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REVIEWED BLD BLD2021-0070+Structural_Calculations+1.19.2021_2.45.02_PM+1996442RECEIVED NASH & ASSOCIATES Jan 21 2021 CITY OFEARCHITECTS DEVELOPMENTTSERVICES DEPARTMENT BLD2021-0070 ....,.....,..............................., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT PLAN 2,903 BEAM, LATERAL and SEISMIC CALCULATIONS 2512 REGISTERED ITECT GARY AS NASH STATE OF ASHINGTON 2015 IBC SEPTEMBER 2017 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 Fj CLIENT: NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: A R C H I'I' E C T S 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•IQ) E = 1,800,000 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BATH RB-1 _ Date: 9/05/17 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.2 in2 R2= 2.2 in (1.5) DL Defl= 0.01 in _ Data I Beam Span 4 0 ft Reaction 1 LL 850 it Reaction 2 LL 850 # Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Wt per ft 6.17 # Reaction 1 TL 1372 # Reaction 2 TL 1372 # Bm Wt Included 25 # Maximum V 1372 # Max Moment 1372'# Max V (Reduced) 958 # TL Max Defl L / 240 TL Actual Defl L / >1000 ILL Max Defl L / 360 ILL Actual Defl L / >1000 Section (in') Shear in') TL Defl in LL Defl 30.66 25.38 0.03 0.01 12.24 6.94 0.20 0.13 OK OK OK OK 40% 27% 13% 10% Reference Values Adjusted Values rD lPsiJ _ 900 1346 ry Lpsi/ 180 207 t s1 x mill 1.6 1.6 rc 1 625 625 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: 425 Uniform TL: 680 = A [ Uniform Load A s� R1 = 1372 R2 = 1372 SPAN = 4 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 MASTER BDRM. RB-2 Date: 9/08/17 Selection 3-1/8x 9GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.6 in2 R2= 3.3 in2 (1.5) DL Defl= 0.13 in Recom Camber= 0.20 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.0 ft Reaction 1 LL 2474 # Reaction 2 LL 1271 # Beam Wt per ft 6.83 # Reaction 1 TL 4309 # Reaction 2 TL 2133 # Bm Wt Included 55 # Maximum V 4309 # Max Moment 5887'# Max V (Reduced) 3794 # TL Max Defl L / 240 TL Actual Defl L / 374 LL Max Defl L / 360 LL Actual Defl L / 777 Section (in') Shear (in') TL Defl (in) LL Defl 42.19 28.13 0.26 0.12 25.60 20.62 0.40 0.27 OK OK OK OK 61% 73% 64% 46% Fb(psi) Fv (psi) E (psi x mil) Fc! psi Reference Values 2400 240 1.8 650 Ad'usted 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 1560 B = 2897 1.5 238 H = 380 1.5 8.0 425 1 = 680 0 1.5 Pt loads: R1 = 4309 R2 = 2133 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 BDRM. #2 RB-3 Date: 9/05/17 Selection 4x 8 DF-L #2 _ Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.7 in2 R2= 2.7 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 5.0 ft Reaction 1 LL 1063 # Reaction 2 LL 1063 # Beam Wt per ft 6.17 # Reaction 1 TL 1715 # Reaction 2 TL 1715 # Bm Wt Included 31 # Maximum V 1715 # Max Moment 2144'# Max V (Reduced) 1301 # TL Max Defl L / 240 TL Actual Defl L / 930 LL Max Defl L / 360 LLActual Defl L / >1000 Section W Shear W TL Defl in LL Defl 30.66 25.38 0.06 0.03 19.12 9.43 0.25 0.17 OK OK OK OK 62% 37% 26% 20% Fb(psi) Fv(psi) E(psi x mil Fc!(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: 425 Uniform TL: 680 = A Uniform Load A R1=1715 R2=1715 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 RB-4 Selection Conditions Data Attributes Actual Critical Status Ratio Values h �,gstments Loads BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 BDRM. #4 Date: 9/05/17 4x 8 DF-L #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 3.3 in2 R2= 3.3 in (1.5) DL Defl= 0.06 in Beam Span 6.0 ft Reaction 1 LL 1275 # Reaction 2 LL 1275 # Beam Wt per ft 6.17 # Reaction 1 TL 2058 # Reaction 2 TL 2058 # Bm Wt Included 37 # Maximum V 2058 # Max Moment 3088 '# Max V (Reduced) 1644 # TL Max Defl L / 240 TL Actual Defl L / 538 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in'Shear (M2) TL Defl in LL Defl 30.66 25.38 0.13 0.07 27.54 11.91 0.30 0.20 OK OK OK OK 90% 47% 45% 35% Reference Values Adjusted Values Fb_(psi} 900 1346 Fv (psi) 180 207 E Si(px mil) 1.6 1.6 Fc!(psi) 625 625 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: 425 Uniform TL: 680 = A Uniform Load A R1 = 2058 R2 = 2058 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 OPEN TO BELOW RB-5 Date: 9105/17 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.5 in2 R2= 1.3 in (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 592 # Reaction 2 LL 498 # Beam Wt per ft 6.17 # Reaction 1 TL 963 # Reaction 2 TL 813 # Bm Wt Included 37 # Maximum V 963 # Max Moment 1243'# Max V (Reduced) 694 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section QnD Shear Qn2 TL Defl (in) LL Defl Actual 30.66 25.38 0.06 _ 0.03 Critical 11.09 5.03 0.30 0.20 Status OK OK OK OK Ratio 36% 20% 19% 15% Values Adjustments rD tPsly ry tpsi} t kpsi x muj rc! si 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 Loads Par Unif LL Par Unif TL Start End 275 H = 440 0 1.0 163 1 = 260 1.0 6.0 H R1 =963 R2=813 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 STAIRS RB-6 Date: 9/05/17 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.8 in2 R2= 6.2 in (1.5) DL Defl= 0.01 in Recom Camber= 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 3.0 ft Reaction 1 LL Beam Wt per ft 6.83 # Reaction 1 TL Bm Wt Included 21 # Maximum V Max Moment 5554'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Section in' Shear in' TL Defl in 42.19 28.13 0.03 24.15 20.12 0.15 OK OK OK 57% 72% 17% Fb (psi) Fv (psi) Reference Values 2400 240 Adjusted Values 2760 276 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 CI Stability 1.0000 2284 # Reaction 2 LL 2453 # 3768 # Reaction 2 TL 4038 # 4038 # 3703 # L / > 1000 L / > 1000 LL Defl 0.01 0.10 OK 13% )si x mil Fc (psj 1.8 650 1.8 650 N/A 1.00 1.00 1.00 Rb=0.00 Le=0.00Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL 4250 B = 7005 1.5 50 H = 80 275 1 = 440 I E-f Pt loads: _[! R1 = 3768 R2 = 4038 SPAN =3FT Uniform and partial uniform loads are Ibs per lineal ft. Start End 0 1.5 1.5 3.0 PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 CVRD. PATIO B-1 Date: 9/05/17 Selection 6x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.2 in' R2= 8.3 in (1.5) DL Defl= 0.05 in Data Beam Span 7.5 ft Reaction 1 LL 2344 # Reaction 2 LL 3194 # Beam Wt per ft 15.37 # Reaction 1 TL 3845 # Reaction 2 TL 5217 # Bm Wt Included 115 # Maximum V 5217 # Max Moment 7210 W Max V (Reduced) 2862 # TL Max Defl L / 240 TL Actual Defl L / 897 LL Max Defl L / 360 LLActual Defl L / >1000 Attributes Section in') Shear (in2) TL Defl Actual 121.23 63.25 0.10 Critical 85.98 21.96 0.38 Status OK OK OK Ratio 71 % 35% 27% Values Adjustments LL Defl 0.05 0.25 OK 20% Fb(psi) Fv(psi) E(psi x mil) Fc!(psi) Reference Values 875 170 1.3 625 Adjusted Values 1006 196 1.3 625 CF Size Factor 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: 200 Uniform TL: 250 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 850 B = 1372 7.5 H = 80 0 7.5 425 1 = 680 0 7.5 I H Uniform Load A Pt loads: R 1 = 3845 R2 = 5217 SPAN = 7.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 DINING RM. B-2 Date: 9/05/17 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 6.7 in2R2= 12.4 in2 (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Beam Span 8.0 ft Reaction 1 LL 2685 # Reaction 2 LL 5195 # Beam Wt per ft 11.21 # Reaction 1 TL 4359 # Reaction 2 TL 8042 # Bm Wt Included 90 # Maximum V 8042 # Max Moment 9304'# Max V (Reduced) 6077 # TL Max Defl L / 240 TL Actual Defl L / 383 LL Max Defl L / 360 LL Actual Defl L / 732 Section (in') Shear (in`) TL Defl (in) LL Defl 69.19 46.13 0.25 0.13 40.45 33.03 0.40 0.27 OK OK OK OK 58% 72% 63% 49% 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1343 B = 1792 7.5 H = 80 0 7.5 1700 C = 2757 7.5 425 1 = 680 0 7.5 200 J = 250 0 7.5 300 K = 375 7.5 8.0 0 J I H Pt loads: [B] R1 = 4359 R2 = 8042 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 KITCHEN B-3 Date: 9/05/17 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.7 in2 R2= 5.9 in' (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 3202 # Reaction 2 LL 2423 # Beam Wt per ft 6.83 # Reaction 1 TL 5018 # Reaction 2 TL 3820 # Bm Wt Included 41 # Maximum V 5018 # Max Moment 6390'# Max V (Reduced) 4732 # TL Max Defl L / 240 TL Actual Defl L / 466 LL Max Defl L / 360 LL Actual Defl L / 875 Section in') Shear ink) TL Defl (in) LL DO 42.19 28.13 0.15 0.08 27.78 25.72 0.30 0.20 OK OK OK OK 66% 91% 51% 41% Fb(psi) Fv si 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: 300 Uniform TL: 375 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1700 B = 2747 1.0 H = 80 1.0 6.0 425 1 = 680 1.0 6.0 I H Uniform Load A Pt loads: R1 = 5018 R2 = 3820 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GREAT RM. B-4 Date: 9/05/17 Selection 3-1/8x 9 GLB 24F-V4 DF/DF l _ Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.0 in2 R2= 4.0 in (1.5) DL Defl= 0.06 in Recom Camber= 0.08 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 LL 2080 # Reaction 2 LL 2080 # Beam Wt per ft 6.83 # Reaction 1 TL 2627 # Reaction 2 TL 2627 # Bm Wt Included 55 # Maximum V 2627 # Max Moment 5255'# Max V (Reduced) 2135 # TL Max Defl L / 240 TL Actual Defl L / 492 LL Max Defl L / 360 LL Actual Defl L / 686 Section in' Shear in') TL Deft in LL DO 42.19 28.13 0.20 0.14 22.85 11.60 0.40 0.27 OK OK OK OK 54% 41% 49% 53% Fb (psi) Fv�psi) t (,psi x mip Fc i 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: 520 Uniform TL: 650 = A Uniform Load A ZINS R1 = 2627 R2 = 2627 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects CVRD. PORCH PB-1 Selection 6x 10 DF-L #2 Conditions NDS 2015 Min Bearing Area Data # 6464-622 Date: 9/05/17 Lu = 0.0 Ft R1= 3.1 in R2= 3.8 in (1.5) DL Defl= 0.13 in Beam Span 9.5 ft Reaction 1 LL 897 # Reaction 2 LL 1338 # Beam Wt per ft 12.7 # Reaction 1 TL 1928 # Reaction 2 TL 2361 # Bm Wt Included 121 # Maximum V 2361 # Max Moment 6036'# Max V (Reduced) 2003 # TL Max Defl L / 240 TL Actual Defl L / 496 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in'} Shear in') TL Defl tin} LL Defl Actual 82.73 52.25 0.23 0.10 Critical 71.98 15.37 0.48 0.32 Status OK OK OK OK Ratio 87% 29% 48% 31 % Values Adjustments Reference Values Adjusted Values Fb (psi) 875 1006 _Fv (&) 170 196 E(psi x mil 1.3 1.3 Fc! si 625 625 CF Size Factor 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 Paint LL Point TL Distance Par Unif LL Par Unif TL Start End 498 B = 813 5.0 100 H = 275 0 5.0 275 1 = 440 5.0 9.5 I H Pt loads: R1 = 1928 R2 = 2361 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 GB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE DR. HEADER Date: 9/05/17 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 1.2 in2 R2= 1.2 in (1.5) DL Defl= 0.11 in Recom Camber= 0.17 in Beam Span 16.0 ft Reaction 1 LL 450 # Reaction 2 LL 450 # Beam Wt per ft 9.11 # Reaction 1 TL 793 # Reaction 2 TL 793 # Bm Wt Included 146 # Maximum V 793 # Max Moment 2932'# Max V (Reduced) 664 # TL Max Defl L / 240 TL Actual Defl L / 897 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in Shear On" TL Defl in LL Defl 75.00 37.50 0.21 0.10 12.75 3.61 0.80 0.53 OK OK OK OK 17% 10% 27% 19% ro sl ry (psi) L [psi x mii} 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 I Par Unif LL Par Unif TL Start End 75 H = 120 0 2.0 75 1 = 120 14.0 16.0 50 J = 80 2.0 14.0 J 0 3 R1 = 793 R2 = 793 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE DR. HEADER GB-2 Date: 9/05117 Selection 3-1/8x 12 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 0.8 in2 R2= 0.8 in (1.5) DL Defl= <0.01 in.Recom Camber= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 LL 300 # Reaction 2 LL 300 # Beam Wt per ft 9.11 # Reaction 1 TL 516 # Reaction 2 TL 516 # Bm Wt Included 73 # Maximum V 516 # Max Moment 1033'# Max V (Reduced) 387 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear On") TL Defl (in) LL Defl _ 75.00 37.50 0.02 <0.01 4.49 2.11 0.40 0.27 OK OK OK OK 6% 6% 4% 3% ro (psi) ry (psi) t (psi x m1l) rc 1 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: 75 Uniform TL: 120 = A Uniform Load A j R1 =516 R2=516 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-3 Date: 9/05/17 Selection 6-3/4x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 26.3 in R2= 17.3 in' (1.5) DL Defl= 0.32 in Recom Camber= 0.48 in Data Beam Span 19.5 ft Reaction 1 LL 10803 # Reaction 2 LL 7298 # Beam Wt per ft 29.52 # Reaction 1 TL 17118 # Reaction 2 TL 11259 # Bm Wt Included 576 # Maximum V 17118 # Max Moment 49227 W Max V (Reduced) 13756 # TL Max Defl L / 240 TL Actual Defl L / 326 LL Max Defl L / 360 LL Actual Defl L / 589 Attributes Section (ire') Shear in) TL Defl (in) LL Defl Actual 364.50 121.50 0.72 0.40 Critical 227.42 74.76 0.98 0.65 Status OK OK OK OK Ratio 62% 62% 74% 61 % Values Adjustments Reference Values Values Fb si 2400 2598 Fv(psi)_ 240 276 E(psi x mil) 1.8 1.8 Fc(psi) 650 650 _Adjusted Cv Volume 0.941 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: 300 Uniform TL: 375 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 4250 B = 7005 1.0 50 H = 160 1.0 5.75 2338 C = 3802 5.75 425 1 = 680 1.0 5.75 2338 D = 3802 17.25 50 J = 160 17.25 19.5 425 K = 680 17.25 19.5 T I H Uniform Load A Pt loads: © © Q R1 = 17118 R2 = 11259 SPAN =19.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GB-4 Date: 9/05/17 Selection 16-3/4x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adjustments min ueanng Area K1= u.a m- KL= a.-i m- k1.0l uL uen= u.uz in Kecom L;amoer= u.us in Beam Span 9.75 ft Reaction 1 LL 3778 # Reaction 2 LL 3778 # Beam Wt per ft 29.52 # Reaction 1 TL 5782 # Reaction 2 TL 5908 # Bm Wt Included 288 # Maximum V 5908 # Max Moment 12662'# Max V (Reduced) 4041 # 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 364.50 121.50 0.04 0.02 55.05 21.96 0.49 0.33 OK OK OK OK 15% 18% 9% 7% 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 LoadsLoAds Uniform LL: 300 Uniform TL: 375 = A Point LL Point TI_ Distance Par Unif LL _ Per Unif TL Start End 1275 B = 2058 0.5 50 H = 80 0 9.75 1275 C = 2058 6.5 425 1 = 760 0 0.5 425 J = 760 6.5 9.75 0 ❑I H Uniform Load A Pt loads: © Lq.1 Z� R1 = 5782 R2 = 5908 SPAN = 9.75 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GP-1 Prepared by: Date: 9/05/17 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 19973 # 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 Alfribe►tes and Values Controlling d is 5.5 inches Fc 11 (psi) E (psi x mil) Reference Values 1350 1.6 le/d psi Area (in2) Adjusted Values 981 1.6 Actual 20 605 33.0 CF Size Factor 1.10 Critical 50 981 20.36 Cd Duration 1.15 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 40% 62% 62% Cp Stability 0.57 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 605 psi. PLAN 2,903 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GARAGE GP-2 Prepared by: Date: 9/05/17 Selection 6x 6 DF-L #2 Solid Wood Column Conditions NDS 2015, Using values for 5x + solid sawn, Posts and Timbers. Data Load 17041 # Column Area 30.25 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 1012 Attributes and Values Controlling d is 5.5 inches le/d psi Area (in') Actual 20 563 30.25 Critical 50 615 27.72 Status OK OK OK Ratio 40% 92% 92% Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 563 psi. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 W11W. NASH—ARCHITECTS. COM CLIENT: NASH -ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: ARCHITECTS PER 2015 IBC DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 1. NOMINAL/UUMMATE 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 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 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 n 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 Ce 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13. RISK CATEGORY 11 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, 11. OR 111 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM 3 1 :S N m I� II II II II II I I IL - - - - - UPPER FLOOR. HOLDDOWN SCHEDULE MARK HOLDOWH/ FASTENERS WOOD MEMBER ANCHOR 5TRAP THICKNESS/5PECIES RBpUIRED T-! 5THD14/14 RJ 24-I6d SINKER (2) 2X4/2X6 STUDS HF/SPF T-2 MST45 (34)_16❑ (2) 2X4/2X6 STUDS HF/SPP T-3 MSTA36 (2) 2X4/2X6 STUD5 (26)-IOd HF/SPF M5TG4BB9 (3B)-IOd HF/SPF �T__- HDU6-5052,5 (20) SDS I/4" (2) 2X4/2X6 STUDS T/B„ ANCHOR HF/SPF BOLT 2 tJ : a 3 2 � �? Cn r- N N m MAIN FLOOR _ HOLDDOWN 5GHEMI F= MARK HOLDOWN/ FASTENERS WOOD MEMBER ANCHOR STRAP THICKNESS/SPECIES REd11RE0 T-1 STHD14/14 RJ 24-16d SINKER (2) 2X4/2X6 STv S HF/5PF T-2 MST45 (a4)-I6d (2) 2X4/2X6 STUDS HF/5PF T-3 M5TA36 (26)-IOd (2) 2X4/2X6 STUDS HF/SPF M5TC4BB3 (36)-IOd HF/SPF �T-4 T-5 HDUB-5D52 5 (20) SDS I/4" (2) 2X4/2X6 5N05 7/6'. ANCHOR X 2-I/2" HF/5PF BOLT 2 2� 6� C 10 Q) FRONT ELEVATION R16HT ELEVATION CLIENT: NASH &ASSOCIATES LATERAL DESIGN DATA PROJECT: ARCH I T E C T S PER IBC 2015 DATE: NAME: 1 SHEAR UNIT SHEAR LINE LEVEL TOTAL SHEAR FORCE (#) WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv. A 2 8 x 7.5 x 19.6 + 0 = i i 76 28.5 41.3 - 1 8 x 10 x 19.6 + 1176 = 2 744 24 114.3 - B 2 16.5 x 7.5 x 19 6+ 0 = 2425 5 18 134.8 - 1 18.5 x 10 x 19.6 + 2425.5 = 6051.5 23.5 257.5 P1-4" C 2 8 x 7.5 x 19 6+ 0 = 1176 13 90 5 1 19 x 10 x 19.6 + 1176 = 4900 6 816 7 P2-3" D 1 8.5 x 10 x 19,6 + 0 = 1666 10 1666 p 1-6" 1 2 17 x 7.5 x 19.6 + 0 = 2499 30 83.3 - 1 17 x 10 x 19.6 + 2499 = 5831 34.5 169 P1-8" 2 2 25 x 7.5 x 19.6 + 0 = 3675 14 262.5 P1-4" 1 25 x 10 x 19.6 + 3675 = 8575 25 343 P1-4" 3 2 8 x 7.5 x 19.6 + 0 = 1176 27 43.6 - 1 8 x 10 x 19.6 + 1176 = 2744 27.5 99.8 - 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 W`PW. NASH-ARCHITECTS. COM SHEAR wAL.1. SOHF-Z�uL-r= PER 2015 Or, GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DE516NATOR5 FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLDOWN5. LOCATE HOLDOWN5 AS GL05E AS POSSIBLE TO THE END OF THE DE516NATED WALL. ALL HOLOOWN5, ANCHOR BOLTS, WASHERS, 4 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. PI = ONE 51DE PLYWOOD P2 = TWO SIDES PLYWOOD 7/I6" NAIL 5PACIN6 TOP 4 BTM. ANCHORS BLK6. SILL OPTIONAL BASE HEM FIR # MARK PLATE 5IMP50N MASAP PLATE VALUE PLYWD. EDGES FIELD PLATES die all REQV• ANCHOR BoLTE, ANCHORS NAILING (#/LF) PI-6" 8d roll 12" roll 18, O.G. 2x4 5/8" ® 48" ® 45" 4 ENDS (2) Ibd ® 10" 240 PI-4" 8d 4" 12" 4" I6" O.G. 2x4 5/5" ® 32" ® 30" 4 ENDS (2) Ibd ® 7" 34G 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" O.G. (2) 2x4/6 3/4" ® 24" ® 18" 4 ENDS (2) 16d ® 5" 585 P2-6" *" 8d 6" 12" 6" 10" O.G. (2) 2x4/6 5/5" ® 24" WA (2) Ibd ® 5" 480 P2-4" ** 8d 4" 12" 4" 8" O.G. (2) 2x4/ro 3/4" ® 20" WA (3) Ibd ® 5" 700 P2-3" 8d 3" 12" 3" 8" O.G. (2) 2x4/6 3/4" ® I6" WA (4) Ibd ® 5" GOO P2-2" *"' 8d 2" 12" 2" _718" O.G. (2) 2x4/6 3/4" ® 12" WA (4) Ibd ® 4" 1 1170 "*NOTE: WALL5 WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS 4 PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS OR (2) 2X MEMBERS 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 Ibd NAILS ® 12" O.G. 5TA6ERRED ON THE STUD FACE I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAM5ET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALLS. SHEAR WALL NOTES 7/16" 053 OR PLYWOOD SHEATHING - USE ad COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL ED6E5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPAGING 15 SPECIFIED AT PANEL EDGES, USE 1-1/2" ad SHORT NAILS OR 3X STUDS WITH Sd COMMON NAILS. FOR 2" NAIL SPAGING, USE 3X STUD5 AND 5TAC76ER PANELS. WHERE PLYWOOD 15 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD - USE ad COMMON NAILS ® 10" O.G. AT INTERMEDIATE SUPPORTS, 6" O.G. AT ALL PANEL ED6E5 AND 4" O.G. AT ALL SHEAR WALLS, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS - J015T PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALL5 SHALL BE CROSS BLOCKED AT 48" O.G. ® EDGES W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WA5HER5 AT ALL ANCHOR BOLTS. PLATE WASHERS TO BE INSTALLED WITHIN 1/2" OF SHEATHING 7/16" OSB OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 STUDS 2" 16 6A. STAPLES ® 15 6A. STAPLES ® 14 6A. 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. - 3G0#/ft. 4" O.G. AND IOd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. FIELD SPAGING: 12" O.G. NAILS 4 STAPLES. HOLDOWN5 - INSTALL 5IMP50N HOLDOWN5 OR U5P HOLDOWN5 AT THE END OF SHEAR WALLS WHEN SHOWN ON DRAWINGS. PER PLAN, SIMPSON 5THD14 OR U5P 5TAP14 5IMP50N M5T36 OR U5P M5TI36 5IMP50N M5T48 OR U5P K5T248 5IMP50N HDUB OR U5P TDXIO 06" ANCHOR BOLT MIN. 5IMP50N M5TG48B3 OR U5P M5TGB4B3 24" EMBEDMENT, 3" BOLT INTO (3) 2x4((o)) CLIENT: NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT: PER IBC 2015 DATE: A R C H I "I E C '1' S NAME: Weight of Building: Roof Assembly - Asphalt Shingles - Felt - 1/2" Plywood - Trusses @ 24" o.c. R-38 Insulation - 1/2" GWB Ceiling - Total Use 2.00 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.35 #/ft 2.00 #/ft 9.75 #/ft 10.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses @ 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - Total Use 2.25 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.25 #/it 2.00 #/it 9.90 #/ft 10.00 #/it Tile - 9.50 #/ft Felt -- 0.15 #/ft 1/2' Plywood - 1.51) #/ft Trusses ® 24" o.c. - 1.75 #/it R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 17.90 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly - Ca ret / 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 - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 ® 16" o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/it 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 #/it 2.10 #/it 2.00 #/ft 9.27 #/ft 10.00 #/it 4" Brick Veneer - + 3.20 #/ft 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 "W. NASH-ARCHITECTS. COM LJNA�SIH&ASsoQATES CLIENT: SEISMIC ANALYSIS PROJECT: A R C H I 'I' E C T S PER IBC 2015 DATE: NAME 2 2nd Level: Roof: Asphalt /Cedar Shake 10 #/ft x 1511 SF = 157,10 Tile 18 #Ift x SF = 0 L 112 (h) Exterior Walls: 185 x 10 #ISF x 4.04 = 7474 (E2) Interior Walls: 145 x 8 #ISF x 4 da = 4686.4 (12) Total: = 27870.4 or 27.9 k 1st Level: Roof: Asphalt /Cedar Shake 10 #!ft x 379 SF = 3790 2nd Floor: 18 #Ift x 1 571 SF = 28278 L 1/2 (h) (E2) Exterior Walls: 200 x .t C /kISF x 4.5 + 7474 = 16474 (El) {12) Interior Walls: 115 x 8 #1SF x 4 5 + 4686.4 - 8$26.4 (11) Total: - 57368.4 or 57.4 k 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM r � W LEVEL LINE LINE LINE SHEAR TOTAL P > 1 WALL Vmax SEISMIC (3/ft) WIND WALL OVER SHEAR SHEAR ABOVE LENGTH V / 1.4 SHEAR HIGHT TURNING WALL FORCE m 0 cc 2 A 1.8 0 18 28.5 63 45 41.3 8.08 333.704 - a B 1.8 0 1.8 18 100 71 134.8 8.08 1089.184 - ® C 1.8 0 1.8 13 138 99 90.5 8.08 731.24 - �o 7 2 1.81 0 1.8 14 129 92 262.5 8.08 2121 P 1-4" � x 3 1.8 0 1.8Ed 27 67 48 43.6 8.08 352.288 - b � a x LEVEL LINE LINE SHEAR LINE SHEAR TOTAL P > 1 i WALL Vmax SEISMIC 3/ft ( ) WIND WALL OVER SHEAR o � ABOVE LENGTH V / 1.4 SHEAR RIGHT TURNING WALL FORCE CD 0 w 1 A 1.4 1.8 3.2 24 133 95 114.3 9 1028.7 B 1.4 1.8 3.2 23.5 136 97 257.5 9 2317.5 P1-4" � a� co C 1.4 1.8 3.2 6 533 381 816.7 9 7350.3 P2-3" 0° I D 1.4 1.8 3.2 10 320 229 166.6 9 1499.4 P1-6" 1 1.9 1.8 3.7 34.5 107 76 169 9 1521 P1-6" e w 0 2 1.9 1.8 3.7 25 148 106 343 9 3087 P1-4" ly 3 1.9 1.8 3.7 27.5 135 96 99.8 9 898.2 - CLIENT: NASH &ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 2015 DATE: NAME: 5 Redundant Factor 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/ 2 2( 11.1 ) 22.2 Vumax = = 44.2 = 0.5 J 1950 2. Maximum actual shear Vmax = Largest seismic wall shear 0.5 0.357 3. p — 2—[2(Vaccstory)/(Vurnax)(Ab 1/2) P = 2 _ [ 2( 11.1 ) ] = 1 ( 0.5 " 44.2 ) 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM