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BLD2021-0620+Calculations+5.1.2021_4.05.18_PM+2174716PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 CUSTOM DESIGN & ENGINEERING, INC. MUKILTEO - SEATTLE PHONE (425) 343-7517 - FAX (425) 492-8388 STRUCTURAL ANALYSIS COVER PAGE Job Title: AINSLEY RESIDENCE DECK Job Number: X3-2731 Jurisdiction: CITY OF EDMONDS LATERAL ENGINEERING DESIGN PARAMETERS Wind Design Data ---------------------------------------------------------- N/A Ss = 1.30, S1 = 0.51g Site Class = SDS = 0.87g, SD1 = 0.61g SDC = Seismic System = TIMBER FRAME Design Base Shear = 7.60 kips Cs = 0.578 R = 1.5 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 2021 Q AL OG CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 1 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Contents 1 LATERAL DESIGN..................................................................................................................................... 3 1.1 SEISMIC DESIGN................................................................................................................................ 3 2 GRAVITY DESIGN...................................................................................................................................... 7 2.1 Design typical deck joists..................................................................................................................... 7 2.2 Design Beam #1................................................................................................................................ 11 2.3 Design Beam #2................................................................................................................................ 13 2.4 Design Beam #3................................................................................................................................ 15 3 Foundations.............................................................................................................................................. 17 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 2 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 1 LATERAL DESIGN 1.1 SEISMIC DESIGN Maximum considered earthquake spectral response accelerations Given position: Lat = 47.850, Long =-122.330 Short period, Ss= 130.1 % of g 1 second period, S I = 5 1. 1 % of g Site class and adjusted maximum spectral accelerations: Site class = D Site coefficient, FQ = 1.00 Table 11.4-1 - Interpolated Site coefficient, F, = 1.79 Table 11.4-2 - Interpolated The adjusted maximum spectral response per § 11.4.3 SMs=F,Ss= 1.00(1.30) = 1.30g Eq 11.4-1 Sm1=F,S1=1.79(0.51)=0.91g Egll.4-2 Design spectral accelerations parameters: S DS 213S Ms 2/3(1.30g) — 0.87g Eq 11.4-3 S Di = 213S Mi = 2/3(0.91g) = 0.61g Eq 11.4-4 Building Risk Category and importance factors: Category =11 (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 = 86.71 g, SDC = D Table 11.6-2, Pg 85 For S D1 = 60.97g, SDC = D Building system 6. Timber frames R = 1.5 (Table 12.2-1) 0 0 = 1.5 (2.5 for flexible diaphragm - Note 9) Cd = 1.5 Building element weights CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 3 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Level 2, Roof weight = 12.0 psf Exterior wall weight = 0.0 psf Interior partition wall weight = 0.0 psf Level 1, Floor weight = 12.0 psf Exterior wall weight = 10.0 psf Interior partition wall weight = 0.0 psf Building weights lumped on roof and floor diaphragms Total levels = 2 At Roof Level W R = Roof weight x Area + 1/2 x Partition weight x Area + 1/2 x Ext Wall weight x Perim x Height WR= 12.0 psf x 323 sq.ft. + 1/2 x 0.0 psf x 323 sq.ft. + 1/2 x 0.0 psf x 84 ft x 9.0 ft = 3876 lb At Floor Level 1 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 1= 12.0 psf x 484 sq.ft. + 0.0 psf x 484 sq.ft. + (1/2 x 0.0 psf+ 1/2 x 10.0 psf) x 100 ft x 7.5 ft = 9294 lb Total weight = 3876 + 9294 = 13170 lbs Compute structure period Structure type: All other structures CT = 0.020 (Table 12.8-2) Structure height, h„ = 15.00 ft. Ta = CT(h )si4= 0.020(15.00)"= 0.152 sec. (Eq 12.8-7) Compute base shear The design value of CS is the smaller value of CS = IQ S Ds / R = 1.00(0.87)/1.50 = 0.5780 EQ 12.8-2 and CS = Ie S D1 / (R T.) = 1.00(0.61)/[(1.50)(0.15)1= 2.6664 EQ 12.8-3 but not less CS = 0.01 EQ 12.8-4 Therefore CS = 0.5780 Design base shear, V = CS W = 0.578(13170) = 7613 lbs (7.6 kips) Eq 12.8-1 Vertical distribution of force Fx= C,, V EQ 12.8-11 where CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 4 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. _ Wx, hx CVX Yihk Eq 12.8-12 Compute distribution component, k PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 k = 1.0 for T, <_ 0.5 seconds, and k = 2 for TQ >_ 2.5. Interpolate k for TQ between this range. T, = 0.152, k = 1.00 Level x hx hkx wX wx •hkx C, Fx= Cvx V Fx/wx= S. 2 15.0 15.0 3.9 k 58 0.510 3.9 k 1.003 1 6.0 6.0 9.3 k 56 0.490 3.7 k 0.401 SUM 13 k 114 k-ft 8 k Compute diaphragm shear(s) per ASCE 7-16 §12.10.1.1 F,. F = i=x w px n px IWi i=x Min Fpx = 0.20S Ds IQ wpx Max Fpx = 0.40S Ds IQ wpx Level w x Fi F x Min F x Max F x Design F x 2 3.9 k 3.9 k 3.9 k 10.7 k 1.3 k 1.3 k 1 9.3 k 3.7 k 5.4 k 11.6 k 3.2 k 3.2 k CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 5 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. Lateral load = 0.7 x 3700 = 2600 lb Load @ each node = 2600 / 4 = 650 lb -2600 PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 -618 -253 DIAGONAL BRACING (Applied forces and reactions) Brace loading Check nailing on the floor joist Maximum load = 1737 lb Brace length = 16.873 x 12 = 202.5 in Load per joist = 1737 / 202.5 x 16 = 137 Ib Z = 122 lb (1.5 thick 2 x 4 HF 2) Z' = 1.6 X 122 = 195.2 Ib/ft > 122 OK 1300 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 6 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 2 GRAVITY DESIGN Design loads Live = 60 psf Dead = 10 psf Total Live and Dead = 70 psf 2.1 Design typical deck joists 93.3 Ib/ft 2x8,HFNo2 T T 128 809 LOAD CASE 1 Load duration = Floor Live, CD= 1.00 Distributive load = 93.3, lb Beam/Joist span, L = 10.04 ft L1 = 5.81 ft L2 = 4.23 ft Design loads Maximum moment, Mt = 8L2 (L + a)2 (L — a)2 L a @x = 2 1— Lz Note: L = Ll & a = L2 Therefore, maximum moment = 87.5 ft-lb Minimum moment, CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 7 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 — WL2 MB= 22 @x1=0 Therefore, minimum moment = -833.6 ft-lb fbx = M(12) / Sx =-834(12)/(13.1 in3) = 761 psi Reaction RA = 127.80 Ib W ( 2 2) RA = 2L L — a Reaction RB = 809.03 lb RB = w (L+a)2 Shear, VA=-415lb V=-2L(L2+a2) Shear, VB = 394 lb V2=V,+RB fv = 1.5V/A = 1.5(-415)/(10.9 in 2) = 57.19 psi Beam design - 2 x 8, HF No 2 Beam/Joist properties Area = 10.88 in Sx=13.141in3 Ix = 47.6348 in' E=1.30x101psi Check Bending C,= 1.15 CM = 0.85 Ct = 1.00 Cf = 1.20 Ci = 1.00 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 8 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 C =1.000 F'b = Fb CD CM Q CL Cf C, Ci F'b = 850(1.00)(0.85)(1.00)(1.00)(1.20)(1.15)(1.00) = 997 psi F'bx = 997 psi > fbx = 761 psi, RESULT = PASS Check Shear F',, = F,, CD CM Ci CH F' = 75(1.00)(0.85)(1.00)(1.00) = 64 psi F'v = 64 psi > fv = 57 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.81(12)/480 = 0.145 in. Maximum deflection, wx (L4 — 2L2x� + Lx3 — 2a�L� + 2a2x2) 24EIL Beam deflection = 0.001 in. Live + dead load deflection = 0.010 in. Total deflection = 10.0121 in. < 0.145 in., RESULT = PASS 5.81' 4.23' 10.04' 2 x 8 (2 plies), HF No 2 T T -143 538 LOAD CASE 2 Load duration = Floor Live, CD= 1.00 Distributive load = 93.3, lb Beam/Joist span, L = 10.04 ft CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 9 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Li = 5.81 ft L2 = 4.23 ft Design loads Maximum moment = 0, Note: L = Ll & a = L2 Minimum moment, 2 M _ wa � 2 Therefore, minimum moment = -833.6 ft-lb fbx = M(12) / Sx =-834(12)/(26.3 in3) = 381 psi Reaction RA =-143.40 lb 2 _ wa RA 2L Reaction RB = 537.83 lb RB = wa (2L + a) Shear, VA =-143 lb VA = RA Shear, VB = 394 lb VB = wa fv = 1.5V/A = 1.5(-143)/(21.8 in 2) = 13.60 psi Beam design - 2 x 8 (2) plies, HF No 2 Beam/Joist properties Area = 21.75 in Sx = 26.281 in' Ix = 95.2695 in E = 1.30 x 106 psi Check Bending C,= 1.15 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 10 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Cm = 0.85 Ct = 1.00 Cf = 1.20 Ci = 1.00 CL = 1.000 Fib = Fb CD CM Ci CL Cf Cr Ci F'b = 850(1.00)(0.85)(1.00)(1.00)(1.20)(1.15)(1.00) = 997 psi F'bx = 997 psi > fbx = 381 psi, RESULT = PASS Check Shear F',, = F,, CD CM Ci CH F' = 75(1.00)(0.85)(1.00)(1.00) = 64 psi F'v = 64 psi > fv = 14 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.81(12)/240 = 0.291 in. Beam deflection = 0.001 in. Live + dead load deflection = 0.303 in. Total deflection = 10.3041 in. > 0.291 in SAY OK 2.2 Design Beam #1 Load from deck joists per Load Case 1 = 809 lb/joist or 809 x 12/16 = 607 Ib/ft Load from stair landing = 70 x 3 ft/2 = 105 Ib/ft 607.0 Ib/ft 4014 JU4J 50' Shear Moment CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 11 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Load duration = Floor Live, CD= 1.00 Beam/Joist span, L = 19.50 ft L = 19.50 ft Design loads Max moment, M = 18447 ft-lb Min moment, M = -738 ft-lb Min Shear, V= -4500 ft-lb Max Shear, V = 4732 ft-lb Deflection = 819.388 / E 1 x 106 (As a function of stiffeness) Min fbx = M(12) / Sx =-738(12)/(123.0 in') = 72 psi Max fbx = M(12) / Sx = 18447(12)/(123.0 in3) = 1800 psi Max Reaction RMAX = 5045 lb Design shear, V= 4732 lb fv = 1.5V/A = 1.5(4732)/(61.5 in2) = 115.42 psi Beam design - 5.125 x 12.000, GLB 24F-V4 Area = 61.50 in Sx = 123.000 in Ix = 738.0000 in ly = 134.6100 in4 E = 1.80 x 106 psi Check Bending Cr= 1.00 CM = 0.85 Ct = 1.00 Cf = 1.00 Ci = 1.00 CL = 1.000 Cv = 1.007 Since CL < CV, CL controls Fib = Fb CD CM Ci CL Cf C, Ci Top fiber F'b = 1200(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 1020 psi Btm fiber F'b = 2400(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 2040 psi CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 12 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Check Shear F',, = F,, CD CM Ci CH F' = 190(1.00)(0.85)(1.00)(1.00) = 162 psi F'v = 162 psi > fv = 115 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 19.50(12)/240 = 0.975 Beam deflection = 0.037 in. Live + dead load deflection = 0.617 in. Total deflection = 10.6531 in. < 0.975 in., RESULT = PASS 2.3 Design Beam #2 4856 Load duration = Floor Live, CD= 1.00 Live load = 607.0, psf Dead load = 0.0, psf Tributary width = 1.00, ft Beam/Joist span, L = 16.00 ft Design loads 607.0 I b/ft 5.125 x 12.000, GLB 24F-V4 Max total moment, M = w L z/8 = 607.00(16.00)2/8 = 19424 ft-lb fbx = M(12) / Sx = 19424(12)/(123.0 in3) = 1895 psi Max total shear, V = w L /2 = 607.00(16.00)/2 = 4856 lb fv = 1.5V/A = 1.5(4856)/(61.5 in2) = 118.44 psi April 29, 2021 CUSTOM DESIGN & ENGINEERING, INC. Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. 4856 Page 13 / 17 PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Max total reaction, R = w L /2 = 607.00(16.00)/2 = 4856 lb Beam design - 5.125 x 12.000, GLB 24F-V4 Area = 61.50 in Sx = 123.000 in Ix = 738.0000 in ly = 134.6100 in E = 1.80 x 106 psi Check Bending C= 1.00 CM = 0.85 Ct = 1.00 Cf = 1.00 Ci = 1.00 CL = 1.000 Cv = 1.028 Since CL < CV, CL controls Fib = Fb CD CM Ci CL Cf C, Ci Top fiber F'b = 1200(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 1020 psi Btm f iber F'b = 2400(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 2040 psi For distributive load, only bottom face applies F'bx = 2040 psi > fbx = 1895 psi, RESULT = PASS Check Shear F'v = Fv CD CM Ci CH F'v = 190(1.00)(0.85)(1.00)(1.00) = 162 psi F'v = 162 psi > fv = 118 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 16.00(12)/240 = 0.800 Maximum deflection, y = 5/384[w L 4/E 1 ] Beam deflection = 0.017 in. Live + dead load deflection = 0.674 in. Total deflection = 10.6901 in. < 0.800 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 14 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 2.4 Design Beam #3 Load from deck joists per Load Case 1 = 809 lb/joist or 809 x 12/16 = 607 lb/ft Load from stair landing = 70 x 3 ft/2 = 105 lb/ft O 4598 471� 607.0 lb/ft 18337 5. Load duration = Floor Live, CD= 1.00 Beam/Joist span, L = 20.00 ft L = 20.00 ft Design loads Max moment, M = 18337 ft-lb Min moment, M = -942 ft-lb Min Shear, V= -4507 ft-lb Max Shear, V = 4719 ft-lb Deflection = 813.502 / E / x 106 (As a function of stiffeness) Min fbx = M(12) / Sx =-942(12)/(123.0 in3) = 92 psi Max fbx = M(12) / Sx = 18337(12)/(123.0 in') = 1789 psi Max Reaction RMAX = 5106 lb 5106 4.24'� CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 15 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Design shear, V= 4719 lb fv = 1.5V/A = 1.5(4719)/(61.5 inZ) = 115.11 psi Beam design - 5.125 x 12.000, GLB 24F-V4 Area = 61.50 in' Sx = 123.000 in Ix = 738.0000 in ly = 134.6100 in E = 1.80 x 106 psi Check Bending Cr= 1.00 CM = 0.85 Ct = 1.00 Cf = 1.00 Ci = 1.00 CL = 1.000 Cv = 1.005 Since CL < CV, CL controls F'b= Fb CD CM Ci CL Cf C, Ci Top fiber F'b = 1200(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 1020 psi Btm fiber F'b = 2400(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 2040 psi Check Shear F'v = Fv CD CM Ci CH F' = 190(1.00)(0.85)(1.00)(1.00) = 162 psi F'v = 162 psi > fv = 115 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 20.00(12)/240 = 1.000 Beam deflection = 0.041 in. Live + dead load deflection = 0.612 in. Total deflection = 10.6531 in. < 1.000 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 16 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 3 Foundations The existing footing is 30" x 30". Axial capacity of the footing based on 1500 psf bearing pressure is = 30 x 30 / 144 x 1500 psf = 9375 lb Maximum axial load = 2 x 4375 lb = 8750 lb < 9375 lb (OK) CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 Page 17 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved.