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REVIEWED-BLD2022-1092+Structural_Calculations+8.16.2022_1.21.59_PM+3054065NASH & ASSOCIATES REVIEWED"""""' BY ARCHITECTS - CITY OF EDMONDS :RECEIVED BUILDING DEPARTMENT: Aug 19 2022 ................................................ CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 19512 88TH AVE W BLD2022-1092 PLAN 3267 STRUCTURAL CALCULATIONS A 128,1 \\I REGISTERED ARCHITCT E H EL YNE JOHNSON OF WASFiINGTON ESATE 2018 IBC FEB 1, 2021 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 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*KI) 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 Ad 1ustments 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 (W) 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 si 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: 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 [in-) TL DO (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 A&stments Loads Reference Values Adjusted Values Fb(psi) 900 1170 Fv(psi) 180 180 E(psi x mil 1.6 1.6 Fc(psi) 625 625 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 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 in' 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 W 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 [n' 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% Fb (psi) Fv (psi) E (psi x mild _ Fc l Values Reference Values 900 180 .(psi) 1.6 625 Ad'usted 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 Uniform LL: 500 Uniform TL: 800 = A R1 = 2424 Uniform Load A 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 Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 LL 1275 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 2064 # Reaction 2 TL 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 1275 # 2064 # Section (in3} Shear,iW, TL Defl in LL Defl 49.91 32.38 0.06 0.03 34.39 12.78 0.30 0.20 OK OK OK OK 69% 39% 22% 17% ro si ry lj t kpst x mu rc! si 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 Attributes Actual Critical Status Ratio Values Adiustments 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 Section (in') Shear (in2} TL Defl (in) LL Defl 42.19 28.13 0.08 0.05 17.74 19.26 0.30 0.20 OK OK OK OK 42% 68% 28% 26% Fb(psi) Fv(psi) E(psi x mil) Fc!(psi) _ Reference Values 2400 240 1.8 650 _Adjusted Value_ s_ 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 50 820 1 = 1280 5.0 6.0 Pt loads: 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 Beam Span 6.0 ft Reaction 1 LL 2460 # Reaction 2 LL Beam Wt per ft 6.83 # Reaction 1 TL 3861 # Reaction 2 TL 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 Attributes Section Actual 42.19 Critical 28.95 Status OK Ratio 69% Shear (in'] TL Defl 28.13 0.13 18.10 0.30 OK OK 64% 43% LL Defl 0.07 0.20 OK 35% Fb (psi) Fv.(psi) E (psi x Values 1 Reference Values 2400 240 1.8 Adjusted Values 2400 240 1.8 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 820 Uniform TL: 1280 = A 650 650 1.00 Uniform Load A ZNI R1 = 3861 R2 = 3861 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 2460 # 3861 # 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 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% _ Fb (psi]_ Values Reference Values 2400 Adjusted Values_ 2400 Adjustments Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Loads Fv tesi) E (psi x mil) Fc 240 1.8 650 240 1.8 650 1.00 N/A 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 200 Uniform TL: 330 = A Uniform Load A 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 Actual Critical Status Ratio Values Adjustments Section in•') Shear in' TL Defl in LL Defl 123.00 61.50 0.06 0.03 27.31 26.40 0.40 0.27 OK OK OK OK 22% 43% 16% 11 % Reference Values Adjusted Values Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb (psi) Fv (psi) E (psi x mil) Fc I 2400 240 1.8 650 2400 240 1.8 650 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 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 GLIB 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 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 Attributes Section (ina) Shear inl TL Defl (in) LL Defl _ Actual 94.17 53.81 0.36 0.25 Critical 55.18 19.64 0.60 0.40 Status OK OK OK OK Ratio 59% 36% 59% 63% 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 Uniform LL: 480 Uniform TL: 600 = A Uniform Load A 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 Data Attributes Actual Critical Status Ratio Values Adiustments Min Bearing Area R1= 4.2 in' R2= 6.2 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in 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 (W) 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% Reference Values Adjusted Values Fb(psi) Fv (psi) 2400 240 2400 240 E (psi x m 1.8 1.8 Fc-L (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 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: 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 Adjustments 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 LL Max Defl L / 240 L / 360 TL Actual Defl LL Actual Defl L / 596 L / 835 Section (in') Shear (W) 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! I 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 65 10.0 F H 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 Beam Span 6.5 ft Reaction 1 LL 1300 # Reaction 2 LL 1300 # Beam Wt per ft 7.87 # Reaction 1 TL 1651 # Reaction 2 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 DO L / >1000 Attributes Actual Critical Status Ratio Values Ad ustments Loads 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(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 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 in' Shear in2 TL Defl in LL Defl Actual 192.19 76.88 0.19 0.10 Critical 82.16 29.86 0.60 0.40 Status OK OK OK OK Ratio 43% 39% 32% 26% Values Adjustments Fb(psi) Fv psi E (psi x mil) 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 Fc 650 650 Will Loads Par Unif LL Par Unif TL Start End_ 740 H = 1180 0 7.0 240 1 = 300 7.0 12.0 I 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 inZ R2= 5.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Data Attributes Actual Critical Status Ratio 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 DO L / 240 TL Actual Defl L / 741 LL Max DO L / 360 LL Actual Defl L / >1000 Section (in') Shear (inZ) TL Defl (in) LL DO 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 Fv(psi) E(psi x mil Fc L Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adfustments 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.( 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 I H d 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 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Date: 12/12/18 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 (in') TL Defl (in) LL DO Actual 376.69 107.63 0.57 0.29 Critical 283.20 59.33 0.93 0.62 Status OK OK OK OK Ratio 75% 55% 62% 47% Values Adiustments Fb (psi) Fv (psi) E (psi x md) 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 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 LLl 0 F- 71 0 Pt loads: IN u A 0 ZN, Ins 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 in2R2= 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 (in2) TL Defl (in) LL Defl Actual 376.69 107.63 0.30 0.14 Critical 263.44 82.97 0.74 0.49 Status OK OK OK OK Ratio 70% 77% 40% 28% Values Adjustments Fb(psi) Fv s! E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted 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 J Pt loads: 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 Values Adjustments Loads Beam Span 16.0 ft Reaction 1 LL Beam Wt per ft 9.11 # Reaction 1 TL Bm Wt Included 146 # Maximum V Max Moment 6692'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Section On-1) Shear (in') TL Defl (in) 75.00 37.50 0.46 33.46 9.15 0.80 OK OK OK 45% 24% 57% 1000 # Reaction 2 LL 1000 # 1673 # Reaction 2 TL 1673 # 1673 # 1464 # L/421 L/845 LL Defl 0.23 0.53 OK 43% 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: 125 Uniform TL: 200 = A Uniform Load A I R1 = 1673 R2 = 1673 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND SE 1 SM I G DES 16N DATA PROJECT: ARCHITECTS PER 2018 IBG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER A5GE 7-16 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 65/110 mph 2. RISK GATE60RY II 1.00 3. WIND EXPOSURE GATE60RY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. GOMPONENT5 AND GLADDIN6 DESIGN PRESSURE +/- 16 psf BUILDIN65, STRUCTURES, AND PARTS THEREOF SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH 5TREN6TH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN65, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160cl AND ASGE 7-I6 WIND DE516N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDINGS PER A5GE 7-16, SECTION 27.4 (BUILDING HEIGHT 15 LESS THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE 1a.6 P5F PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= 1a.6 ph- PAGE 288) WOOD DE516N PER SECTIONS 2304-2306. STRUCTURES U51146 WOOD SHEAR WALL5 AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOAD5 SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS OF 5EGTION5 2305-2306 SEISMIC, DESIGN DATA DE516N PER A5GE 7-16/CHAPTER 11 I. 5EI5MIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION Ss 1.5 *see footnote at bottom of page (D=1.0) 3. 1 SECOND ACCELERATION 51 0.748 *see footnote at bottom of page 4. 51TE GLA55 D (default class per IBG and section 11.4.3) 5. SPECTRAL RESPONSE COEFFICIENT Svs 0.972 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFIGENT 5vi 0.748 *see footnote at bottom of page 7. SEISMIG DESIGN GATEC70RY D (per table 11.6-1 AND table 11.6-2) 6. SEISMIC FORGE RE515TIN6 SYSTEM PLYWOOD SHEAR WALL5 9. DE516N BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT G5 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 15. RISK GATE60RY 11 (table 1.5-1) THE ANGHORA6E OF WALL5 SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH A5GE 7-16, SECTION 12.14 IN 5TRUGTURE5 ASSIGNED TO SEISMIC DESIGN GATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASGE 7-I6, SECTION 12.14 BASE SHEAR V= (F 5D5/R) W ANCHOR 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 SEISMIC DE516N VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LESS THAN 0.75, THEN USE SEISMIG GATE60RY D IF RI5K GATEC70RY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM �Sd °) ibl= [Z -tL(2) /, f -Id ph -!d /J XLIz) xZu) 1,' Id ♦ s L� & ASSOQATES LATERAL CALCULATIONS CLIENT: PROJECT: wnNm woRKSIIEET DATE: J=NASH ARCHI`I'EC'I'S 85 MPWI1O MPH= NOMINALNLTIMATE WIND SPED NAME: 19.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE {,�} 1P a H a (see chart for Bind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 1407 0 Moo W NASH & ASSOCIATES LATERAL CALCULATIONS WIND WORKSHEET CLJENT` PROJECT: DATE: ARCHITECTS 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 mind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE k Q K eft 3g32 � 3�3 P/-N'1 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: Caret / Pad - 0.50 #/ft 3/4 T&G Plywood - 2.50 #/ft WO @ 16 o.c. - 2.30 #/ft 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 0 16 o.c. - R 2 1 Insulation 2.30 #/ft 1.50 #/ft 1.37 #/ft 2.10 ��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 cLENT: PROJECT: t1RCHITECTS DATE: NAME: 2 SEISMIC: V = (C„) (Wdl) (plywood) 2nd Level: Roof: (Asphalt /Cedar Shake) 10#/ft X ! Q y Z sf = /Q N Z � or (Tile) 18#/ft X sf Exterior Walla: L x 10#/sf x 1/2 (h) -7 2&0 (E2) lqa pro k q Interior Walls: L x 8#/sf x 1/2 (h) �r�XV k c1 (�/ (I� TaTAz: = 3 R Oo 1st Level: Roof: (1st Floor Roof) 10#/ft X 140 sf 2nd Floor: 10#/ft X sf = / /_/ 70 Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) ((� 77(0 0 �+-lq$ k/0 k r/ (E1) Interior Walls: (I 2) + x B#/sf x 1/2 (h) /L (/ ! 7,0 / qo x S cI1) pD+' TOTAL: _ Y y 8 2 r90 - Basement 1st Floor: 10#/ft X sf = Exterior Walla: (E1) + L x 10#/six 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 NASH & ASSOCIATES ARCHITECTS BASE SHEAR: SEISMIC ANALYSIS BASE SHEAR V= (F 5M /W W V= F (AIZ/6.5= .149 CLIENT: PROJECT: DATE: NAME: 3 LEVEL 2: Wdl J 3 , 7 # x 0.149 = �� b LEVEL 1: Wdl (42 r # x 0.149 = p 3 TOTAL:- Wdl U'Z' Z # x 0.149 = �/ 35 (V) Level Dead Load (Wdl) He' ht (h� Moment (Wdl)(h) Shear 0 Stor Fx — L Wdl)(h �Y ({Wdl)(h� Remarks 6►6,2(fit 3r► d�r7 3(r/,3r I 1 n16 Total L 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 YYWW NASH—ARCHITECTS.COM 76 LINE LINE WALL Vmax SEISMIC OVER HOLD — z pC VEL LINE SHEAR SHEAR TOTAL P > 1 LENGTH # ft WIND SHEAR WALL HEIGHT TURNING FORCE DOWN REQd SHEAR WALL ABOVE � x