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REVIEWED BLD2024-0266+Structural_Calculations+2.28.2024_12.31.31_PM+4089079,...,.,.,. REVIEWED BY NASH & ASSOCIATES CITY OF EDMONDS BUILDING DEPARTMENT ARCHITECTS .......... ...,.,.,.,...,.,.,.,...,.,.,.,.,.,.,.. BLD2024-0266 RECEIVED Mar 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PLAN 3343 STRUCTURAL CALCULATIONS Ri=GISTERED ARGHITEGT MIGH L YNE JOHNSON STATE OF YVA5HIN6TON 2018 IBC FEB 1, 2021 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM CLIENT: NASH a ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40 #/sf Unless Noted Otherwise Floor Loads: LL 40 #/sf DL 10 #/sf Total 50 #/sf Deck Loads: LL 60 #/sf DL 10 #/sf Total 70 #/sf Soil: 1500 PSF Min. Concrete: Per IBC 18 Masonry. Per IBC 18 Steel: Per IBC 18 Wood: Per IBC 18 Nailing: Per IBC 18 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF*HI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects # 6464-622 RB-1 Date: 12/06/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.4 in2 R2= 2.4 inz (1.5) DL Defl= 0.05 in Data Beam Span 8.0 ft Reaction 1 LL 900 # Reaction 2 LL 900 # Beam Wt per ft 7.87 # Reaction 1 TL 1471 # Reaction 2 TL 1471 # Bm Wt Included 63 # Maximum V 1471 # Max Moment 2943 '# Max V (Reduced) 1188 # TL Max Defl L / 240 TL Actual Defl L / 877 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Section (in') Shear (in') TL Defl (in) LL Defl 49.91 32.38 0.11 0.06 Critical 32.70 9.90 0.40 0.27 Status OK OK OK OK Ratio 66% 31 % 27% 21 % Values Adjustments Loads 1-D(PSI) rV sl t(PSI x mll rC!(PSI) Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 225 Uniform TL: 360 = A Uniform Load A Z R1 = 1471 R2 = 1471 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-2 Date: 12/06/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.9 in R2= 2.9 in (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1125 # Reaction 2 LL 112511 Beam Wt per ft 7.87 # Reaction 1 TL 1824 # Reaction 2 TL 1824 # Bm Wt Included 47 # Maximum V 1824 # Max Moment 2735'# Max V (Reduced) 1355 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in2 TL Defl (in) LL Defl Actual 49.91 32.38 0.06 0.03 Critical 30.39 11.29 0.30 0.20 Status OK OK OK OK Ratio 61 % 35% 19% 15% Values Adjustments Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 375 Uniform TL: 600 = A Uniform Load A R1 = 1824 R2 = 1824 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Rep # 6464-622 RB-3 Date: 12/06/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.7 in R2= 3.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.14 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 6.83 # Reaction 1 TL 2427 # Reaction 2 TL 2427 # Bm Wt Included 55 # Maximum V 2427 # Max Moment 4855 W Max V (Reduced) 1972 # TL Max Defl L / 240 TL Actual DO L / 493 LL Max DO L / 360 LL Actual Defl L / 951 Section in' Shear(in-) TL Defl in LL Defl 42.19 28.13 0.19 0.10 24.27 12.33 0.40 0.27 OK OK OK OK 58% 44% 49% 38% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 375 Uniform TL: 600 = A Uniform Load A R1 = 2427 R2 = 2427 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-4 Date: 12/06/18 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.0 in2 R2= 5.4 in' (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Beam Span 6.0 ft Reaction 1 LL 2675 # Reaction 2 LL 2088 # Beam Wt per ft 11.21 # Reaction 1 TL 4548 # Reaction 2 TL 3491 # Bm Wt Included 67 # Maximum V 4548 # Max Moment 9069 '# Max V (Reduced) 4540 # TL Max DO L / 240 TL Actual Defl L / 642 LL Max DO L / 360 LL Actual DO L / >1000 Attributes Section (in') Shear (in') TL Defl (in) LL Defl Actual 69.19 46.13 0.11 0.06 Critical 45.35 28.37 0.30 0.20 Status OK OK OK OK Ratio 66% 62% 37% 28% Values Adjustments Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 _ 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 3263 B = 5572 2.0 375 H = 600 2.0 6.0 H Pt loads: R1 = 4548 R2 = 3491 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-5 Date: 12/06/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.8 in R2= 1.2 in' (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1050 # Reaction 2 LL 450 # Beam Wt per ft 7.87 # Reaction 1 TL 1748 # Reaction 2 TL 766 # Bm Wt Included 47 # Maximum V 1748 # Max Moment 2997 '# Max V (Reduced) 1557 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear On') TL Defl (in) LL Defl Actual 49.91 32.38 0.05 0.03 Critical 33.30 12.98 0.30 0.20 Status OK OK OK OK Ratio 67% 40% 17% 13% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 Adiusted Values 1080 180 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1200 B = 1987 2.0 150 H = 240 0 2.0 O Pt loads: R1 = 1748 R2 = 766 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-6 Date: 12/06/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.8 inZ R2= 2.8 in (1.5) DL Defl= 0.10 in Recom Camber= 0.15 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 9.0 ft Reaction 1 LL 1125 # Reaction 2 LL 1125 # Beam Wt per ft 6.83 # Reaction 1 TL 1831 # Reaction 2 TL 1831 # Bm Wt Included 62 # Maximum V 1831 # Max Moment 4119'# Max V (Reduced) 1526 # TL Max Defl L / 240 TL Actual Defl L / 516 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 42.19 28.13 0.21 0.11 20.60 9.54 0.45 0.30 OK OK OK OK 49% 34% 47% 36% Fb (psi) Fv (psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 250 Uniform TL: 400 = A Uniform Load A 0 R1 = 1831 R2 = 1831 SPAN =9FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Date: 12/06/18 Selection 5-1/8x 13-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.0 in2 R2= 10.0 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Beam Span 11.5 ft Reaction 1 LL 1424 # Reaction 2 LL 4163 # Beam Wt per ft 16.81 # Reaction 1 TL 2593 # Reaction 2 TL 6517 # Bm Wt Included 193 # Maximum V 6517 # Max Moment 5776 '# Max V (Reduced) 2997 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear (in2) TL DO in LL Defl Actual 155.67 69.19 0.10 0.05 Critical 28.88 18.73 0.58 0.38 Status OK OK OK OK Ratio 19% 27% 17% 12% J Fb Fv (psi) E (psi x mil) Fc (psi) Values Reference Values _(psi) 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 900 B = 1471 3.0 225 H = 440 0 3.0 900 C = 1471 11.0 225 1 = 440 11.0 11.5 3000 D = 4435 11.0 �Fi I Pt loads BJ R1 = 2593 R2 = 6517 SPAN =11.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Req # 6464-622 B-2 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adiustments Date: 12/06/18 Lu = 0.0 Ft Min Bearing Area R1= 7.2 inZ R2= 4.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Beam Span 12.0 ft Reaction 1 LL 3127 # Reaction 2 LL 2377 # Beam Wt per ft 14.94 # Reaction 1 TL 4697 # Reaction 2 TL 3035 # Bm Wt Included 179 # Maximum V 4697 # Max Moment 10598'# Max V (Reduced) 4302 # TL Max Defl L / 240 TL Actual Defl L 1561 LL Max Defl L / 360 LL Actual Defl L / 862 Section din' Shear (in') TL DO (in) LL Defl 123.00 61.50 0.26 0.17 52.99 26.89 0.60 0.40 OK OK OK OK 43% 44% 43% 42% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1424 B = 2593 2.0 240 H = 380 0 2.0 360 1 = 420 2.0 12.0 I H Pt loads: 0 R1 = 4697 R2 = 3035 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-3 Date: 12/06/18 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.5 in2 R2= 6.5 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Beam Span 6.0 ft Reaction 1 LL 3030 # Reaction 2 LL 3030 # Beam Wt per ft 6.83 # Reaction 1 TL 4221 # Reaction 2 TL 4221 # Bm Wt Included 41 # Maximum V 4221 # Max Moment 6331 '# Max V (Reduced) 3165 # TL Max Defl L / 240 TL Actual Defl L / 526 LL Max Defl L / 360 LL Actual Defl L / 837 Attributes Section (in') Shear in') TL Defl (in) LL Defl Actual 42.19 28.13 0.14 0.09 Critical 31.65 19.78 0.30 0.20 Status OK OK OK OK Ratio 75% 70% 46% 43% Values Adjustments Loads Fb (psi) Fv (psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 1010 Uniform TL: 1400 = A Uniform Load A j R1 = 4221 R2 = 4221 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-4 Date: 12/06/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.6 in2 R2= 4.6 in (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 1950 # Reaction 2 LL 1950 # Beam Wt per ft 6.83 # Reaction 1 TL 2961 # Reaction 2 TL 2961 # Bm Wt Included 41 # Maximum V 2961 # Max Moment 4441 '# Max V (Reduced) 2220 # TL Max Defl L / 240 TL Actual Defl L / 732 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear CiW) TL DO (in) LL Defl 42.19 28.13 0.10 0.06 22.20 13.88 0.30 0.20 OK OK OK OK 53% 49% 33% 28% Fb (psi Fv(psi) E(psi x mil FC!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 650 Uniform TL: 980 = A Uniform Load A 0 R1 = 2961 R2 = 2961 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-5 Date: 12/06/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.4 in2 R2= 2.4 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 LL 960 # Reaction 2 LL 960 # Beam Wt per ft 6.83 # Reaction 1 TL 1547 # Reaction 2 TL 1547 # Bm Wt Included 55 # Maximum V 1547 # Max Moment 3095'# Max V (Reduced) 1257 # TL Max DO L / 240 TL Actual DO L / 775 LL Max DO L / 360 LL Actual Defl L / >1000 Section in' Shear in' TL Defl in LL Defl 42.19 28.13 0.12 0.06 15.47 7.86 0.40 0.27 OK OK OK OK 37% 28% 31% 24% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 240 Uniform TL: 380 = A Uniform Load A R1 = 1547 R2 = 1547 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 B-6 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 12/06/18 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft J NDS 2015 Min Bearing Area R1= 10.4 inz R2= 10.4 in2 (1 5) DL Defl= 0.14 in Recom Camber= 0.22 in Beam Span 14.0 ft Reaction 1 LL 4760 # Reaction 2 LL 4760 # Beam Wt per ft 18.68 # Reaction 1 TL 6781 # Reaction 2 TL 6781 # Bm Wt Included 262 # Maximum V 6781 # Max Moment 23733 '# Max V (Reduced) 5570 # TL Max Defl L / 240 TL Actual Defl L / 454 LL Max Defl L / 360 LL Actual Defl L / 743 Section (in') Shear On') TL DO (in) LL Defl 192.19 76.88 0.37 0.23 118.66 34.81 0.70 0.47 OK OK OK OK 62% 45% 53% 48% Reference Values Adjusted Values Fb (psi) 2400 2400 Fv(psi) 240 240 E(psi x mil 1.8 1.8 Fc(psi) 650 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 680 Uniform TL: 950 = A Uniform Load A R1 = 6781 R2 = 6781 SPAN = 14 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-7 Date: 12/06/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.2 in2 R2= 4.2 inz (1.5) DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1638 # Reaction 2 LL 1638 #� Beam Wt per ft 7.87 # Reaction 1 TL 2595 # Reaction 2 TL 2595 # Bm Wt Included 39 # Maximum V 2595 # Max Moment 3243 '# Max V (Reduced) 1795 # TL Max Deft L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in2 TL Defl in Actual 49.91 32.38 0.05 Critical 36.04 14.96 0.25 Status OK OK OK Ratio 72% 46% 19% Values Adiustments Loads LL Defl 0.02 0.17 OK 15% Reference Values Adjusted Values Fb (psi) 900 1080 Fv(psi) 180 180 E(psi x mil 1.6 1.6 Fc!(psi) 625 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 655 Uniform TL: 1030 = A Uniform Load A R1 = 2595 R2 = 2595 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-8 Date: 12/06/18 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.7 in2 R2= 2.7 in (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in Data Beam Span 8.0 ft Reaction 1 LL 643 # Reaction 2 LL 898 # Beam Wt per ft 6.83 # Reaction 1 TL 1077 # Reaction 2 TL 1777 # Bm Wt Included 55 # Maximum V 1777 # Max Moment 2811 '# Max V (Reduced) 1472 # TL Max Defl L / 240 TL Actual Defl L / 774 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 42.19 28.13 0.12 0.05 Critical 14.05 9.20 0.40 0.27 Status OK OK OK OK Ratio 33% 33% 31 % 19% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adjustments Cv Volume Cd Duration 1.000 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B = 800 6.0 150 H = 200 0 6.0 320 1 = 400 6.0 8.0 H Pt loads: 0 0 R1 = 1077 R2 = 1777 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-1 Date: 12/06/18 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 13.7 in' R2= 20.9 in (1.5) DL Defl= 0.26 in Recom Camber= 0.38 in Data Beam Span 18.5 ft Reaction 1 LL 5712 # Reaction 2 LL 8363 # Beam Wt per ft 26.15 # Reaction 1 TL 8935 # Reaction 2 TL 13586 # Bm Wt Included 484 # Maximum V 13586 # Max Moment 49564'# Max V (Reduced) 10986 # TL Max Defl L / 240 TL Actual DO L / 407 LL Max Defl L / 360 LL Actual Defl L / 767 Attributes Section in' Shear (in') TL Defl (in) LL DO Actual 376.69 107.63 0.55 0.29 Critical 258.78 68.66 0.93 0.62 Status OK OK OK OK Ratio 69% 64% 59% 47% Values Adjustments Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2298 240 1.8 650 Cv Volume 0.958 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2675 B = 4548 14.0 525 H = 780 0 14.0 900 1 = 1460 14.0 18.5 I H Pt loads: 0 0 R1 = 8935 R2 = 13586 SPAN =18.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BearnChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-2 Date: 12/06/18 Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.2 in2 R2= 6.2 in (1.5) DL Defl= 0.20 in Recom Camber= 0.29 in Data Beam Span 16.0 ft Reaction 1 LL 2050 # Reaction 2 LL 2051 # Beam Wt per ft 18.68 # Reaction 1 TL 4020 # Reaction 2 TL 4020 # Bm Wt Included 299 # Maximum V 4020 # Max Moment 12016 '# Max V (Reduced) 3397 # TL Max Defl L / 240 TL Actual DO L / 594 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear (in') TL Defl (in) LL Defl Actual 192.19 76.88 0.32 0.13 Critical 60.08 21.23 0.80 0.53 Status OK OK OK OK Ratio 31 % 28% 40% 24% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1175 B = 1831 3.5 250 H = 480 0 3.5 1176 C = 1831 12.5 1 = 80 3.5 12.5 250 J = 480 12.5 16.0 0 I Pt loads: 0 R1 = 4020 R2 = 4020 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND SE I SM I G DES 1 GN DATA PROJECT: PER 2018 IBG DATE: ARCHITECTS NAME: WIND DESIGN GRITERIA DE516N PER A5GE 7-I6 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. RISK GATEC70RY II 1.00 3. WIND EXPOSURE GATE60RY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. GOMPONENT5 AND GLADDIN6 DE516N PRE55URE +/- 16 psf BUILDINGS, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DE516NED AND GONSTRUGTED IN AGGORDANGE WITH 5TRENOTH DE516N, LOAD, AND RE515TANGE FAGTOR DE516N, ALLOWABLE STRESS, DESIGN, EMPIRIGAL DESIGN OR GONVENTIONAL GONSTRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, 5EGTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS, DEFINED IN 5EGTION I60a AND ASGE 7-16 WIND DE516N PER PART 2 "ENGL05ED SIMPLE DIAPHRAGM BUILDIN65 PER A5GE 7-I6, SEGTION 27.4 (BUILDING HEIGHT IS LESS THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE 19.6 P5F PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= 19.6 ph- PAGE 288) WOOD DE516N PER 5EGTIONS 2304-2306. STRUGTURE5 USING WOOD SHEAR WALLS AND DIAPHRA6M5 TO RE515T WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND GONSTRUGTED IN AGGORDANGE WITH AF 4 PA 5DPW5 AND PROVISIONS OF 5EGTION5 2305-2306 SEISMIC, DESIGN DATA DE516N PER ASGE 7-I6/GHAPTER 11 I. 5EISMIG IMPORTANCE FAGTOR le 1.00 2. SHORT PERIOD AGGELERATION 55 1.5 *see footnote at bottom of page (D=1.0) 3. 1 5EGOND AGGELERATION 51 0.748 *see footnote at bottom of page 4. SITE GLA55 D (default class per IBG and section 11.4.3) 5. SPECTRAL RESPONSE GOEFFIGENT 5ne OA72 *see footnote at bottom of page 6. 5PEGTRAL RESPONSE GOEFFIGENT 5a 0.748 *see footnote at bottom of page 7. SEISMIC, DE516N GATE6ORY D (per table 11.6-1 AND table 11.6-2) 8. 5EI5MIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS cl. DE516N BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE GOEFFIGENT CS 0.15 11. RESPONSE MODIFICATION FAGTOR R 6.5 12. ANALY515 PROGEDURE EQUIVALENT LATERAL FORGE 13. RISK GATEC70RY 11 (table 1.5-1) THE ANGHORA6E OF WALLS SUPPORTING GON5TRUGTION SHALL BE BE DESIGNED IN AGGORDANGE WITH ASGE 7-16, SEGTION 12.14 IN 5TRUGTURE5 ASSIGNED TO 5EISMIG DE516N GATEGORY G-F, GOLLEGTOR ELEMENTS AND THEIR CONNECTIONS TO VERTIGAL ELEMENTS SHALL BE DE516NED TO RES15T MAXIMUM EFFEGT5 AS, 5PE61FIED IN A5GE 7-I6, 5EGTION 12.14 BASE SHEAR V= (F 5D5/R) W ANGHOR BOLTS: 5/8" DIA X 10", A507 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT * PER U565, THE MAXIMUM 51 IN THE STATE OF WA5HIN6TON 15 0.748. ALL 5EI5MIG DE516N VALUES USED IN THI5 ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE 5EI5MIG GATEC70RY D IF RISK GATEC70RY 15 1, 11, OR 111 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM .dSd 9'b 1 A li 11 a pI-511 0 p(ZX ��►zx CZ)zx C49D I hi .41 FL !i h./d L 7 NASH & ASSOCIATES LATERAL CALCULATIONS CLIENT: PROJECT: WIND WORKSHEET DATE: A R C H I T E C T S 85 MPH/110 MPH= NOMINAUULTIMATE WIND 5PEED NAME: 19.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) W z H s (see chart for wind pressure SHEAR WALL UNIT SHEAR SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE 10? ?40$k/9,e 3/3�v 16 � /96 pl.6,� 2�� C lox �xl �, b J/3 b 33,5- q Aa,0 l !� X Xl q, 6 � sv 1/f xig.(vl z,voxlq,,& Af ' 3/ 3 11ki 60Yq Cf,6 3I36 Z/0 Uoxq xlq�� 3i 3 b 16. S q03 Pi- 3 �� ZX to 2 I b M ax!a,G ) a-efo ri MIX S33/ 1I,S� yb� pl-2' (Z/ 7 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH-ASSOQATES LATERAL CALCULATIONS CLIENT: WIND WORKSHEET PROJECT: ARCHITECTS DATE: 85 MPH/110 MPH= NOMINALAJLTIMATE WIND 5PEED NAME. Iq.6 P5P FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W s H a (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE 37 gaa /O. 71- 3 - / pi-3�r �1 J zX 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM CLIENT: NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME: 1 Weight of Building: Roof Assembly - Asphalt Shingles - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-38 Insulation - 1/2" GWB Ceiling - 2.00 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.35 #/ft 2.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - 2.25 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.25 #/ft 2.00 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 9.75 #/ft 10.00 #/ft Total Use 9.90 #/ft 10.00 #/ft Total 17.90 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly - Carpet / Pad - 3/4T&G Plywood - 2x10 ® 16" o. c. - 1/2" GWB Ceiling - 0.50 #/ft 2.50 #/ft 2.30 #/ft 2.00 #/ft Hardwood - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 ® 16' o. c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 7.30 #/ft 10.00 #/ft Total Use 9.30 #/ft 10.00 #/ft Interior Wall Assembly: Exterior Wall Assembly. 1/2" GWB - 2X4 ® 16" o.c. - 1/2" GWB - Total Use 2.00 #/ft 1.10 #/ft 2.00#/ft 5.10 #/ft 8.00 #/ft 3/4" Wood Siding - 1/2" Plywood - 2x6 ® 16" o.c. - R-21 Insulation - 1/2" GWB - 2.30 #/ft 1.50 #/ft 1.37 #/ft 2.10 #/ft 2.00 #/ft Total 9.27 #/ft Use 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH- ARCHITECTS. COM CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME: 2 SEISMIC: V = (C. ) (Wdl) (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X 005 sf = 19 0 3-5or (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) q S NI O'k Interior Walls: L x B#/sf x 1/2 (h) Z/0 Jr 0 k&j 6 776 (I,) TOTAL; 3 3 f 7 d = 1st Level: Roof: (1st Floor Roof) 10#/ft X Z1 0 If = Z i0Q 2nd Floor: 10#/ft X 1 0%J& -sf = 11.01 Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) i� H 7s 7ovoi- Z I �' k/ p X N. r cEl) Interior Walls: (I2) + L x 8#/sf x 1/2 (h) �21Zo 60%20 �- /sak0 kq, � cI1) TOTAL: _sovi yp `! S7 Basement: 1st Floor. 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (11) + L x B#/sf x 1/2 (h) TOTAL = 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM VLEVEL LINE LINE SHEAR LINE SHEAR TOTAL P > 1 WALL LENGTH Vmax SEIS IC # ft) WIND SHEAR WALL HEIGHT OVER TURNING FORCE HOLD — DOWN REQ d SHEAR WALL � pC ABOVE o Z Q t Ico Z 3� 41 � 3, if 7s o K IM-rC q b e C h7 � ,7 i6 106 i1-7 z' 2 1,,4 3ZZ '161 Moot tzj No 3 4 3G j 7 KDV $ Amt z l�ti2 /,� /�� S' / K� 9 yf 7� woo coA r o w N v 1 G l� H 2 �� 1 3117, 14 33 3y _Qho m N co F+46 17 a 0