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Clark-StructuralCalculationsNASH & ASSOCIATES ARCHITECTS CLARK RESIDENCE BEAM, LATERAL AND SEISMIC CALCULATIONS 12871 REGISTERED ARCHITECT f 1 WAYNEJOHNSON 5 ATE OF WASHINGTON 18828 SOUND VIEW PLACE EDMONDS, WA 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH- ARCHITECTS. COM CLIENT: NASH-ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40 #/sf Unless Noted Otherwise Floor Loads: LL 40 #/sf DL 10 #/sf Total 50 #/sf Deck Loads: LL 60 #/sf DL 10 #/sf Total 70 #/sf Soil: 1500 PSF Min. Concrete: Per IBC 15 Masonry: Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'KI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLARK RESIDENCE RB-1 Selection Conditions Data Attributes Actual Critical Status Ratio deam(:neK VLU76licensed to: Nasn and Associates Keg;F b4b4-6LL Date: 11 /26/19 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft 1 NDS 2015 Min Bearing Area R1= 4.1 in R2= 4.1 in (1.5) DL Defl= 0.22 in Recom Camber= 0.34 in Beam Span 16.0 ft Reaction 1 LL 1600 # Reaction 2 LL 1600 # Beam Wt per ft 14.94 # Reaction 1 TL 2680 # Reaction 2 TL 2680 # Bm Wt Included 239 # Maximum V 2680 # Max Moment 10718'# Max V (Reduced) 2345 # TL Max Defl L / 240 TL Actual Defl L / 431 LL Max DO L / 360 LL Actual DO L / 866 Section (in-) Shear (in2) TL DO (in) LL Defl 123.00 61.50 0.45 0.22 53.59 14.65 0.80 0.53 OK OK OK OK 44% 24% 56% 42% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiusfinents Cv Volume Cd Duration 1.000 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 200 Uniform TL: 320 = A Uniform Load A R1 = 2680 R2 = 2680 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018licensed to: Nash and Associates Reg it 6464-622 RB-2 Date: 11 /26/19 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 I MBearingArea R1=2.2in2R2=2.2in2 (1.5)DLDefl=0.20in Recom Camber= 0.30 in Data Beam Span 16.0 ft Reaction 1 LL 800 # Reaction 2 LL 800 # Beam Wt per ft 14.94 # Reaction 1 TL 1460 # Reaction 2 TL 1460 # Bm Wt Included 239 # Max Moment 11198 '# TL Max Defl L / 240 LL Max Defl_ L / 360 Attributes Section in3 Shear ins Actual 123.00 61.50 Critical 55.99 9.03 Status OK OK Ratio 46% 15% Values Adiustments Maximum V 1460 # Max V (Reduced) 1445 # TL Actual Defl L / 507 LL Actual Defl L / >1000 TL Defl (in) LL Defl 0.38 0.18 0.80 0.53 OK OK 47% 33% rD [P511_ ry �psil t Psi x mil) rc L psi Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 1600 B = 2680 8.0 Pt loads: }3 R1 = 1460 R2 = 1460 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 RB-3 Date: 11 /26/19 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.1 in R2= 4.1 in (1.5) DL DO= 0.22 in Recom Camber= 0.34 in Data Beam Span 16.0 ft Reaction 1 LL 1600 # Reaction 2 LL 1600 # Beam Wt per ft 14.94 # Reaction 1 TL 2680 # Reaction 2 TL 2680 # Bm Wt Included 239 # Maximum V 2680 # Max Moment 10718 W Max V (Reduced) 2345 # TL Max Defl L / 240 TL Actual Defl L / 431 LL Max Defl L / 360 LL Actual Defl L / 866 Attributes Section in' Shear in' TL Defl in LL Defl Actual 123.00 61.50 0.45 0.22 Critical 53.59 14.65 0.80 0.53 Status OK OK OK OK Ratio 44% 24% 56% 42% Values Adjustments Loads ro tP51l ry LPsi1 r psi x mn rc! sr Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 200 Uniform TL: 320 = A Uniform Load A R1 = 2680 R2 = 2680 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 RB-4 Date: 11 /26/19 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.1 in R2= 2.1 in (1.5) DL Defl= 0.08 in Recom Camber= 0.12 in Data Beam Span 9.0 ft Reaction 1 LL 800 # Reaction 2 LL 800 # ' Beam Wt per ft 11.21 # Reaction 1 TL 1390 # Reaction 2 TL 1390 # Bm Wt Included 101 # Maximum V 1390 # Max Moment 6143'# Max V (Reduced) 1382 # TL Max DO L / 240 TL Actual Defl L / 702 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (in') TL Defl in LL Defl Actual 69.19 46.13 0.15 0.07 Critical 30.72 8.64 0.45 0.30 Status OK OK OK OK Ratio 44% 19% 34% 25% Values Ad/uslrnents Fb i Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 1600 B = 2680 4.5 Pt loads: [Bj R1 = 1390 R2 = 1390 SPAN =9FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE RB-5 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adfuslrnents Loads BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 Date: 11 /26/19 5-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 5.0 in2 R2= 5.0 in (1.5) DL Defl= 0.08 in Recom Camber= 0.11 in Beam Span 8.0 ft Reaction 1 LL 2000 # Reaction 2 LL 2000 # Beam Wt per ft 11.21 # Reaction 1 TL 3245 # Reaction 2 TL 3245 # Bm Wt Included 90 # Maximum V 3245 # Max Moment 6490 '# Max V (Reduced) 2636 # TL Max Defl L / 240 TL Actual Defl L / 605 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (iW') TL Defl in LL Defl 1 69.19 46.13 0.16 0.08 32.45 16.48 0.40 0.27 OK OK OK OK 47% 36% 40% 31% Fb (psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 500 Uniform TL: 800 = A Uniform Load A 1 � o R1 = 3245 R2 = 3245 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE RB-6 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 Date: 11 /26/19 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 5.7 inZ R2= 5.7 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Beam Span 8.0 ft Reaction 1 LL 2300 # Reaction 2 LL 2300 # Beam Wt per ft 11.21 # Reaction 1 TL 3725 # Reaction 2 TL 3725 # Bm Wt Included 90 # Maximum V 3725 # Max Moment 7450'# Max V (Reduced) 3026 # TL Max Defl L / 240 TL Actual Defl L / 527 LL Max DO L / 360 LL Actual Defl L / >1000 Section irr3 Shear in') TL DO {in) LL Defl 69.19 46.13 0.18 _ 0.09 37.25 18.92 0.40 0.27 OK OK OK OK 54% 41% 46% 35% Fb (p: Reference Values 2400 Adjusted Values 2400 Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 Fv (psi)E (psi x mil) Fc1 240 1.8 650 240 1.8 650 1.00 N/A 1.00 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Uniform LL: 575 Uniform TL: 920 = A Uniform Load A /2�1 R1 = 3725 R2 = 3725 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-1 Date: 11 /26/19 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.6 in R2= 1.6 in (1.5) DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 7.87 # Reaction 1 TL 970 # Reaction 2 TL 970 # Bm Wt Included 39 # Maximum V 970 # Max Moment 1212'# Max V (Reduced) 671 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear W TL Defl in LL Defl Actual 49.91 32.38 0.02 <0.01 Critical 13.47 5.59 0.25 0.17 Status OK L OK OK OK Ratio 27% 17% 7% 5% _ Fb (psi) Fv (psi) E (psi x mil) Fc (psis Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Ad us� r lments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 240 Uniform TL: 380 = A Uniform Load A C R1 = 970 R2 = 970 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-2 Date: 11 /26/19 Selection 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.4 inZ R2= 7.4 in (1.5) DL Defl= 0.07 in Recom Camber= 0.11 in Data Beam Span 16.5 ft Reaction 1 LL 3960 # Reaction 2 LL 3960 # Beam Wt per ft 20.55 # Reaction 1 TL 4790 # Reaction 2 TL 4790 # Bm Wt Included 339 # Maximum V 4790 # Max Moment 19757'# Max V (Reduced) 3991 # TL Max Defl L / 240 TL Actual Defl L / 651 LL Max Defl L / 360 LL Actual Defl L / 856 Attributes Actual Critical Status Ratio Values Adfustments Loads Section (irr`) Shear (wl) TL Detl (in) LL Detl 232.55 84.56 0.30 0.23 99.55 24.95 0.83 0.55 OK OK OK OK 43% 29% 37% 42% Fb (psi) Fv (psi) E (psi x mil) Fcl (psi) Reference Values 2400 240 1,8 650 Adjusted Values 2382 240 1,8 650 Cv Volume 0.992 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 480 Uniform TL: 560 = A Uniform Load A R1 = 4790 R2 = 4790 SPAN =16.5FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-3 Date: 11 /26/19 Selection 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.6 in2 R2= 7.6 in (1.5) DL Defl= 0.10 in Recom Camber= 0.15 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 18.0 ft Reaction 1 LL 4050 # Reaction 2 LL 4050 # Beam Wt per ft 20.55 # Reaction 1 TL 4910 # Reaction 2 TL 4910 # Bm Wt Included 370 # Maximum V 4910 # Max Moment 22095'# Max V (Reduced) 4160 # TL Max Defl L / 240 TL Actual Defl L / 533 LL Max Defl L / 360 LL Actual Defl L / 703 Section in$ Shear in2 TL Defl in LL Defl 232.55 84.56 0.41 0.31 112.30 26.00 0.90 0.60 OK OK OK OK 48% 31% 45% 51% rD (E, Reference Values 2400 Adjusted Values 2361 Cv Volume 0.984 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 rvSpsi) t tps1 x mil) rc! 240 1.8 650 240 1.8 650 1.00 N/A 1.00 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Uniform LL: 450 Uniform TL: 525 = A Uniform Load A 1 � � R1 = 4910 R2 = 4910 SPAN =18FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-4 Date: 11 /26/19 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adiustments Loads Min Bearing Area R1= 4.0 in2 R2= 4.0 in (1.5) DL Defl= 0.07 in Recom Camber= 0.10 in Beam Span 8.0 ft Reaction 1 LL 1920 # Reaction 2 LL 1920 # Beam Wt per ft 6.83 # Reaction 1 TL 2587 # Reaction 2 TL 2587 # Bm Wt Included 55 # Maximum V 2587 # Max Moment 5175'# Max V (Reduced) 2102 # TL Max DO L / 240 TL Actual Defl L / 488 LL Max Defl L / 360 LL Actual Defl L / 743 Section {in') Shear (wl) TL DO (in) LL Defl 42.19 28.13 0.20 25.87 13.14 0.40 OK OK OK 61% 47% 49% 0.13 0.27 OK 48% Fb(psi) Fv (psi) E (;psi x mil) Fc -L(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 480 Uniform TL: 640 = A Uniform Load A R1 = 2587 R2 = 2587 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-5 Date: 11 /26/19 Selection 5-1/4x 14 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 11.3 in2 R2= 11.3 in (1.5) DL Defl= 0.13 in Beam Span 12.0 ft Reaction 1 LL 5700 # Reaction 2 LL 5700 # Beam Wt per ft 22.97 # Reaction 1 TL 8453 # Reaction 2 TL 8453 # Bm Wt Included 276 # Maximum V 8453 # Max Moment 19233 '# Max V (Reduced) 6880 # TL Max Defl L / 240 TL Actual DO L / 469 LL Max Defl L / 360 LL Actual Defl L / 812 Section (in-1) Shear (in') TL Defl (in) LL Defl 171.50 73.50 0.31 0.18 80.96 54.32 0.60 0.40 OK OK OK OK 47% 74% 51% 44% Fb Reference Values 2900 Adjusted Values 2851 CF Size Factor 0.983 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 Fv (psi) E (psi x 190 1.8 190 1.8 1.00 N/A 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Fc 1 750 750 1.00 Loads Uniform LL: 450 Uniform TL: 525 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2000 B = 3245 2.0 500 H = 800 0 2.0 2000 C = 3245 10.0 1 = 80 2.0 10.0 500 J = 800 10.0 12.0 I �H Uniform Load A Pt loads: ® C d R1 = 8453 R2 = 8453 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-6 Date: 11 /26/19 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 22.4 in R2= 18.2 in' (1 5) DL Defl= 0.11 in Recom Camber= 0.16 in Beam Span 12.0 ft Reaction 1 LL 10044 # Reaction 2 LL 7916 # Beam Wt per ft 26.15 # Reaction 1 TL 14591 # Reaction 2 TL 11825 # Bm Wt Included 314 # Maximum V 14591 # Max Moment 70502 W Max V (Reduced) 13626 # TL Max Defl L / 240 TL Actual DO L / 574 LL Max Defl L / 360 LL Actual Defl L / 990 Section ins) Shear in2 TL Defl (in) LL Defl 376.69 107.63 0.25 0.15 352.51 85.16 0.60 0.40 OK OK OK OK 94% 79% 42% 36% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2300 B = 2725 5.0 450 H = 525 0 6.0 6900 C = 11354 5.5 60 1 = 70 6.0 12.0 5700 D = 8453 6.0 F--_ I H Pt loads: ©C D 0 R1 = 14591 R2 = 11825 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. CLARK RESIDENCE BeamChek v2018 licensed to: Nash and Associates Reg # 6464-622 BB-7 Date: 11 /26/19 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.8 in' R2= 6.8 in (1.5) DL Defl= <0.01 in.Recom Camber= <0.01 in. Data Attributes Actual Critical Status Ratio Beam Span 2.0 ft Reaction 1 LL 2700 # Reaction 2 LL 2700 # Beam Wt per ft 6.83 # Reaction 1 TL 4441 # Reaction 2 TL 4441 # Bm Wt Included 14 # Maximum V 4441 # Max Moment 4098 W Max V (Reduced) 3926 # TL Max DO L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (0-1) Shear (inz] TL Defl (in) LL Defl 42.19 28.13 0.01 <0.01 20.49 24.54 0.10 0.07 OK OK OK OK 49% 87% 8% 6% Fb (L Values Reference Values 2400 Adjusted Values 2400 Adjustments Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 Fv(psi) E(psi x mil Fc L 240 1.8 650 240 1.8 650 1.00 N/A 1.00 1.00 1.00 Rb=0.00 Le=0.00Ft Loads Uniform LL: 400 Uniform TL: 680 = A Point LL Point TL Distance 4600 B = 7509 1.0 Uniform Load A Pt loads: R1 = 4441 R2 = 4441 SPAN =2FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND SE 15M I G DE516N DATA PROJECT: ARCFTITI�"{:TS PER 2015 IBG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER ASCE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. RI5K CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. COMPONENTS AND GLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH 5TREN6TH DESIGN, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE STRE55 DE516N, EMPIRICAL DE516N 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 A5GE 7-10 SIMPLIFIED METHOD TO BE USED FOR WIND DE516N PER A --)GE 7-10, SECTION 27.5 (BUILDING HEIGHT 15 LESS THAN I60 FEET) 110 MPH ULTIMATE WIND SPEED USE 14.6 P5F PER TABLE 27.6.1 "EXPOSURE B" WOOD DE516N PER SECTIONS 2304-2306. STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROVISIONS OF SECTIONS 2305-2306 5EI5MIG DESIGN DATA DE51614 PER A50E 7-10/SECTION 1615 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 I.6b "see footnote at bottom of page 5.1 SECOND ACCELERATION 51 0.748 "see footnote at bottom of page 4. 51TE CLA55 D (default class per IBG) 5. SPECTRAL RESPONSE COEFFICENT 506 0.0172 °see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICENT So, 0.748 "see footnote at bottom of page 7. SEISMIC DE516N CATEGORY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALL5 a. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE GOEFFICENT Gg 0.15 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RI5K CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH A5GE 7-10, 5EGTION 12.112 IN STRUCTURES A5516NED TO 5EI5MIG DE516N CATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN A5GE 7-10, SECTION 12.102.1 BASE SHEAR V= (F SDS/W NI ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT PER U565, THE MAXIMUM 51 IN THE STATE OF WA5HIN6TON 15 0.748. ALL SEI5MIG DE516N VALUES USED IN THI5 ANALY515 ARE BASED UPON THIS NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE 5EISMIG CATEGORY D IF RI5K GATEGORY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM vG 0 aaY TVNlilalo 3WiGAv — — — — .o-,l .sn �rvx wioN 'rwa� sx l�l� 11'sf1���� 1S'Sr'3 NIVW 111J 'NIJ J iIOO'7J NIVW — — 1Ni1�1 �PIIG'IIIIG MVr.11 ® t� on � ,N kE rI p� pi tpl-6 tj iq J �2JZ� tfZ r 1 P� 3 �r CZ) Z3�r lFli a a n 7. Mi iPoppoll IF] Uf a 0 NAS H & 7WIND ASSOQATES LATERAL CALCULATIONS CLIENT: PROJECT: WORKSHEET DATE: ARCHITECTS 85 MPH/I10 MPH= NOMINALNLTIMATE WIND SPED NAME: 19.6 P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) W x H x (see chart for mind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 0 specified height) LENGTH (it) (#/ft) TYPE �Zyktox«� G 470 q / S � 3/ H P�• y � � q44 lZ x/ox tg, CLIENT: NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME: 1 Weight of Building: Roof Assembly - Asphalt Shingles - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-38 Insulation - 1/2" GWB Ceiling - 2.00 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.35 #/ft 2.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - 2.25 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.25 #/ft 2.00 #/f t 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 & 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 2x1.0 @ lfi o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 7.30 #/ft 10.00 #/ft Total Use 9.30 #/ft 10.00 #/ft Interior Wall Assembly: Exterior Wall Assembly. 1/2" GWB - 2X4 @ 16, o.c. - 1/2" GWB - Total Use 2.00 #/ft 1.10 #/ft 2.00 #/ft 5.10 #/ft 8.00 #/ft 3/4" Wood Siding - 1/2" Plywood - 2x8 @ 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 CLIENT: NASH & ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME? 2 SEISMIC: V = (C.) (Wdl) (Plywood) 2nd Level• Roof: (Asphalt / Cedar Shake) 10#/ft X sf or (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) (E2) Interior Walls: L x 8#/sf x 1/2 (h) (I� TOTAL 1st Level: Roof: (1st Floor Roof) 10#/ft X 3 1 Z(o sf = Z 1V 2nd Floor. 10#/ft X sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 13600 14d k l o kj (E1) Interior Walls: (I2) + L x 8#/sf x 1/2 (h) 2�4�C�X 1�C OQ (I1) TOTAL = Basement: 1st Floor. 10#/ft X Z J C 9 0 sf = Z.FQ 00 Exterior Walls: (El) + L x 10#/sf x 1/2 (h) 2OZoa /3oov� r lbox/oxq Interior Walls: (11) + L x 8#/sf x 1/2 (h) l/700* 17ox BXy"_ TOTAL = G 3 N Zb rl S v 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM %VEL LINE LINE SHEAR LINE SHEAR TOTAL P > 1 WALL LENGTH Vmax SEISMIC (#eft) WIND SHEAR WALL HEIGHT OVER TURNING HOLD— DOWN REQ'd SHEAR WALL � � ` ABOVE FORCE x 7-5- � o o AA IS 3 *6 3141 1/0 3 ty o wZz9 3az tD 39zo ANY