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REVIEWED BLD2022-1105+Structural_Calculations+8.17.2022_4.17.17_PM+3057919NASH & ASSOCIATES ARCHITECTS 19510 88TH AVE W LOT 2 ............................................... RECEIVED REVIEWED BLD2022-1105 BY Aug 24 2022 CITY OF EDMONDS CITY OF EDMONDS DEVELOPMENT SERVICES BUILDING DEPARTMENT - DEPARTMENT PLAN 3343 STRUCTURAL CALCULATIONS ERED REG:-11TOH.SON �,I MIGH EL YNE STATE OF WASHINGTON 2018 IBC FEB 1, 2021 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 ih— 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 3343 RB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Ad ius[men[s Loads BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 12/06/18 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 2.4 in2 R2= 2.4 inz (1.5) DL Defl= 0.05 in Beam Span 8.0 ft Reaction 1 LL 900 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 1471 # Reaction 2 TL 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 Section in' Shear ins TL Defl (in) LL Defl 49.91 32.38 0.11 0.06 32.70 9.90 0.40 0.27 OK OK OK OK 66% 31 % 27% 21 % 900 # 1471 # 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: 225 Uniform TL: 360 = A Uniform Load A 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 1125 # Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Attributes Actual Critical Status Ratio Values Ad justments Loads 7.87 # Reaction 1 TL 1824 # Reaction 2 TL 47 # Maximum V 1824 # 2735'# Max V (Reduced) 1355 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 1824 # Section (in3) Shear (in 2} TL Defl (in) LL Defl 49.91 32.38 0.06 0.03 30.39 11.29 0.30 0.20 OK OK OK OK 61% 35% 19% 15% teference Values kdjusted Values r-D (psi) 900 1080 ry (psi) 180 180 t kpsl x mu) 1.6 1.6 rc 625 625 ;F Size Factor 1.200 A Duration 1.00 1.00 ;r Repetitive 1.00 :h Shear Stress N/A ;m Wet Use 1.00 1.00 1.00 1.00 ;I Stability 1.0000 Rb = 0.00 Le = 0.00 Ft 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 Reg # 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 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 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (inx) 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 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: 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 RB-4 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Point LL 3263 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 12/06/18 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft 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 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 Defl L / 240 TL Actual Defl L / 642 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear in' TL Defl in LL Defl 69.19 46.13 0.11 0.06 45.35 28.37 0.30 0.20 OK OK OK OK 66% 62% 37% 28% Fb {psi _ Fv (psi) E si x mil Fe! i 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 Point TL Distance Par Unif LL Par Unif TL B = 5572 O 375 H = 600 H Pt loads: Z� R1 = 4548 R2 = 3491 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. Start _ End 2.0 6.0 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 # Beam Wt per ft 7.87 # Reaction 1 TL 1748 # Bm Wt Included 47 # Maximum V 1748 # Max Moment 2997 W 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 Shear i Actual 49.91 32.38 Critical 33.30 12.98 Status OK OK Ratio 67% 40% TL Defl in 0.05 0.30 OK 17% LL Defl 0.03 0.20 OK 13% Reaction 2 LL 450 # Reaction 2 TL 766 # Fb (psi) Fv (psi) E (psi x mil) Fc Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability 1.200 1.00 1.00 1.00 N/A 1.00 1.00 1.0000 Rb = 0.00 1.00 1.00 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 H Pt loads: R1 = 1748 R2 = 766 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 RB-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 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft 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 Beam Span 9.0 ft Reaction 1 LL 1125 # Reaction 2 LL 11254 Beam Wt per ft 6.83 # Reaction 1 TL 1831 # Reaction 2 TL 1831 4 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 Wl 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 s'r 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: 250 Uniform TL: 400 = A Uniform Load A 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 (iri2) TL DO (in Actual 155.67 69.19 0.10 Critical 28.88 18.73 0.58 Status OK OK OK Ratio 1 19% 27% 17% LL Defl 0.05 0.38 OK 12% Fb (psi) Fv(psi) E(psi x mil Values Reference Values 2400 240 1.8 Adjusted Values 2400 240 1.8 Adjustrrreols 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 650 650 1.00 ?ds 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 F1 Pt loads: F EB] 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 Reg # 6464-622 B-2 Date: 12/06/18 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.2 inZ R2= 4.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Data 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 Attributes Section (inz) Shear (in') TL DO (in) LL Defl Actual 123.00 61.50 0.26 0.17 Critical 52.99 26.89 0.60 0.40 Status OK OK OK OK Ratio 43% 44% 43% 42% Values Ad usstments 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 Cm Wet Use 1.00 N/A 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 R1 = 4697 R2 = 3035 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BearnChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-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= 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% Fb (psi) Fv (psi) E (psi x mil) Fc [psi) Values Reference Values 2400 240 1.8 650 Adjusted 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 Uniform LL: 1010 Uniform TL: 1400 = A Uniform Load A f_ z 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 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 Attributes Actual Critical Status Ratio Values Adjustments Loads Section in' Shear in' TL Defl 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% m) [ sr) Fv(psi) t sr x mu re sr 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 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 i 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 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 (ill') 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 L Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiustments 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 Loads 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 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-6 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= 10.4 inz R2= 10.4 in2 (1.5) DL Defl= 0.14 in Recom Camber= 0.22 in Data 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 Attributes Actual Critical Status Ratio Values Adlushmenls Loads Section (in') Shear (in') TL Defl (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% 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: 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 B•7 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 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 4.2 in2 R2= 4.2 inz (1.5) DL Defl= 0.02 in Beam Span 5.0 ft Reaction 1 LL 1638 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 2595 # Reaction 2 TL Bm Wt Included 39 # Maximum V 2595 # Max Moment 3243 '# Max V (Reduced) 1795 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section m" Shear ins) TL Defl (in) LL Defl 49.91 32.38 0.05 0.02 36.04 14.96 0.25 0.17 OK OK OK OK 72% 46% 19% 15% 1638 # 2595 # 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: 655 Uniform TL: 1030 = A Uniform Load A L_ Z 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 (in") 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 l Apsi) Values Reference Values 2400 240 1.8 650 Adjusted 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 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 FI _ Pt loads: 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 Qn' 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 Adiustments Fb(psi) Fv si 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: R1 = 8935 R2 = 13586 SPAN =18.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3343 BeamChek 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 Attributes Actual Critical Status Ratio Values Adjustments 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 Defl L / 594 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in] LL Defl 192.19 76.88 0.32 0.13 60.08 21.23 0.80 0.53 OK OK OK OK 31% 28% 40% 24% 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 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 L I H 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 SEISMIG DES 16N DATA PROJECT: ARCHITECTS PER 2018 IBG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER A5GE 7-Ib I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/II0 mph 2. RI5K GATE60RY II 1.00 3. WIND EXPOSURE GATE60RY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. COMPONENTS AND GLADDING DE516N PRE55URE +/- 16 psf BUILDIN65, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE STRESS DE516N, EMPIRIGAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN65, STRUGTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN 5EGTION I&Oq AND A5GE 7-I6 WIND DE516N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDIN65 PER A5GE 7-16, SECTION 27.4 (BUILDING HEIGHT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.b PSF PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (LB- .05/1= Iq.(b ph- PAGE 288) WOOD DESIGN PER 5ECTION5 2304-2306. STRUCTURES U51N6 WOOD SHEAR WALL5 AND DIAPHRAGM5 TO RESIST WIND, 5E15MIG, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND GON5TRUGTED IN AGGORDANGE WITH AF 8 PA SDPW5 AND PROVISIONS OF SECTIONS 2305-2306 SEISMIC DESIGN DATA DE516N PER A5GE 7-16/0HAPTER II I. SEISMIG IMPORTANCE FAGTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.5 *see footnote at bottom of page (D=1.0) 5.1 5EGOND AGCELERATION Si 0.748 *see footnote at bottom of page 4. SITE GLASS D (default cla55 per IBG and section 11.4.3) 5. 5PEGTRAL RESPONSE GOEFFIGENT 505 OA72 *see footnote at bottom of page b. SPECTRAL RESPONSE COEFFICIENT 501 0.748 *see footnote at bottom of page 7. SEISMIC DE516N GATE60RY D (per table 11.6-1 AND table 11.6-2) 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALL5 q. DE516N BASE SHEAR (see seismic calculations) 10. 5E15MIG RESPONSE COEFFICIENT G. 0.13 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK GATEGORY II (table 1.5-1) THE ANGHORA&E OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN AGCORDANGE WITH A5GE 7-16, SECTION 12.14 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN GATEGORY G-F, GOLLEGTOR ELEMENTS AND THEIR CONNECTIONS TO VERTIGAL ELEMENTS SHALL BE DE516NED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN A5GE 7-16, SECTION 12.14 BASE SHEAR V = (F 5 D5 /W W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#B0LT * PER U565, THE MAXIMUM 51 IN THE STATE OF WA5HIN6TON 15 0.748. ALL SEISMIC DESIGN VALUES USED IN THI5 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE SEISMIC GATEC70RY D IF RISK CATEGORY 15 1, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM Asa 6i')o1 A I� vi 0 a PI-511 0 p(ZX I r 1 Z // 165 C2) .ix 1 << 5 ' ��►zx CZ)zx 7 0 .41 7;A H & ASSOQATFS LATERAL CALCULATIONS CUNT: PROJECT: WIND 1PORKSHEET DATE: -- C H I 'I' E C T S 85 MPWI10 MPH= NOMINALNLTIMATE WIND 5PEED NAME: 19b PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (�} W z H z (see chest for Bind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 0 specified height) LENGTH (it) (#/ft) TYPE NASH�ASSOQATES LATERAL CALCULATIONS CLIENTdi : WIND WORKSHEET PROJECT: DATE: ARCHITECTS 85 MPH/I1O MPH= NOMINALNLTIMATE WIND 5PEED NAME: Iq.b PSr- FRONT ELEVATION LEFT ELEVATION REAP. ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (�} SHEAR UNIT SHEAR W s H a (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE m a Cii 37 �gaa /O. 71- y -7 / 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 #/it - 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 1.60 ##/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 - Car et / Pad - 3/4 T&G Plywood - 2x10 0 16 o. c. - 1/2" GWB Ceiling - 0.50 #/ft 2.50 #/ft 2.30 #/ft 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 - 2x8 0 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 7 CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME: 2 SEISMIC: V = (C,- ) (WO (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X 4 0 5 sf = or (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/0Jr0kH 677(I� TOTAL; 3 3 f 7 d = 1st Level: Roof: (1st Floor Roof) 10#/ft X Z1 O sf 2nd Floor: 10#/ft X 416 sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 7 s 7+PvQf Z, rk-ioXN.r cE1) Interior Walls: (Ip) + L x 8#/sf x 1/2 (h) �21Zo 672sak0 kq, � cI1) TOTAL _ S 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 NASH & ASSOCIATES ARCHITECTS SEISMIC ANALYSIS 3 BASE SHEAR: BASE SHEAR V= (F 5PS/R) Y4 V= F (A-12)/6.5= .14q LEVEL 2: Wdl 3 3, # x 0.149 = %. 0 LEVEL 1: Wdl SO' q # x 0.149 = ?e 5 TOTAL- Wdl t/ Nf D # x 0.149 = 17, ! c (V) CLIENT: _ PROJECT: DATE: NAME: Level Dead Load (Wdl) Hei ht (h� Moment (Wdl)(h) Shear @ Sr Fx � [(Wdl) h}�V Remarks (Wdl)( h)) 33,6 /b 60c4,g bof, wt.r� 2 Ito 1 Sa.�l �a Sp q (p s Total OW 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM pC FVELVELLINE LINE SHEAR LINE SHEAR TOTAL P> 1 WALL LENGTH Vmax SE � /it� WIND SHEAR WALL HEIGHT OVER TURNING FORCE HOLD_ DOWN REQ'd SHEAR WAIL r ABOVE Z/ o Z 3�N 3�y 33.5 /02 yK r r Z Q It Z 3� 4 I 31 if e4 75 o `r src �e 0 IUD ��K2 ,� 1 �,83 322 '1HN q 3y9(o Mom$ x 1 Z t� sti 3< < Derr Ib. S 3�q Ho3 4 3�3 -7 woa s Ue m A liti2 li-7 tZ As' -1-1 / q(,q q yf 7(p woo cor O in w I ?' K cyl N v 1 G 1�H2 i1 3r�2 �9 / q 3 33q � ko( m N co r r 17 46 I ;�