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REVIEWED BLD BLD2020-1129+Structural_Calculations+10.21.2020_1.39.08_PMNASH & ASSOCIATES ARCHITECTS PLAN 3010 EDMONDS, WA BEAM, LATERAL and SEISMIC CALCULATIONS 12871 REGISTERED` A OHITECT e ICHAE WAYNEJOHNSON STATE OF WASHINGTON 2015 IBC SELECT HOMES FEBRUARY 2020 7TH AVE S.P. 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 CLIENT: NASH & ASSOCIAIM BEAM DESIGN DATA PROJECT: ARCHITECTS PER 2015 IBC DATE: NA.-lE- 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 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 3010 DB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD. DECK Date: 2/26/20 6x 12 DF-L #2 Lu = 0.0 Ft NDS 2015 min Dearing Area K1= z.z in- Kz= z.z in- t7.01 uL ueti= u.-ie in Beam Span 15.5 ft Reaction 1 LL 775 # Reaction 2 LL 775 # Beam Wt per ft 15.37 # Reaction 1 TL 1359 # Reaction 2 TL 1359 # Bm Wt Included 238 # Maximum V 1359 # Max Moment 5267 W Max V (Reduced) 1191 # TL Max Defl L / 240 TL Actual Defl L / 610 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in') Shear (in') TL Defl (in) LL Defl 121.23 63.25 0.30 0.14 72.23 10.51 0.78 0.52 OK OK OK OK 60% 17% 39% 28% Fb(psi) Fv(psi) E(psi x mil Fc i(psi) Reference Values 875 170 1.3 625 Adiusted 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: 100 Uniform TL: 160 = A Uniform Load A R1 = 1359 R2 = 1359 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD.DECK DB-2 Date: 2/26/20 Selection 6x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Searing Area R1= 1.4 in2 R2= 1.4 in (1.5) DL Defl= 0.11 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 15.5 ft Reaction 1 LL 488 # Reaction 2 LL 488 # Beam Wt per ft 15.37 # Reaction 1 TL 894 # Reaction 2 TL 894 # Bm Wt Included 238 # Maximum V 894 # Max Moment 3465'# Max V (Reduced) 784 # TL Max Defl L / 240 TL Actual Defl L / 918 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear in2 TL Defl in LL Defl 121.23 63.25 0.20 0.09 47.52 6.91 0.78 0.52 OK OK OK OK 39% 11% 26% 17% ra {Psl) rv(psi) t(psi x m1l rc i s3 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 63 Uniform TL: 100 = A Uniform Load A R1 = 894 R2 = 894 SPAN = 15.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 DINING RB-1 Date: 2/26/20 Selection 6-3/4x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 8.7 in2 R2= 8.7 in (1.5) DL Defl= 0.22 in Recom Camber= 0.32 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 12.0 ft Reaction 1 LL 3450 # Reaction 2 LL 3450 # Beam Wt per ft 17.22 # Reaction 1 TL 5623 # Reaction 2 TL 5623 # Bm Wt Included 207 # Maximum V 5623 # Max Moment 16870'# Max V (Reduced) 4803 # TL Max Defl L / 240 TL Actual Defl L / 324 LL Max Defl L / 360 LL Actual Defl L / 630 Section in' Shear in2 TL Defl in LL Defl 124.03 70.88 0.44 0.23 84.35 30.02 0.60 0.40 OK OK OK OK 68% 42% 74% 57% Fb (psi) Fv (psi) E (psi x mil) FC! 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 Z R 1 = 5623 R2 = 5623 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. RB-2 Selection Conditions Data Attributes Actual Critical Status Ratio PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 MASTER BDRM. 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 4.3 inZ R2= 4.3 in (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in Beam Span 8.0 ft Reaction 1 LL 1752 # Reaction 2 LL 1752 # Beam Wt per ft 6.83 # Reaction 1 TL 2827 # Reaction 2 TL 2827 # Bm Wt Included 55 # Maximum V 2827 # Max Moment 5655'# Max V (Reduced) 2297 # TL Max Defl L / 240 TL Actual Defl L / 424 LL Max Defl L / 360 LL Actual Defl L / 814 Section in' Shear ins TL Deft in LL Defl 42.19 28.13 0.23 0.12 28.27 14.36 0.40 0.27 OK OK OK OK 67% 51% 57% 44% Fb [psi Values Reference Values 2400 Ad'usted Values 2400 Fv (psi) E (psi x mil) Fc 240 1.8 650 240 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 Loads 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 438 Uniform TL: 700 =A Uniform Load A R1 = 2827 R2 = 2827 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 GUEST RM. RB-3 Date: 2/26/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.7 in2 R2= 3.7 in' (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1425 # Reaction 2 LL 1425 # Beam Wt per ft 7.87 # Reaction 1 TL 2304 # Reaction 2 TL 2304 # Bm Wt Included 47 # Maximum V 2304 # Max Moment 3455'# Max V (Reduced) 1712 # TL Max Defl L / 240 TL Actual Defl L / 999 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section [in') Shear (in') TL Defl (in) LL Defl Actual 49.91 32.38 0.07 0.04 Critical 38.39 14.26 0.30 0.20 Status OK OK OK OK Ratio 77% 44% 24% 19% Values Adiustments Loads _ ro si ry sr t(psi x ma) t-c! si Reference Values 900 180 1.6 625 Ad'usted 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: 475 Uniform TL: 760 = A 1. Uniform Load A R1 = 2304 R2 = 2304 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD. DECK DB-3 Date: 2/26/20 Selection 6x 14 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.7 in2 R2= 3.7 in (1.5) DL Defl= 0.08 in Data Attributes Actual Critical Status Ratio Beam Span 15.5 ft Reaction 1 LL 1860 # Reaction 2 LL Beam Wt per ft 18.04 # Reaction 1 TL 2310 # Reaction 2 TL Bm Wt Included 280 # Maximum V 2310 # Max Moment 8951 '# Max V (Reduced) 1975 # TL Max Defl L / 240 TL Actual Defl L / 643 LL Max Defl L / 360 LL Actual Defl L / 876 1860 # 2310 # Section W Shear inx TL Defl in LL Defl 167.06 74.25 0.29 0.21 124.87 17.42 0.78 0.52 OK OK OK OK 75% 23% 37% 41% Fb(psi) Fv psi) E (psi x mil) Fc Values Reference Values 875 170 1.3 625 Adiusted Values 860 170 1.3 625 Ad ustmenfs CF Size Factor Cd Duration 0.983 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Loads Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 240 Uniform TL: 280 = A Uniform Load A R1 = 2310 R2 = 2310 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 CVRD.PORCH DB-4 Date: 2/26/20 Selection 6x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.4 in2 R2= 2.4 in (1.5) DL Defl= 0.09 in Data Beam Span 15.5 ft Reaction 1 LL 1163 # Reaction 2 LL Beam Wt per ft 15.37 # Reaction 1 TL 1475 # Reaction 2 TL Bm Wt Included 238 # Maximum V 1475 # Max Moment 5717'# Max V (Reduced) 1293 # TL Max Defl L / 240 TL Actual Defl L / 617 LL Max Defl L / 360 LL Actual Defl L / 867 Attributes Actual Critical Status Ratio Values Ad(ustments Loads 1163 # 1475 # Section (in') Shear (in') TL Defl (in) LL Defl 121.23 63.25 0.30 0.21 78.41 11.41 0.78 0.52 OK OK OK OK 65% 18% 39% 42% 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 R 1 = 1475 Uniform LL: 150 Uniform Load A Uniform TL: 175 = A J R2 = 1475 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BDRM. #3 B-1 Date: 2/26/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.4 in2 R2= 3.4 in (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 1740 # Reaction 2 LL 1740 # Beam Wt per ft 7.87 # Reaction 1 TL 2139 # Reaction 2 TL 2139 # Bm Wt Included 47 # Maximum V 2139 # Max Moment 3208'# Max V (Reduced) 1589 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section ins Shear in2 TL Defl in LL Defl 49.91 32.38 0.06 0.05 35.64 13.24 0.30 0.20 OK OK OK OK 71% 41% 21% 23% Fb(psi) Fv si E(psi x mil Fc 1(psi) Reference Values 900 180 1.6 625 Ad'usted 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 Loads Uniform LL: 340 Uniform TL: 425 = A Par Unif LL Par Unif TL Start End 240 H = 280 0 6.0 [ H Uniform Load A R1 = 2139 R2 = 2139 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464--622 BONUS/ MEDIA RM. B-2 Date: 2/26/20 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.4 in2 R2= 2.4 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL Beam Wt per ft 7.87 # Reaction 1 TL Bm Wt Included 47 # Maximum V Max Moment 2240'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl 1200 # Reaction 2 LL 1200 # 1494 # Reaction 2 TL 1494 # 1494 # 1110 # L / >1000 L / >1000 _Section (in3) Shear (in2) TL Defl (in) LL Defl 49.91 32.38 0.04 0.03 24.89 9.25 0.30 0.20 OK OK OK OK 50% 29% 15% 16% Fb(psi) Fv si E(psi x mil Fc I(psi) Reference Values 900 180 1.6 625 Adjusted 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 Loads Uniform LL: 280 Uniform TL: 350 = A Par Unif LL Par Unif TL Start End 120 H=140 0 6.0 H 77-71 Uniform Load A Z\ Q R1 = 1494 R2 = 1494 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 B-3 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BONUS/ MEDIA RM. Date: 2/26/20 Selection 6-3/4x 13-1/2 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 8.6 in2 R2= 8.6 in (1.5) DL Defl= 0.13 in Recom Camber= 0.19 in Data Beam Span 15.5 ft Reaction 1 LL 4340 # Reaction 2 LL 4340 # Beam Wt per ft 22.14 # Reaction 1 TL 5597 # Reaction 2 TL 5597 # Bm Wt Included 343 # Maximum V 5597 # Max Moment 21687'# Max V (Reduced) 4784 # TL Max Defl L / 240 TL Actual Defl L / 445 LL Max Defl L / 360 LL Actual Defl L / 638 Attributes Section in' Shear(in') TL Defl in LL Defl Actual 205.03 91.13 0.42 0.29 Critical 109.41 29.90 0.78 0.52 Status OK OK OK OK Ratio 53% 33% 54% 56% Values Adiustments Loads Fb Reference Values 2400 Adjusted Values 2379 Cv Volume 0.991 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 roil) Fc L (psi) 240 1.8 240 1.8 1.00 N/A 1.00 1.00 Rb=0.00 Le=0.00Ft Uniform LL: 560 Uniform TL: 700 = A Uniform Load A R1 = 5597 R2 = 5597 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BEAM @ STAIR OPENING B-4 Date: 2/26/20 Selection (2) 1-3/4x 11-7/8 1.9E TJ Microllam LVL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.7 in2 R2= 2.9 in2 (1.5) DL Defl= 0.05 in Data Beam Span 12.0 ft Reaction 1 LL 960 # Reaction 2 LL Beam Wt per ft 10.68 # Reaction 1 TL 1264 # Reaction 2 TL Bm Wt Included 128 # Maximum V 2164 # Max Moment 5380'# Max V (Reduced) 1733 # TL Max Defl L / 240 TL Actual Defl L / 905 LL Max Defl L / 360 LL Actual Defl L / > 1000 Attributes Actual Critical Status Ratio Values Adiusfinents 1680 # 2164 # Section (W) Shear (ins) TL Defl (in) LL Defl 82.26 41.56 0.16 0.11 24.80 9.12 0.60 0.40 OK OK OK OK 30% 22% 27% 28% Fb (psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2600 285 2.0 750 Adjusted Values 2604 285 2.0 750 CF Size Factor 1.001 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 Par Unif LL Par Unif TL Start End 100 H = 125 0 6.0 340 1 = 425 6.0 12.0 I H R1 = 1264 R2 = 2164 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3010 BeamChek v2018 licensed to: Nash & Associates Architects Reg # 6464-622 BEAM @ STAIR OPENING B-5 Date: 2/26/20 Selection (2) 1-3/4x 11-7/8 1.9E TJ Microlla_m LVL Lu = 0.0 Ft Conditions NDS 2015 _ Min Bearing Area R1= 1.8 inz R2= 1.2 in (1.5) DL Defl= 0.06 in Data Beam Span 12.5 ft Reaction 1 LL 1008 # Reaction 2 LL 672 # Beam Wt per ft 10.68 # Reaction 1 TL 1365 # Reaction 2 TL 932 # Bm Wt Included 133 # Maximum V 1365 # Max Moment 6701 '# Max V (Reduced) 1355 # TL Max Defl L / 240 TL Actual Defl L / 864 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 82.26 41.56 0.17 0.11 Critical 30.88 7.13 0.63 0.42 Status OK OK OK OK Ratio 38% 17% 28% 28% Values Adjustments Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2600 285 2.0 750 Adjusted Values 2604 285 2.0 750 CIF Size Factor 1.001 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 1680 B = 2164 5.0 Pt loads: R1 = 1365 R2 = 932 SPAN =12.5FT Uniform and partial uniform loads are Ibs per lineal ft. 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/ULTIMATE WIND SPEED V/asd / Vult 2. RISK CATEGORY II 3. WIND EXPOSURE CATEGORY 4. INTERNAL PRESSURE COEFFICENT 5. COMPONENTS AND CLADDING DESIGN PRESSURE 85/110 mph 1.00 "B" +/-55 +/— 16 psf 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 2. SHORT PERIOD ACCELERATION 3. 1 SECOND ACCELERATION 4. SITE CLASS 5. SPECTRAL RESPONSE COEFFICIENT 6. SPECTRAL RESPONSE COEFFICIENT 7. SEISMIC DESIGN CATEGORY 6. SEISMIC FORCE RESISTING SYSTEM 9. DESIGN BASE SHEAR 10. SEISMIC RESPONSE COEFFICIENT 11. RESPONSE MODIFICATION FACTOR 12. ANALYSIS PROCEDURE 13. RISK CATEGORY Ie 1.00 Ss 1.86 *see footnote at bottom of page S 1 0.748 *see footnote at bottom of page D (default class per IBC) S w 0.972 'see footnote at bottom of page S n 0.748 *see footnote at bottom of page D PLYWOOD SHEAR WALLS (see seismic calculations) C s 0.13 R 6.5 EQUIVALENT LATERAL FORCE II 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 CATEC D IF RISK CATEGORY IS 1, II, OR 111 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM Iqb psf WEST ELEVATION 1Db• SOUTH eLI=-Vr4TION v v O O El------- --- --------- 19 HOL PE70M 5GHEMLE HARK HOLDOWW STRAP FA5TENER5 WOOD MEMBER THICKNESS/SPECIES ANCHOR REQUiREP T-1 STHM4/14 RJ 24-16d SINKER (2) 2X4/2X6 STIRS HF/5PF T-2 MST46 (34)-16d (2) 2X4/2X6 STIRS Hp/$PF T-3 1-15TA36 (26)-IOd (2) 2X4/2X6 STIRS HF/5PF T-4 MSTG48B5 (B6)-IOd WPl9 T-5 Hp-IB (3)- 3/4" B-1/2' MIN. OF/SP SSTH28 ('1/8") MIN. 24-T/6" EMBEDMENT LOWER FLOOR A B r � cv m HOLDDOwri sorIEDUIP MARK HOLDOWW STRAP FASTENERS WOOD MEMBER THICKNESS/SPECIES ANCHOR REGIUIRED T-1 5THDI4/14 RJ 24-16d SINKER (2) 2X4/2X6 STUDS HF/SPF T-2 M5T45 (54)-16d (2) 2XF4/2X6 STUDS M T-5 M5TA56 (26)-IOd (2) 2X4/2X6 STUDS HF/SPF T-4 MSTG4BB5 (SB)-IOd HF/SPF T-5 HD'!B (5)- 5/41, 5-I/2" MIN. DF/SP SSTB20 (T/B") EMBEDMENT MAIN PLOOK SHEAR YSAL.L. SGHE:w:�UL.E:m PER 2015 1 BG (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 DESIGNATED WALL. ALL HOLDOV4N5, ANCHOR BOLTS, WA5HER5, 8 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. PI = ONE 51DE PLYWOOD P2 = TWO SIDES PLYWOOD 7/I6° NAIL SPAGIN6 TOP 4 BTM. NGHORS BLKG. OPTIONAL BASE VALIUE#2 MARK PLYWD. EDGE5 FIELD PLATES d9.%ejj REQ'D. PLATE ANCHOR BOLTS SIMPSON ANCHORS NAILING (#/LF) PI-6" ad 6" 12" 6" 18" O.G. 2x4 5/8" ® 48" ® 48" 8 ENDS (2) Ibd ® 10" 240 PI-4" 8d 4" 12" 4" I6" O.G. 2x4 5/5" ® 32" ® 30" 4 ENDS (2) Ibd ® 7" 344 PI-3" ** ad 3" 12" 3" 14" O.G. (2) 2x4/6 5/8" ® 24" ® 24" 4 ENDS (2) Ibd ® 5" 450 PI-2" ** ad 2* 12" 2" 12" O.G. (2) 2x4/6 3/4" ® 24" ® 18" 4 ENDS (2) Ibd ® 5" 585 P2-6" ** 8d b" 12" b" 10" O.G. (2) 2x4/6 5/8" ® 24" N/A (2) Ibd ® 5" 480 P2-4" ** ad 4" 12" 4" 8" O.G. (2) 2x4/6 3/4" ® 20" N/A (3) Ibd ® 5" 700 P2-3" ** 8d 3" 12" 3* 1 8" O.G. (2) 2x4/b 3/4" ® I6" N/A (4) Ibd ® 5" Q00 P2-2" ** 8d 2" 12" 2" 8" O.G. (2) 2x4/6 3/4" ® 12" N/A (4) Ibd ® 4" 1170 **NOTE: WALL5 WITH UNIT SHEAR OF 350#/ft. OR 6REATER SHALL HAVE FRAMING MEMBERS (STUDS 4 PLATES) ABUTTING PANELS NOT LE55 THAN 3X MEMBERS OR (2) 2X MEMBERS PER IBG 2015 AND 5DPW5-2015 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 1. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH J015T UNDER INTERIOR SHEAR WALLS. SHEAR WALL NOTES 7/16" 05B OR PLYWOOD SHEATHING - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL EDGE5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL 5PAGIN6 15 SPECIFIED AT PANEL EDGE5, USE 1-1/2" Sd SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL 5PAGIN6, USE 3X STUDS AND 5TA66ER PANELS. WHERE PLYWOOD 15 2 51DE5 OF WALL, JOINTS TO FALL ON SEPARATE 5TUD5 ON EACH SIDE. FLOOR PLYWOOD - USE 8d COMMON NAILS ® 10" O.G. AT INTERMEDIATE SUPPORTS, 6" O.G. AT ALL PANEL ED6E5 AND 4" O.G. AT ALL SHEAR WALL5, UNLE55 OTHERWISE 5HOWN ON PLANS. FLOOR JOISTS - J015T PARRALLEL TO FLOOR OPENINC75 AND EXTERIOR WALL5 SHALL BE GRO55 BLOCKED AT 45" O.G. ® EDGES W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WASHERS AT ALL ANCHOR BOLTS. PLATE WA5HER5 TO BE INSTALLED WITHIN 1/2" OF SHEATHING 7/16" 05B OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 STUDS 2" Ib 6A. 5TAPLE5 ® 15 &A. STAPLES ® 14 &A. STAPLES 3" O.G. - 250 #/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. - 390#/ft. 4" O.G. AND IOd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. I _ FIELD 5PAGIN6: 12" O.G. NAILS 4 STAPLES. HOLDOWNS - INSTALL 51MP50N HOLD0WN5 OR USP HOLDOWN5 AT THE END OF SHEAR WALL5 WHEN 5HOWN ON DRAWIN65. PER PLAN, 51MP50N 5THD14 OR USP 5TAD14 51MP50N M5T36 OR LISP MST156 51MP50N M5T48 OR LISP K5T248 51MP50N HDUB OR U5P TDXIO 06" ANCHOR BOLT MIN. 51MP50N M5TG4853 OR LISP M5TGB4B3 24" EMBEDMENT, 3" BOLT INTO (3) 2x4(b)) CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 2015 DATE: NAME: Weight of Building: Roof Assembly. Asphalt Shingles - 2.00 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/it Trusses 0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 #/it 1/2" GWB Ceiling - 2.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses 0 24" c.c. R--30 Insulation - 1/2" GWB Ceiling - 2.25 #/ft 0.15 #/it 1.50 #/it - 1.75 #/it 2.25 #/it 2.00 #/it Tile - 9.50 #/it Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/it Trusses ® 24" o.c. - 1.75 #/it R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/it Total Use 9.75 #/ft 10.00 #/ft Total Use 9.90 #/ft 10.00 #/ft Total 17.90 #/ft Use 16.00 #/it 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 2x10 @ 16" o.c. - 1/2" GWB Ceiling - - 2.50 #/ft 2.30 #/ft 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 - 2x8 ® 16" o. c. - R-21 Insulation - 1/2" GWB - 2.30 #/it 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 7A=�� CLIENT: -ASSOCIATES SEISMIC ANALYSIS PROJECT: CHITECTS PER IBC 2015 DATE: NAME: 2 2nd Level: Roof: Asphalt / Cedar Shake 10 #/ft x 2386 SF = 23860 Tile 18 #Ift x SF = 0 L 1/2 (h) Exterior Walls 245 x 10 #/SF x 4.5 = 11025 (E2) Interior Walls: 90 x 8 #/SF x 4.5 = 3240 (12) Total: = 38125 or 38.1 k 1st Lewl: Roof: Asphalt / Cedar Shake 10 #/ft x -1167 SF = -11670 2nd Floor: 18 #/ft x 2386 SF = 42948 L 1/2 (h) (E2) Exterior Walls: 220 x 10 #/SF x 4.5 + 11025 = 20925 (El) (12) Interior Walls: 120 x 8 NSF x 4.5 + 3240 = 7560 (11) Total: 59763 or 59.8 k 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWVP. NASH—ARCHITECTS. COM CLIENT: NASx & ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 2015 DATE: NAME: 5 Redundancy Factor (p): 1. MAXIMUM ALLOWABLE WALL SHEAR FOR P<=1 VUMAX = (2)(VACCSTORY)/AB',* 2( 12.8 ) 25.6 Vumax = = 34.9 = 0.7 1219 2. MAXB[UM ACTUAL SHEAR VUMAX = LARGEST SEISMIC WALL SHEAR 0.7 > 0.357 3. P = 2—[2(VACCSTORI)/(VUMAX)(AB1A) P = 2 - [ 2( 12.8 ) ] = 1 ( 0.7 * 34.9 ) 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM