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APPROVED-BLD-BLD2020-0679+Structural_Calculations+7.1.2020_4.22.19_PMRECEIVED BLD2020-0679 Oct 27 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT y............................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT I I NASH &ASSOCIATES 11 ARCHITECTS PLAN 3,514 BEAM, LATERAL and SEISMIC CALCULATIONS S25 At i tCT GAR H NASH' STATE OF HIINGTON 2015 IBC DECEMBER 2018 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS BEAM CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHIMCTS. COM 7RC=MA CLIENT: &ASSOCIATES BEAM DESIGN DATA PROJECT: HITECTSS PER 2015 IBC 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 2015 Masonry-- Per IBC 2015 Steel: Per IBC 2015 Wood: Per IBC 2015 Nailing: Per IBC 2015 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 8" 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+I(I) E = 1,800,000 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BDRM. RB-1 Date: 12/12/18 Selection 3-1/8x 10-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.9 in2 R2= 6.8 in2 (1.5) DL Defl= 0.17 in Recom Camber= 0.25 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 8.0 ft Reaction 1 LL 1669 # Reaction 2 LL 1781 # Beam Wt per ft 7.97 # Reaction 1 TL 3864 # Reaction 2 TL 4419 # Bm Wt Included 64 # Maximum V 4419 # Max Moment 8658'# Max V (Reduced) 3432 # TL Max Defl L / 240 TL Actual Defl L / 388 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 57.42 32.81 0.25 0.08 37.64 18.65 0.40 0.27 OK OK OK OK 66% 57% 62% 29% Fb (psi) Fv(psi) E(psi x mil Fc i(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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 375 H = 750 0 2.0 450 1 = 1120 2.0 8.0 H _1 R1 = 3864 R2 = 4419 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BATH RB-2 Date: 12/12/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.4 in2 R2= 1.4 in2 (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 5.0 ft Reaction 1 LL 533 # Reaction 2 LL 533 # Beam Wt per ft 6.17 # Reaction 1 TL 865 # Reaction 2 TL 865 # Bm Wt Included 31 # Maximum V 865 # Max Moment 1082'# Max V (Reduced) 656 # TL Max Defl L / 240 TL Actual Defl L / > 1000 LL Max Defl L / 360 LLActual Defl L / >1000 Section in- Shear(in-) TL Defl in LL Defl 30.66 25.38 0.03 0.02 9.65 4.76 0.25 0.17 OK OK OK OK 31% 19% 13% 10% Fb(psi) Fv(psi) E(psi x mil Fc1(psi) Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 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: 213 Uniform TL: 340 = A Uniform Load A R1 = 865 R2 = 865 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 BDRM. #2 RB-3 Date: 12/12/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in2 R2= 2.6 in (1.5) DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # Beam Wt per ft 6.17 # Reaction 1 TL 1615 # Reaction 2 TL 1615 # Bm Wt Included 31 # Maximum V 1615 # Max Moment 2019'# Max V (Reduced) 1225 # TL Max Defl L / 240 TL Actual Defl L / 988 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section Actual 30.66 Critical 18.01 Status OK Ratio 59% Values Reference Values Ad'usted Values Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Loads CI Stability Shear in2) TL Defl 25.38 0.06 8.88 0.25 OK OK 35% 24% Fb (psi) Fv (ps 900 180 1346 207 1.300 1.15 1.15 1.00 N/A 1.00 1.00 LL Defl 0.03 0.17 OK 19% E(psi x mil 1.6 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 400 Uniform TL: 640 = A Fc Ups�.— — — 625 625 — — 1.00 Uniform Load A R1 =1615 R2=1615 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 BDRM. #3 RB-4 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 Ad rustmenis Loads iviin bearing Area K1= 4.* In` KL= 4.o In` (1.0) uL ueTI= u.11 In Kecom L;amner= u.l / In Beam Span 8.0 ft Reaction 1 LL 1800 # Reaction 2 LL 1800 # Beam Wt per ft 6.83 # Reaction 1 TL 2907 # Reaction 2 TL 2907 # Bm Wt Included 55 # Maximum V 2907 # Max Moment 5815'# Max V (Reduced) 2362 # TL Max Defl L / 240 TL Actual Defl L / 412 LL Max Defl L / 360 LL Actual Defl L / 792 Section in' Shear in' TL Defl in LL Defl 42.19 28.13 0.23 0.12 25.28 12.84 0.40 0.27 OK OK OK OK 60% 46% 58% 45% Fb(psi) Fv(psi) E(psi x mil Fc f(psi) Reference Values 2400 240 1.8 650 Adiusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 450 Uniform TL: 720 = A Uniform Load A R1 = 2907 R2 = 2907 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 LOFT RB-5 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= 1.8 in' R2= 1.8 in (1.5) DL Defl= 0.03 in Recom Camber= 0.05 in Data Attributes Actual Critical Status Ratio Beam Span 7.0 ft Reaction 1 LL 700 # Reaction 2 LL 700 # Beam Wt per ft 6.83 # Reaction 1 TL 1144 # Reaction 2 TL 1144 # Bm Wt Included 48 # Maximum V 1144 # Max Moment 2002'# Max V (Reduced) 899 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section my Shear in TL Defl in LL Defl 42.19 28.13 0.06 0.03 8.70 4.88 0.35 0.23 OK OK OK OK 21% 17% 18% 14% Fb Values Reference Values 2400 Adjusted Values 2760 Adjustments Cv Volume 1.000 Cd Duration 1.15 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 _Fv (psi) E tpsi x mil] Fc 240 1.8 650 276 1.8 650 1.15 N/A 1.00 1.00 1 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 200 Uniform TL: 320 = A Uniform Load A R1=1144 R2=1144 SPAN =7FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GREAT RM. B-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= 3.0 in2 R2= 3.0 in (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in Data Attributes Actual Critical Status Ratio Values Ad jus[ments Loads Beam Span 8.0 ft Reaction 1 LL 1520 # Reaction 2 LL 1520 # Beam Wt per ft 6.83 # Reaction 1 TL 1927 # Reaction 2 TL 1927 # Bm Wt Included 55 # Maximum V 1927 # Max Moment 3855'# Max V (Reduced) 1566 # TL Max Defl L / 240 TL Actual Defl L / 669 LL Max Defl L / 360 LL Actual Defl L / 938 Section (in' Shear (W) TL Defl 42.19 28.13 0.14 16.76 8.51 0.40 OK OK OK 40% 30% 36% LL Defl 0.10 0.27 OK 38% rD 51 I-V SE t(PSI x m11 rC! Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 380 Uniform TL: 475 = A Uniform Load A R1 = 1927 R2 = 1927 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CVRD. PATIO B-2 Date: 12/12/18 Selection (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.0 in2 R2= 6.1 in (1.5) DL Defl= 0.13 in .Data Attributes Actual Critical Status Ratio Values Ad ustrnents Beam Span 15.5 ft Reaction 1 LL 2736 # Reaction 2 LL 2736•# Beam Wt per ft 16.19 # Reaction 1 TL 4498 # Reaction 2 TL 4605 # Bm Wt Included 251 # Maximum V 4605 # Max Moment 17349'# Max V (Reduced) 3689 # TL Max Defl L / 240 TL Actual Defl L / 693 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 189.00 63.00 0.27 0.14 73.58 16.88 0.78 0.52 OK OK OK OK 39% 27% 35% 26% Fb(psi) Fv(psi) E(psi x mil Fc?(psi) Reference Values 2600 285 2.0 750 Adiusted Values 2830 328 2.0 750 CF Size Factor 0.946 Cd Duration 1.15 1.15 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: 140 Uniform TL: 175 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 533 B = 865 3.0 213 H = 420 0 3.0 533 C = 865 8.0 213 1 = 420 8.0 15.5 H Uniform Load A Pt loads: R1 = 4498 R2 = 4605 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CVRD. PATIO S.G.D. HEADER 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= 5.7 in2 R2= 5.7 in (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in Data Beam Span 12.0 ft Reaction 1 LL 2880 # Reaction 2 LL 2880 # Beam Wt per ft 14.94 # Reaction 1 TL 3690 # Reaction 2 TL 3690 # Bm Wt Included 179 # Maximum V 3690 # Max Moment 11069'# Max V (Reduced) 3075 # TL Max Defl L / 240 TL Actual Defl L / 602 LL Max Defl L / 360 LL Actual Defl L / 856 Attributes Section(in") Shear in TL Defl in LL Defl Actual 123.00 61.50 0.24 0.17 Critical 48.13 16.71 0.60 0.40 Status OK OK OK OK Ratio 39% 27% 40% 42% Fb Values Reference Values 2400 Adjusted Values 2760 Adjustments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Loads Fv (psi) E (psi x mil) Fc 240 1.8 650 276 1.8 650 1.000 1.15 1.15 1.00 N/A 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 R1 = 3690 R2 = 3690 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GREAT RM./ KITCHEN 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 L Min Bearing Area R1= 1.6 in2 R2= 1.9 in (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 14.5 ft Reaction •l LL 674 # Reaction 2 LL 795 # Beam Wt per ft 13.08 # Reaction 1 TL 1047 # Reaction 2 TL 1244 # Bm Wt Included 190 # Maximum V 1244 # Max Moment 6044'# Max V (Reduced) 1175 # TL Max Defl L / 240 TL Actual Defl L / 657 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (in 2) TL Defl (in) LL Defl 94.17 53.81 0.26 0.14 26.28 6.38 0.73 0.48 OK OK OK OK 28% 12% 37% 29% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 53 Uniform TL: 66 = A Point LL Point TL Distance 700 B = 1144 8.5 Uniform Load A Pt loads: R1 = 1047 R2 = 1244 SPAN =14.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 DINING B-5 Date: 12/12/18 Selection 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.9 in2 R2= 7.9 in (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Data Attributes Actual Critical Status Ratio Values Ad justments Beam Span 8.0 ft Reaction 1 LL 3320 # Reaction 2 LL 3320 # Beam Wt per ft 7.97 # Reaction 1 TL 5132 # Reaction 2 TL 5132 # Bm Wt Included 64 # Maximum V 5132 # Max Moment 10264'# Max V (Reduced) 4009 # TL Max Defl L / 240 TL Actual Defl L / 361 LL Max Defl L / 360 LL Actual Defl L / 661 Section in' Shear W TL Defl in LL Defl 57.42 32.81 0.27 0.15 44.63 21.79 0.40 0.27 OK OK OK OK 78% 66% 66% 54% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adiusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 380 Uniform TL: 475 = A Par Unif LL Par Unif TL Start End H = 80 0 8.0 450 1 = 720 0 8.0 I H Uniform Load A R1 =5132 R2=5132 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 FOYER/ FLEX RM. B-6 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= 2.9 in2 R2= 2.9 in (1.5) DL Defl= 0.09 in Recom Camber= 0.14 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.0 ft Reaction 1 LL 1012 # Reaction 2 LL 1012 # Beam Wt per ft 6.83 # Reaction 1 TL 1891 # Reaction 2 TL 1891 # Bm Wt Included 55 # Maximum V 1891 # Max Moment 3783'# Max V (Reduced) 1537 # TL Max Defl L / 240 TL Actual Defl L / 600 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (W) TL DO (in) LL Defl 42.19 28.13 0.16 0.07 16.45 8.35 0.40 0.27 OK OK OK OK 39% 30% 40% 26% Fb(psi) Fv(psi) E(psi x mil Fc i si Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 200 Uniform TL: 320 = A Par Unif LL Par Unif TL Start End H = 80 0 8.0 53 1 = 66 0 8.0 l � H f �! Uniform Load A R1 = 1891 R2 = 1891 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 FLEX RM. B-7 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= 2.5 in2 R2= 2.5 in (1.5) DL Defl= 0.04 in Recom Camber= 0.05 in Data Beam Span 8.0 ft Reaction 1 LL 1280 # Reaction 2 LL 1280 # Beam Wt per ft 6.83 # Reaction 1 TL 1627 # Reaction 2 TL 1627 # Bm Wt Included 55 # Maximum V 1627 # Max Moment 3255'# Max V (Reduced) 1322 # TL Max Defl L / 240 TL Actual Defl L / 792 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (ink} Shear (in2) TL Defl (in) LL Defl Actual 42.19 28.13 0.12 0.09 Critical 14.15 7.19 0.40 0.27 Status OK OK OK OK Ratio 34% 26% 30% 32% Values Adjustments Fb (psi) Fv (psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 320 Uniform TL: 400 = A Uniform Load A R1 = 1627 R2 = 1627 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE DOOR HEADER GBA 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= 1.8 in2 R2= 1.8 in2 (1.5) DL Defl= 0.17 in Recom Camber= 0.25 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 16.0 ft Reaction 1 LL 704 # Reaction 2 LL 704 # Beam Wt per ft 9.11 # Reaction 1 TL 1193 # Reaction 2 TL 1193 # Bm Wt Included 146 # Maximum V 1193 # Max Moment 4772'# Max V (Reduced) 1044 # TL Max Defl L / 240 TL Actual Defl L / 588 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear (inj TL Defl(in) LL Defl 75.00 37.50 0.33 0.16 20.75 5.67 0.80 0.53 OK OK OK OK 28% 15% 41% 30% ro SI ry si t sr x mir rc sr Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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: 88 Uniform TL: 140 = A Uniform Load A j R1 = 1193 R2 = 1193 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 GB-2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE DOOR HEADER Date: 12/12/18 3-1/8x 12 GLB 24F-V4_DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 1.3 in' R2= 1.3 in' (1.5) DL Defl= 0.01 in Recom Camber= 0.02 in Beam Span 8.0 ft Reaction 1 LL 500 # Reaction 2 LL 500 #� Beam Wt per ft 9.11 # Reaction 1 TL 836 # Reaction 2 TL 836 # Bm Wt Included Max Moment TL Max Defl LL Max Defl 73 # Maximum V 836 # 1673'# Max V (Reduced) 627 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Section W) Shear QW) TL Defl (in) LL Defl 75.00 37.50 0.03 0.01 7.27 3.41 0.40 0.27 OK OK OK OK 10% 9% 7% 5% Fb si Fv(psi) E(psi x mio Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 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 R1 = 836 R2 = 836 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-3 • Date: 12/12/18 Selection 5-1/4x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions_ NDS 2015 Min Bearing Area R1= 11.8 in2 R2= 10.5 in (1.5) DL Defl= 0.18 in Data Beam Span 17.5 ft Reaction 1 LL 5788 # Reaction 2 LL 5183 # Beam Wt per ft 29.53 # Reaction 1 TL 8879 # Reaction 2 TL 7842 # Bm Wt Included 517 # Maximum V 8879 # Max Moment 33679'# Max V (Reduced) 7085 # TL Max Defl L / 240 TL Actual Defl L / 508 LL Max Defl L / 360 LL Actual Defl L / 899 Attributes Actual Critical Status Ratio Values Ag�ustmef ds Section in" _Shear ,(in') TL Defl in LL Defl 283.50 94.50 0.41 0.23 126.77 31.87 0.88 0.58 OK OK OK OK 45% 34% 47% 40% Fb(psi) Fv si E(psi x mil Fc!(psi) Reference Values 2900 290 2.2 750 Adjusted Values 3188 334 2.2 750 CF Size Factor 0.956 Cd Duration 1.15 1.15 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: 300 Uniform TL: 375 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 674 B = 1047 3.5 63 H = 100 0 17.5 795 C = 1244 11.5 450 1 = 800 0 3.5 450 J = 800 11.5 15.0 I � J H _ Uniform Load A Pt loads: R1 = 8879 R2 = 7842 SPAN =17.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-4 Date: 12/12/18 Selection (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.6 in2 R2= 7.6 in (1.5) DL Defl= 0.04 in Data Beam Span 9.5 ft Reaction 1 LL 3553 # Reaction 2 LL 3553 # Beam Wt per ft 16.19 # Reaction 1 TL 5706 # Reaction 2 TL 5706 # Bm Wt Included 154 # Maximum V 5706 # Max Moment 13551 '# Max V (Reduced) 3904 # 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 Adjustments Section [in'Z_ Shear (in2 TL Defl (in) LL Defl 189.00 63.00 0.08 0.04 57.47 17.87 0.48 0.32 OK OK OK OK 30% 28% 17% 13% Reference Values Ad'usted Values Fb(psi) 2600 2830 Fv(psi) 285 328 E(psi x mil 2.0 2.0 Fc(psi) 750 750 CF Size Factor 0.946 Cd Duration 1.15 1.15 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 TL: 80 = A Par Unif LL Par Unif TL Start End 88 H = 140 0 9.5 400 1 = 640 0 9.5 260 J = 325 0 9.5 J J H 1 Uniform Load A - - 1 R1 = 5706 R2 = 5706 SPAN =9.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-5 Date: 12/12/18 Selection 7x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.5 in2R2= 14.5 in (1.5) DL Defl= 0.26 in Data Attributes Actual Critical Status Ratio Values Ad ustments Beam Span 20.0 ft Reaction 1 LL 2979 # Reaction 2 LL 6802 # Beam Wt per ft 39.38 # Reaction 1 TL 4877 # Reaction 2 TL 10848 # Bm Wt Included 788 # Maximum V 10848 # Max Moment 56484'# Max V (Reduced) 10669 # TL Max Defl L / 240 TL Actual Defl L / 432 LL Max Defl L / 360 LL Actual Defl L / 818 section (in') Shear (ins) TL Defl (in) LL Defl 378.00 126.00 0.56 0.29 212.61 47.99 1.00 0.67 OK OK OK OK 56% 38% 56% 44% Fb(psi) Fv(psi E(psi x mil Fc!(psi) Reference Values 2900 290 2.2 750 Adjusted Values 3188 334 2.2 750 CF Size Factor 0.956 Cd Duration 1.15 1.15 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 3553 B = 5706 13.5 53 H = 66 0 15.0 5183 C = 7842 15.0 50 1 = 80 15.0 20.0 I H Pt loads: ® ❑C R1 = 4877 R2 = 10848 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GP-1 Prepared by: Date: 12/12/18 Selection (5) 2x 6 DF-L #2 Nailed Built -Up Wood Column Conditions NDS 2015, Using values for 2x and 4x solid sawn, Dimension Lumber. Laminate built-up nailed columns per NDS 15.3.3.1 or per local code. Data Load 12877 # Column Area 41.25 in Kf 1.00 Actual Height 9.0 ft le dl Effective Ht 108 in c 0.80 Unbraced L1 9.0 ft le d2 Effective Ht 108 in KcE 0.30 Unbraced L2 9.0 ft Ke Buckling Mode 1.0 FcE 1246 Attributes and Values Controlling d is 5.5 inches _ le/d psi Area (in') Actual 20 312 41.25 Critical 50 981 13.13 Status OK OK OK Ratio 40% 32% 32% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 312 psi. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CRAWL SPACE FJ-1 Date: 12/14/18 Selection (3) 2x 10 DF-L_#2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 0.9 in2 R2= 2.5 in (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Ad iustmenfs Beam Span 7.5 ft Reaction 1 LL 362 # Reaction 2 LL 957 # Beam Wt per ft 10.11 # Reaction 1 TL 543 # Reaction 2 TL 1545 # Bm Wt Included 76 # Maximum V 1545 # Max Moment 1916'# Max V (Reduced) 1213 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in`) TL Defl (in) LL Defl 64.17 41.63 0.04 0.02 20.19 8.79 0.38 0.25 OK OK OK OK 31% 21% 12% 10% Fb(psi) Fv(psi) E(psi x mil Fc i(psi) Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 CF Size Factor 1.100 Cd Duration 1.15 1.15 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: 53 Uniform TL: 66 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start 1 nd 795 B = 1244 6.0 H = 160 7.0 7.5 53 1 = 66 7.0 7.5 200 J = 320 7.0 7.5 I i I 0 Uniform Load A J Pt loads: R1 = 543 R2 = 1545 6*19_10EWMMI Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3,514 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CRAWL SPACE FJ-2 Date: 12/14/18 Selection (3) 2x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.3 in2 R2= 4.2 in (1.5) DL Defl= 0.07 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 9.5 ft Reaction 1 LL 1454 # Reaction 2 LL 1454 # Beam Wt per ft 10.11 # Reaction 1 TL 2677 # Reaction 2 TL 2647 # Bm Wt Included 96 # Maximum V 2677 # Max Moment 2559'# Max V (Reduced) 2198 # TL Max Defl L / 240 TL Actual Defl L / 866 LL Max Defl L / 360 LLActual Defl L / >1000 Section (inn Shear (ins) TL Defl (in) LL Defl 64.17 41.63 0.13 0.06 26.97 15.93 0.48 0.32 OK OK OK OK 42% 38% 28% 20% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 CF Size Factor 1.100 Cd Duration 1.15 1.15 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: 53 Uniform TL: 66 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1012 B = 1891 1.0 53 H = 226 0 1.0 1012 C = 1891 9.0 200 1 = 320 0 1.0 53 J = 226 9.0 9.5 200 K = 320 9.0 9.5 0 � ' I 0 Uniform Load A Pt loads: R1 = 2677 R2 = 2647 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH & ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: AIR CHIT ECTS PER 2015 IBC DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY 11 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/— 18 psi BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE 7-10 IMPLIFTED METHOD TO BE USED FOR WIND DESIGN PER ASCE 7-10, SECTION 27.5 BUILDING HEIGHT I5 LESS THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 27.8.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF & PA SDPWS AND PROVISIONS OF SECTIONS 2305-2306 SEISMIC DESIGN DATA DESIGN PER ASCE 7-10/SECTION 1613 1. SEISMIC IMPORTANCE FACTOR Is 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 *see footnote at bottom of page 3. 1 SECOND ACCELERATION S 1 0.748 *see footnote at bottom of page 4. SITE CLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT S m 0.972 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT S m 0.748 *see footnote at bottom of page 7. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cs 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 7-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C—F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (F SDS /R) W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V 1104#/BOLT • PER USGS, THE MAXIMUM IS IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER SINCE, S IS LESS THAN 0.75, THEN USE SEISMIC CATEGORN D IF RISK CATEGORY IS 1, II, OR III 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM - ILI 38.5' 2 3 T N LL 60W)c w am Tp.-m mw HOLDDOWN SGMEDULI:- MARK HOLDO~ FASTENERS WOOD MEMBER ANCHOR STRAP THICKNESS/SPECIES REQUIRED T-1 5THDI4/14 R.J 24-16d SINKER (2) 2X4/2X6 5TUD5 HF/SPF T-2 MST495 (S4)-16d (2) 2X4/2Xb 5ND5 uF/5pc T-3 MSTG4555 (3b)-IOd isXo -970- T-4 MSTGb6B9 (30)-IOd HF/SPF isw S �v T-5 HDUB-5D52.5 (20) SDS 1/41, (2) 2X4/2X6 STUDS n "a A GrtO'c X 2" HF/5PF BOLT UPPER FLOOR HOLDDOWN SCHEDULE MARK HOLD OWN/ STRAP FASTENERS WOOD MEMBER THICKNESS/SPEGIES ANCHOR REOL�RED T-1 S7HDI4/14 RJ 24-I6d SINKE (�) �X4/�Xb STUDS HF/SPF T-2 MST45 (34)-I6d «) 2X4/2X6 STLDS HF T-3 M5TC4553 (3b)-IOd « tx</zxv sTUDs HF/sPF T-4 MSTC66H3 (38)-IOd (7i �X4izx6 sTvos HF/sPF T-5 HDU6-SOS2S (20) SDS I/4" X 2-I/2" (2) 2X42X6 51L HF/SPF 7/0" ANCHOR BOLT MAIN FLOOR NOI.L%V^M-IM LH91a1 45 9'bl IGUO p5f W-W FRONT ELEVATION "ram" W-01 BHEA . AALL 50HE!1%Lr= PER 2015 1BG GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DESIGNATORS FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLDOWN5. LOCATE HOLDOWN5 AS CLOSE AS P0551BLE TO THE END OF THE DESIGNATED WALL. ALL HOLOOWN5, ANCHOR BOLTS, WASHERS, 4 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. PI = ONE SIDE PLYWOOD P2 = TWO SIDES PLYWOOD NAIL SPACING SILL OPTIONAL BASE HEM FIR #2 MARK 7/16" TOP 4 BTM. ANCHORS BLKCG. PLATE 51MPWN MA5AP PLATE VALUE PLYWD. EDGE-5 FIELD PLATE-5 de%all REQ�D' 1NGHOR BOLT ANGHOR5 NAILING (#/LF) PI-6" 8d 6" 12" 6" 18" O.G. 2x4 5/8" ® 48" ® 48" 4 ENDS (2) Ibd ® 10" 240 PI-4" 8d 4" 12" 4" I6" O.G. 2x4 5/8" ® 52" ® 30" 4 EN05 (2) Ibd ® 7" 34q PI-3" ** 8d 3" 12" 3" 14" O.G. (2) 2x4/6 5/8" ® 24" ® 24" 4 ENDS (2) Ibd ® 5" 450 PI-2" ** 8d 2" 12" 2" 12" D.G. (2) 2x4/6 3/4" ® 24" ® 18" 4 ENDS (2) Ibd ® 5" 585 P2-b" ** 8d b" 12" b" 10" O.G. (2) 2x4/6 5/5" ® 24" WA (2) Ibd ® 5" 450 P2-4" ** 8d 40 12` 1 4" 8" O.G. (2) 2x4/6 3/4" ® 20" N/A (3) 16d ® 5" 700 P2-3" ** 8d 3" 12" 3" e" O.G. (2) 2x4/6 3/4" ® I6" WA (4) 16d ® 5" 400 P2-2" ** 8d 7' 12" l 2" 8" O.G. (2) 2x4/6 3/4" ® 12" WA (4) Ibd ® 4" 1170 **NOTE: WALL5 WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS 4 PLATES) ABUTTING PANELS NOT LE55 THAN 3X MEMBERS OR (2) 2X MEMBERS PER IBC 2015 AND 5DPW5-2008 PER SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC, CHAPTER 4.3.7.1 #4 EXPEGTION; (2) 2X MEMBERS ARE OK IN LIEU OF 3X MEMBERS STITCH NAIL DOUBLE 5TUD5 AND PLATES TOGETHER WITH Ibd NAILS ® 12" O.G. 5TACGERRED ON THE STUD FACE I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALL5. SHEAR HALL NOTES 7/I6" 056 OR PLYWOOD 5HEATHINC6 - USE 8d COMMON OR GALVANIZED NAILS. BLOGK ALL PANEL E06E5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPAGING IS SPECIFIED AT PANEL EDGES, USE 1-1/2" ad SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL SPAGING, USE 3X STUDS AND STAGGER PANELS. WHERE PLYWOOD IS 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD - USE 8d COMMON NAILS ® 10" O.G. AT INTERMEDIATE SUPPORTS, b" O.G. AT ALL PANEL EDGE5 AND 4" O.G. AT ALL SHEAR WALLS, UNLE55 OTHERWISE SHOWN ON PLANS. FLOOR JOISTS - JOIST PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE GROSS BLOGKED AT 48" O.G. ® EDGE5 W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WASHERS AT ALL ANCHOR BOLTS. PLATE WASHERS TO BE INSTALLED WITHIN I/2" OF 5HEATHINCG 7/I6" 055 OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 STUDS 2" Ib GA. STAPLES ® 15 GA. STAPLES ® 14 GA. STAPLES 3" O.G. - 280 #/ft. 4" O.G. - 280#/ft. 4" O.G. - 303#/ft. 2" O.G. - 360#/ ft. 2-1/2" O.G. - 430#/ft. 3" O.G. - 390#/ft. 4" O.G. AND IDd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. FIELD SPAGING: 12" O.G. NAILS 4 STAPLES. HOLDOWNS - INSTALL 51MP50N HOLDOWN5 OR USP HOLDOWN5 AT THE END OF SHEAR WALL5 WHEN 5HOWN ON DRAWING5. PER PLAN, 5IMP50N 5THDI4 OR U5P STAD14 51MP50N M5T36 OR U5P M5TI36 51MP50N M5T48 OR U5P K5T248 51MP50N HDU8 OR U5P TDXIO 06" ANCHOR BOLT MIN. 51MP50N M5TG48153 OR U5P M5TGB4153 24" EMBEDMENT, 3" BOLT INTO (3) 2x4(6)) CLIENT: &ASSOCIATES WA�RCHITECTS SEISMIC ANALYSIS PROJECT: PER IBC 2015 DATE: NAME: Weight of Building: Roof Assembly. Asphalt Shingles - 2.00 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 #/ft 1/2" GWB Ceiling - 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 - 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 ® 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 Use 9.27 #/ft 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH- ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS 2nd Level: 1st Level: CLIENT: SEISMIC ANALYSIS PROJECT: PER IBC 2015 DATE: NAME: 2 Roof. Asphalt / Cedar Shake Tile L 1/2 (h) Exterior Walls 200 x 10 #ISF x 4.04 Interior Walls 120 x 8 #ISF x 4.04 10 #/ft x 1901 SF = 19010 18 #/ft x SF = 0 8080 (E2) = 3878.4 (12) Total: = 30�-n.4 or 31 k Roof. Asphalt / Cedar Shake 10 #/ft x 300 SF = 3000 2nd Floor: 18 #/ft x 1901 SF = 34218 L 1/2 (h) (E2) Exterior Walls: 200 x 10 #.NSF x 4.5 + 8080 = 17080 (E1) (2) Interior Walls: 85 x 8 #/SF x 4.5 + 3878.4 = 6.938.4 (11) Total: = 61236.4 or 61.2 k 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: A R C H I T E C' I' S PER IBC 2015 DATE: NAIVE: '] Wdl Cs V LEVEL 2: 31 x 0.13 = 4 LEVEL 1: 61.2 x 0.13 = 8 TOTAL: 92.2 x 0.13 1= 12 DEAD LOAD MOMENT SHEAR @ STORY REMARKS LEVEL (Wdl) HIGHT (h) (Wdl)(h) Fx = [(Wdl)(h)]V / [(Wdl)(h)] ALPHA NUMERIC 2 31 18 558 50% 6 2 3 3 2 11 61.21 9 1 550.8 50% 6 2 3 3 2 TOTAL1 92.2 1 1108.$ 100% 12 8003 116th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES SEISMIC ANALYSIS ARC HITI CTS PER IBC 2015 CLIENT: PROJECT: DATE: NAME;- 4 LINE Vmax OVER LINE WALL WIND WALL SHEAR LEVEL LINE SHEAR TOTAL P > 1 SEISMIC (3/ft) TURNING SHEAR LENGTH SHEAR RIGHT WALL ABOVE V / 1.4 FORCE 2 A 3 0 3 38.5 78 56 6T 8.08 547.016 - B 3 0 3 19.5 154 110 133.7 8.08 1080.296 - 1 2 0 2 19 105 75 115.5 8.08 933.24 - 2 2 0 2 17 118 84 242.1 8.08 1956.168 P 1 4" 3 2 OF 2F 28 71 51 68.6 8.08 554.288 - LINE Vmax OVER LEVEL LINE LINE SHEAR TOTAL P > 1 WALL SEISMIC (3/ft) WIND WALL TURNING SHEAR SHEAR LENGTH SHEAR RIGHT WALL ABOVE V / 1.4 FORCE 1 A 3 3 6 26.5 226 161 238.9 9 2150.1 P 1-6" B 3 3 6 13 462 330 487 9 4383 P1-2" 1 2 2 4 20 200 143 266.6 9 2399.4 P 1 4" 2 2 2 4 20 200 143 499.8 9 4498.2 P 1-2" 3 2 2 4 35 114 81 133.3 9 1199.7 - 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH=ASSOCIATES SEISMIC ANALYSIS PROJECT: A R C H I "I' E C '1' S PER 1BC 2015 DATE: NAME: 5 Redundancy Factor gyp): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab I/2 2( 12 ) 24 Vumax = = 46.9 = 0.5 � 2201 2. Maximum actual shear Vmax = Largest seismic wall shear 0.5 � 0.357 3. p = 2—[2(Vaccstory)/(Vumax)(Ab i/?) ( 0.5 46.9 ) 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWVP NASH—ARCHITECTS.COM