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REVIEWED BLD BLD2020-1146+Structural_Calculations+10.25.2020_11.30.19_AMNASH & ASSOCIATES RECEIVED ARCHITECTS Oct 29 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2020-1146 PLAN 3009 BEAM, LATERAL and SEISMIC CALCULATIONS it EGIRSTERED .4RGHITEGT �TATE=OF WASHIN&TON 2015 IBC OCTOBER 2020 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—ARCHITECTS. COM CLIENT: NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS 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 = 1B0 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = B75 PSI E = 1,300,000 i 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 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BDRM. RB-1 Date: 7/30/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.5 in2 R2= 1.5 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Beam Span 6.0 ft Reaction 1 LL 564 # Reaction 2 LL 564 # Beam Wt per ft 6.17 # Reaction 1 TL 918 # Reaction 2 TL 918 # Bm Wt Included 37 # Maximum V 918 # Max Moment 1378 '# Max V (Reduced) 734 # 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 30.66 25.38 0.06 0.03 12.29 5.32 0.30 0.20 OK OK OK OK 40% 21% 20% 15% Fb Values Reference Values 900 Adjusted Values 1346 Adjustments CF Size Factor 1.300 Cd Duration 1.15 Cr Repetitive 1.00 Ch Shear Stress Fv (psi) E (psi x mil) Fc 180 1.6 625 207 1.6 625 1.15 N/A Cm Wet Use 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 188 Uniform TL: 300 = A i9lA] Uniform Load A R1 =918 R2=918 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BDRM. RB-2 Date: 7/30/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.2 in2 R2= 3.4 in2 (1.5) DL Defl= 0.13 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.0 ft Reaction 1 LL Beam Wt per ft 6.17 # Reaction 1 TL Bm Wt Included 49 # Maximum V Max Moment 3095 W Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl 847 # Reaction 2 LL 1332 # 1377 # Reaction 2 TL 2153 # 2153 # 1678 # L/369 L/712 Section in' Shear(in') TL Defl in LL Defl 30.66 25.38 0.26 0.13 27.61 12.16 0.40 0.27 OK OK OK OK 90% 48% 65% 51% Fb(psi) Fv(psi) E(psi x mil).Fc!(psi) Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 CIF 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 Loads Par Unif LL Par Unif TL Start _End 188 H = 300 0 5.75 488 1 = 780 5.75 8.0 I H R1 = 1377 R2 = 2153 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BATH & BDRM. #2 R B-3 Date: 7/30/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.04 in Data Beam Span 5.0 ft Reaction 1 LL 1220 # Reaction 2 LL 1220 # Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Wt per ft 6.17 # Reaction 1 TL 1965 # Reaction 2 TL 1965 # Bm Wt Included 31 # Maximum V 1965 # Max Moment 2457'# Max V (Reduced) 1490 # TL Max Defl L / 240 TL Actual Defl L / 813 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear {ice TL Defl (in) LL Defl 30.66 25.38 0.07 0.04 21.91 10.80 0.25 0.17 OK OK OK OK 71% 43% 30% 23% ro si ry si t tpsl x me rc!(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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 488 Uniform TL: 780 =A Uniform_ Load A R1 = 1965 R2 = 1965 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 BONUS RM. RB-4 Date: 7/30/18 Selection _4x 8 DF-L #2 Lu = 0.0_Ft Conditions NDS 2015 Min Bearing Area R1= 1.4 inz R2= 1.4 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 525 # Beam Wt per ft 6.17 # Reaction 1 TL 858 # Bm Wt Included 37 # Maximum V 858 # Max Moment 1288'# Max V (Reduced) 686 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LLActual Defl L / >1000 Reaction 2 LL Reaction 2 TL 525 # 858 # Section in') Shear (inz) TL Defl (in) LL Defl 30.66 25.38 0.06 0.03 11.48 4.97 0.30 0.20 OK OK OK OK 37% 20% 19% 14% Fb(psi) Fv(psi) E(psi x mil Fc i(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: 175 Uniform TL: 280 = A Uniform Load A ] 1 a R1 = 858 R2 = 858 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GREAT RM. B-1 Date: 7/30/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions_ NDS 2015 Min Bearing Area R1= 3.9 in2 R2= 2.1 in (1.5) DL Defl= 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1569 # Reaction 2 LL 962 # Beam Wt per ft 7.87 # Reaction 1 TL 2418 # Reaction 2 TL 1337 # Bm Wt Included 47 # Maximum V 2418 # Max Moment 2909'# Max V (Reduced) 1918 # 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 ❑O in LL Defl Actual 49.91 32.38 0.06 0.03 Critical 28.10 13.90 0.30 0.20 Status OK OK OK OK Ratio 56% 43% 20% 17% Values Adiustments Fb(psi) Fv(psi) E(psi x mil) Fc!(psi) Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 CF Size Factor 1.200 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 ?ds Uniform LL: 240 Uniform TL: 300 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 847 B = 1397 1.5 H = 80 0 1.5 163 1 = 260 0 1.5 I H Uniform Load A Pt loads: R1 = 2418 R2 = 1337 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GREAT RM. B-2 Date: 7/30/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.1 in R2= 3.6 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 1630 # Reaction 2 LL 1390 # Beam Wt per ft 7.87 # Reaction 1 TL 2545 # Reaction 2 TL 2229 # Bm Wt Included 47 # Maximum V 2545 # Max Moment 3836'# Max V (Reduced) 2308 # TL Max Defl L / 240 TL Actual Defl L / 866 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in') TL Defl (in) LL Defl 49.91 32.38 0.08 0.04 37.06 16.72 0.30 0.20 OK OK OK OK 74% 52% 28% 22% Fb(psi) Fv si E sl x mil Fc! si Reference Values 900 180 1.6 625 Values 1242 207 1.6 625 _Adjusted CF Size Factor 1.200 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: 240 Uniform TL: 300 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 847 B = 1397 1.5 H = 80 1.5 6.0 163 1 = 260 1.5 6.0 _ I l H Uniform Load A Pt loads: R1 = 2545 R2 = 2229 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GREAT RM./ DINING RM. B-3 Date: 7/30/18 Selection 5-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.6 in2 R2= 1.9 in2 (1.5) DL Defl= 0.08 in Recom Camber= 0.12 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 12.0 ft Reaction 1 LL 743 # Reaction 2 LL 913 # Beam Wt per ft 11.21 # Reaction 1 TL 1023 # Reaction 2 TL 1247 # Bm Wt Included 135 # Maximum V 1247 # Max Moment 5260'# Max V (Reduced) 1189 # TL Max Defl L / 240 TL Actual Defl L / 612 LL Max Defl L / 360 LL Actual Defl L / 941 Section (in'} Shear (in2) TL Defl (in) LL Defl 69.19 46.13 0.24 0.15 22.87 6.46 0.60 0.40 OK OK OK OK 33% 14% 39% 38% Fb (psi) Fv (psi) E (psi x mi) 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: 53 Uniform TL: 66 = A Point LL Point TL Distance 1020 B = 1344 7.0 Uniform Load A Pt loads: _ R1 = 1023 R2 = 1247 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 DINING RM. B-4 Date: 7/30/18 Selection 5-1/8x 10-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.3 in2 R2= 4.3 in2 (1.5) DL Defl= 0.08 in Recom Camber= 0.12 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 12.0 ft Reaction 1 LL 2160 # Reaction 2 LL 2160 # Beam Wt per ft 13.08 # Reaction 1 TL 2778 # Reaction 2 TL 2778 # Bm Wt Included 157 # Maximum V 2778 # Max Moment 8335'# Max V (Reduced) 2373 # TL Max Defl L / 240 TL Actual Defl L / 535 LL Max Defl L / 360 LL Actual Defl L / 764 Section in' Shear 02 TL Defl in LL Defl 94.17 53.81 0.27 0.19 36.24 12.90 0.60 0.40 OK OK OK OK 38% 24% 45% 47% 1-D (psl� ry psi) t ips3 x mu? 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: 360 Uniform TL: 450 = A Uniform Load A R1 = 2778 R2 = 2778 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CVRD. PATIO B-5 Date: 7/30/18 Selection (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 9.9 in2R2= 10.1 in (1.5) DL Defl= 0.20 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 15.0 ft Reaction 1 LL 4549 # Reaction 2 LL 4551 # Beam Wt per it 16.19 # Reaction 1 TL 7437 # Reaction 2 TL 7585 # Bm Wt Included 243 # Maximum V 7585 # Max Moment 28035'# Max V (Reduced) 6046 # TL Max Defl L / 240 TL Actual Defl L / 444 LL Max Defl L / 360 LL Actual Defl L / 877 Section (W) Shear On') TL Defl (in) LL Defl 189.00 63.00 0.40 0.21 118.89 27.67 0.75 0.50 OK OK OK OK 63% 44% 54% 41% Fb(psi) Fv(psi) E(psi x mil Fc E(psi) Reference Values 2600 285 2.0 750 Adjusted 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: 120 Uniform TL: 150 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start 1 nd 1220 B = 1965 2.0 488 H = 860 0 2.0 1200 C = 1965 7.0 488 1 = 860 7.0 15.0 I 0 �11 Uniform Load A Pt loads: `ol ICZLI R1 = 7437 R2 = 7585 SPAN =15FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 KITCHEN B-6 Date: 7/30/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.7 in2 R2= 4.3 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Data Attributes Actual Critical Status Ratio Values Adiusttnents Beam Span 6.0 ft Reaction 1 LL 2878 # Reaction 2 LL 1963 # Beam Wt per ft 6.83 # Reaction 1 TL 4369 # Reaction 2 TL 2787 # Bm Wt Included 41 # Maximum V 4369 # Max Moment 6642'# Max V (Reduced) 3344 # TL Max Defl L / 240 TL Actual Defl L / 535 LL Max Defl L / 360 LL Actual Defl L / 930 Section (ins) Shear (in2) TL Defl (in) LL Defl 42.19 28.13 0.13 0.08 28.88 18.17 0.30 0.20 OK OK OK OK 68% 65% 45% 39% Fb(psi) Fv sI) 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 400 Uniform TL: 500 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1220 B = 1965 2.5 488 H = 860 0 2.5 H Uniform Load A Pt loads: R1 = 4369 R2 = 2787 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 B-7 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 DEN/ GUEST RM. Date: 7/30/18 (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 2.1 in R2= 6.4 in (1.5) DL Defl= 0.12 in Beam Span 17.5 ft Reaction 1 LL 975 # Reaction 2 LL 2813 # Beam Wt per ft 16.19 # Reaction 1 TL 1574 # Reaction 2 TL 4767 # Bm Wt Included 283 # Maximum V 4767 # Max Moment 14198'# Max V (Reduced) 4103 # TL Max Defl L / 240 TL Actual Defl L / 853 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 189.00 63.00 0.25 0.13 60.21 18.78 0.88 0.58 OK OK OK OK 32% 30% 28% 21% Fb(psi) Fv si E(psi x mil Fc I si Reference Values 2600 285 2.0 750 Adjusted 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: 53 Uniform TL: 66 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1224 B = 2008 14.0 H = 80 14.0 17.5 1024 C = 1634 14.0 175 1 = 280 14.0 17.5 0 Uniform Load A Pt loads: R1 = 1574 R2 = 4767 SPAN =17.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BearnChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 DEN/ GUEST RM, B-8 Date: 7/30/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.0 in2 R2= 6.4 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 771 # Reaction 2 LL 2582 # Beam Wt per ft 6.83 # Reaction 1 TL 1297 # Reaction 2 TL 4186 # Bm Wt Included 41 # Maximum V 4186 # Max Moment 5773'# Max V (Reduced) 3844 # TL Max Defl L / 240 TL Actual Defl L / 687 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (ire') Shear (W) TL Defl its} LL Defl 42.19 28.13 0.10 0.05 25.10 20.89 0.30 0.20 OK OK OK OK 59% 74% 35% 26% Fb (psi) Fv (Psl) I. (psi x mtl Fc! 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 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 2813 B = 4767 4.5 360 H = 450 4.5 6.0 H Pt loads: R1 = 1297 R2 = 4186 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CVRD.PORCH B-9 Date: 7/30/18 Selection 4x 10 DF-L #2 V _Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.5 inz R2= 1.7 in2 (1.5) DL Defl= 0.07 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.0 ft Reaction 1 LL 934 # Reaction 2 LL 590 # Beam Wt per ft 7.87 # Reaction 1 TL 1549 # Reaction 2 TL 1042 # Bm Wt Included 63 # Maximum V 1549 # Max Moment 4588'# Max V (Reduced) 1446 # TL Max Defl L / 240 TL Actual Defl L / 678 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 49.91 32.38 0.14 0.07 44.33 10.48 0.40 0.27 OK OK OK OK 89% 32% 35% 25% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 CIF Size Factor 1.200 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 1174 B = 2090 3.5 100 H = 125 0 3.5 H Pt loads: R1 = 1549 R2 = 1042 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-1 Date: 7/30/18 Selection (2) 1-3/4x 18 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 9.0 in2 R2= 9.0 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Ad1uslments Beam Span 10.0 ft Reaction 1 LL 4340 # Reaction 2 LL 4340 # Beam Wt per ft 16.19 # Reaction 1 TL 6756 # Reaction 2 TL 6756 # Bm Wt Included 162 # Maximum V 6756 # Max Moment 16890'# Max V (Reduced) 4729 # 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 (n) LL Defl 189.00 63.00 0.11 0.06 71.63 21.64 0.50 0.33 OK OK OK OK 38% 34% 22% 18% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2600 285 2.0 750 Adjusted 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: 380 Uniform TL: 475 = A Par Unif LL Par Unif TL Start End H = 80 0 10.0 488 1 = 780 0 10.0 1 1 H i Uniform Load A R1 = 6756 R2 = 6756 SPAN =10FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-2 Date: 7/30/18 Selection 7x 18 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 18.4 in2R2= 18.4 in (1.5) DL Defl= 0.30 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 19.0 ft Reaction 1 LL 8844 # Reaction 2 LL 8844 # Beam Wt per ft 39.38 # Reaction 1 TL 13788 # Reaction 2 TL 13788 # Bm Wt Included 748 # Maximum V 13788 # Max Moment 58041 '# Max V (Reduced) 11764 # TL Max Defl L / 240 TL Actual Defl L / 345 LL Max Defl L / 360 LL Actual Defl L / 625 Section (W) Shear (in') TL Defl (in) LL Defl 378.00 126.00 0.66 0.36 218.47 52.91 0.95 0.63 OK OK OK OK 58% 42% 70% 58% Fb(psi) Fv(psi) E(psi x mil Fc I(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 Uniform LL: 360 Uniform TL: 450 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2196 B = 3560 5.0 488 H = 860 0 5.0 428 C = 829 5.0 488 1 = 860 14.0 19.0 2196 D = 3560 14.0 80 J = 100 5.0 14.0 428 E = 829 14.0 J H Uniform Load A Pt loads: R1 = 13788 R2 = 13788 SPAN =19FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3009 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-3 Date: 7/30/18 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.2 inz R2= 2.2 in2 (1.5) DL Defl= 0.13 in Recom Camber= 0.20 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 16.0 ft Reaction 1 LL 828 # Reaction 2 LL 828 # Beam Wt per ft 14.94 # Reaction 1 TL 1449 # Reaction 2 TL 1449 # Bm Wt Included 239 # Maximum V 1449 # Max Moment 5715'# Max V (Reduced) 1434 # TL Max Defl L / 240 TL Actual Defl L / 716 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in) Shear (ink TL Defl (in) LL Defl 123.00 61.50 0.27 0.13 24.85 7.79 0.80 0.53 OK OK OK OK 20% 13% 34% 25% Fb (psi) Fv(psi) E (psi x rail) 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 428 B = 829 3.0 80 H = 100 3.0 13.0 428 C = 829 13.0 H Pt loads: R1 = 1449 R2 = 1449 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. 1 :j Act: [KIiIly: BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GP-1 Prepared by: Date: 7/30/18 Selection (4) 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 20534 # Column Area 33.0 in Kf 1.00 Actual Height 9.0 ft le d1 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 Affributes anti Valdes Controlling d is 5.5 inches Fc 11 (psi) E (psi x mil) le/d psi Area (in') Actual 20 622 33.0 Critical 50 981 20.93 Status OK OK OK Ratio 40% 63% 63% Reference Values Adjusted Values 1350 1.6 981 1.6 CF Size Factor 1.10 Cd Duration 1.15 Cm Wet Use 1.00 1.00 Cp Stability 0.57 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 622 psi. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM :PAJRCHITECTS CLIENT: H&ASSOCIATES 7 WIND AND SEISMIC DESIGN DATA PROJECT: PER 2015 IBC DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/— 16 psf 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 BUII.DINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE 7-10 SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASCE 7-10, SECTION 27.5 BUILDING HEIGHT IS LESS THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 27.6.1 "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 Ie 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 w 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 CB 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 CATEGO D IF RISK CATEGORY IS 1, II, OR 111 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM w1w FRONT ELEVATION R16HT ELE\/ATION 14.6 p5f IG.6 psf B A HOLDDONN SCHEDULE MARK HOLDONN/ STRAP FASTENERS Y�kO MEWBt THICKNESS/5PECIE5 ANCHOR REQUIRED T-1 STHDI4/14 RJ 24-16d SINKER (2) 2X4/2 X& STUDS HF/SPF T-2 MST48 (34)-16d (2) 2X4/2X6 STUDS HF/5PF T-3 MSTA36 (26)-IOd (2) 2X4/2X6 STUDS HF/SPF T-4 MSTr-4BB3 (38)-IOd HF/SPF T-5 j HD-!B (5)- 3/4" 3-I/2" MIN. vF/SP SSTB2B (-f/B") MIN. 24--1/B" EMBEDMENT Fy 7S MAIN FLOOR 18� 10.5 � J B A m HOLDDOWN SCHEDULE MARK .0 MEMBER ANCHOR STRAP THILKNESS/SPEGIES REp Jl T-1 STHDI4/14 RJ 24-1&d SINKER 7:2/ 2X4/2X6 STUBS HF/SPF T-2 MST45 (54)-16d (2) 2X4/2Xb STUBS HF� F T-3 MSTA36 (26)-IOd (2) 2X4/2X& STUDS HF/5PF T-4 MSTG48B3 (38)-IOd HF/SPF T-5 HD-IB �)_ 3/4 MIN. OF/SP S5TB28 (7/8"7 MIN. 24-7/95" EMBEDMENT ---- .IJ 1 UPPER PLOOR 2a.5� 21� CLIENT: NASH&ASSOCIATES LATERAL DESIGN DATA PROJECT: PER IBC 2015 DATE: ;ARCHITECTS NAME: 1 SHEAR UNIT SHEAR LINE LEVEL TOTAL SHEAR FORCE (#) WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv. A 2 25 x 6.5 x 19.6 + 0 = 3185 14.5 219.7 P1-6" 1 25 x 10.5 x 19.6 + 3185 = 8330 18.5 450.3 P1-2" B 2 25 x 6.5 x 19.6 + 0 = 3185 34 93.7 - 1 25 x 10.5 x 19.6 + 3185 = 8330 42 198.3 P 1-6" 1 2 11 x 6.5 x 19.6 + 0 = 1401.4 29.5 47.5 - 1 11 x 10.5 x 19.6 + 1401.4 = 3665.2 18 203.6 P1-6" 2 2 20.5 x 6.5 x 19.6 + 0 = 2611.7 21.5 121.5 - 1 20.5 x 10.5 x 19.6 + 2611.7 = 6830.6 37 184.6 P 1-6" 3 2 11.5 x 6.5 x 19.6 + 0 = 1465.1 21 69.8 - 1 11.5 x 10.5 x 19.6 + 1465.1 = 3831.8 10.5 364.9 P 1-3" 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM 5HEAR AALL 5GHr=:%LF- PER 2015 1 BG GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DE516NATORS FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLDOWN5. LOCATE HOLDOWN5 AS CLOSE AS P055113LE TO THE END OF THE DE516NATED WALL. ALL HOLDOWN5, ANCHOR BOLTS, WA5HER5, 8 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED &ALVANIZED. PI = ONE SIDE PLYWOOD P2 = TWO SIDES PLYWOOD NAIL 5PAGIN6 5 SILL OPTIONAL BASE HEM FIR # . MARK �/I6" _ TOP BTM. ANCHORS BLKG. PLATE 51MP50N MASAP PLATE VALUE PLYWD. EDGES FIFi D PLATES g N1 REO'D. ANCHOR BOLT5 ANGHOR5 NAILING (#/LF) PI-6" Sd 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" ® 32" ® 50" 4 ENDS (2) Ibd ® 7" 344 PI-3" ** 8d 3" 12" 39 14" O.G. (2) 2x4/6 5/8" ® 24" ® 24" 4 ENDS (2) Ibd ® 5" 450 PI-2" ** ad 2" 12" 2" 12" O.G. (2)2 X4/6 3/4" ® 24" ® 18" 4 ENDS (2) 16d ® 5" 585 P2-6" ** 8d 6" 12" 6" loll O.G. (2) 2x4/6 5/8" ® 24" N/A (2) Ibd ® 5" 480 P2-4" ** 8d 4" 12" 4" 8" O.G. (2) 2x4/6 3/4" ® 20" WA .(3) 16d ® 5" 700 P2-3" ** 8d 3" 12" 3B 8" O.G. (2) 2x4/6 3/4" ® 16" WA (4) Ibd ® 5" c100 P2-2" ** 8d 2" 12" 2" 8" O.G. (2) 2x4/6 3/4" ® 12" N/A (4) 16d ® 4" 1170 **NOTE: WALL5 WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS $ PLATES) ABUTTING PANELS NOT LE55 THAN 3X MEMBERS OR (2) 2X MEMBER5 PER IBG 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 STUDS AND PLATES TOGETHER WITH 16d NAILS ® 12" O.G. 5TA6ERRED 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. 50LID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALLS. SHEAR WALL NOTES 7/16" 05B OR PLYWOOD SHEATHING - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL EDGE5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL 5PAGIN6 IS SPECIFIED AT PANEL EDGE5, USE 1-1/2" 8d SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL 5PAGIN6, USE 3X STUDS AND 5TA66ER PANELS. WHERE PLYWOOD 15 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, 6" O.G. AT ALL PANEL EDGES AND 4" O.G. AT ALL SHEAR WALL5, UNLESS OTHERN15E 5HOWN ON PLANS. FLOOR JOISTS - JOIST PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE GRO55 BLOCKED AT 48" O.G. ® EDGE5 W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SGUARE WASHERS AT ALL ANCHOR BOLTS. PLATE WASHERS TO BE INSTALLED WITHIN 1/2" OF SHEATHING 7/I6" 055 OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 STUDS 2" 16 &A. STAPLES ® 15 6A. 5TAPLE5 ® 14 &A. 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. - 3q0#/ft. 4" O.G. AND IOd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. FIELD 5PAGIN6: 12" O.G. NAILS 8 STAPLES. HOLDOWN5 - INSTALL 51MP50N HOLDOWNS OR U5P HOLDOWN5 AT THE END OF SHEAR WALLS WHEN 5HOWN ON DRAWINGS. PER PLAN, SIMP50N 5THD14 OR U5P STAD14 SIMPSON M5T36 OR U5P M5TI36 51MP50N M5T48 OR U5P K5T248 5IMP50N HDUB OR U5P TDXIO 06" ANCHOR BOLT MIN. SIMP50N M5TG48B3 OR U5P MSTG54B3 24" EMBEDMENT, 3" BOLT INTO (3) 2x4(6)) CLIENT: NASH & ASSOCIAM SEISMIC ANALYSIS PROJECT: PER IBC 2015 DATE: ARCHITECTS NAME: Weight of Building: Roof Assembly Asphalt Shingles - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-38 Insulation - 1/2" GWB Ceiling - 2.00 #/it 0.15 #/It 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 Hardwood - 2.50 #/ft 3/4' T&G Plywood - 2x10 ® 16o. c. - 1/2" GWB Ceiling - 2.50 #/ft 2.30 #/ft 2.00 #/ft 3/4" T&G Plywood 2x10 0 16" o.c- - 1/2" GWB Ceiling - - 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 - Total Use 2.30 #/ft 1.50 #/ft 1.37 #/ft 2.10 #/ft 2.00 #/ft 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 SEISMIC ANALYSIS PER IBC 2015 3 Wdl Cs V LEVEL 2: 28.7 x 0.13 = 3.7 LEVEL 1: 53.8 x 0.13 = 7 TOTAL: 82.5 x 0.13 = 10.7 CLIENT: PROJECT. DATE: NAME: DEAD LOAD MOMENT SHEAR @ STORY REMARKS LEVEL (Wdl) HIGHT (h) (Wdl)(h) Fx = [(Wdl)(h)]V / [(Wdl)(h)] ALPHA I NUMERIC 2 28.7 18 516.6 52% 5.56 21 2.8 31 1.9 1 53.8 9 1 484.2 48% 5.14 TOTAL j 82.5 1 1000.8 100% 10.7 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES SEISMIC ANALYSIS ARCHITECTS PER IBC 2015 CLIENT: PROJECT: DATE: NAME: LEVEL LINE LINE LINE SHEAR TOTAL P > 1 WALL Vmax SEISMIC (3/ft) WIND WALL OVER TURNING SHEAR SHEAR ABOVE LENGTH V / 1.4 SHEAR RIGHT FORCE WALL 2 A 2.81 0 2.8 14.5 193 138 219.7 8.08 1775.176 P 1-6" B 2.8 0 2.8 34 82 59 93.7 8.08 757.096 1 1.9 0 1.9 29.5 64 46 47.5 8.08 383.8 2 1.9 0 1.9 21.5 88 63 121.5 8.08 981.72 3 1.9 T-1-9 21 90 64 69.8 8.08 563.984 LEVEL LINE LINE LINE SHEAR TOTAL P > 1 WALL Vmax SEISMIC (3/ft) WIND WALL OVER TURNING SHEAR SHEAR ABOVE LENGTH V / 1.4 SHEAR RIGHT FORCE WALL 1 A 2.6 2.8 5.4 18.5 292 209 450.3 9 4052.7 P1-2" B 2.6 2.8 5.4 42 129 92 198.3 9 17847 P1-6" 1 1.7 1.9 3.6 18 200 143 203.6 9 1832.4 P1-6" 2 1.7 1.9 3.6 37 97 69 184.6 9 1661.4 P1-6" 3 1.7 1.9 3.6 10.5 343 245 364.9 9 3284.1 P1-3" 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM