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REVIEWED BLD BLD2024-1041+Structural_Calculations+8.9.2024_8.21.53_AM+4431146NASH & ASSOCIATES RECEIVED BLD2024-1041 ARCHITECTS Aug 162024 CITY OF EDMONDS DEVELOPMENT SERVICES REVIEWED DEPARTMENT BY CITY OF EDMONDS BUILDING DEPARTMENT ............................................... SELECT HOMES PLAN 3267 STRUCTURAL CALCULATIONS A 12H, I REGISTERED I\\I ARGi-+I TEGT MIGH L YNE J0HN50N STATE - WA5HINGTON EDMONDS, WA 2021 IBC 03-16-24 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM CLIENT: HASH & 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 21 Masonry: Per IBC 21 Steel: Per IBC 21 Wood: Per IBC 21 Nailing: Per IBC 21 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 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-1 Date: 12/12/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.9 in2 R2= 3.9 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 7.87 # Reaction 1 TL 2424 # Reaction 2 TL 2424 # Bm Wt Included 47 # Maximum V 2424 # Max Moment 3635'# Max V (Reduced) 1801 # TL Max Defl L / 240 TL Actual Defl L / 950 LL Max Defl L / 360 LL Actual Defl L / >1000 Section QW) Shear (ins) TL Defl in LL Defl 49.91 32.38 0.08 0.04 40.39 15.01 0.30 0.20 OK OK OK OK 81% 46% 25% 20% 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 Uniform LL: 500 Uniform TL: 800 = A Uniform Load A R1 = 2424 R2 = 2424 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-2 Date: 12/12/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.7 in R2= 2.7 in (1.5) DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1063 # Reaction 2 LL 1063 # Beam Wt per ft 6.17 # Reaction 1 TL 1715 # Reaction 2 TL 1715 # Bm Wt Included 31 # Maximum V 1715 # Max Moment 2144 '# Max V (Reduced) 1301 # TL Max Defl L / 240 TL Actual Defl L / 930 LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section in') Shear On') TL Defl (in) LL Defl Actual 30.66 25.38 0.06 0.03 Critical 21.99 10.84 0.25 0.17 Status OK OK OK OK Ratio 72% 43% 26% 20% Values Adiustments Loads Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CF Size Factor 1.300 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: 425 Uniform TL: 680 = A Uniform Load A 0 R1=1715 R2=1715 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-3 Date: 12/12/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.9 inz R2= 3.9 in (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 7.87 # Reaction 1 TL 2424 # Reaction 2 TL 2424 # Bm Wt Included 47 # Maximum V 2424 # Max Moment 3635'# Max V (Reduced) 1801 # TL Max Defl L / 240 TL Actual Defl L / 950 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear(in') TL Defl (in) LL Defl Actual 49.91 32.38 0.08 0.04 Critical 40.39 15.01 0.30 0.20 Status OK OK OK OK Ratio 81 % 46% 25% 20% Values Adiustments Loads 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 Uniform LL: 500 Uniform TL: 800 = A Uniform Load A R1 = 2424 R2 = 2424 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-4 Date: 12/12/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.3 in R2= 3.3 in (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1275 # Reaction 2 LL 1275 # Beam Wt per ft 7.87 # Reaction 1 TL 2064 # Reaction 2 TL 2064 # Bm Wt Included 47 # Maximum V 2064 # Max Moment 3095 W Max V (Reduced) 1533 # 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 jn LL Defl Actual 49.91 32.38 0.06 0.03 Critical 34.39 12.78 0.30 0.20 Status OK OK OK OK Ratio 69% 39% 22% 17% Values Adiustments Loads 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 Uniform LL: 425 Uniform TL: 680 = A Uniform Load A R1 = 2064 R2 = 2064 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Date: 12/12/18 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in' R2= 6.2 in' (1.5) DL Defl= 0.03 in Recom Camber= 0.05 in Data Beam Span 6.0 ft Reaction 1 LL 1252 # Reaction 2 LL 2668 # Beam Wt per ft 6.83 # Reaction 1 TL 1698 # Reaction 2 TL 4047 # Bm Wt Included 41 # Maximum V 4047 # Max Moment 3548 W Max V (Reduced) 3082 # TL Max Defl L / 240 TL Actual Defl L / 858 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in') TL Defl (in) LL Defl Actual 42.19 28.13 0.08 0.05 Critical 17.74 19.26 0.30 0.20 Status OK OK OK OK Ratio 42% 68% 28% 26% Values Adiustments 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 1500 B = 2424 5.0 320 H = 400 0 5.0 820 1 = 1280 5.0 6.0 I Pt loads: I_ 0 R1 = 1698 R2 = 4047 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1.1 Date: 12/12/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.9 inZ R2= 5.9 in (1.5) DL DO= 0.06 in Recom Camber= 0.09 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 LL 2460 # Reaction 2 LL 2460 # Beam Wt per ft 6.83 # Reaction 1 TL 3861 # Reaction 2 TL 3861 # Bm Wt Included 41 # Maximum V 3861 # Max Moment 5791 '# Max V (Reduced) 2895 # TL Max DO L / 240 TL Actual Defl L / 556 LL Max Defl L / 360 LL Actual DO L / >1000 Section in' Shear in2 TL Defl in LL Defl 42.19 28.13 0.13 0.07 28.95 18.10 0.30 0.20 OK OK OK OK 69% 64% 43% 35% Fb (pi) 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: 820 Uniform TL: 1280 = A Uniform Load A 0 R1 = 3861 R2 = 3861 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-2 Date: 12/12/18 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.2 in2 R2= 4.2 in (1.5) DL Defl= 0.24 in Recom Camber= 0.36 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 16.0 ft Reaction 1 LL 1600 # Reaction 2 LL 1600 # Beam Wt per ft 14.94 # Reaction 1 TL 2760 # Reaction 2 TL 2760 # Bm Wt Included 239 # Maximum V 2760 # Max Moment 11038'# Max V (Reduced) 2415 # TL Max Defl L / 240 TL Actual Defl L / 415 LL Max Defl L / 360 LL Actual DO L / 866 Section in' Shear(in') TL Defl in LL Defl 123.00 61.50 0.46 0.22 55.19 15.09 0.80 0.53 OK OK OK OK 45% 25% 58% 42% rD tpsil ry (psi) t (psi x Reference Values 2400 240 1.8 Adjusted Values 2400 240 1.8 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 200 Uniform TL: 330 = A r c! 650 650 1.00 Uniform Load A 0 R1 = 2760 R2 = 2760 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-3 Date: 12/12/18 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 12.2 in R2= 3.4 in (1.5) DL Defl= 0.04 in Recom Camber= 0.05 in Data Beam Span 8.0 ft Reaction 1 LL 4650 # Reaction 2 LL 1150 # Beam Wt per ft 14.94 # Reaction 1 TL 7946 # Reaction 2 TL 2228 # Bm Wt Included 120 # Maximum V 7946 # Max Moment 5463'# Max V (Reduced) 4224 # TL Max DO L / 240 TL Actual DO L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear(in') TL Defl (in) LL Defl Actual 123.00 61.50 0.06 0.03 Critical 27.31 26.40 0.40 0.27 Status OK OK OK OK Ratio 22% 43% 16% 11 % Values Adiustments 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 Loads Uniform LL: 225 Uniform TL: 440 = A Point LL Point TL Distance 4000 B = 6535 0.5 Uniform Load A Pt loads: R1 = 7946 R2 = 2228 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. 1���1►[i3'T�] BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-4 Date: 12/12/18 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.7 in2 R2= 5.7 in (1.5) DL Defl= 0.10 in Recom Camber= 0.16 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 12.0 ft Reaction 1 LL 2880 # Reaction 2 LL 2880 # Beam Wt per ft 13.08 # Reaction 1 TL 3678 # Reaction 2 TL 3678 # Bm Wt Included 157 # Maximum V 3678 # Max Moment 11035'# Max V (Reduced) 3142 # TL Max Defl L / 240 TL Actual Defl L / 405 LL Max Defl L / 360 LL Actual Defl L / 573 Section (in') Shear (in') TL Defl (in) LL Defl 94.17 53.81 0.36 0.25 55.18 19.64 0.60 0.40 OK OK OK OK 59% 36% 59% 63% Fb (psi) Fv (psi) E (psi x rnil) Fc L (psi) Reference Values Adjusted Values 2400 2400 240 240 1.8 650 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: 480 Uniform TL: 600 = A Uniform Load A 0 0 R1 = 3678 R2 = 3678 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-5 Date: 12/12/18 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.2 in' R2= 6.2 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.0 ft Reaction 1 LL 1867 # Reaction 2 LL 2617 # Beam Wt per ft 6.83 # Reaction 1 TL 2738 # Reaction 2 TL 4058 # Bm Wt Included 41 # Maximum V 4058 # Max Moment 6383 W Max V (Reduced) 3093 # TL Max Defl L / 240 TL Actual Defl L / 537 LL Max Defl L / 360 LL Actual Defl L / 960 Section (in') Shear (in') TL Defl (in) LL DO 42.19 28.13 0.13 0.07 31.92 19.33 0.30 0.20 OK OK OK OK 76% 69% 45% 37% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi Reference Values Adlusted Values 2400 2400 240 240 1.8 650 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 1063 B = 1715 3.0 320 H = 400 0 3.0 820 1 = 1280 3.0 6.0 I H Pt loads: © J 0 R1 = 2738 R2 = 4058 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-6 Date: 12/12/18 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.2 inZ R2= 4.1 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 10.0 ft Reaction 1 LL 2653 # Reaction 2 LL 2107 # Beam Wt per ft 9.11 # Reaction 1 TL 3362 # Reaction 2 TL 2679 # Bm Wt Included 91 # Maximum V 3362 # Max Moment 7969'# Max V (Reduced) 2653 # TL Max Defl L / 240 TL Actual Defl L / 596 LL Max Defl L / 360 LL Actual Defl L / 835 Section (in') Shear (in 2) TL Defl (in) LL Defl 75.00 37.50 0.20 0.14 39.85 16.58 0.50 0.33 OK OK OK OK 53% 44% 40% 43% 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 Loads Par Unif LL Par Unif TL Start End 560 H = 700 0 6.5 320 1 = 400 6.5 10.0 H l o n R1 = 3362 R2 = 2679 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-7 Date: 12/12/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in R2= 2.6 in (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.5 ft Reaction 1 LL 1300 # Beam Wt per ft 7.87 # Reaction 1 TL 1651 # Bm Wt Included 51 # Maximum V 1651 # Max Moment 2682'# Max V (Reduced) 1259 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 1300 # 1651 # Section in') Shear (in') TL Defl (in) LL Defl 49.91 32.38 0.06 0.04 29.80 10.49 0.33 0.22 OK OK OK OK 60% 32% 19% 20% Fb (psi) Fv (psi) E(psi x mil Fc I(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: 400 Uniform TL: 500 = A Uniform Load A R1 = 1651 R2 = 1651 SPAN =6.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-8 Date: 12/12/18 Selection 1 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 9.7 in2 R2= 5.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Data Beam Span 12.0 ft Reaction 1 LL 3919 # Reaction 2 LL 2461 # Beam Wt per ft 18.68 # Reaction 1 TL 6275 # Reaction 2 TL 3709 # Bm Wt Included 224 # Maximum V 6275 # Max Moment 16432 '# Max V (Reduced) 4777 # TL Max Defl L / 240 TL Actual Defl L / 741 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (ii Actual 192.19 Critical 82.16 Status OK Ratio 43% Values Adiustments Reference Values Adjusted Values Shear it 76.88 29.86 OK 39% Fb (psi 2400 2400 TL Defl in 0.19 0.60 OK 32% Fv�psi) 240 240 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 LL Defl 0.10 0.40 OK 26% E (psi x mil) Fc I (psi 1.8 650 1.8 650 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Par Unif LL Par Unif TL Start End 740 H = 1180 0 7.0 240 1 = 300 7.0 12.0 H Z R1 = 6275 R2 = 3709 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-1 Date: 12/12/18 Selection 5-1/8x 15 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 9.7 in2 R2= 5.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Data Beam Span 12.0 ft Reaction 1 LL 3919 # Reaction 2 LL 2461 # 1 Beam Wt per ft 18.68 # Reaction 1 TL 6275 # Reaction 2 TL 3709 # Bm Wt Included 224 # Maximum V 6275 # Max Moment 16432'# Max V (Reduced) 47774 TL Max DO L / 240 TL Actual Defl L / 741 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Section (in3) Shear (in') TL Defl (in) LL Defl 192.19 76.88 0.19 0.10 82.16 29.86 0.60 0.40 OK OK OK OK 43% 39% 32% 26% Fb (psi) Values Reference Values 2400 Adjusted Values 2400 Ad ustm(.nts Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 Fv (psi) E 240 240 1.00 N/A ;i x mil) Fc L 1.8 650 1.8 650 Rb = 0.00 Le = 0.00 Ft Loads Par Unif LL Par Unif TL Start End 740 H = 1180 0 7.0 240 1 = 300 7.0 12.0 I j 1 R1 = 6275 R2 = 3709 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-2 Date: 12/12/18 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 18.1 in'R2= 18.1 in (1.5) DL Defl= 0.28 in Recom Camber= 0.43 in Data Beam Span 18.5 ft Reaction 1 LL 7076 # Reaction 2 LL 7076 # Beam Wt per ft 26.15 # Reaction 1 TL 11761 # Reaction 2 TL 11778 # Bm Wt Included 484 # Maximum V 11778 # Max Moment 54241 W Max V (Reduced) 9493 # TL Max Defl L / 240 TL Actual DO L / 388 LL Max Defl L / 360 LL Actual Defl L / 769 Attributes Section (in') Shear TL Defl (in) LL DO Actual 376.69 _(in') 107.63 0.57 0.29 Critical 283.20 59.33 0.93 0.62 Status OK OK OK OK Ratio 75% 55% 62% 47% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2298 240 1.8 650 Adiustments 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 1275 B = 2064 2.0 765 H = 1280 0 2.0 1275 C = 2064 8.0 340 1 = 540 2.0 8.0 1275 D = 2064 10.0 765 J = 1280 8.0 10.0 1275 E = 2064 16.0 340 K = 540 10.0 16.0 765 L = 1280 16.0 18.5 K I 0 Pt loads: © © Q R1 = 11761 R2 = 11778 SPAN =18.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-3 Date: 12/12/18 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 22.4 in R2= 10.1 in (1.5) DL Defl= 0.16 in Recom Camber= 0.24 in Data Beam Span 14.75 ft Reaction 1 LL 8400 # Reaction 2 LL 3480 # Beam Wt per ft 26.15 # Reaction 1 TL 14533 # Reaction 2 TL 6544 # Bm Wt Included 386 # Maximum V 14533 # Max Moment 51612 '# Max V (Reduced) 13276 # TL Max DO L / 240 TL Actual Defl L / 595 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in')_ Shear (in 2) TL Defl (in) LL Defl 376.69 107.63 0.30 0.14 Actual Critical 263.44 82.97 0.74 0.49 Status OK OK OK OK Ratio 70% 77% 40% 28% Values Adiustments ro si) rv(psi) t(psi x mu rc!(psi) Reference Values 2400 240 1.8 650 Adiusted Values 2351 240 1.8 650 Cv Volume 0.980 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: 60 Uniform TL: 180 = A Point LL Point TL Distance 3919 B = 6275 1.5 7076 C = 11761 5.5 Uniform Load A Pt loads: 0 R1 = 14533 R2 = 6544 SPAN = 14.75 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3267 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-4 Date: 12/12/18 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in2 R2= 2.6 in (1.5) DL Defl= 0.23 in Recom Camber= 0.34 in Data Attributes Actual Critical Status Ratio Beam Span 16.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # Beam Wt per ft 9.11 # Reaction 1 TL 1673 # Reaction 2 TL 1673 # Bm Wt Included 146 # Maximum V 1673 # Max Moment 6692'# Max V (Reduced) 1464 # TL Max Defl L / 240 TL Actual Defl L / 421 LL Max Defl L / 360 LL Actual Defl L / 845 Section in' Shear ins TL Defl in LL Defl 75.00 37.50 0.46 0.23 33.46 9.15 0.80 0.53 OK OK OK OK 45% 24% 57% 43% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Values i Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Loads 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 125 Uniform TL: 200 = A Uniform Load A 0 R1 = 1673 R2 = 1673 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES 7 WIND AND SEISMIG DES16N DATA PROJECT: PER 2021 BG DATE: ARC 11 1 T E C T S NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 7-22 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. RISK GATE60RY 11 1.00 3. WIND EXPOSURE GATE6ORY "B" 4. INTERNAL PRESSURE COEFF I GENT +/-55 5. GOMPONENTS AND GLADDIN6 DES16N PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DES16NED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE STRESS DE516N, EMPIRICAL DE51ON OR GONVENTIONAL GONSTRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURE5, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION I60G AND ASGE 7-22 WIND DES16N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDINGS PER ASGE 7-I6, SEGTION 27.4 (BUILDING HE16HT 15 LESS THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.6 ph- PAGE 288) WOOD DES16N PER SECTIONS 2304-2306. 5TRUGTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN AGGORDANGE WITH AF $ PA SDPW5 AND PROVISIONS OF SECTIONS 2305-2506 SEISMIG DESIGN DATA DESIGN PER ASGE 7-22/GHAPTER 11 1. SEISMIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD AGGELERATION 55 1.5 *see footnote at bottom of page (D=1.0) 3. 1 SECOND AGGELERATION 51 0.748 *see footnote at bottom of page 4. SITE GLASS D (default class per IBC, and section 11.4.3) 5. SPECTRAL RESPONSE COEFFICIENT 5D5 OA72 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFIGENT Sp, 0.748 *see footnote at bottom of page 7. SEISMIG DE516N GATE60RY D (per table II.6-I AND table 11.6-2) 8. SEISMIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DE516N BASE SHEAR (see seismic calculations) 10. SEISMIG RESPONSE GOEFFIGENT C5 0.15 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK GATE60RY 11 (table 1.5-1) THE ANGHORA&E OF WALLS 5UPPORTIN6 GON5TRUGTION SHALL BE BE DESIGNED IN AGGORDANGE WITH ASGE 7-22, SECTION 12.14 IN STRUCTURES ASSIGNED TO SEISMIG DESIGN GATE60RY G-F, GOLLEGTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DES16NED TO RESIST MAXIMUM EFFECTS AS SPEGIFIED IN ASGE 7-22, SECTION 12.14 BASE SHEAR V= (F 5D5/W W ANGHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT * PER U565, THE MAXIMUM 51 IN THE STATE OF WASHIN6TON 15 0.748. ALL SEISMIG DES16N VALUES USED IN TH15 ANALY515 ARE BASED UPON THIS NUMBER. SINGE 51 15 LE55 THAN 0.75, THEN USE SEISMIG GATEC70RY D IF RISK GATE60RY 15 1, 11, OR 111 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM �Sd °) ibl= IN 0 -tL(2) /, f -Id /J XLIz) xZu) H' id ♦ 5 L� I NASH & ASSOQATES LATERAL CALCULATIONS CLIENT: PROJECT: WIND woRKSIIEET DATE: ARCHI"1'EC'I S 85 MPWI1O MPH= NOMINALNLTIMATE WIND SPED NEE. 19.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) 1P a H a (see chart for wind pressure SHEAR WALL UNIT SHEAR SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE I v P9 X l 9 Z(!l� CZS�C�X Igr(o /o 7 �v� 3g l,s"x8x/Qr61 l(S Z3X6 kM(vl 360 ly � ZS-7 Pr-y�/ //rfXBxrg,b 103I/2 8330 / 7 ' Yga p/-2�� ��302�v o p�--��� A� Ci sxgX14,e 1 -� 1663 RM 3$ 32 rnvoik(qtO 1S � ZSS p/•�!// 4 3666 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 1YVPW. NASH—ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS LATERAL CALCULATIONS WIND WORKSHEET CUES` PROJECT. DATE: 85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED Iq.6 PSF NAME: FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W a H s (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE Oh r -Xq ess 333 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM FJ CLIENT: NASH-ASSOQATES 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: Caret / Pad - 0.50 #/ft 3/4' T&G Plywood - 2.50 #/ft 2x10 ® 16' o.c. - 2.30 #/f t 1/2" GWB Ceiling - 2.00 #/ft Hardwood - 3/4" T&G Plywood 2x10 0 16" o.c. - 1/2" GWB Ceiling - 2.50 #/ft - 2.50 #/ft 2.30 #/ft 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 96033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM NASH-ASSOCIATES SEISMIC ANALYSIS CLIENT: PROJECT: t1RCHITECTS nATE: NAME: 2 SEISMIC: V = (C.) (Wdl) (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X ! Q y Z sf or (Tile) 18#/ft X sf = /Q N Z = Exterior Walls: L x 10#/sf x 1/2 (h) -72 0 (E2) Interior Walls: L x 8#/sf x 1/2 (h) / 7? Zroxa k of TOTAL = 3 R co 0 (�/ (I� 1st Level: Roof: 2nd Floor: (1st Floor Roof) 10#/ft X 2 sf 10#/ft X e & sf = I d = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 77(0 0 +- M 5 k/ 0 / /_/ 7O ((� r/ (E1) Interior Walls: (I2) + L x 8#/sf x 1/2 (h) // / (077,0 (/ 7 Z a+ l N o k S (I 1) TOTAL: _ Yy Z qQ _._ 8 2 r90 Basement: 1st Floor: 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL _ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM 6 LEVEL LINE LINE SHEAR LINE SHEAR TOTAL P > 1 WALL LENGTH Vmax SE S I # ft� WIND SHEAR WALL HEIGHT OVER TURNING FORCE HOLD — DOWN REQd SHEAR WALL z pC ABOVE � x Z- t 3�3r 3co 1 3r Z 2 3