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REVIEWED BLD2023-1244+Structural_Calculations+10.5.2023_12.56.41_PM+3824060NASH & ASSOCIATES ARCHITECTS PLAN 318 0 STRUCTURAL CALCULATIONS REGISTERED ARGi-IITEGT MIGi-I L YNE JOHN .O STATE OF WASHINGTON 2018 IBC FEB 1, 2021 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 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 PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-1 Date: 7/05/18 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.1 in R2= 4.1 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 6.0 ft Reaction 1 LL 1575 # Reaction 2 LL 1575 # Beam Wt per ft 7.87 # Reaction 1 TL 2544 # Reaction 2 TL 2544 # Bm Wt Included 47 # Maximum V 2544 # Max Moment 3815 '# Max V (Reduced) 1890 # TL Max Defl L / 240 TL Actual Defl L / 905 LL Max DO L / 360 LL Actual DO L / >1000 Section in' Shear (in') TL Defl (ink LL DO 49.91 32.38 0.08 0.04 42.39 15.75 0.30 0.20 OK OK OK OK 85% 49% 27% 21% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adiusted Values 1080 180 1.6 625 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 Uniform LL: 525 Uniform TL: 840 = A Uniform Load A 0 R1 = 2544 R2 = 2544 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 RB-2 Selection Conditions Data BeamChek v2016 licensed to: Nash Jones Anderson Architects Req # 6464-622 Date: 7/05/18 5-1/8x 10-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 2.1 in R2= 2.1 in (1.5) DL Defl= 0.10 in Recom Camber= 0.14 in Beam Span 13.0 ft Reaction 1 LL 813 # Reaction 2 LL 813,1 Beam Wt per ft 13.08 # Reaction 1 TL 1385 # Reaction 2 TL 13854 Bm Wt Included 170 # Maximum V 1385 # Max Moment 4501 W Max V (Reduced) 1199 # TL Max Defl L / 240 TL Actual DO L / 842 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear(in') TL Defl (in) LL Defl Actual 94.17 53.81 0.19 0.09 Critical 22.51 7.49 0.65 0.43 Status OK OK OK OK Ratio 24% 14% 29% 21 % Fb (psi) Fv (psi) E (psi x mi Values I Reference Values 2400 240 1.8 Adiusted Values 2400 240 1.8 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 = A Fc L 650 1.00 Uniform Load A I Z R1 = 1385 R2 = 1385 SPAN = 13 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-3 Date: 7/05/18 Selection 5-1/8x 10-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 8.0 in2 R2= 3.0 in (1.5) DL Defl= 0.11 in Recom Camber= 0.17 in Data Beam Span 10.0 ft Reaction 1 LL 2945 # Reaction 2 LL 1105 # Beam Wt per ft 13.08 # Reaction 1 TL 5196 # Reaction 2 TL 1938 # Bm Wt Included 131 # Maximum V 5196 # Max Moment 8744 '# Max V (Reduced) 4449 # TL Max DO L / 240 TL Actual Defl L / 582 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear(in') TL Defl in LL Defl Actual 94.17 53.81 0.21 0.10 Critical 43.72 27.81 0.50 0.33 Status OK OK OK OK Ratio 46% 52% 41 % 29% Values Adiustments 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2000 B = 3723 2.0 525 H = 840 0 2.0 125 1 = 200 2.0 10.0 H Pt loads R1 = 5196 R2 = 1938 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Rep # 6464-622 RB-4 Date: 7/06/18 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in2 R2= 1.8 in (1.5) DL Defl= 0.11 in Data Attributes Actual Critical Status Ratio Values AFl dicistments Beam Span 6.0 ft Reaction 1 LL 375 # Reaction 2 LL 375 # Beam Wt per ft 6.17 # Reaction 1 TL 1618 # Reaction 2 TL 1118 # Bm Wt Included 37 # Maximum V 1618 # Max Moment 2825'# Max V (Reduced) 1494 # TL Max Defl L / 240 TL Actual Defl L / 567 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in`) TL Defl (in) LL Defl 30.66 25.38 0.13 0.02 28.97 12.45 0.30 0.20 OK OK OK OK 94% 49% 42% 10% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adiusted 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 Loads Uniform LL: 125 Uniform TL: 200 = A Point TL Distance B = 1500 2.0 Uniform Load A Pt loads: RI 1618 R2=1118 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 RB-5 Date: 7/06/18 Selection 4x 8 DF-L #2 Lu = 0•.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.6 inz R2= 1.6 in' (1.5) DL Defl= 0.15 in Data Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Attributes Actual Critical Status Ratio Values Adjustments Loads 10.0 ft Reaction 1 LL 6.17 # Reaction 1 TL 62 # Maximum V 2577 W Max V (Reduced) L / 240 TL Actual Defl L / 360 LL Actual Defl 625 # Reaction 2 LL 1031 # Reaction 2 TL 1031 # 906 # L / 385 L / 760 625 # 1031 # Section OW) Shear in') TL Defl (in) LL DO 30.66 25.38 0.31 0.16 26.43 7.55 0.50 0.33 OK OK OK OK 86% 30% 62% 47% m)(psi) rv(psi) t(psi x mn rc(psi) Reference Values 900 180 1.6 625 Adiusted 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: 125 Uniform TL: 200 = A Uniform Load A 0 0 R1 = 1031 R2 = 1031 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-1 Date: 7/05/18 Selection 5-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adiustments min bearing Area K1= o.z in- Kz= a.z in- t1.0l uu ME= u.uo in Kecom uamoer= u.uu in Beam Span 6.0 ft Reaction 1 LL 1875 # Reaction 2 LL 2875 # Beam Wt per ft 11.21 # Reaction 1 TL 3361 # Reaction 2 TL 5309 # Bm Wt Included 67 # Maximum V 5309 # Max Moment 6067 '# Max V (Reduced) 5091 # TL Max Defl L / 240 TL Actual Defl L / 764 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (ins) TL Defl (in) LL Defl 69.19 46.13 0.09 0.04 30.33 31.82 0.30 0.20 OK OK OK OK 44% 69% 31 % 21 % 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 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2000 B = 3723 5.0 525 H = 920 0 5.0 125 1 = 280 5.0 6.0 1 Pt loads: I © I 0 R1 = 3361 R2 = 5309 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-2 Date: 7/05/18 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft 771 Conditions NDS 2015 Min Bearing Area R1= 3.3 inz R2= 3.3 in (1.5) DL Defl= 0.09 in Recom Camber= 0.13 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.0 ft Reaction 1 LL 1300 # Reaction 2 LL 1300 # Beam Wt per ft 6.83 # Reaction 1 TL 2147 # Reaction 2 TL 2147 # Bm Wt Included 55 # Maximum V 2147 # Max Moment 4295 '# Max V (Reduced) 1745 # TL Max Defl L / 240 TL Actual Defl L / 555 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear inz TL Defl (in) LL Defl 42.19 28.13 0.17 0.09 21.47 10.90 0.40 0.27 OK OK OK OK 51% 39% 43% 33% Fb(psi) Fv(psi) E(psi x mil FC!(psi) Reference Values 2400 240 1.8 650 Adiusted 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: 325 Uniform TL: 530 = A Uniform Load A 0 0 R1 = 2147 R2 = 2147 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-3 Date: 7/05/18 Selection 6x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.8 in2 R2= 3.8 in (1.5) DL DO= 0.07 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 13.0 ft Reaction 1 LL 1950 # Reaction 2 LL 1950 # Beam Wt per ft 15.37 # Reaction 1 TL 2375 # Reaction 2 TL 2375 # Bm Wt Included 200 # Maximum V 2375 # Max Moment 7718 '# Max V (Reduced) 2025 # TL Max DO L / 240 TL Actual Defl L / 554 LL Max Defl L / 360 LL Actual Defl L / 734 Section ins Shear inz TL Defl in LL Defl 121.23 63.25 0.28 0.21 105.85 17.87 0.65 0.43 OK OK OK OK 87% 28% 43% 49% Fb (psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 875 170 1.3 625 Adjusted Values 875 170 1.3 625 CF Size Factor 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: 300 Uniform TL: 350 = A Uniform Load A 0 R1 = 2375 R2 = 2375 SPAN =13FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-4 Date: 7/05/18 Selection 3-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 9.4 in2 R2= 9.4 in (1.5) DL Defl= 0.13 in Recom Camber= 0.20 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 16.0 ft Reaction 1 LL 4800 # Reaction 2 LL 4800 # Beam Wt per ft 13.67 # Reaction 1 TL 6109 # Reaction 2 TL 6109 # Bm Wt Included 219 # Maximum V 6109 # Max Moment 24437'# Max V (Reduced) 4964 # TL Max Defl L / 240 TL Actual Defl L / 422 LL Max DO L / 360 LL Actual Defl L / 594 Section in' Shear in') TL DO in LL Defl 168.75 56.25 0.46 0.32 122.19 31.02 0.80 0.53 OK OK OK OK 72% 55% 57% 61% 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: 600 Uniform TL: 750 = A Uniform Load A R1 =6109 R2=6109 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 B-5 Date: 7/05/18 Selection 13-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.5 in2 R2= 5.5 in (1.5) DL Defl= 0.08 in Recom Camber= 0.11 in Data Attributes Actual Critical Status Ratio Beam Span 8.0 ft Reaction 1 LL 2800 # Reaction 2 LL 2800 # Beam Wt per ft 6.83 # Reaction 1 TL 3547 # Reaction 2 TL 3547 # Bm Wt Included 55 # Maximum V 3547 # Max Moment 7095'# Max V (Reduced) 2882 # TL Max Defl L / 240 TL Actual Defl L / 364 LL Max DO L / 360 LL Actual DO L / 509 Section in' Shear in' TL Defl in LL Defl 42.19 28.13 0.26 0.19 35.47 18.01 0.40 0.27 OK OK OK OK 84% 64% 66% 71% Fb E 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 Loads 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 700 Uniform TL: 880 = A Uniform Load A j Z R1 = 3547 R2 = 3547 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-1 Date: 7/05/18 Selection 3-1/8x 10-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 10.0 ft Reaction 1 LL 1600 # Reaction 2 LL 1600 # Beam Wt per ft 7.97 # Reaction 1 TL 2040 # Reaction 2 TL 2040 # Bm Wt Included 80 # Maximum V 2040 # Max Moment 5100 W Max V (Reduced) 1683 # TL Max Defl L / 240 TL Actual Defl L / 641 LL Max Defl L / 360 LL Actual Defl L / 906 Section in' Shear ins TL Defl (in) LL Defl 57.42 32.81 0.19 0.13 25.50 10.52 0.50 0.33 OK OK OK OK 44% 32% 37% 40% Fb (.psi) Fv(psi) E(psi x mil Fc!(psi) f Reference Values 2400 240 1.8 650 Adiusted 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: 320 Uniform TL: 400 = A Uniform Load A R1 = 2040 R2 = 2040 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3180 BeamChek v2016 licensed to: Nash Jones Anderson Architects Reg # 6464-622 GB-2 Date: 7/05/18 Selection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio min bearing Area K1= 0.1 in- Kz= b.1 in- (1.5) UL UeTI= U.31 in Kecom (;amber= U.41 in Beam Span . 16.0 ft Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 16.81 # Reaction 1 TL 3335 # Reaction 2 TL 3335 # Bm Wt Included 269 # Maximum V 3335 # Max Moment 13338 '# Max V (Reduced) 2866 # TL Max Defl L / 240 TL Actual Defl L / 448 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (ins) TL Defl (in) LL DO 155.67 69.19 0.43 0.12 66.69 17.91 0.80 0.53 OK OK OK OK 43% 26% 54% 22% Fb(psi) Reference Values 2400 Values Adjusted Values 2400 Cv Volume 1.000 Cd Duration 1.00 Adjustments Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 Loads Fv (psi) E (psi x mil) Fc I 240 1.8 650 1.00 N/A 1.00 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Uniform LL: 150 Uniform TL: 400 = A Uniform Load A R1 = 3335 R2 = 3335 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH & ASSOCIATES WIND AND SEISMIG DES 16N DATA PROJECT: PER 2015 IBG DATE: ARCHITECTS NAME: WIND DESIGN GRITERIA DE516N PER A5GE 7-16 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK GATEGORY 11 1.00 3. WIND EXPOSURE GATE60RY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. GOMPONENT5 AND GLADD I N6 DESIGN PRESSURE +/- 16 psf BUILDIN65, 5TRUGTURE5, AND PARTS THEREOF SHALL BE DE51ONED AND GONSTRUGTED IN AGGORDANGE WITH STRENGTH DE516N, LOAD, AND RE515TANGE FAGTOR DESIGN, ALLOWABLE STRESS DE516N, EMPIRIGAL DE516N OR GONVENTIONAL GON5TRUGTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL GHAPTER, 5EGTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DE516NED TO WITHSTAND WIND LOADS AS DEFINED IN 5EGTION IbOq AND A5GE 7-16 WIND DE516N PER PART 2 "ENGLO5ED SIMPLE DIAPHRAGM BUILDINGS PER ASGE 7-16, SECTION 27.4 (BUILDING HE16HT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.6 P5F PER TABLE 27.5.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.6 ph- PAGE 255) WOOD DE51ON PER 5EGTIONS 2304-2306. 5TRUGTURE5 U51N6 WOOD SHEAR WALL5 AND DIAPHRAGM5 TO RE515T WIND, 5E15MIG, AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND GON5TRUGTED IN AGGORDANGE WITH AF $ PA 5DPW5 AND PROVISIONS OF 5EGTION5 2305-2306 SEISMIG DESIGN DATA DES16N PER A5GE 7-16/GHAPTER 11 I. SEISMIG IMPORTANGE FAGTOR le 1.00 2. SHORT PERIOD AGGELERATION Ss 1.5 *see footnote at bottom of page (0=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 GOEFFIGENT 5V5 OA72 *see footnote at bottom of page Co. 5PEGTRAL RESPONSE GOEFFIGENT 5vi 0.748 *see footnote at bottom of page 7. SEISMIG DESIGN GATEGORY D (per table 11.6-1 AND table 11.6-2) 8. 5E15MIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DE516N BASE SHEAR (see selsmlc calculations) 10. 5E15MIG RESPONSE GOEFFIGENT G. 0.15 11. RESPONSE MODIFICATION FAGTOR R 6.5 12. ANALYSIS PROGEDURE EQUIVALENT LATERAL FORGE 13. RI5K GATEGORY 11 (table 1.5-1) THE ANGHORAGE OF WALL5 SUPPORTING GON5TRUGTION SHALL BE BE DE516NED IN AGGORDANGE WITH A5GE 7-16, SECTION 12.14 IN 5TRUGTURE5 A5516NED TO SEISMIG DE51ON GATEGORY G-F, GOLLEGTOR ELEMENTS AND THEIR GONNEGTION5 TO VERTIGAL ELEMENTS SHALL BE DE516NED TO RE515T MAXIMUM EFFECTS A5 5PEGIFIED IN A5GE 7-16, SECTION 12.14 BASE SHEAR V= (F SDs/R) W ANGHOR BOLTS: 5/8" DIA X 10", A507 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/B0LT PER U565, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIG DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE SEISMIG CATEGORY D IF RISK GATEGORY 15 1, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM cr/ v C u (�j R16HT ELEVATION eQ A� Ncyre5 9ZA - 1/4- - V-W a o pl--&,i "� .w I P/ 3't ?/- 3 Id !tr?� ltiz� m P/ y, , NASH -ASSOCIATES LATERAL CALCULATIONS CLIENT: PROJECT: WIND WORKSHEET DATE: ARCHITECTS 85 MPH/110 MPH= NOMINAUULTIMATE WIND SPEED IC1.6 P5F NAME: 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 /Lip ?OXQxw, 23Z$ 71.3 31,5- � 7v1 --, vp I�X At x 11, l �3 avn C47 A xl qt (o /7� $� x Cup �gXakIg,61 3 1vk� OyerXici, 6 I fZ3 Z $ /O SaJ y3 136 (70 y 01 Y1 t?'6� iZ325?, S /// S , Sag l3 gxlgrC� -f ! S/ 3� �S,s ' ZOb ��� � n'I Z � a Xl a, � t � � 6 �-� 9S Zb 1-7 1 Sl�o /0/- z opt Xi ef4(o 041 3163 1 3 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCMTECTS.COM CLIENT: NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITEC'I'S DATE: NAME - Weight of Building: Roof Assembly. Asphalt Shingles - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-38 Insulation - 1/2" GWB Ceiling - 2.00 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.35 #/ft 2.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses e 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - 2.25 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.25 #/ft 2.00 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 9.75 #/ft 10.00 #/ft Total Use 9.90 #/ft 10.00 #/ft Total 17.90 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly: Caret / Pad - 0.50 #/ft Hardwood - 2.50 #/ft 3/4' T&G Plywood - 2x10 ® 16" o.c. - 1/2" GWB Ceiling - 2.50 #/ft 2.30 #/ft 2.00 #/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 ® 16" o.c. - R-21 Insulation - 1/2" GWB - 2.30 #/ft 1.50 #/ft 1.37 #/ft 2.10 #/ft 2.00 #/ft Total 9.27 #/ft Use 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: xx Roof: (Elsphalt /Cedar Shake) 10#/ft X Z� sf = or (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) 1��, 1-0 �' / (E� Interior Walls: L x 8#/sf x 1/2 (h) �`(� 6/, ? 0 0 k � �tiJ '��ll � (I TOTAL: 1st Level• Roof: (1st Floor Roof) 10#/ft X Z qo sf = Zed 2nd Floor: 10#/ft X sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) -7Zy0 -f- NO 100 Interior Walls: (I 2) + L x 8#/sf x 1/2 (h) 0 J 7D TOTAL: _ `l 1-79WOBasement: 1st Floor. 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Wa ' y 5-I LEVEL LINE LINE SHEAR LINE ��� TOTAL P > 1 WALL LENGTH Vma x SEISMIC (# WIND WALL OVER HOLD- SHEAR z