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REVIEWED BLD2023-0600+Structural_Calculations+5.5.2023_4.06.37_PM+3528765NASH &ASSOCIATES _ _ REVIEWED ARCHITECTS BY CITY OF EDMONDS RECEIVED May 18 2023 BLD2023-0600 IACOLUCCI RESIDENCE RE -MODEL 1005 CASCADE DR EDMONDS, WA 98020 BEAM & LATERAL CALCULATIONS 8009 RE615TERED RGHITEGT LAIRD ""'O'D STATE OF KASHIN6TON 2018 IBC MAY 2023 22-143 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM 7-7� ��7 NASH &ASSOCIATES ARCHITECTS BEAM CALCULATIONS 2018 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS PER 2018 IBC 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 2018 Masonry: Per IBC 2018 Steel: Per IBC 2018 Wood: Per IBC 2018 Nailing: Per IBC 2018 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 IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 PB-1 FRONT PORCH Prepared by: KLM Date: 5/01/23 Selection 4x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.5 in R2= 1.5 in (1.5) DL Defl= 0.01 in Data Beam Span 7.0 ft Reaction 1 LL 571 # Reaction 2 LL 571 # Beam Wt per ft 9.57 # Reaction 1 TL 943 # Reaction 2 TL 943 # Bm Wt Included 67 # Maximum V 943 # Max Moment 1651 W Max V (Reduced) 691 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear(in') TL Defl in LL Defl Actual 73.83 39.38 0.03 0.01 Critical 20.01 5.76 0.35 0.23 Status OK OK OK OK Ratio 27% 15% 7% 6% Values Reference Values Adjusted Values Adjustments CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Cl Stability Fb (psi) Fv (psi) E (psi x 900 180 1.6 990 180 1.6 1.100 1.00 1.00 1.00 N/A 1.00 1.00 1.0c 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 163 Uniform TL: 260 = A R 1 = 943 Fc 1 625 625 Uniform Load A R2 = 943 SPAN =7FT Uniform and partial uniform loads are Ibs per lineal ft. P B-2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 FRONT PORCH Prepared by: KLM Date: 5/01/23 4x 12 DF-L #2 Lu = 0.0 Ft NDS 2018 Min Bearing Area R1= 0.6 inZ R2= 0.6 inZ (1.5) DL Defl= <0.01 in. Beam Span 5.0 ft Reaction 1 LL 205 # Reaction 2 LL 205 # Beam Wt per ft 9.57 # Reaction 1 TL 349 # Reaction 2 TL 349 # Bm Wt Included 48 # Maximum V 349 # Max Moment 436'# Max V (Reduced) 218 # TL Max Defl L / 240 TLActual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 73.83 39.38 0.00 <0.01 5.29 1.82 0.25 0.17 OK OK OK OK 7% 5% 1% 1% Fb (psi) Fv (psi) E (psi x mil) Fc(psi) Reference Values 900 180 1.6 625 Ad'usted Values 990 180 1.6 625 CF Size Factor 1.100 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: 82 Uniform TL: 130 = A Uniform Load A l o � R1 = 349 R2 = 349 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 RB-1 LIVING/DINING Prepared by: KLM Date: 5/01/23 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 4.9 inz R2= 4.9 in (1.5) DL Defl= 0.22 in Recom Camber= 0.34 in Data Beam Span 13.0 ft Reaction 1 LL 1950 # Reaction 2 LL 1950 # Beam Wt per ft 9.11 # Reaction 1 TL 3179 # Reaction 2 TL 3179 # Bm Wt Included 118 # Maximum V 3179 # Max Moment 10333'# Max V (Reduced) 2690 # TL Max Defl L / 240 TL Actual Defl L / 337 LL Max Defl L / 360 LL Actual Defl L / 656 Attributes Actual Critical Status Ratio Values Adiustments Loads Section in' Shear in2 TL Defl (in) LL Defl 75.00 37.50 0.46 0.24 51.66 16.81 0.65 0.43 OK OK OK OK 69% 45% 71% 55% rD si ry si t kpsi x mn rc!(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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 300 Uniform TL: 480 = A Uniform Load A R1 = 3179 R2 = 3179 SPAN =13FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 RB-2 ENTRY Prepared by: KLM Date: 5/01/23 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.2 in R2= 2.2 in (1.5) DL Defl= 0.11 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 9.0 ft Reaction 1 LL 675 # Reaction 2 LL 675 # Beam Wt per ft 7.87 # Reaction 1 TL 1351 # Reaction 2 TL 1351 # Bm Wt Included 71 # Maximum V 1351 # Max Moment 3572'# Max V (Reduced) 1160 # TL Max Defl L / 240 TL Actual Defl L / 642 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (inz) TL Defl (in) LL Defl 49.91 32.38 0.17 0.06 39.69 9.67 0.45 0.30 OK OK OK OK 80% 30% 37% 20% Fb(psi) Fv(psi) 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: 150 Uniform TL: 240 = A Point TL Distance B = 472 4.5 Uniform Load A 1 Pt loads: R1 = 1351 R2 = 1351 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 RB-3 ENTRY DOOR HDR Prepared by: KLM Date: 5/01/23 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.0 in2 R2= 1.0 in2 (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 75 # Reaction 2 LL 75 # Beam Wt per ft 7.87 # Reaction 1 TL 621 # Reaction 2 TL 621 # Bm Wt Included 47 # Maximum V 621 # Max Moment 1639'# Max V (Reduced) 583 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear in2 TL Defl in LL Defl 49.91 32.38 0.03 <0.01 18.21 4.86 0.30 0.20 OK OK OK OK 36% 15% 11% 1% Fb(psi) Fv si E(psi x mil Fc1(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: 25 Uniform TL: 42 = A Point TL Distance B = 943 3.0 Uniform Load A Pt loads: FBI R1 =621 R2=621 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. R B-4 IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 KITCHEN Prepared by: KLM Date: 5/01/23 Selection 4x 8 DF-L #2 Conditions NDS 2018 Min Bearing Area Data Attributes Actual Critical Status Ratio Values Adjustments Loads Lu = 0.0 Ft R1= 1.2 in R2= 1.2 in (1.5) DL Defl= 0.02 in Beam Span 6.0 ft Reaction 1 LL 450 # Reaction 2 LL 450 # Beam Wt per ft 6.17 # Reaction 1 TL 738 # Reaction 2 TL 738 # Bm Wt Included 37 # Maximum V 738 # Max Moment 1108 '# Max V (Reduced) 590 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear in' TL Defl in LL Defl 30.66 25.38 0.05 0.02 11.36 4.91 0.30 0.20 OK OK OK OK 37% 19% 16% 12% 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 Cm Wet Use Cl Stability N/A 1.00 1.00 1.00 1.00 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 150 Uniform TL: 240 = A Uniform Load A 0 R1 = 738 R2 = 738 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 RB-5 KITCHEN Prepared by: KLM Date: 5/01/23 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.4 in2 R2= 2.4 in2 (1.5) DL Defl= 0.08 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 9.0 ft Reaction 1 LL 900 # Reaction 2 LL 900 # Beam Wt per ft 7.87 # Reaction 1 TL 1475 # Reaction 2 TL 1475 # Bm Wt Included 71 # Maximum V 1475 # Max Moment 3320'# Max V (Reduced) 1223 # TL Max Defl L / 240 TL Actual Defl L / 691 LL Max Defl L / 360 LL Actual Defl L / >1000 Section W Shear (in 2) TL Defl in LL Defl 49.91 32.38 0.16 0.08 36.89 10.19 0.45 0.30 OK OK OK OK 74% 31% 35% 27% Fb(psi) Fv(psi) E(psi x mil Fc(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 Uniform LL: 200 Uniform TL: 320 = A Uniform Load A 0 i\ R1 = 1475 R2 = 1475 SPAN = 9 FT Uniform and partial uniform loads are Ibs per lineal ft. R B-6 IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects PRINCIPAL BDRM Reg # 6464-622 Prepared by KLM Date: 5/01/23 Selection 3-1/8x 12 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.1 in R2= 1.6 in (1.5) DL Defl= 0.32 in Recom Camber= 0.48 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 18.0 ft Reaction 1 LL 821 # Reaction 2 LL 604 # Beam Wt per ft 9.11 # Reaction 1 TL 1395 # Reaction 2 TL 1049 # Bm Wt Included 164 # Maximum V 1395 # Max Moment 8572'# Max V (Reduced) 1346 # TL Max Defl L / 240 TL Actual Defl L / 343 LL Max Defl L / 360 LL Actual Defl L / 695 Section (in') Shear (in') TL Defl (in) LL Defl 75.00 37.50 0.63 0.31 42.86 8.41 0.90 0.60 OK OK OK OK 57% 22% 70% 52% 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 Loads Uniform LL: 25 Uniform TL: 40 =A Point LL Point TL Distance 975 B = 1560 7.0 Uniform Load A ] Pt loads: R1 = 1395 R2 = 1049 SPAN =18FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BearnChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 RB-7 ADU BREEZEWAY Prepared by: KLM Date: 5/01/23 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.3 in2 R2= 1.3 in' (1.5) DL Defl= 0.13 in Data Beam Span 10.0 ft Reaction 1 LL 500 # Reaction 2 LL 500 # Beam Wt per ft 6.17 # Reaction 1 TL 831 # Reaction 2 TL 831 # Bm Wt Included 62 # Maximum V 831 # Max Moment 2077'# Max V (Reduced) 730 # TL Max Defl L / 240 TL Actual Defl L / 477 LL Max Defl L / 360 LL Actual Defl L / 950 Attributes Section (in3) Shear (W) TL Defl (in) LL Defl Actual 30.66 25.38 0.25 0.13 Critical 21.30 6.09 0.50 0.33 Status OK OK OK OK Ratio 69% 24% 50% 38% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adiustments 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: 100 Uniform TL: 160 =A Uniform Load A l I R 1 = 831 R2 = 831 SPAN =LOFT Uniform and partial uniform loads are Ibs per lineal ft. GB-1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Rea # 6464-622 GARAGE DR HDR Prepared by: KLM Date: 5/01/23 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft NDS 2018 Min Bearing Area R1= 8.4 in2 R2= 8.4 in2 (1.5) DL Defl= 0.39 in Beam Span 16.0 ft Reaction 1 LL 3200 # Reaction 2 LL 3200 # Beam Wt per ft 19.48 # Reaction 1 TL 5276 # Reaction 2 TL 5276 # Bm Wt Included 312 # Maximum V 5276 # Max Moment 21103'# Max V (Reduced) 4623 # TL Max Defl L / 240 TL Actual Defl L / 242 LL Max Defl L / 360 LL Actual Defl L / 478 Section OW) Shear (W) TL Defl (in) LL Defl 123.39 62.34 0.79 0.40 87.22 23.91 0.80 0.53 OK OK OK OK 71% 38% 99% 75% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 625 Adiusted Values 2903 290 2.0 625 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 Uniform LL: 400 Uniform TL: 640 = A Uniform Load A R1 = 5276 R2 = 5276 SPAN =16FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 B-1 REC ROOM Prepared by: KLM Date: 5/01/23 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.9 in' R2= 2.9 in (1.5) DL Defl= 0.03 in Data Beam Span 6.0 ft Reaction 1 LL 1440 # Beam Wt per ft 6.17 # Reaction 1 TL 1818 # Bm Wt Included 37 # Maximum V 1818 # Max Moment 2728 W Max V (Reduced) 1452 # TL Max Defl L / 240 TL Actual Defl L / 657 LL Max Defl L / 360 LL Actual Defl L / 916 Attributes Section (in") Shear (in 2) TL Defl (ii Actual 30.66 25.38 0.11 Critical 27.98 12.10 0.30 Status OK OK OK Ratio 91 % 48% 37% Fb (psi) Fv (psi) Values Reference Values 900 180 Adjusted Values 1170 180 CF Size Factor Cd Duration 1.300 1.00 1.00 Adiustments Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Loads Uniform LL: 480 Reaction 2 LL Reaction 2 TL LL Defl 0.08 0.20 OK 39% E (psi x mil) Fc 1.6 625 1.6 625 1.00 1.00 Le = 0.00 Ft Uniform TL: 600 = A Uniform Load A l R1=1818 R2=1818 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 1440 # 1818 # IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash & Associates Architects Reg # 6464-622 B-2 MUD ROOM Prepared by: KLM Date: 5/01/23 Selection 5-1/4x 9-1/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 5.2 in2 R2= 5.2 in (1.5) DL Defl= 0.20 in Data Beam Span 14.0 ft Reaction 1 LL 2520 # Reaction 2 LL 2520 # Beam Wt per ft 15.18 # Reaction 1 TL 3256 # Reaction 2 TL 3256 # Bm Wt Included 212 # Maximum V 3256 # Max Moment 11397'# Max V (Reduced) 2898 # TL Max Defl L / 240 TL Actual Defl L / 260 LL Max Defl L / 360 LL Actual Defl L / 374 Attributes Section in' Shear ins TL Defl in LL Defl Actual 74.87 48.56 0.65 0.45 Critical 45.81 14.99 0.70 0.47 Status OK OK OK OK Ratio 61 % 31 % 92% 96% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 625 Adjusted Values 2985 290 2.0 625 Adiustments CF Size Factor 1.029 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 Uniform Load A 0 R1 = 3256 R2 = 3256 SPAN =14FT Uniform and partial uniform loads are Ibs per lineal ft. IACOLUCCI RE -MODEL EDMONDS, WA BeamChek v2021 licensed to: Nash $ Associates Architects Reg # 6464-622 B-3 MUD ROOM Prepared by: KLM Date: 5/01/23 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 0.8 in2 R2= 0.8 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 ft Reaction 1 LL 400 # Reaction 2 LL 400 # Attributes Actual Critical Status Ratio Beam Wt per ft 6.17 # Reaction 1 TL 512 # Reaction 2 TL Bm Wt Included 25 # Maximum V 512 # Max Moment 512'# Max V (Reduced) 358 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 512 # Section (in-) Shear (in2) TL Defl (in) LL Defl 30.66 25.38 0.01 <0.01 5.25 2.98 0.20 0.13 OK OK OK OK 17% 12% 5% 5% Values Reference Values Adjusted Values Adiustments CIF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use Loads Fb (psi)_ 900 1170 1.300 1.00 1.00 1.00 Fv (psi) E (psi x mil) Fc 180 1.6 625 180 1.6 625 1.00 N/A 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 200 Uniform TL: 250 = A Uniform Load A l� I R1 =512 R2=512 SPAN = 4 FT Uniform and partial uniform loads are Ibs per lineal ft. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2018 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW NASH—ARCHITECTS.COM CLIENT: NASH:&#SOCIATES WIND AND SE15MIG DE51GN DATA PROJECT: PER 2018 IBG DATE: ARCTECTS NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 7-16 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 55/110 mph 2. RI5K GATEGORY II 1.00 3. WIND EXPOSURE GATEGORY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. COMPONENTS AND GLADDING DE516N PRESSURE +/- 16 psf BUILDINGS, 5TRUCTURE5, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN AGGORDANGE WITH 5TRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRE55 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 I&Ocl AND A5GE 7-16 WIND DE516N PER PART 2 "ENCLOSED 51MPLE DIAPHRAGM BUILDING5 PER A5GE 7-16, SECTION 27.4 (BUILDING HEIGHT 15 LE55 THAN 160 FEET)- SIMPLIFIED METHOD 110 MPH ULTIMATE WIND SPEED USE Iq.6 P5F PER TABLE 275.1 "EXPOSURE B"- 110 MPH (L/B- .05/1= Iq.6 ph- PAGE 288) WOOD DESIGN PER SECTIONS 2304-2306. 5TRUCTURE5 U51NG WOOD SHEAR WALL5 AND DIAPHRAGM5 TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS OF SEGTION5 2305-2306 5EISMIG DESIGN DATA DESIGN PER A5GE 7-lb/CHAPTER II I. 5EI5MIG 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 0.748 *see footnote at bottom of page 4. 51TE GLASS D (default class per IBG and section 11.4.3) 5. SPECTRAL RESPONSE GOEFFIGENT So, OA72 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT SIX 0.748 *see footnote at bottom of page 7. SEISMIC DESIGN GATEC70RY D (per table 11.6-1 AND table 11.6-2) 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE GOEFFIGENT G5 0.15 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY 11 (table 1.5-1) THE ANGHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACGORDANCE WITH A5GE 7-I6, SECTION 12.14 IN STRUCTURES A5516NED TO SEISMIC DESIGN CATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFEGT5 AS 5PEGIFIED IN ASGE 7-16, SECTION 12.14 BASE SHEAR V= (F 5ps/W W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT * PER U565, THE MAXIMUMS, IN THE STATE OF WA51-1I45TON 15 0.748. ALL SEISMIC DESIGN VALUES USED IN TH15 ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LE55 THAN 0.75, THEN USE SEISMIC GATEGORY D IF R15K CATEGORY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM I'll-W irs AGOLUGG I RE51 ]PENCE EDMONDS, AA r WAIN 19K FLOC R NASH -. ASSOCIATES ARCHITECTS I AGOLUGG 1 RESI DENGE EDMONDS, AA NASH -ASSOCIATES ARCHITECTS c N N MAIN FLOOR I AGOLUGG I RESIDENCE EDMONOS, WA 37� A �B 32 C NASH -. ASSOCIATES ARCHITECTS �J 3'' c UPPER FLOOR IACOLUCCI RESIDENCE EDMONDS, AA NASH -.ASSOCIATES ARCHITECTS CLIENT: HASH -ASSOCIATES LATERAL DESIGN DATA PROJECT: ARCHITECTS PER IBC 2018 DATE: NAME: 1 SHEAR UNIT SHEAR LINE LEVEL WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv. A 2 0 x 0 x 19.6 + 0 = 0 0 0 1 6 x 12 x 19.6 + 0 = 1411.2 4 352.8 P1-3" B 2 22 x 6 x 19.6 + 0 = 2587.2 9 28T 5 P 1-4" 1 22 x 6 x 19.6 + 2587.2 = 5174.4 35 147.8 - C 2 16 x 6 x 19.6 + 0 = 1881.6 13 144.7 1 16 x 6 x 19.6 + 1881.6 = 3763.2 20 188.2 P 1-6" 1 2 0 x 0 x 19.6 + 0 = 0 0 0 1 10 x 12 x 19.6 + 0 = 2352 24 98 - 2 2 21 x 6 x 19.6 + 0 = 24696 32 77.2 - 1 21 x 6 x 19.6 + 2469 6= 4939.2 28 176.4 P 1-6" 3 2 17 x 6 x 19.6 + 0 = 19992 8 249.9 P1-4" 1 17 x 6 x 19.6 + 1999.2 = 3998.4 14 285.6 P1-4" 4 2 0 x 0 x 19.6 + 0 = 0 0 0 - 1 13 x 12 x 19.6 + 0 = 3057.6 11 278 P 1-4" 5 2 0 x 0 x 19.6 + 0 = 0 0 0 - 1 7 x 12 x 19.6 + 0 = 1646.4 20 82.3 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH- ARCHITECTS. COM l 5HEAR ^AL.L SGHF-17ULF- PER 2015 15G 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 DE516NATED WALL. ALL HOLDOWN5, ANCHOR BOLTS, WASHERS, 4 NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. PI = ONE 51DE PLYWOOD P2 = TWO SIDES PLYWOOD MARK VI6" NAIL 5PAGIN6 OP i BTM. ANU4OR5 SILL BLK6. PLATE OPTIONAL 51MP50N MA5AP1 BASE PLATE HEM FIR #2 VALUE ED6E5 FIELD PLYWD. PLATES gII REQ D• NGHOR BOLT_' ANGHORS NAILING (#/LF) PI-6" 8d 6" 12" 6" 18" O.G. 2x4 5/8" ® 48" ® 45" 4 ENDS (2) 16d ® 10" 240 PI-4" 8d 4" 12" 4" 16" O.G. 2x4 5/8" ® 32" ® 30" 4 ENDS (2) 16d ® -7" 34G PI-3" ** 8d 3" 12" 3" 14" O.G. (2) 2x4/6 5/8" ® 24" ® 24" $ ENDS (2) 16d ® 5" 450 PI-2" ** ad 2" 12" 2" 12" O.G. (2) 2x4/6 3/4" ® 24" ® IS" 8 ENDS (2) 16d ® 5" 585 P2-6" ** 8d 6" 12" 6" loll O.G. (2) 2x4/6 5/8" ® 24" N/A (2) Ibd ® 5" 480 P2-4" ** 8d 4" 12" 4" 8" O.G. (2) 2x4/6 3/4" ® 20" N/A (3) 16d ® 5" 700 P2-3" ** 8d 3" 12" 3" 8" O.G. (2) 2x4/6 3/4" ® 16" N/A (4) 16d ® 5" GOO P2-2" ** 8d 2" 12" 2" 8" O.G. (2) 2x4/6 3/4" ® 12" N/A (4) I bd ® 4" 11-70 *'"NOTE: KALL5 WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS k PLATES) ABUTTING PANELS NOT LE55 THAN 3X MEMBERS OR (2) 2X MEMBERS PER IBG 2018 AND 5DPWS-2018 PER SPECIAL DE516N PROVISIONS FOR WIND AND SEISMIC, CHAPTER 4.3.1.1 #4 EXPEGTION; (2) 2X MEMBERS ARE ACCEPTABLE IN LIEU OF 3X MEMBERS STITCH NAIL DOUBLE STUDS AND PLATES TOGETHER WITH Ibd NAILS ® 12" O.G. 5TA6ERRED ON THE STUD FACE I. USE POWER -DRIVEN STEEL 5TUD5 AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTIGALLY. 3. 50LID BLOCK WITH J015T UNDER INTERIOR SHEAR KALL5. SHEAR WALL NOTES V16" 05B OR PLYWOOD SHEATHING - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL E06E5. LONG DIMEN51ON5 OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL 5PAGIN6 15 SPECIFIED AT PANEL ED6E5, USE 1-1/2" 8d SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL 5PAGIN6, USE 3X STUDS AND STAGGER PANELS. WHERE PLYWOOD 15 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS 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 KALL5, UNLE55 OTHERWISE 5HOWN ON PLANS. FLOOR JOISTS - J015T PARALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE GRO55 BLOCKED AT 48" O.G. ® EDGES W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WA5HER5 AT ALL ANCHOR BOLTS. PLATE WASHERS TO BE INSTALLED WITHIN 1/2" OF SHEATHING 7/16" OSB OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 5TUDS 2" 16 6A. 5TAPLE5 ® 15 6A. STAPLES ® 14 6A. STAPLES 3" O.G. - 280 #/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. - 3G0#/ft. 4" O.G. AND IOd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. FIELD 5PAGIN6: 12" O.G. NAILS 8 STAPLES. HOLDOWNS - INSTALL 51MP50N HOLDOWN5 OR U5P HOLDOWN5 AT THE END OF SHEAR WALLS WHEN 5HOWN ON DRAWIN65. PER PLAN, 51MP50N 5THP14 OR USP 5TAD14 51MP50N M5T36 OR U5P MSTI36 51MP50N M5T48 OR U5P K5T248 51MP50N HDUB OR U5P TDXIO 06" ANCHOR BOLT MIN. 51MP50N M5TG48B3 OR U5P M5TGB4B3 24" EMBEDMENT, 3" BOLT INTO (5) 2x4(6)) CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 2018 DATE: NAME: Weight of Building: Roof Assembly. Asphalt Shingles - 2.00 #/ft Cedar Shakes - 2.25 #/ft Tile - 9.50 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - Trusses ® 24" o.c. R-38 Insulation - 1.50 #/ft - 1.75 #/ft 2.35 #/ft 1/2" Plywood - Trusses ® 24" o.c. R-30 Insulation - 1.50 #/ft - 1.75 #/ft 2.25 #/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 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 - 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 - 3/4" T&G Plywood 2x10 ® 16" o.c. - 1/2" GWB Ceiling - 2.50 #/ft - 2.50 #/ft 2.30 #/ft 2.00 #/ft Total 7.30 #/ft Total 9.30 #/ft Use 10.00 #/ft Use 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 - 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 NASH & ASSOCIATES SEISMIC ANALYSIS PER IBC 2018 2 CLIENT: PROJECT. DATE: NAME: ARCHITECTS 1 st Level: Roof: 2nd Floor: Exterior Walls Interior Walls: Asphalt / Cedar Shake 10 10 L 1/2 (h) (E2) 232 x 10 #/SF x 4 + 4605.6 (12) 116 x 8 #/SF x 4 + 1745.3 Total = 42032.88 #/ft x #/ft x or 1532 SF = 15320 737 SF = 7370 = 13886 (El) = 5457.3 (11) 42 k 8003 118th Ave. NE. Kirkland, WA 98033 WWW. NASH—ARCHITECTS. COM (425) 828-4117