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APPROVED BLD BLD2021-1102+Structural_Calculations+8.9.2021_10.51.55_AM+2346256NASH & ASSOCIATES RECEIVED ARCHITECTS 8-13-21 U) CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT U) N = 0 0J BLD2021-1102 N C`7 ti 00 ADAMANT HOMES PLAN 707 STRUCTURAL CALCULATIONS REGISTERED ARO+i I TEOT MIGH EL YNE JOHNSO STATE OF WASHINGTON 2018 IBC FEB 1, 2021 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 18 Masonry: Per IBC 18 Steel: Per IBC 18 Wood: Per IBC 18 Nailing: Per IBC 18 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF*KI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM BeamChek v2016 licensed to: Nash Jones Anderson Architects Req # 6464-622 RB-1 Date: 7/29/16 Selec i n 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.8 in2 R2= 6.7 inz (1.5) DL Defl= 0.04 in Recom Camber= 0.05 in Data Beam Span 5.0 ft Reaction 1 LL 1475 # Reaction 2 LL 2525 # Beam Wt per ft 6.83 # Reaction 1 TL 2455 # Reaction 2 TL 4371 # Bm Wt Included 34 # Maximum V 4371 # Max Moment 4150'# Max V (Reduced) 3826 # TL Max Defl L / 240 TL Actual Defl L / 880 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 42.19 28.13 0.07 0.03 Critical 20.75 23.91 0.25 0.17 Status OK OK OK OK Ratio 49% 85% 27% 20% Values Adlustments Fb i Fv(psi) E(psi x mil Fc 1(psi) Reference Values 2400 240 1.8 650 Admusted 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 Uniform LL: 450 Uniform TL: 720 = A Point LL Point TL Distance 1750 B = 3192 4.0 L Uniform Load A Pt loads: R1 = 2455 R2 = 4371 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft, BeamChek v2016 licensed to: Nash Jones Anderson Architects Req # 6464-622 RB-2 Date: 7/29/16 se/ion 3-1/8x 9 GLB 24F-V4 DF/DF _ Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.3 in2 R2= 5.6 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max DO LL Max DO Attributes Actual Critical Status Ratio Values AgustmonfS 5.0 ft Reaction 1 LL 2344 # Reaction 2 LL 2123 # 1 6.83 # Reaction 1 TL 4074 # Reaction 2 TL 3664 # 34 # Maximum V 4074 # 7328'# Max V (Reduced) 3529 # L / 240 TL Actual Defl L / 596 L / 360 LL Actual DO L / >1000 Section (in-) Shear (ins) TL Defl (in) LL DefI 42.19 28.13 0.10 0.05 36.64 22.06 0.25 0.17 OK OK OK OK 87% 78% 40% 28% 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 Lo ds Uniform LL: 450 Uniform TL: 720 = A Point LL Point TL Distance 2217 B = 4104 2.25 Uniform Load A Pt loads: lB R1 = 4074 R2 = 3664 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Rea # 6464-622 RB-3 Date: 7/29/16 election 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.5 inz R2= 5.3 in (1.5) DL Defl= 0.09 in Recom Camber= 0.14 in Data Beam Span 8.0 ft Reaction 1 LL 1750 # Reaction 2 LL 2050 # Beam Wt per ft 11.21 # Reaction 1 TL 2912 # Reaction 2 TL 3437 # Bm Wt Included 90 # Maximum V 3437 # Max Moment 7925'# Max V (Reduced) 3038 # TL Max Defl L / 240 TL Actual Defl L / 528 LL Max Defl L / 360 LL Actual Defl L / >1000 A tri utg2 Section in' Shear in' TL Defl in LL Defl f Actual 69.19 46.13 0.18 0.09 Critical 39.63 18.99 0.40 0.27 Status OK OK OK OK Ratio 57% 41 % 45% 34% Values Adjustments Fb(psi) Fv (psi) E(psi x mil FCl(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 NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft toads Uniform LL: 325 Uniform TL: 520 = A Point LL Point TL Distance 1200 B = 2099 5.0 L Uniform Load A Pt loads: ZK R1 = 2912 R2 = 3437 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. B-1 Selection Conditions Data BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 7/29/16 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 12.0 in2R2= 13.4 in2 (1.5) DL Defl= 0.17 in Recom Camber= 0.25 in Beam Span 12.5 ft Reaction 1 LL 4789 # Reaction 2 LL 5274 # Beam Wt per ft 18.68 # Reaction 1 TL 7807 # Reaction 2 TL 8678 # Bm Wt Included 234 # Maximum V 8678 # Max Moment 23934 '# Max V (Reduced) 7292 # TL Max Defl L / 240 TL Actual Defl L / 431 LL Max Defl L / 360 LL Actual Defl L / 840 Attributes Section in' ShearOn') TL Defl in LL Defl Actual 192.19 76.88 0.35 0.18 Critical 119.67 45.58 0.63 0.42 Status OK OK OK OK Ratio 62% 59% 56% 43% Values A(lia meats 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 C_m Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Load Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1475 B = 2455 4.0 675 H = 1090 0 4.0 2525 C = 4371 9.0 200 1 = 250 40 9.0 675 J = 1090 90 12.5 J I _ I H Pt loads: _ R1 = 7807 R2 = 8678 SPAN = 12.5 FT Uniform and partial uniform loads are Ibs per lineal ft. B-2 -Selection Capditions Data Attributes Actual Critical Status Ratio values Adjustments Loads BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 7/29/16 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 8.6 in' R2= 8.6 in (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Beam Span 8.0 ft Reaction 1 LL 3660 # Reaction 2 LL 3660 # Beam Wt per ft 11.21 # Reaction 1 TL 5605 # Reaction 2 TL 5605 # Bm Wt Included 90 # Maximum V 5605 # Max Moment 11210 '# Max V (Reduced) 4554 # TL Max Defl L / 240 TL Actual Defl L / 356 LL Max Defl L / 360 LL Actual Defl L / 639 Section (Ins) Shear (in') TL Defl in LL Defl 69.19 46.13 0.27 0.15 56.05 28.46 0.40 0.27 OK OK OK OK 81% 62% 67% 56% fd sa I-V sl t sl x mll 1-C 51 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: 915 Uniform TL: 1390 = A Uniform Load A R1 = 5605 R2 = 5605 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-3 Date: 7/29/16 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Rd�ustrnenrs Min Bearing Area R1= 9.3 in2R2= 10.8 in2 (1 5) DL Defl= 0.08 in Recom Camber= 0.12 in Beam Span 6.0 ft Reaction 1 LL 3808 # Reaction 2 LL 4392 # Beam Wt per ft 11.21 # Reaction 1 TL 6074 # Reaction 2 TL 7044 # Bm Wt Included 67 # Maximum V 7044 # Max Moment 12141 '# Max V (Reduced) 6031 # TL Max Defl L / 240 TL Actual Defl L / 449 LL Max Defl L / 360 LL Actual Defl L / 864 Section (in') Shear (W) TL Defl (in) LL DO 69.19 46.13 0.16 0.08 60.70 37.69 0.30 0.20 OK OK OK OK 88% 82% 53% 42% Fb i Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Ad'usted 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 L2dd2 Uniform LL: 875 Uniform TL: 1340 = A Point LL Point TL Distance 1200 B = 2099 3.0 1750 C = 2912 4.0 Uniform Load A Pt loads: R1 = 6074 R2 = 7044 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-4 Date: 7129/16 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in2 R2= 6.9 in (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in Data Beam Span 6.0 ft Reaction 1 LL 1209 # Reaction 2 LL 2846 # Beam Wt per ft 6.83 # Reaction 1 TL 1693 # Reaction 2 TL 4485 # Bm Wt Included 41 # Maximum V 4485 # Max Moment 4028 '# Max V (Reduced) 3767 # TL Max Defl L / 240 TL Actual Defl L / 780 LL Max Defl L / 360 LL Actual Defl L / >1000 A ri_t[_ bates Section in' Shear ins) TL Defl (in)_ LL DO Actual 42.19 28.13 0.09 0.05 Critical 20.14 23.54 0.30 0.20 Status OK OK OK OK Ratio 48% 84% 31 % 27% Fb(psi) Fv (psi) psi x mil) Fc (psi) Values Reference Values 2400 240 _E 1.8 650 Adjusted Values 2400 _ 240 1.8 650 AdLystmenas 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 2050 B = 3437 5.0 280 H = 350 0 5.0 605 1 = 950 5.0 6.0 I H Pt loads Z\ -- R1 = 1693 R2 = 4485 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Rea # 6464-622 GB-1 Date: 7/29116 Selection 5.1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NOS 2015 Min Bearing Area R1= 10.9 in2R2= 10.9 in2 (1.5) DL Defl= 0.22 in Recom Camber= 0.33 in Data Beam Span 15.0 ft Reaction 1 LL 4575 # Reaction 2 LL 4575 # Beam Wt per ft 18.68 # Reaction 1 TL 7115 # Reaction 2 TL 7115 # Bm Wt Included 280 # Maximum V 7115 # Max Moment 26682 W Max V (Reduced) 5929 # TL Max Defl L / 240 TL Actual Defl L / 367 LL Max Defl L / 360 LL Actual Defl L 1673 6ttributes Actual Critical Status Ratio Section in' Shear(in') TL Defl in LL Defl 192.19 76.88 0.49 0.27 133.41 37.06 0.75 0.50 OK OK OK OK 69% 48% 65% 53% Fb i Fv(psi) E(psi x mil Fc I Reference Values 2400 240 1.8 650 V8/ues Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 610 Uniform TL: 930 = A Uniform Load A R1 =7115 R2=7115 SPAN =15FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Rea # 6464-622 GB-2 Date:7/29/16 selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft ondiions NDS 2015 Min Bearing Area R1= 13.0 in2R2= 15.2 in (1.5) DL Defl= 0.13 in Recom Camber= 0.19 in Data Attributes Actual Critical Status Ratio Beam Span 11.0 ft Reaction 1 LL 5262 # Reaction 2 LL 6058 # Beam Wt per ft 18.68 # Reaction 1 TL 8453 # Reaction 2 TL 9904 # Bm Wt Included 205 # Maximum V 9904 # Max Moment 25919'# Max V (Reduced) 8181 # TL Max Defl L / 240 TL Actual Dell L / 500 LL Max Defl L / 360 LL Actual Defl L / 973 Section (in') Shear in' TL Defl in LL Defl 192.19 76.88 0.26 0.14 129.59 51.13 0.55 0.37 OK OK OK OK 67% 67% 48% 37% Values Reference Values Adjusted Values ArlW—Stments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb_[ ),-,Q Fv (psi) E (psi x mil) Fc I 2400 240 1.8 650 2400 240 1.8 650 1.000 1.00 1.00 1.00 N/A 1.00 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 870 Uniform TL: 1360 = A Point LL Point TL Distance 1750 B = 3192 8.0 Uniform Load A Pt loads: R1 = 8453 R2 = 9904 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-3 Date: 7/29/16 'SQr c ie 5-118x 15 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.0 in2 R2= 6.5 in (1.5) DL Defl= 0.02 in Recom Cambe-0.03 in Data Beam Span 7.0 ft Reaction 1 LL 2797 # Reaction 2 LL 2418 # Beam Wt per ft 18.68 # Reaction 1 TL 4565 # Reaction 2 TL 4200 # Bm Wt Included 131 # Maximum V 4565 # Max Moment 13588 '# Max V (Reduced) 4542 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attrib Section {ins Shear in` TL Defl in LL Defl Actual 192.19 76.88 0.05 0.02 Critical 67.94 28.39 0.35 0.23 Status OK OK OK OK Ratio 35% 37% 13% 10% Values Adiustmen[s Fb(psi) Fv(psi) E si x rail Fc i(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 4575 B = 7115 3.0 160 H = 380 3.0 7.0 H Pt loads: B R1 = 4565 R2 = 4200 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 G13-4 Date: 7/29/16 ele ' n 8.314x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft - Condition s NDS 2015 Min Bearing Area R1= 27A inz R2= 11.8 inz (1.5) DL Defl= 0.27 in Recom Camber= 0.40 in Data Actual Critical Status Ratio Values Adiustments Beam Span 19.0 ft Reaction 1 LL 11106 # Reaction 2 LL 5198 # Beam Wt per ft 38.27 # Reaction 1 TL 17816 # Reaction 2 TL 7667 # Bm Wt Included 727 # Maximum V 17816 # Max Moment 60608'# Max V (Reduced) 15719 # TL Max Defl L / 240 TL Actual Defl L 1382 LL Max Defl L / 360 LL Actual Defl L / 696 Section in' Shear ins TL Deft in LL DO 472.50 157.50 0.60 0.33 329.60 98.24 0.95 0.63 OK OK OK OK 70% 62% 63% 52% Fb(psi) Fv(psi) E(psi x rnil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2207 240 1.8 650 Cv Volume 0.919 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 2797 B = 4565 4.0 870 H = 1360 0 4.0 4627 C = 8001 4.0 360 1 = 450 4.0 19.0 I H Pt loads: IB R1 = 17816 R2 = 7667 SPAN = 19 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 G6-5 Date: 7/29116 Selection 6_3/4x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 31.9 in R2= 12.1 in (1.5) DL Deft= 0.25 in Recom Camber= 0.38 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 20.0 ft Reaction 1 LL 12600 # Reaction 2 LL 4733 # Beam Wt per ft 39.37 # Reaction 1 TL 20756 # Reaction 2 TL 7848 # Bm Wt Included 787 # Maximum V 20756 # Max Moment 102532'# Max V (Reduced) 20478 # TL Max Deft L / 240 TL Actual Deft L / 466 LL Max Deft L / 360 LL Actual Deft L / 919 Section (in') Shear (W) TL Deft (in) LL DO 648.00 162.00 0.52 0.26 562.05 127.99 1.00 0.67 OK OK OK OK 87% 79% 52% 39% Fb sr) Fv si E(psi x mil) Fc!(psi) Reference Values 2400 240 1.8 650 Values 2189 240 1.8 650 _Adjusted Cv Volume 0.912 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 Loa Uniform LL: 80 Uniform TL: 100 = A Point LL Point TL Distance 11106 B = 17816 5.0 4627 C = 8001 5.0 Uniform Load A Pt loads: R1 = 20756 R2 = 7848 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-6 Date: 7/29/16 /action 15-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft editions NDS 2015 Min Bearing Area R1= 7.4 in' R2= 3.0 in' (1 5) DL Defl= 0.20 in Recom Cambe-0.30 in Data Beam Span 16.0 ft Reaction 1 LL 2873 # Reaction 2 LL 1124 # Beam Wt per ft 16.81 # Reaction 1 TL 4804 # Reaction 2 TL 1950 # Bm Wt Included 269 # Maximum V 4804 # Max Moment 13995'# Max V (Reduced) 4650 # TL Max Defl L / 240 TL Actual DO L / 496 LL Max Deft L / 360 LL Actual DO L / > 1000 Attributes Section ins) Shear (in') TL DO (in) _ LL Defl Actual 155.67 69.19 0.39 0.19 Critical 69.97 29.06 0.80 0.53 Status OK OK OK OK Ratio 45% 42% 48% 36% Fb (FL&) F_v_(psq E (psi x mil) Fc -L (psij Values Reference Values 2400 240 , 1.8 650 Adjusted Values 2400 240 1.8 650 Ad�fffmsnts 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 ClSt ability 1.0000 Rb = 0.00 Le = 0.00 Ft I_aads Uniform LL: 75 Uniform TL: 120 = A Point LL Point TL Distance 2797 B = 4565 3.0 Uniform Load A Pt loads: U - Z R1 = 4804 R2 = 1950 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND SE I SM I G DESIGN DATA PROJECT: PER 2018 IBC, DATE: ARCHITECTS NAME: WIND DESIGN GRITERIA DE51ON PER A5GE 1-16 1. NOMINAL/ULTIMATE WIND SPEED V/osd / Vult 55/110 mph 2. R15K GATEC70RY 11 1.00 3. WIND EXPOSURE GATE60RY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. COMPONENTS AND GLADDIN6 DE516N PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN65, STRUCTURES, AND PARTS THEREOF, SHALL BE DE5I6NED TO WITH5TAND WIND LOADS AS DEFINED IN SECTION 1604 AND A5GE 7-Ib WIND DE516N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDIN65 PER A5GE 7-I6, SECTION 27.4 (BUILDING HE16HT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE IcI.b P5F PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.(o ph- PAGE 288) WOOD DE516N PER SECTIONS 2304-2306. STRUCTURES U51N6 WOOD SHEAR WALLS AND DIAPHRA6M5 TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF t PA 5DPW5 AND PROVI510N5 OF SECTIONS 2305-2506 SEISMIC, DESIGN DATA DE516N PER A5GE 7-I6/CHAPTER II I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.5 *see footnote at bottom of page (D=1.0) 3. 1 SECOND ACCELERATION 51 0.74& *see footnote at bottom of page 4. 51TE CLASS D (default class per IBG and section 11.4.3) 5. SPECTRAL RESPONSE GOEFFIGENT 50S OA72 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFIGENT 50I 0.748 *see footnote at bottom of page 7. SEISMIC DE516N GATE6ORY D (per table 11.6-1 AND table 11.6-2) 8. SEISMIC FORGE RESI5TIN6 SYSTEM PLYWOOD SHEAR WALLS Q. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE GOEFFIGENT CS 0.13 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK GATE6ORY 11 (table 1.5-1) THE ANGHORA6E OF WALL5 5UPPORTIN6 CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH A5GE 7-16, SECTION 12.14 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN GATE60RY G-F, GOLLEGTOR ELEMENTS AND THEIR CONNECTIONS TO VERTIGAL ELEMENTS SHALL BE DE516NED TO RESIST MAXIMUM EFFECTS A5 SPECIFIED IN A50E 7-Ib, SECTION 12.14 BASE SHEAR V= (F 5D5/R) W ANCHOR BOLTS: 5/8" DIA X 10", A507 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/130LT * PER U565, THE MAXIMUM 51 IN THE STATE OF NA5HIN6TON 15 0.746. ALL SEI5MIG DESIGN VALUES USED IN THIS ANALY515 ARE BASED UPON THIS NUMBER. SINGE 51 15 LESS THAN 0.75, THEN USE SEISMIC GATE60RY D IF RISK GATE60RY 15 I, II, OR 111 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM -jSd 1,b) OJI0 isa i/-7 /d J,f ti-ld 0 XZI Z) p t'ld IQ t Z) ili Id ,V10 Lb c �► Q 14'' .o' PI--( 1 L 2 Pk y,l 11 Pky, l 0 NASH & ASSOCIATES LATERAL CALCULATIONS CUENT.- PROJECT: WIND 110RIGSHEET ARCHITECTS LATERAL CALCULATIONS WIND WORKSHEET 85 MPH/110 MPH= NOMINALNLTIMATE WIND SPED Iq.6 P5F CLIENT:. — — PROJECT: DATE: NAME: NASH & ASSOCIATES ARCHITECTS FRONT ELEVATION LEFT ELEVATION _ REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#k) SHEAR UNIT SHEAR W x H x (see chart for wind pressure WALL SHEAR WALL 6 specified height) LENGTH (ft) (#/ft) TYPE 8003 118th AVE NE Kirkland, WA 9B033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: 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 - Trusscs Cal 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - 2.25 #/It 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 #/It 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 WO @ 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 #/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 ® 16o.a. - 1 f2 f Insulation - Total Use 2.30 #/ft 1.50 #/ft 1.37 #/ft 2. #eft # 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-ASSOQATES SEISMIC ANALYSIS PROJECT: ARCHITECTS DATE: NAME: 2 SEISMIC: V = (C,) (Wdl) (plywood) 2nd Level: � Roof: (Asphalt /Cedar Shake) 10#/ft X1�5 sf = or (Tile) 18#/ft X . sf = . Exterior Walls: L x 10#/sf x 1/2 (h) 16 $t r O )c f. �I �' ZO (E 2) Interior Walls: L x 8#/sf x 1/2 (h) TOTAL 1st Level• Roof: (1st Floor Roof) 10#/ft X sf = 2nd Floor: 10#/ft X sf = Exterior Walls: (E:o + L x 10#/sf x 1/2 (h) ,? ISu�o cEl) i �O�- /$&/klOkHrr _ Interior Walls: (I NASH & ASSOCIATES ARCHITECTS BASE SHEAR: LEVEL 2: LEVEL 1: TOTAL: SEISMIC ANALYSIS K BASE SHEAR V= (F 5., /R) Y4 V= P (.q7?a/6S= .14q Wdl 24 ( 7 # x 0.149 = - l ( -1 Z Wdl 1 # x 0.149 = Wdl # x 0.149 = (V) CLIENT: PROJECT: DATE: NAME? Level Dead Load (Wdl) i He' ht (h Moment (Wdl)(h) Shear @ Stor l)(h) J'V Fx = [Ml)(h) Remarks 2 Z �t(� 11� S 3�� b S3N.G 09 1 4115 I� HI � �i 6 q Lie,, � Total '7` 1 *5 1 t4Q+ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM LINE SHEAR LINE SHEAR TOTAL p > 1 WALL LENGTH Vmax SE I+�I �t WIND SHEAR WALL HEIGHT OVER TURNING HOLD - DOWN REQ'd SHEAR WALL y x W+ ABOVE FORCE x m 0 Z 170 co2 2 Z�qa t�4a �9 7 n 0 w Z I.. t l�r 2 (1-7 Kd r Z t�CD ciu. t-u V 5 t� %q 40 b a Its 16 l (o -lot a � CD Z�3L Zcg9 1 f!3 $ Zq r W 1 G �� I �� 3 1 G(� 12 • Z 3 �{cnl cn N 01 co N I r a PO 0 n H H i SEISMIC ANALYSIS NASH&ASSOCIATES CLIENT: PROJECT: ARCHITECT'S DATE: NAME- 5 Redundancy Factor (p) 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 1 C� /01 �O Z t i t 2 i i �- - -- --: yQ6 �qr� 7 2. Maximum actual shear Vmax = Largest seismic wall shear q$6 : , 3-7 3 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) Z• WI� 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM