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REVIEWED BLDBLD2024-1042+Structural_Calculations+8.9.2024_11.31.16_AM+4431931..............................................� RECEIVED NASH & ASSOCIATES REVIEWED Aug 162024 BY ARCHITECTS CITY OF EDMONDS DEVELOPMENTSERVICES CITY OF EDMONDS DEPARTMENTMENT : BUILDING DEPARTMENT BLD2024-1042 ..............................................: SELECT HOMES PLAN 316 7 STRUCTURAL CALCULATIONS REG I S'fERED ARGHITEGT HIGH L YNE JOHNSON STATE OF WASHINGTON EDMONDS, WA 2021 IBC 03-16-24 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM CLIENT: HASH & 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 21 Masonry: Per IBC 21 Steel: Per IBC 21 Wood: Per IBC 21 Nailing: Per IBC 21 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*HI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM PLAN 474 RB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 Date: 8/03/15 4x 8 DF-L #2 Lu = 0.0 Ft NDS 2012 Min Bearing Area R1= 3.7 in R2= 3.7 in (1.5) DL Defl= 0.04 in Beam Span 5.0 ft Reaction 1 LL 1438 # Reaction 2 LL 1438 # Beam Wt per ft 6.17 # Reaction 1 TL 2315 # Reaction 2 TL 2315 # Bm Wt Included 31 # Maximum V 2315 # Max Moment 2894'# Max V (Reduced) 1756 # TL Max Defl L / 240 TL Actual Defl L / 690 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in'_ Shear (in') TL Defl (in) LL Defl 30.66 25.38 0.09 0.05 29.68 14.63 0.25 0.17 OK OK OK OK 97% 58% 35% 27% Fb (psi) Fv (psi) E (psi x mil) Fc-L (psi) Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CF Size Factor 1.300 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: 575 Uniform TL: 920 = A Uniform Load A R1 = 2315 R2 = 2315 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2023 licensed to: Nash and Associates Architects Reg # 6464-622 RB-2 Date: 7/10/24 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 5.7 in R2= 5.7 in' (1.5) DL Defl= 0.14 in Recom Camber= 0.21 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 ILL 2300 # Reaction 2 ILL 2300 # Beam Wt per ft 6.83 # Reaction 1 TL 3707 # Reaction 2 TL 3707 # Bm Wt Included 55 # Maximum V 3707 # Max Moment 7415'# Max V (Reduced) 3012 # TL Max Defl L / 240 TL Actual Defl L / 323 ILL Max Defl L / 360 LL Actual Defl L / 620 Section (in') Shear (in2) TL DO (in) ILL Defl 42.19 28.13 0.30 0.15 37.07 18.83 0.40 0.27 OK OK OK OK 88% 67% 74% 58% Fb (psi) Fv (psi) t (psi x mu) 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: 575 Uniform TL: 920 = A Uniform Load A 0 0 R1 = 3707 R2 = 3707 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 474 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Date: 8/03/15 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 8.3 in2R2= 12.8 in2 (1.5) DL Defl= 0.04 in Recom Camber= 0.06 in Data Beam Span 6.0 ft Reaction 1 LL 3428 # Reaction 2 LL 4962 # Beam Wt per ft 13.08 # Reaction 1 TL 5417 # Reaction 2 TL 8328 # Bm Wt Included 78 # Maximum V 8328 # Max Moment 9388'# Max V (Reduced) 6961 # TL Max Defl L / 240 TL Actual Defl L / 837 LL Max Defl L / 360 LLActual Defl L / >1000 Attributes Section (in) Shear (in') TL Defl On) LL Defl Actual 94.17 53.81 0.09 0.04 Critical 46.94 43.50 0.30 0.20 Status OK OK OK OK Ratio 50% 81 % 29% 22% 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 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: 1015 Uniform TL: 1550 = A L Point LL Point TL Distance 2300 B = 4367 5.0 Uniform Load A Pt loads: R1 = 5417 R2 = 8328 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 474 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-2 Date: 8/03/15 Selection 5-1/8x 18 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 13.8 in2 R2= 35.1 in (1.5) DL Defl= 0.07 in Recom Camber= 0.10 in Data Beam Span 8.0 ft Reaction 1 LL 4276 # Reaction 2 LL 4132 # Beam Wt per ft 22.42 # Reaction 1 TL 8981 # Reaction 2 TL 22813 # Bm Wt Included 179 # Maximum V 22813 # Max Moment 25681 '# Max V (Reduced) 11488 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Attributes Section W Shear (in-) TL Defl (in) LL Defl _ Actual 276.75 92.25 0.09 0.02 Critical 128.40 71.80 0.40 0.27 Status OK OK OK OK Ratio 46% 78% 23% 9% 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 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 Lo Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1438 B = 2315 6.0 1015 H = 1550 0 6.0 C = 8900 7.0 440 1 = 5550 6.0 8.0 C I i C H Pt loads: F B R1 = 8981 R2 = 22813 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2023 licensed to: Nash and Associates Architects Reg # 6464-622 B-3 Date: 7/10/24 Selection 5-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 7.0 in R2= 5.9 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.0 ft Reaction 1 ILL 2796 # Reaction 2 ILL 2579 # Beam Wt per ft 11.21 # Reaction 1 TL 4527 # Reaction 2 TL 3867 # Bm Wt Included 67 # Maximum V 4527 # Max Moment 9076'# Max V (Reduced) 3776 # TL Max Defl L / 240 TL Actual Defl L / 651 ILL Max Defl L / 360 ILL Actual Defl L / >1000 Section (in') Shear (in 2) TL DO (in) ILL Defl 69.19 46.13 0.11 0.06 45.38 23.60 0.30 0.20 OK OK OK OK 66% 51% 37% 30% rp kpsil ry kpsil t kpsi x mul t-c-L tpsil 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 ILL Par Unif TL Start End 2300 B = 3707 3.0 585 H = 990 0 3.0 440 1 = 550 3.0 6.0 I H Pt loads: 0 0 R1 = 4527 R2 = 3867 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2023 licensed to: Nash and Associates Architects Reg # 6464-622 B-4 Date: 7/10/24 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 3.6 in R2= 8.0 in' (1.5) DL Defl= 0.03 in Recom Camber= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.0 ft Reaction 1 ILL 1715 # Reaction 2 ILL 3370 # Beam Wt per ft 11.21 # Reaction 1 TL 2338 # Reaction 2 TL 5176 # Bm Wt Included 67 # Maximum V 5176 # Max Moment 4878 '# Max V (Reduced) 4425 # TL Max Defl L / 240 TL Actual Defl L / >1000 ILL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (in2) TL DO (in) ILL Defl 69.19 46.13 0.07 0.04 24.39 27.66 0.30 0.20 OK OK OK OK 35% 60% 23% 21% Fb (psi) Fv (psi) t (psi x mu) 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 Par Unif ILL Par Unif TL Start End 2300 B = 3707 5.0 585 H = 990 5.0 6.0 440 1 = 550 0 5.0 I 0 Pt loads: 0 0 R1 = 2338 R2 = 5176 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2023 licensed to: Nash and Associates Architects Reg # 6464-622 B-5 Date: 7/10/24 Selection 5-1/8x 18 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 20.7 in2 R2= 14.1 in (1.5) DL Defl= 0.23 in Recom Camber= 0.34 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 12.0 ft Reaction 1 ILL 4446 # Reaction 2 ILL 1723 # Beam Wt per ft 22.42 # Reaction 1 TL 13436 # Reaction 2 TL 9145 # Bm Wt Included 269 # Maximum V 13436 # Max Moment 39195'# Max V (Reduced) 10702 # TL Max Defl L / 240 TL Actual Defl L / 495 ILL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (in 2) TL DO (in) ILL Defl 276.75 92.25 0.29 0.07 195.97 66.89 0.60 0.40 OK OK OK OK 71% 73% 48% 16% Fb (psi) Fv (psi) t (psi x mu) 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 Uniform TL: 920 = A Point LL Point TL Distance Par Unif ILL Par Unif TL Start End 4169 B = 6792 4.0 500 H = 880 0 4.0 1 = 120 4.0 12.0 I H Uniform Load A Pt loads: 0 0 R1 = 13436 R2 = 9145 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 474 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-6 Date: 8/03/15 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 4.5 in2 R2= 4.5 in' (1.5) DL Defl= 0.10 in Recom Camber= 0.16 in Data Beam Span 10.0 ft Reaction 1 LL 1700 # Reaction 2 LL 1700 # Beam Wt per ft 9.11 # Reaction 1 TL 2946 # Reaction 2 TL 2946 # Bm Wt Included 91 # Maximum V 2946 # Max Moment 7364'# Max V (Reduced) 2356 # TL Max Defl L / 240 TL Actual Defl L / 606 LL Max Defl L / 360 LL Actual Defl L / >1000 Att►ibutes Section in Shear in TL Defl in LL Defl Actual 75.00 37.50 0.20 0.09 Critical 36.82 14.73 0.50 0.33 Status OK OK OK OK Ratio 49% 39% 40% 28% Values Adjustments Loads Fb(psi) 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 Uniform LL: 340 Uniform TL: 580 = A Uniform Load A R1 = 2946 R2 = 2946 SPAN =10FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2023 licensed to: Nash and Associates Architects Reg # 6464-622 GB-1 Date: 7/10/24 Selection 6-3/4x 21 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 13.8 in2 R2= 18.7 in (1.5) DL Defl= 0.23 in Recom Camber= 0.34 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 19.0 ft Reaction 1 ILL 6121 # Reaction 2 ILL 8051 # Beam Wt per ft 34.45 # Reaction 1 TL 8995 # Reaction 2 TL 12133 # Bm Wt Included 654 # Maximum V 12133 # Max Moment 73073 '# Max V (Reduced) 11285 # TL Max Defl L / 240 TL Actual Defl L / 442 ILL Max Defl L / 360 LL Actual Defl L / 785 Section (in') Shear (in 2) TL DO (in) ILL Defl 496.13 141.75 0.52 0.29 393.23 70.53 0.95 0.63 OK OK OK OK 79% 50% 54% 46% Fb (psi) Fv (psi) t (psi x mu) Fc! (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2230 240 1.8 650 Cv Volume 0.929 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: 360 Uniform TL: 450 = A Point LL Point TL Distance 4169 B = 6792 12.0 3163 C = 5132 12.0 Uniform Load A Pt loads: 0 0 R1 = 8995 R2 = 12133 SPAN =19FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2023 licensed to: Nash and Associates Architects Reg # 6464-622 GB-2 Date: 7/10/24 Selection 6-3/4x 21 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 13.4 in2 R2= 13.4 in (1.5) DL Defl= 0.03 in Recom Camber= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 11.0 ft Reaction 1 ILL 5583 # Reaction 2 ILL 5583 # Beam Wt per ft 34.45 # Reaction 1 TL 8714 # Reaction 2 TL 8714 # Bm Wt Included 379 # Maximum V 8714 # Max Moment 23965'# Max V (Reduced) 5942 # TL Max Defl L / 240 TL Actual Defl L / >1000 ILL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (inZ) TL DO (in) ILL Defl 496.13 141.75 0.07 0.04 122.10 37.14 0.55 0.37 OK OK OK OK 25% 26% 12% 10% Fb (psi) Fv (psi) t (psi x mu) Fc! (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2355 240 1.8 650 Cv Volume 0.981 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 ILL 1015 Uniform TL: 1550 = A Uniform Load A 0 0 R1 =8714 R2=8714 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 474 BeamChek v2014 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-3 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Conditions NDS 2012 Data Attributes Actual Critical Status Ratio Date: 8/03/15 Lu = 0.0 Ft Min Bearing Area R1= 3.6 inz R2= 4.5 in2 (1.5) DL Defl= 0.35 in Recom Camber= 0.53 in Beam Span 16.0 ft Reaction 1 LL 800 # Reaction 2 LL 800 # Beam Wt per ft 16.81 # Reaction 1 TL 2315 # Reaction 2 TL 2915 # Bm Wt Included 269 # Maximum V 2915 # Max Moment 14338'# Max V (Reduced) 2716 # TL Max Defl L / 240 TL Actual Defl L / 448 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in3 Shear (in 2) TL Defl (in) LL Defl 155.67 69.19 0.43 0.08 71.69 16.97 0.80 0.53 OK OK OK OK 46% 25% 54% 15% Values Reference Values Adiusted Values Adjustments Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb (p: 2400 2400 1.000 1.00 1.00 Fv (psi) E (psi x mil) Fc 240 1.8 650 240 1.8 650 1.00 N/A 1.00 1.00 1.( 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 = A Point TL Distance B = 2400 10.0 1.00 Uniform Load A Pt loads: �—. 9fl ---2k R1 = 2315 R2 = 2915 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES 7 WIND AND SEISMIG DES16N DATA PROJECT: PER 2021 BG DATE: ARC 11 1 T E C T S NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 7-22 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. RISK GATE60RY 11 1.00 3. WIND EXPOSURE GATE6ORY "B" 4. INTERNAL PRESSURE COEFF I GENT +/-55 5. GOMPONENTS AND GLADDIN6 DES16N PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DES16NED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE STRESS DE516N, EMPIRICAL DE51ON OR GONVENTIONAL GONSTRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURE5, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION I60G AND ASGE 7-22 WIND DES16N PER PART 2 "ENCLOSED SIMPLE DIAPHRAGM BUILDINGS PER ASGE 7-I6, SEGTION 27.4 (BUILDING HE16HT 15 LESS THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.6 ph- PAGE 288) WOOD DES16N PER SECTIONS 2304-2306. 5TRUGTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN AGGORDANGE WITH AF $ PA SDPW5 AND PROVISIONS OF SECTIONS 2305-2506 SEISMIG DESIGN DATA DESIGN PER ASGE 7-22/GHAPTER 11 1. SEISMIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD AGGELERATION 55 1.5 *see footnote at bottom of page (D=1.0) 3. 1 SECOND AGGELERATION 51 0.748 *see footnote at bottom of page 4. SITE GLASS D (default class per IBC, and section 11.4.3) 5. SPECTRAL RESPONSE COEFFICIENT 5D5 OA72 *see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFIGENT Sp, 0.748 *see footnote at bottom of page 7. SEISMIG DE516N GATE60RY D (per table II.6-I AND table 11.6-2) 8. SEISMIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DE516N BASE SHEAR (see seismic calculations) 10. SEISMIG RESPONSE GOEFFIGENT C5 0.15 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK GATE60RY 11 (table 1.5-1) THE ANGHORA&E OF WALLS 5UPPORTIN6 GON5TRUGTION SHALL BE BE DESIGNED IN AGGORDANGE WITH ASGE 7-22, SECTION 12.14 IN STRUCTURES ASSIGNED TO SEISMIG DESIGN GATE60RY G-F, GOLLEGTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DES16NED TO RESIST MAXIMUM EFFECTS AS SPEGIFIED IN ASGE 7-22, SECTION 12.14 BASE SHEAR V= (F 5D5/W W ANGHOR 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 WASHIN6TON 15 0.748. ALL SEISMIG DES16N VALUES USED IN TH15 ANALY515 ARE BASED UPON THIS NUMBER. SINGE 51 15 LE55 THAN 0.75, THEN USE SEISMIG GATEC70RY D IF RISK GATE60RY 15 1, 11, OR 111 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM `� \ I H�LOd anoaw � MM 9xb/S Ulip, 70 HIM-11"Mallmon=== 1N3n 7-TVM Ol d00IN ml� MIN 0 � i110101 N■INminis II■1■11 MISH I .;a hI III- II�'I�1�1��'I' w� Iw■ _.-.OmJIM N33M13H -(Id O1 exv/s CNv '.Li-L GXV/s W121L MOQNIM ONv ?lOOQ='�'O .61 Q 7RNV.: lCr IVH /M T3NHd31Q21VH 17 II,...._ .�I-11 II'-i Eli �6 �1 1 I r Ik7�o l Gj I ❑� X2h0Zd 6iv �t h 11 u xL(x252)�IV 11 U l 11 ty � 5►h �� '-7 r I LY Z��C)6 LATERAL CALCULATIONS CLIENT: PROJECT: :NASH & ASSOCIATES WIND WORESHEET DATE: ARCHITECTS 55 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME: IGb P5P .FRONT ELEVATION LEFT ELEVATION REAR ELEVATION _RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) W x H x (see chart for wind pressure SHEAR WALL UNIT SHEAR SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE 351� 3 d3 Aup �l Q kCr k ( C4 3 (y 23��I Z'� gvQ (2i"xc4 xl q, G 121-3�� GUe— gxtCf< 1 l��► _ �ZOk�k l �� 6 �S Z�, �s 17, s 12x 0 A (Cr, 7 3 F/ C 21 sSs �l�S r Y P-z� 61 +��( c2(2k 26, 3 3 ni- c-i 11 L/V-\ 7Ke,k of 7, 1019 g yI 5 ' Z- c�'l 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 2 (2x WWW. NASH— ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS Weight of Building: SEISMIC ANALYSIS 1 CLIENT: PROJECT: DATE: NAME: Roof Assembly. Asphalt Shingles - 2.00 #/ft Cedar Shakes - 2.25 #/fI. Tile - 9.50 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft. Trusses ® 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 #/ft R-30 Insulation - 2.25 #/ft. R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 9.75 #/ft Total 9.90 #/ft Total 17.90 #/ft Use 10.00 #/ft Use 10.00 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly: Caret / Pad - 0.50 #/ft 3/4 . T&G Plywood - 2.50 #/ft 2x10 ® 16" o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total 7.30 #/ft Use 10.00 #/ft Interior Wall Assembly: 1/2" GWB - 2.00 #/ft 2X4 ® 16 o.c. - 1.10 #/ft 1/2" GWB - 2.00 #/ft Total 5.10 #/ft Use 8.00 #/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 9.30 #/ft Use 10.00 #/ft Exterior Wall Assembly. 3/4" Wood Siding - 2.30 #/ft 1/2" Plywood - 1.50 #/ft 2x6 ® 16 o.c. - 1.37 #/ft R-21 Insulation - 2.10 #/ft 1/2" GWB - 2.00 #/ft Total 9.27 #/ft Use 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM CLIENT: _ NASH&ASsocIATEs SEISMIC ANALYSIS PROJECT: AxCIIITECTS DATE: NAME: 2 SEISMIC: V = (C,) (Wdl) (plywood) 2nd Level: Roof: (Asphalt /Cedar Shake) 10#/ft X / q 3S— sf = f or (Tile) 18#/ft X _ sf = Exterior Walls: L x 10#/sf x 1/2 (h) ?20d OOOkI 0k-�J (E2) Interior Walls: L x 8#/sf x 1/2 (h) S y �-U I 3 Z 0(7 0 TOTAL: = 1st Level: Roof: (1st Floor Roof) 10#/ft X 100 sf = 100,0 2nd Floor: 10#/ft X 1'7 c+-z sf = i '7 A 9 n Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 'l2004^ 1 $S 1r16 X0- T (E1) Interior Walls: (I o + L x 8#/sf x 1/2 (h) TOTAL: Basement: 1st Floor: 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL = 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS SEISMIC ANALYSIS BASE SHEAR: BA5E SHEAR V= (F 5DS/R) pq V= F (.c112)/6.5= .14L1 CLIENT: PROJECT: DATE: NAME: 3 LEVEL 2: Wdl �j2� 0 # x 0.149 = t(/8 2— LEVEL 1: Wdl Spa' # x 0.149 = 6 r TOTAL: Wd17 �� I # x 0.149 = K r (V) Level Dead Load (Wdl) Hei ht (h) Moment (Wdl)(h) Shear ® Stor Fx = [(Wdl)(h)]VV Remarks (Wdl)(h) 32r �8 S83r 2 � s ) 2 /ot2 t Z =S3 L13r- q17 (13g CI I, us 1 ,a I bZZZ Lf,42 Total 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM (q