S (2.4-3) Min shear = -2819 lbs D + S (2.4-3) Max moment = 7249 ft-lbs D + S (2.4-3) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 124 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 10.25 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in ->Check shear : fv = 1.5 x V / Area = 3118 / 63.25 = 73.94 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 = 86994 / 121.23 = 717.60 psi fb-btm = M x 12 / Sx = 0 / 121.23 = 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 = 10.25 ft Combined deflection = -0.123 [D + S (2.4-3)] Allowed = 10.25 x 12 / 360.0 = 0.342 in. Allowed (Seismic controled) = 10.25 x 12 / 180.0 = 0.683 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 125 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm19-6x12 DF#2 r 12 25 ft 3289 3344 Col Col Shear Moment 2.19 Analysis of Bm 19 - 6 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. June 25, 2022 Page 126 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 1.24 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 = 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 --------------------- ->Distributive load on beam, wl - from level 3 ->From location 1.24 ft to 5.15 ft 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 --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 5.15 ft to 12.25 ft 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 = 3289 lbs D + S (2.4-3) Min shear = -3344 lbs D + S (2.4-3) Max moment = 10152 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 12.25 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 127 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in ->Check shear : fv = 1.5 x V / Area = 3344 / 63.25 = 79.32 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 = 121829 / 121.23 = 1004.95 psi fb-btm = M x 12 / Sx = 0 / 121.23 = 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 = 12.25 ft Combined deflection = -0.246 [D + S (2.4-3)] Allowed = 12.25 x 12 / 360.0 = 0.408 in. Allowed (Seismic controled) = 12.25 x 12 / 180.0 = 0.817 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 128 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm20-(2)2x6 DF#2 r 4.25 ft 1168 Col Col Shear Moment 2.20 Analysis of Bm 20 - (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. June 25, 2022 Page 129 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 3.71 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 = 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 --------------------- ->Distributive load on beam, wl - from level 3 ->From location 3.71 ft to 4.25 ft 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 = 1168 lbs D + S (2.4-3) Min shear = -1153 lbs D + S (2.4-3) Max moment = 1237 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1168 / 16.50 = 106.16 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 130 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 14850 / 15.12 = 981.79 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 = 4.25 ft Combined deflection = -0.060 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 131 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm21-(2)2x6 DF#2 4.25 ft Y 1169 1152 Col Col Shear Moment 2.21 Analysis of Bm 21 - (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. June 25, 2022 Page 132 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 3.85 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 = 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 --------------------- ->Distributive load on beam, wl - from level 3 ->From location 3.85 ft to 4.25 ft 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 = 1169 lbs D + S (2.4-3) Min shear = -1152 lbs D + S (2.4-3) Max moment = 1240 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1169 / 16.50 = 106.25 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 133 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 14875 / 15.12 = 983.46 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 = 4.25 ft Combined deflection = -0.061 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 134 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm22-(2)2x6 DF#2 r 4.25 ft 1171 1171 Col Col Shear Moment 2.22 Analysis of Bm 22 - (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. June 25, 2022 Page 135 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 4.25 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 = 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 = 1171 lbs D + S (2.4-3) Min shear = -1171 lbs D + S (2.4-3) Max moment = 1243 ft-lbs D + S (2.4-3) Min moment = 0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 4.25 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1171 / 16.50 = 106.41 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 = 14920 / 15.12 = 986.44 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 136 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 = 4.25 ft Combined deflection = -0.061 [D + S (2.4-3)] Allowed = 4.25 x 12 / 360.0 = 0.142 in. Allowed (Seismic controled) = 4.25 x 12 / 180.0 = 0.283 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 137 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 PO=614lb I Refer to the analysis (below) for distributive loads Bm23-(2)2x6 DF#2 4.35 ft Y 1191 577 Col Col Shear Moment 2.23 Analysis of Bm 23 - (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. Point load 0 from Supported Beam #25, Level 3 June 25, 2022 CUSTOM SIG INEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 138 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 383.7 lb @ loc = 2.13 ft P-DEAD = 230.2 lb @ loc = 2.13 ft ->Distributive load on beam, wl - from level 3 ->From location 0.00 ft to 2.13 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 = 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 = 1191 lbs D + S (2.4-3) Min shear = -577 lbs D + S (2.4-3) Max moment = 1287 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 = 4.35 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 1191 / 16.50 = 108.26 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 139 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Check bending : fb-top = M x 12 / Sx = 15447 / 15.12 = 1021.28 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 = 4.35 ft Combined deflection = -0.059 [D + S (2.4-3)] Allowed = 4.35 x 12 / 360.0 = 0.145 in. Allowed (Seismic controled) = 4.35 x 12 / 180.0 = 0.290 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 140 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 24 - 1.750 x 14.000 LVL 2.0E 27.54 ft Y 614 614 Col Col Shear Moment 2.24 Analysis of Bm 24 -1.750 x 14.000 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. June 25, 2022 Page 141 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location 27.54 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Computed moments and shears (Factored) Max shear = 614 lbs D + S (2.4-3) Min shear = -614 lbs D + S (2.4-3) Max moment = 4226 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 27.54 ft Area = 24.50 sq.in Sx = 57.17 sq.in Ixx = 400.17 sq.in ->Check shear : fv = 1.5 x V / Area = 614 / 24.50 = 37.59 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 50713 / 57.17 = 887.11 psi Fb = 2900 psi, CD = 1.15, Cf = 0.98, Cl = 1.00. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 142 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Fb' x CD x CF x CL = 3278 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 27.54 ft Combined deflection = -0.721 [D + S (2.4-3)] 614 Col Allowed = 27.54 x 12 / 360.0 = 0.918 in. Allowed (Seismic controled) = 27.54 x 12 / 180.0 = 1.836 in. Refer to the analysis (below) for distributive loads Bm 25 - 1.750 x 14.000 LVL 2.0E 27 54 ft Shear Moment 614 Cnl CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 143 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.25 Analysis of Bm 25 -1.750 x 14.000 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. ->Distributive load on beam, w0 - from level 3 ->From location 0.00 ft to 27.50 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 = 2.23 - 0.00 - 0.00 = 2.23 ft b2 = L2 - a - c = 2.23 - 0.00 - 0.00 = 2.23 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 27.86 lb/ft wD = 15.00 psf x 2.23 ft x (2.23 ft - 2 x 0.00) / (2 x 2.23) = 16.72 lb/ft ->Computed moments and shears (Factored) Max shear = 614 lbs D + S (2.4-3) Min shear = -614 lbs D + S (2.4-3) Max moment = 4226 ft-lbs D + S (2.4-3) Min moment = -0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 27.54 ft Area = 24.50 sq.in CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 144 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Sx = 57.17 sq.in Ixx = 400.17 sq.in ->Check shear : fv = 1.5 x V / Area = 614 / 24.50 = 37.59 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 50713 / 57.17 = 887.11 psi Fb = 2900 psi, CD = 1.15, Cf = 0.98, Cl = 1.00. Fb' x CD x CF x CL = 3278 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 27.54 ft Combined deflection = -0.721 [D + S (2.4-3)] Allowed = 27.54 x 12 / 360.0 = 0.918 in. Allowed (Seismic controled) = 27.54 x 12 / 180.0 = 1.836 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 145 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm26-(2)2x10 DF#2 4.00 ft Y Y 1138 247 Cni Col Shear Moment 2.26 Analysis of Bm 26 - (2) 2 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. Point load 0 from Supported Beam #15, Level 3 June 25, 2022 CUSTOM SIG INEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 146 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 731.6 lb @ loc = 0.23 ft P-DEAD = 438.9 lb @ loc = 0.23 ft ->Distributive load on beam, wl - from level 1 ->From location 0.00 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 = L1 - a - c = 4.00 - 0.00 - 0.00 = 4.00 ft b2 = L2 - a - c = 4.00 - 0.00 - 0.00 = 4.00 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 4.00 ft x (4.00 ft - 2 x 0.00) / (2 x 4.00) = 80.00 lb/ft wD = 12.00 psf x 4.00 ft x (4.00 ft - 2 x 0.00) / (2 x 4.00) = 24.00 lb/ft --------------------- ->Distributive load on beam, w2 - from level 1 ->From location 4.00 ft to 4.00 ft wL = 40.00 psf x 4.00 ft x (4.00 ft - 2 x 0.00) / (2 x 4.00) = 80.00 lb/ft wD = 12.00 psf x 4.00 ft x (4.00 ft - 2 x 0.00) / (2 x 4.00) = 24.00 lb/ft --------------------- ->Distributive load on beam, w3 - from level 1 ->From location 0.00 ft to 4.00 ft wL = 40.00 psf x 4.00 ft x (4.00 ft - 2 x 0.00) / (2 x 4.00) = 80.00 lb/ft wD = 12.00 psf x 4.00 ft x (4.00 ft - 2 x 0.00) / (2 x 4.00) = 24.00 lb/ft ->Computed moments and shears (Factored) . Max shear = 1138 lbs D + S (2.4-3) Min shear = -247 lbs D + L (2.4-2) Max moment = 414 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 147 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Min moment = -0 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) ->Beam properties (2D xy axis) Span = 4.00 ft Area = 27.75 sq.in Sx = 42.78 sq.in Ixx = 197.86 sq.in ->Check shear : fv = 1.5 x V / Area = 1138 / 27.75 = 61.52 psi F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 4964 / 42.78 = 116.04 psi fb-btm = M x 12 / Sx = 0 / 42.78 = 0.00 psi Fb = 900 psi, CD = 1.60, 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 = 1584 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 4.00 ft Combined deflection = -0.003 [D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 4.00 x 12 / 360.0 = 0.133 in. Allowed (Seismic controled) = 4.00 x 12 / 180.0 = 0.267 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 148 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 27 - 5.250 x 9.500 PSL.2E 796ft 5.42ft 2293 6156 1180 Col Col Col Shear Moment 2.27 Analysis of Bm 27 - 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. June 25, 2022 Page 149 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 13.21 ft to 13.33 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 = 13.77 - 0.00 - 0.00 = 13.77 ft b2 = L2 - a - c = 13.77 - 0.00 - 0.00 = 13.77 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft --------------------- ->Distributive load on beam, wl - from level 2 ->From location 13.33 ft to 0.00 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft --------------------- ->Distributive load on beam, w2 - from level 2 ->From location 0.00 ft to 13.29 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft ->Computed moments and shears (Factored) Max shear = 2750 lbs D + L (2.4-2) Min shear = -3209 lbs D + L (2.4-2) Max moment = 3671 ft-lbs D + L (2.4-2) Min moment = -4428 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 13.33 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 150 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Area = 49.88 sq.in Sx = 78.97 sq.in Ixx = 375.10 sq.in ->Check shear : fv = 1.5 x V / Area = 3209 / 49.88 = 96.51 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 53137 / 78.97 = 672.89 psi 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 = 2 Deflection span 0, Length = 7.96 ft Combined deflection = -0.046 [D + L (2.4-2)] Allowed = 7.96 x 12 / 360.0 = 0.265 in. Allowed (Seismic controled) = 7.96 x 12 / 180.0 = 0.531 in. Deflection span 1, Length = 5.37 ft Combined deflection = 0.003 [D + L (2.4-2)] Allowed = 5.37 x 12 / 360.0 = 0.179 in. Allowed (Seismic controled) = 5.37 x 12 / 180.0 = 0.358 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 151 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 PO=1049 lb I Refer to the analysis (below) for distributive loads Bm 28 - 5.250 x 14.000 PSL 2.2E 17F,4ft Y 5981 5482 Col Col Shear Moment 2.28 Analysis of Bm 28 - 5.250 x 14.000 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 #41, Level 2 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 152 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-DEAD = 292.5 lb @ loc = 8.00 ft P-WIND POS = -948.8 lb @ loc = 8.00 ft P-SEISMIC POS =-1248.1 lb @ loc = 8.00 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = 948.8 lb @ loc = 8.00 ft P-SEISMIC NEG = 1248.1 lb @ loc = 8.00 ft Factored SEISMIC & WIND loads are transfered from the supported beam ->Distributive load on beam, wl - from level 2 ->From location 17.54 ft to 8.00 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 = 13.77 - 0.00 - 0.00 = 13.77 ft b2 = L2 - a - c = 13.77 - 0.00 - 0.00 = 13.77 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft ->Distributive load on beam, w2 - from level 2 ->From location 8.00 ft to 0.00 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft ->Distributive load on beam, w3 - from level 2 ->From location 15.83 ft to 17.54 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 153 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft ->Distributive load on beam, w4 - from level 2 ->From location 12.08 ft to 15.58 ft wL = 40.00 psf x 7.81 ft x (7.81 ft - 2 x 0.00) / (2 x 7.81) = 156.25 lb/ft wD = 12.00 psf x 7.81 ft x (7.81 ft - 2 x 0.00) / (2 x 7.81) = 46.88 lb/ft ->Distributive load on beam, w5 - from level 2 ->From location 8.25 ft to 11.75 ft wL = 40.00 psf x 7.27 ft x (7.27 ft - 2 x 0.00) / (2 x 7.27) = 145.42 lb/ft wD = 12.00 psf x 7.27 ft x (7.27 ft - 2 x 0.00) / (2 x 7.27) = 43.63 lb/ft --------------------- ->Distributive load on beam, w6 - from level 2 ->From location 0.00 ft to 7.83 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft --------------------- ->Distributive load on beam, w7 - from level 2 ->From location 7.83 ft to 8.00 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft ->Computed moments and shears (Factored) Max shear = 5981 lbs D + L (2.4-2) Min shear = -5482 lbs D + L (2.4-2) Max moment = 24940 ft-lbs D + L (2.4-2) Min moment = -3802 ft-lbs D + 0.7E (2.4-5c) ->Beam properties (2D xy axis) : CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 154 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Span = 17.54 ft Area = 73.50 sq.in Sx = 171.50 sq.in Ixx = 1200.50 sq.in ->Check shear : fv = 1.5 x V / Area = 5981 / 73.50 = 122.06 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 299276 / 171.50 = 1745.05 psi Fb = 2900 psi, CD = 1.00, Cf = 0.98, Cl = 1.00. Fb' x CD x CF x CL = 2851 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 17.54 ft Combined deflection = -0.572 [D + L (2.4-2)] Allowed = 17.54 x 12 / 360.0 = 0.585 in. Allowed (Seismic controled) = 17.54 x 12 / 180.0 = 1.169 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 155 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 29 - 3.500 x 9.500 PSL 2.2E 6.38 ft Y 2320 2283 Col Col Shear Moment 2.29 Analysis of l3m 29 - 3.500 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. June 25, 2022 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 156 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 6.38 ft to 0.08 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 = 13.77 - 0.00 - 0.00 = 13.77 ft b2 = L2 - a - c = 13.77 - 0.00 - 0.00 = 13.77 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft --------------------- ->Distributive load on beam, wl - from level 2 ->From location 0.17 ft to 0.00 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft --------------------- ->Distributive load on beam, w2 - from level 2 ->From location 0.00 ft to 6.38 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft ->Computed moments and shears (Factored) Max shear = 2320 lbs D + L (2.4-2) Min shear = -2283 lbs D + L (2.4-2) Max moment = 3640 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 6.38 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 157 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Area = 33.25 sq.in Sx = 52.65 sq.in Ixx = 250.07 sq.in ->Check shear : fv = 1.5 x V / Area = 2320 / 33.25 = 104.67 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 43679 / 52.65 = 829.67 psi 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 = 6.38 ft Combined deflection = -0.053 [D + L (2.4-2)] Allowed = 6.38 x 12 / 360.0 = 0.213 in. Allowed (Seismic controled) = 6.38 x 12 / 180.0 = 0.425 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 158 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 30 - 5.250 x 11.875 PSL 2.2E 12.29 ft Y 4401 4401 Col Col Shear Moment 2.30 Analysis of Bm 30 - 5.250 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 159 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 12.29 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 = 13.77 - 0.00 - 0.00 = 13.77 ft b2 = L2 - a - c = 13.77 - 0.00 - 0.00 = 13.77 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft --------------------- ->Distributive load on beam, wl - from level 2 ->From location 0.00 ft to 12.29 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft ->Computed moments and shears (Factored) Max shear = 4401 lbs D + L (2.4-2) Min shear = -4401 lbs D + L (2.4-2) Max moment = 13520 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 12.29 ft Area = 62.34 sq.in Sx = 123.39 sq.in Ixx = 732.62 sq.in ->Check shear : fv = 1.5 x V / Area = 4401 / 62.34 = 105.89 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 160 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 162238 / 123.39 = 1314.85 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 = 12.29 ft Combined deflection = -0.251 [D + L (2.4-2)] Allowed = 12.29 x 12 / 360.0 = 0.410 in. Allowed (Seismic controled) = 12.29 x 12 / 180.0 = 0.819 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 161 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 31 - 1.750 x 9.500 LVL 2.0E 3.80 ft Y l 323 383 Col c_ d Shear Moment 2.31 Analysis of Bm 31 -1.750 x 9.500 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. June 25, 2022 Page 162 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 3.80 ft to 0.33 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 = 7.81 - 0.00 - 0.00 = 7.81 ft b2 = L2 - a - c = 7.81 - 0.00 - 0.00 = 7.81 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 7.81 ft x (7.81 ft - 2 x 0.00) / (2 x 7.81) = 156.25 lb/ft wD = 12.00 psf x 7.81 ft x (7.81 ft - 2 x 0.00) / (2 x 7.81) = 46.88 lb/ft ->Computed moments and shears (Factored) Max shear = 323 lbs D + L (2.4-2) Min shear = -383 lbs D + L (2.4-2) Max moment = 361 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 3.80 ft Area = 16.62 sq.in Sx = 26.32 sq.in Ixx = 125.03 sq.in ->Check shear : fv = 1.5 x V / Area = 383 / 16.62 = 34.55 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 4332 / 26.32 = 164.58 psi Fb = 2900 psi, CD = 1.00, Cf = 1.03, Cl = 1.00. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 163 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Fb' x CD x CF x CL = 2976 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 3.80 ft Combined deflection = -0.004 [D + L (2.4-2)] 300 Col Allowed = 3.80 x 12 / 360.0 = 0.127 in. Allowed (Seismic controled) = 3.80 x 12 / 180.0 = 0.253 in. Refer to the analysis (below) for distributive loads Bm 32 - 1.750 x 9.500 LVL 2.0E 379ft Shear Moment Col CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 164 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.32 Analysis of Bm 32 -1.750 x 9.500 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. ->Distributive load on beam, w0 - from level 2 ->From location 3.79 ft to 0.29 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 = 7.27 - 0.00 - 0.00 = 7.27 ft b2 = L2 - a - c = 7.27 - 0.00 - 0.00 = 7.27 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 7.27 ft x (7.27 ft - 2 x 0.00) / (2 x 7.27) = 145.42 lb/ft wD = 12.00 psf x 7.27 ft x (7.27 ft - 2 x 0.00) / (2 x 7.27) = 43.63 lb/ft ->Computed moments and shears (Factored) . Max shear = 300 lbs D + L (2.4-2) Min shear = -356 lbs D + L (2.4-2) Max moment = 335 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D - (0.6)W (2.4-5b) ->Beam properties (2D xy axis) Span = 3.79 ft Area = 16.62 sq.in CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 165 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Sx = 26.32 sq.in Ixx = 125.03 sq.in ->Check shear : fv = 1.5 x V / Area = 356 / 16.62 = 32.10 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 4018 / 26.32 = 152.64 psi 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 = 3.79 ft Combined deflection = -0.003 [D + L (2.4-2)] Allowed = 3.79 x 12 / 360.0 = 0.126 in. Allowed (Seismic controled) = 3.79 x 12 / 180.0 = 0.253 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 166 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 459 Col Refer to the analysis (below) for distributive loads Bm33-(2)2x6 DF#2 2.92 ft Shear Moment PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 2.33 Analysis of Bm 33 - (2) 2 x 6 DF #2 459 Col **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. June 25, 2022 Page 167 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 0.00 ft to 2.92 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 = 12.10 - 0.00 - 0.00 = 12.10 ft b2 = L2 - a - c = 12.10 - 0.00 - 0.00 = 12.10 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 40.00 psf x 12.10 ft x (12.10 ft - 2 x 0.00) / (2 x 12.10) = 242.08 lb/ft wD = 12.00 psf x 12.10 ft x (12.10 ft - 2 x 0.00) / (2 x 12.10) = 72.63 lb/ft ->Computed moments and shears (Factored) Max shear = 459 lbs D + L (2.4-2) Min shear = -459 lbs D + L (2.4-2) Max moment = 335 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 2.92 ft Area = 16.50 sq.in Sx = 15.12 sq.in Ixx = 41.59 sq.in ->Check shear : fv = 1.5 x V / Area = 459 / 16.50 = 41.72 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. ->Check bending fb-top = M x 12 / Sx = 4015 / 15.12 = 265.43 psi fb-btm = M x 12 / Sx = 0 / 15.12 = 0.00 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 168 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Fb = 900 psi, CD = 1.00, 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 = 1170 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 2.92 ft Combined deflection = -0.008 [D + L (2.4-2)] Allowed = 2.92 x 12 / 360.0 = 0.097 in. Allowed (Seismic controled) = 2.92 x 12 / 180.0 = 0.194 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 169 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 W=4394 b W=4394 b E=1796 b E=1796 b I T SW Grid D SW Grid D289 lb P0=28191b Ib Refer to the analysis (below) for distributive loads T Bm34-(2)2x10 DF#2 6.50 ft 3.25 ft 809 6576 5144 3219 Col Col Col Col Shear Moment 2.34 Analysis of Bm 34 - (2) 2 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. Point load 0 from Supported Beam #18, Level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 170 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 1761.8 lb @ loc = 4.33 ft P-DEAD = 1057.1 lb @ loc = 4.33 ft Point load 1 from Supported Beam #19, Level 3 P-SNOW = 2055.6 lb @ loc = 8.51 ft P-DEAD = 1233.3 lb @ loc = 8.51 ft ->Distributive load on beam, w2 - from level 3 ->From location 4.46 ft to 8.51 ft ->Distributed load from wall cladding loads, w = 120.0 lb/ft -> Weight of wall = 12.00 psf x Height = 10.00 ft = 120.00 lb/ft --------------------- ->Distributive load on beam, w3 - from level 3 ->From location 4.33 ft to 8.51 ft 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 ->Distributive load on beam, w4 - from level 2 ->From location 0.00 ft to 9.75 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft ->Distributive load on beam, w5 - from level 2 ->From location 9.75 ft to 0.00 ft wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft Point load 6 from shear wall overturning June 25, 2022 P-WIND POS = 4393.8 lb @ loc = 4.92 ft P-SEISMIC POS = 1795.6 lb @ loc = 4.92 ft CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 171 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1796 lb = 3771 lb P-WIND NEG =-4393.8 lb @ loc = 4.92 ft P-SEISMIC NEG =-1795.6 lb @ loc = 4.92 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1796 lb = -3771 lb Point load 7 from shear wall overturning P-WIND POS =-4393.8 lb @ loc = 8.18 ft P-SEISMIC POS =-1795.6 lb @ loc = 8.18 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1796 lb = -3771 lb P-WIND NEG = 4393.8 lb @ loc = 8.18 ft P-SEISMIC NEG = 1795.6 lb @ loc = 8.18 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1796 lb = 3771 lb ->Computed moments and shears (Factored) : Max shear = 4665 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -4024 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 3890 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -3860 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) ->Beam properties (2D xy axis) Span = 9.75 ft Area = 27.75 sq.in Sx = 42.78 sq.in Ixx = 197.86 sq.in ->Check shear : fv = 1.5 x V / Area = 4665 / 27.75 = 252.16 psi F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 46676 / 42.78 = 1091.03 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 172 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 fb-btm = M x 12 / Sx = 46321 / 42.78 = 1082.74 psi Fb = 900 psi, CD = 1.60, 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 = 1584 psi ->Check bearing : ->Check deflections : Number of deflection spans = 3 Deflection span 0, Length = 3.25 ft Combined deflection = 0.004 [D - 0.7E (2.4-5d)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. Deflection span 1, Length = 3.25 ft Combined deflection = -0.010 [D + 0.7E (2.4-5c)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. Deflection span 2, Length = 3.25 ft Combined deflection = -0.016 [D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 173 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P1=1168lb P0=3I3441b a Refer to the analysis (below) for distributive loads Bm 35 - 5.250 x 11.875 PSL 2.2E r 1225ft 5112 6156 Col Col Shear Moment 2.35 Analysis of Bm 35 - 5.250 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 #19, Level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 174 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 2090.3 lb @ loc = 7.10 ft P-DEAD = 1254.2 lb @ loc = 7.10 ft Point load 1 from Supported Beam #20, Level 3 P-SNOW = 729.8 lb @ loc = 8.54 ft P-DEAD = 437.9 lb @ loc = 8.54 ft ->Distributive load on beam, w2 - from level 3 ->From location 7.10 ft to 8.54 ft ->Distributed load from wall cladding loads, w = 120.0 lb/ft -> Weight of wall = 12.00 psf x Height = 10.00 ft = 120.00 lb/ft --------------------- ->Distributive load on beam, w3 - from level 3 ->From location 7.10 ft to 8.54 ft 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 ->Distributive load on beam, w4 - from level 2 ->From location 0.00 ft to 12.25 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft ->Distributive load on beam, w5 - from level 2 ->From location 12.25 ft to 0.00 ft wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft ->Computed moments and shears (Factored) Max shear = 5112 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -6156 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 175 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Max moment = 22727 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -0 ft-lbs D - 0.75(0.6)W + 0.75S + 0.75L (2.4-6b) ->Beam properties (2D xy axis) Span = 12.25 ft Area = 62.34 sq.in Sx = 123.39 sq.in Ixx = 732.62 sq.in ->Check shear : fv = 1.5 x V / Area = 6156 / 62.34 = 148.11 psi F'v = 290 x 1.60 = 464.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 272719 / 123.39 = 2210.25 psi Fb = 2900 psi, CD = 1.60, Cf = 1.00, Cl = 1.00. Fb' x CD x CF x CL = 4645 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 12.25 ft Combined deflection = -0.379 [D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) ] Allowed = 12.25 x 12 / 360.0 = 0.408 in. Allowed (Seismic controled) = 12.25 x 12 / 180.0 = 0.817 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 176 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 W=4394 lb W=4394 Ib E=1796 Ib E=1796 lb SW Grid D S'A; T ,r ; =',171 lb PO=1 I152 lb P2+3=I2361 lb v v Refer to the analysis (below) for distributive loads Bm 36 - (2) 2 x 8 DF #2 4 3.25 ft 6.50 ft f W21 5130 3634 1047 Col Col Col Col Shear Moment 2.36 Analysis of Bm 36 - (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. Point load 0 from Supported Beam #21, Level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 177 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 720.3 lb @ loc = 0.40 ft P-DEAD = 432.2 lb @ loc = 0.40 ft Point load 1 from Supported Beam #22, Level 3 P-SNOW = 731.6 lb @ loc = 2.98 ft P-DEAD = 438.9 lb @ loc = 2.98 ft Point load 2 from Supported Beam #22, Level 3 P-SNOW = 731.6 lb @ loc = 7.23 ft P-DEAD = 438.9 lb @ loc = 7.23 ft Point load 3 from Supported Beam #23, Level 3 P-SNOW = 744.3 lb @ loc = 7.23 ft P-DEAD = 446.6 lb @ loc = 7.23 ft ->Distributive load on beam, w4 - from level 3 ->From location 0.40 ft to 2.98 ft ->Distributed load from wall cladding loads, w = 120.0 lb/ft -> Weight of wall = 12.00 psf x Height = 10.00 ft = 120.00 lb/ft --------------------- ->Distributive load on beam, w5 - from level 3 ->From location 0.40 ft to 2.98 ft 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 ->Distributive load on beam, w6 - from level 2 ->From location 0.00 ft to 9.75 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.62 lb/ft ->Distributive load on beam, w7 - from level 2 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 178 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->From location 9.75 ft to 0.00 ft wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft Point load 8 from shear wall overturning P-WIND POS = 4393.8 lb @ loc = 0.73 ft P-SEISMIC POS = 1795.6 lb @ loc = 0.73 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1796 lb = 3771 lb P-WIND NEG =-4393.8 lb @ loc = 0.73 ft P-SEISMIC NEG =-1795.6 lb @ loc = 0.73 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1796 lb = -3771 lb Point load 9 from shear wall overturning P-WIND POS =-4393.8 lb @ loc = 2.65 ft P-SEISMIC POS =-1795.6 lb @ loc = 2.65 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1796 lb = -3771 lb P-WIND NEG = 4393.8 lb @ loc = 2.65 ft P-SEISMIC NEG = 1795.6 lb @ loc = 2.65 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1796 lb = 3771 lb ->Computed moments and shears (Factored) Max shear = 3927 lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min shear = -4114 lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Max moment = 2228 ft-lbs D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c) Min moment = -1929 ft-lbs D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c) ->Beam properties (2D xy axis) Span = 9.75 ft Area = 21.75 sq.in Sx = 26.28 sq.in Ixx = 95.27 sq.in CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 179 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Check shear : fv = 1.5 x V / Area = 4114 / 21.75 = 283.69 psi F'v = 180.00 x 1.60 x 1.00 x 1.00 x 1.00 = 288.00 psi Fv = 180 psi, CD = 1.60, Cm = 1.00, Ct = 1.00, Ci = 1.00. ->Check bending : fb-top = M x 12 / Sx = 26734 / 26.28 = 1017.24 psi fb-btm = M x 12 / Sx = 23145 / 26.28 = 880.66 psi Fb = 900 psi, CD = 1.60, 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 = 1728 psi ->Check bearing : ->Check deflections Number of deflection spans = 3 Deflection span 0, Length = 3.25 ft Combined deflection = -0.019 [D + (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. Deflection span 1, Length = 3.25 ft Combined deflection = 0.007 [D + S (2.4-3)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. Deflection span 2, Length = 3.25 ft Combined deflection = -0.012 [D - (0.75)0.7E + 0.75S + 0.75L (2.4-6c)] Allowed = 3.25 x 12 / 360.0 = 0.108 in. Allowed (Seismic controled) = 3.25 x 12 / 180.0 = 0.217 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 180 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 37 - 6 x 12 PT HF #2 200ft 2205 1936 Col Col Shear Moment 2.37 Analysis of Bm 37 - 6 x 12 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. June 25, 2022 Page 181 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 0.31 ft to 13.00 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 = 9.00 - 0.00 - 0.00 = 9.00 ft b2 = L2 - a - c = 9.00 - 0.00 - 0.00 = 9.00 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft ->Computed moments and shears (Factored) Max shear = 1952 lbs D + L (2.4-2) Min shear = -1936 lbs D + L (2.4-2) Max moment = 5783 ft-lbs D + L (2.4-2) Min moment = -98 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 13.00 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in Pressure Treated = True ->Check shear : fv = 1.5 x V / Area = 1952 / 63.25 = 46.30 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 : fb-top = M x 12 / Sx = 69393 / 121.23 = 572.41 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 182 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 fb-btm = M x 12 / Sx = 1182 / 121.23 = 9.75 psi Fb = 850 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.00, 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 = 680 psi ->Check bearing : ->Check deflections : Number of deflection spans = 2 Deflection span 0, Length = 12.00 ft Combined deflection = -0.165 [D + L (2.4-2)] Allowed = 12.00 x 12 / 360.0 = 0.400 in. Allowed (Seismic controled) = 12.00 x 12 / 180.0 = 0.800 in. Cantilever Deflection span 1, Length = 1.00 ft Combined deflection = 0.044 [D + L (2.4-2)] Allowed = 1.00 x 12 / 240.0 = 0.050 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 183 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm38-6x12PTHF#2 1200ft Y 1944 1944 Col Col Shear Moment 2.38 Analysis of Bm 38 - 6 x 12 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. June 25, 2022 Page 184 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->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 = 9.00 - 0.00 - 0.00 = 9.00 ft b2 = L2 - a - c = 9.00 - 0.00 - 0.00 = 9.00 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft ->Computed moments and shears (Factored) Max shear = 1944 lbs D + L (2.4-2) Min shear = -1944 lbs D + L (2.4-2) Max moment = 5830 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 12.00 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in Pressure Treated = True ->Check shear : fv = 1.5 x V / Area = 1944 / 63.25 = 46.10 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 : fb-top = M x 12 / Sx = 69964 / 121.23 = 577.12 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 185 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 fb-btm = M x 12 / Sx = 0 / 121.23 = 0.00 psi Fb = 850 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.00, 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 = 680 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 12.00 ft Combined deflection = -0.167 [D + L (2.4-2)] Allowed = 12.00 x 12 / 360.0 = 0.400 in. Allowed (Seismic controled) = 12.00 x 12 / 180.0 = 0.800 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 186 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm39-6x12PTHF#2 1200ft Y 1944 1944 Col Col Shear Moment 2.39 Analysis of Bm 39 - 6 x 12 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. June 25, 2022 Page 187 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->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 = 9.00 - 0.00 - 0.00 = 9.00 ft b2 = L2 - a - c = 9.00 - 0.00 - 0.00 = 9.00 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft ->Computed moments and shears (Factored) Max shear = 1944 lbs D + L (2.4-2) Min shear = -1944 lbs D + L (2.4-2) Max moment = 5830 ft-lbs D + L (2.4-2) Min moment = -0 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 12.00 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in Pressure Treated = True ->Check shear : fv = 1.5 x V / Area = 1944 / 63.25 = 46.10 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 : fb-top = M x 12 / Sx = 69964 / 121.23 = 577.12 psi CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 188 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 fb-btm = M x 12 / Sx = 0 / 121.23 = 0.00 psi Fb = 850 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.00, 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 = 680 psi ->Check bearing : ->Check deflections : Number of deflection spans = 1 Deflection span 0, Length = 12.00 ft Combined deflection = -0.167 [D + L (2.4-2)] Allowed = 12.00 x 12 / 360.0 = 0.400 in. Allowed (Seismic controled) = 12.00 x 12 / 180.0 = 0.800 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 189 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 40 - 6 x 12 PT HF #2 1200ft Y 1937 2165 Col Col Shear Moment 2.40 Analysis of Bm 40 - 6 x 12 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. June 25, 2022 Page 190 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 2 ->From location 0.00 ft to 12.65 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 = 9.00 - 0.00 - 0.00 = 9.00 ft b2 = L2 - a - c = 9.00 - 0.00 - 0.00 = 9.00 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft --------------------- ->Distributive load on beam, wl - from level 2 ->From location 12.65 ft to 12.77 ft wL = 60.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 270.00 lb/ft wD = 12.00 psf x 9.00 ft x (9.00 ft - 2 x 0.00) / (2 x 9.00) = 54.00 lb/ft ->Computed moments and shears (Factored) Max shear = 1937 lbs D + L (2.4-2) Min shear = -1850 lbs D + L (2.4-2) Max moment = 5791 ft-lbs D + L (2.4-2) Min moment = -79 ft-lbs D + L (2.4-2) ->Beam properties (2D xy axis) Span = 12.77 ft Area = 63.25 sq.in Sx = 121.23 sq.in Ixx = 697.07 sq.in Pressure Treated = True ->Check shear : CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 191 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 fv = 1.5 x V / Area = 1937 / 63.25 = 45.95 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 : fb-top = M x 12 / Sx = 69496 / 121.23 = 573.26 psi fb-btm = M x 12 / Sx = 952 / 121.23 = 7.85 psi Fb = 850 psi, CD = 1.00, Cm = 1.00, Ct = 1.00, Cl = 1.00, Cf = 1.00, 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 = 680 psi ->Check bearing : ->Check deflections : Number of deflection spans = 2 Deflection span 0, Length = 12.00 ft Combined deflection = -0.165 [D + L (2.4-2)] Allowed = 12.00 x 12 / 360.0 = 0.400 in. Allowed (Seismic controled) = 12.00 x 12 / 180.0 = 0.800 in. Cantilever Deflection span 1, Length = 0.77 ft Combined deflection = 0.034 [D + L (2.4-2)] Allowed = 0.77 x 12 / 240.0 = 0.039 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 192 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ; ,=3^�G lb W=3004lb E=112c b E=1129lb SNrIrd 2 SIN Grid 2 PO=2046 lb I Refer to the analysis (below) for distributive loads Bm 41 - 3.500 x 9.500 PSL 2.2E 13.77 ft Y 3042 1049 Col Col Shear Moment 2.41 Analysis of Bm 41 - 3.500 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. Point load 0 from Supported Beam #42, Level 3 CUSTOM DESIGN ENGINEERING, INC. June 25, 2022 Page 193 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SNOW = 1278.8 lb @ loc = -0.02 ft P-DEAD = 767.3 lb @ loc = -0.02 ft ->Distributive load on beam, wl - from level 3 ->From location 0.23 ft to 6.50 ft ->Distributed load from wall cladding loads, w = 120.0 lb/ft -> Weight of wall = 12.00 psf x Height = 10.00 ft = 120.00 lb/ft --------------------- ->Distributive load on beam, w2 - from level 3 ->From location 6.50 ft to 8.40 ft ->Distributed load from wall cladding loads, w = 120.0 lb/ft -> Weight of wall = 12.00 psf x Height = 10.00 ft = 120.00 lb/ft --------------------- ->Distributive load on beam, w3 - from level 2 ->From location -0.00 ft to 0.00 ft wL = 40.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 275.42 lb/ft wD = 12.00 psf x 13.77 ft x (13.77 ft - 2 x 0.00) / (2 x 13.77) = 82.63 lb/ft Point load 4 from shear wall overturning P-WIND POS = 3003.7 lb @ loc = 0.69 ft P-SEISMIC POS = 1128.9 lb @ loc = 0.69 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1129 lb = 2371 lb P-WIND NEG =-3003.7 lb @ loc = 0.69 ft P-SEISMIC NEG =-1128.9 lb @ loc = 0.69 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1129 lb = -2371 lb Point load 5 from shear wall overturning P-WIND POS =-3003.7 lb @ loc = 7.94 ft P-SEISMIC POS =-1128.9 lb @ loc = 7.94 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X -1129 lb = -2371 lb P-WIND NEG = 3003.7 lb @ loc = 7.94 ft CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 194 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 P-SEISMIC NEG = 1128.9 lb @ loc = 7.94 ft E (SEISMIC) = OMEGA X QE *** = 0.7 x 3.00 X 1129 lb = 2371 lb ->Computed moments and shears (Factored) . Max shear = 1534 lbs D + 0.7E (2.4-5c) Min shear = -1078 lbs D + 0.7E (2.4-5c) Max moment = 6279 ft-lbs 0.6D - 0.7E (2.4-8b) Min moment = -5098 ft-lbs 0.6D + 0.7E (2.4-8a) ->Beam properties (2D xy axis) Span = 13.77 ft Area = 33.25 sq.in Sx = 52.65 sq.in Ixx = 250.07 sq.in ->Check shear : fv = 1.5 x V / Area = 1534 / 33.25 = 69.19 psi F'v = 290 x 1.60 = 464.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 75348 / 52.65 = 1431.22 psi Fb = 2900 psi, CD = 1.60, Cf = 1.03, Cl = 1.00. Fb' x CD x CF x CL = 4762 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 13.77 ft Combined deflection = -0.333 [0.6D - 0.7E (2.4-8b)] Allowed = 13.77 x 12 / 360.0 = 0.459 in. Allowed (Seismic controled) = 13.77 x 12 / 180.0 = 0.918 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 195 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Refer to the analysis (below) for distributive loads Bm 42 - 3.500 x 14.000 PSL 2.2E 7.69 ft Y Y 2046 2117 Col Col Shear Moment 2.42 Analysis of Bm 42 - 3.500 x 14.000 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. June 25, 2022 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 196 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->Distributive load on beam, w0 - from level 3 ->From location -0.00 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 = 21.54 - 0.00 - 0.00 = 21.54 ft b2 = L2 - a - c = 21.54 - 0.00 - 0.00 = 21.54 ft wl or w2 = load, psf x L x (L - 2 x c) / (2 x bl or b2) wS = 25.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 269.27 lb/ft wD = 15.00 psf x 21.54 ft x (21.54 ft - 2 x 0.00) / (2 x 21.54) = 161.56 lb/ft ->Distributive load on beam, wl - from level 3 ->From location -0.00 ft to -0.00 ft wS = 25.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 75.00 lb/ft wD = 15.00 psf x 6.00 ft x (6.00 ft - 2 x 0.00) / (2 x 6.00) = 45.00 lb/ft ->Distributive load on beam, w2 - from level 3 ->From location 7.69 ft to 3.44 ft 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 ->Distributive load on beam, w3 - from level 3 ->From location 3.44 ft to 0.52 ft 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 ->Distributive load on beam, w4 - from level 3 CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 197 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 ->From location 0.52 ft to 0.08 ft 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 = 2046 lbs D + S (2.4-3) Min shear = -2117 lbs D + S (2.4-3) Max moment = 4066 ft-lbs D + S (2.4-3) Min moment = 0 ft-lbs D + S (2.4-3) ->Beam properties (2D xy axis) Span = 7.69 ft Area = 49.00 sq.in Sx = 114.33 sq.in Ixx = 800.33 sq.in ->Check shear : fv = 1.5 x V / Area = 2117 / 49.00 = 64.80 psi F'v = 290 x 1.15 = 333.50 psi Fv = 290 psi, CD = 1.00 ->Check moment : fb = M x 12 / Sx = 48788 / 114.33 = 426.72 psi Fb = 2900 psi, CD = 1.15, Cf = 0.98, Cl = 1.00. Fb' x CD x CF x CL = 3278 psi ->Check bearing : ->Check deflections Number of deflection spans = 1 Deflection span 0, Length = 7.69 ft Combined deflection = -0.027 [D + S (2.4-3)] Allowed = 7.69 x 12 / 360.0 = 0.256 in. Allowed (Seismic controled) = 7.69 x 12 / 180.0 = 0.513 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 198 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 PO+1=103821b I Refer to the analysis (below) for distributive loads Bm 43 - 3.500 x 11.875 PSL 2.2E 604ft Col C Ol Shear Moment 2.43 Analysis of Bm 43 - 3.500 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 199 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 Point load 0 from Supported Beam #28, Level 2 P-LIVE = 4478.2 lb @ loc = 3.02 ft P-DEAD = 1502.5 lb @ loc = 3.02 ft P-WIND POS = -516.1 lb @ loc = 3.02 ft P-SEISMIC POS = -678.9 lb @ loc = 3.02 ft Factored SEISMIC & WIND loads are transfered from the supported beam P-WIND NEG = 516.1 lb @ loc = 3.02 ft P-SEISMIC NEG = 678.9 lb @ loc = 3.02 ft Factored SEISMIC & WIND loads are transfered from the supported beam Point load 1 from Supported Beam #30, Level 2 P-LIVE = 3385.3 lb @ loc = 3.02 ft P-DEAD = 1015.6 lb @ loc = 3.02 ft ->Computed moments and shears (Factored) : Max shear = 5191 lbs D + L (2.4-2) Min shear = -5191 lbs D + L (2.4-2) Max moment = 15681 ft-lbs D + L (2.4-2) Min moment = -718 ft-lbs D + 0.7E (2.4-5c) ->Beam properties (2D xy axis) Span = 6.04 ft Area = 41.56 sq.in Sx = 82.26 sq.in Ixx = 488.41 sq.in ->Check shear : fv = 1.5 x V / Area = 5191 / 41.56 = 187.34 psi F'v = 290 x 1.00 = 290.00 psi Fv = 290 psi, CD = 1.00 ->Check moment : CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 200 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 fb = M x 12 / Sx = 188167 / 82.26 = 2287.49 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 = 6.04 ft Combined deflection = -0.084 [D + L (2.4-2)] Allowed = 6.04 x 12 / 360.0 = 0.201 in. Allowed (Seismic controled) = 6.04 x 12 / 180.0 = 0.403 in. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 201 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 APPENDIX A — TYPICAL DEAD WEIGHTS OF LIGHT WEIGHT STRUCTURES Typical dead weights of light wood framed structures Typical exterior wall FLco(L 5Y5 T EO K(, FC-AnkihJ( t (- —lei oY F--ZZ (fstS t LA T-1 )r J Weight of wall: 1 x 6 Cedar sidingl.5 psf x 15# paper 1� CDX plywood 3.0 psf /inch R-22 Insulation 2 x 6 Studs (16" o.c. - 2.0 Sub Total With 5/8" GWB (5 psf/inch) Total with 5/8 GWB With lam" GWB Total with ,� GWB .75 thick = 1.13 psf 1.00 psf 1.5 psf 1.0 psf lb/ft) = 1.50 psf = 6.13 psf = 3.10 psf = 9.23 psf (Use 10 psf) = 2.5 psf = 8.63 psf (Use 10 psf) With 2-1/12 Face brick (25 psf) & !,� GWB = 32.5 psf Typical light floor system with 2 x 10 floor joists 16" O.C. 3,4 T & G Sub floor (3.0 psf/inch) 2 x 10 Joists (16" o.c - 3.37 lb/ft) = 2.25 psf = 2.53 psf CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 202 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Carpeting 5/8 GWB or 1z GWB PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 = 2.0 psf = 3.1 psf = 2.0 psf Total with 5/8 GWB = 10 psf (Use 12 psf min) Total with '� GWB = 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 '-� 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 ;,� CDX Sheathing = 1.5 psf Subtotal = 11.5 psf with 2 x 8 - 2' o.c. (1.32 psf) = 12.82 psf CUSTOM DESIGN ENGINEERING, INC. June 25, 2022 Page 203 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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. June 25, 2022 Page 204 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 /244 Max MARK ft ft Ratio lb lb lb lb plf plf 3 28.8 8.0 2.6** 4348 1475 5823 1607 141 141 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). S. 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 June 25, 2022 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. Page 205 / 211 PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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, vH Shear for vertical reaction forces, vL Id IJIC G 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. June 25, 2022 Page 206 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. 1 15 682.0 Ib(E - 1 1'e 520.6 Ib(E - 1 203.4 Ib(E - PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 25.75 i 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.e0 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 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 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 207 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 1 from end I Uplift I I I (ft) 1 lb lb lb lb 1 lb lb lb lb 1 ------------------------------------------------------------------------------ 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 1 3-2 14.1 1 813 0 484 -302 1 -1025 -471 1 1025 471 1 3-3 24.3 1 913 0 685 -428 1 102S 471 1 -1025 -471 1 3-4 9.5 1 380 0 490 -306 1 0 0 1 0 0 1 3-5 11.1 1 401 0 484 -302 1 0 0 1 0 0 1 3-6 27.8 1 425 0 685 -428 1 0 0 1 0 0 1 ------------------------------------------------------------------------------ 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 1491 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 1-4 14.1 1 0 0 484 -302 1 0 0 1 0 0 1 1-5 17.1 1 1481 0 968 0 1 0 0 1 0 0 1 1-6 24.3 1 2659 0 2056 -857 1 0 0 1 0 0 1 1-7 25.8 1 2246 0 2693 0 1 3533 2750 1 -3533 -2750 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 + 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, The Reaction location 2-4, denotes 211 level, 5th panel located 14.1 ft from the left. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 208 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 DIRECTION 1 I DIRECTION 2 I MIN MAX from end I LC1 LC2 LC3 LC4 LC5 LC6 I LC1 LC2 LC3 LC4 LCS LC6 I LOAD LOAD (ft) I lb lb lb lb lb lb I lb lb lb lb lb lb I lb lb --------------------------------------------------------------------------------------------------------- 3-0 0.8 567 132 1281 134e 227 -323 1133 1568 1705 2416 793 1112 -323 1281 3-1 7.0 I 1436 1871 2238 3087 975 1253 I 871 436 1814 2011 410 -182 I -182 1814 3-2 14.1 531 96 828 638 205 -340 1096 1531 1252 1714 771 1095 -340 1095 3-3 24.3 1196 1631 1446 1965 830 1141 630 195 1822 889 265 -294 -294 1141 3-4 9.5 I 380 380 609 747 228 176 I 380 380 609 747 228 176 I 176 380 3-5 11.1 401 401 628 764 241 186 I 4e1 401 628 764 241 186 186 401 3-6 27.8 425 425 746 939 255 197 425 425 746 939 255 197 197 425 --------------------------------------------------------------------------------------------------------- 2-e 0.0 I 1235 447 3763 3557 330 -766 I 3290 4078 5303 6280 2385 2866 I -766 35S7 2-1 7.0 1154 1154 2026 2549 692 536 1154 1154 2826 2549 692 536 536 1154 2-2 9.5 380 380 839 1114 228 176 I 380 380 976 1114 228 176 176 380 2-3 11.1 I 4195 4766 6780 7481 2871 2993 I 2423 1852 54S1 529S 1099 79 I 79 4766 2-4 14.1 0 0 227 363 0 0 0 0 227 363 0 0 0 0 2-5 17.1 491 -241 1464 915 -102 -1034 2471 3202 2949 3497 1878 2409 -1034 24e9 2-6 24.3 I 3790 4739 4664 5761 2727 3315 I IS28 579 2967 2641 464 -846 I -846 3315 2-7 27.8 I 871 871 1706 1899 523 404 I 871 871 1706 1899 523 404 I 404 871 --------------------------------------------------------------------------------------------------------- 1-0 0.0 I 2858 2035 7561 7329 1055 -380 I 6158 6982 10036 11039 4355 4566 I -380 6982 1-1 7.0 I 11S4 1154 2e26 2549 692 536 I 1154 1154 2026 2549 692 536 I 536 1154 1-2 9.5 380 380 1068 1481 228 176 380 380 1343 1481 228 176 176 380 1-3 11.1 I 3309 3309 6116 6388 1985 1536 I 3309 3309 6116 6388 1985 1536 1536 3309 1-4 14.1 I 0 0 227 363 0 0 1 0 0 227 363 0 0 1 0 0 1 1-5 17.1 I 1481 1481 2206 2206 888 687 1481 1481 2206 22e6 888 687 687 1481 1-6 24.3 I 2659 2659 3816 4201 1595 1234 2659 2659 3816 4201 1595 1234 1234 2659 1-7 2S.8 I 3896 4719 5503 6121 2997 3516 I 596 -227 3028 2411 -3e2 -1431 I -1431 3516 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 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. CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 209 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 The next page shows the application of the overturning forces on beams supporting discontinuous shear walls i swa 5w9,D � e e e 1s, I Shear walls SW supporting posts inplane offset beam (for this Overturning example) Tyo Gravity forces forces Acting on the beam From a shear wall w=mi a E=T b w=2n2 b E�9ttb w0+2=2041b'fl SWD w1+3=204 Vft SW GND WI-4I=2I04lb/ftI O O 0 I O O O O � 000000 Ban 31 - 3.600 x 11.875 PSL 2.0E 9.13 ft 5539 OOB Shear Moment Illustration how shear wall forces are applied to the supporting beam (See next page for typical calcs) CUSTOM DESIGN & ENGINEERING, INC. June 25, 2022 Page 210 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: BOLOTIN RESIDENCE JOB: Y5-3013 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 hall cladding loads, h = 108.0 lb/ft > Weight of i,all = 12.00 psf x Height = 9.00 ft = 108.00 lb/ft Point load 5 from shear r.all overturning P-WIND_POS = 2920.5 lb @ loc = 3.60 ft P-SEISNIC_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 gall 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-SEISVIC_NEG = 6472.5 lb @ loc = 7.35 ft E (SEIS!SIC) = O!'EGA 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. June 25, 2022 Page 211 / 211 Copyright © 2022 Custom Design & Engineering, Inc. All rights reserved.