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APPROVED BLD-REVISED CALCS
These Calculations for Permit # BLD2019-1553 are APPROVED by the City of Edmonds Building Department NASH &ASSOCIATES ARCHITECTS Hoy Residence BEAMS, LATERAL & SEISMIC CALCULATIONS RESUB Aug 24 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 2015 IBC JULY 2015 8003 118th Avenue N.E. 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&ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS PER 2015 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 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 = 1,600,000 8003 118th Ave. NE. Kirkland, SPA 98033 (425) 828-4117 WWW. NASH—ARCHrrECTS. COM BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 UPPER FLOOR PLAN 1 BDRM. 2, 3, OFFICE HDR GL Date: 8/29/19 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 2.9 in R2= 2.9 in (1.5) DL Defl= 0.05 in Data Beam Span 7.5 ft Reaction 1 LL 1125 # Reaction 2 LL 1125 # Beam Wt per ft 7.87 # Reaction 1 TL 1830 # Reaction 2 TL 1830 # Bm Wt Included 59 # Maximum V 1830 # Max Moment 3430 '# Max V (Reduced) 1453 # TL Max Defl L / 240 TL Actual Defl L / 804 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in3) Shear,(in') TL Defl {ink_ LL Defl 49.91 32.38 0.11 0.06 38.11 12.11 0.38 0.25 OK OK OK OK 76% 37% 30% 23% Fb(psi) Fv(psi) E si 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: 300 Uniform TL: 480 = A Uniform Load A R1 = 1830 R2 = 1830 SPAN =7.5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 jjOprV—FLOOR PLAN GREATROOM WDW HDR Date: 8/29/19 Selection 5-1/8x 10-112 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 4.6 in' R2= 4.6 in (1.5) DL Defl= 0.15 in Recom Camber= 0.23 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 12.0 ft Reaction 1 LL 1800 # Reaction 2 LL 1800 # Beam Wt per ft 13.08 # Reaction 1 TL 2958 # Reaction 2 TL 2958 # Bm Wt Included 157 # Maximum V 2958 # Max Moment 8875 W Max V (Reduced) 2527 # TL Max Defl L / 240 TL Actual Defl L / 467 LL Max Defl L / 360 LL Actual Defl L / 917 Section (in') Shear (gin') TL Defl (in) LL Defl 94.17 53.81 0.31 0.16 44.38 15.79 0.60 0.40 OK OK OK OK 47% 29% 51 % 39% 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: 300 Uniform TL: 480 = A Uniform Load A R1 = 2958 R2 = 2958 SPAN =12FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 UPPER FLOOR FRAMING PLAN r� GARAGE Date: 8/29/19 +' Selection 5-1/4x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 5.7 in R2= 5.7 in (1.5) DL Defl= 0.15 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 13.0 ft Reaction 1 LL 2610 # Reaction 2 LL 2610 # Beam Wt per ft 19.48 # Reaction 1 TL 4242 # Reaction 2 TL 4242 # Bm Wt Included 253 # Maximum V 4242 # Max Moment 10808'# Max V (Reduced) 3619 # TL Max Defl L / 240 TL Actual Defl L / 489 LL Max Defl L / 360 LL Actual Defl L / 950 Section (in') Shear (in') TL Defl (in) LL Defl 123.39 62.34 0.32 0.16 44.67 18.72 0.65 0.43 OK OK OK OK 36% 30% 49% 38% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 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 Uniform LL: 40 Uniform TL: 50 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1125 B = 1830 3.0 50 H = 80 0 13.0 1125 C = 1830 10.0 300 1 = 480 0 3.0 300 J = 480 10.0 13.0 0 i H Uniform Load A Pt loads: © [] R1 = 4242 R2 = 4242 SPAN =13FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 UPPER FLOOR FRAMING PLAN�� GARAGE Date: 8/29/19 Selection 6-3/4x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 15.1 in2 R2= 13.0 in' (1.5) DL Defl= 0.15 in Recom Camber= 0.22 in Data Attributes Actual Critical Status Ratio Values Adfuslments Loads Beam Span 22.0 ft Reaction 1 LL 6485 # Reaction 2 LL 6157 # Beam Wt per ft 39.37 # Reaction 1 TL 9820 # Reaction 2 TL 8428 # Bm Wt Included 866 # Maximum V 9820 # Max Moment 48431 '# Max V (Reduced) 9261 # TL Max Defl L / 240 TL Actual Defl L / 694 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in$) TL Defl (in) LL Defl 648.00 162.00 0.38 0.23 268.02 57.88 1.10 0.73 OK OK OK OK 41% 36% 35% 32% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2168 240 1.8 650 Cv Volume 0.903 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2610 B = 4242 4.0 150 H = 240 0 6.0 812 C = 1300 6.0 280 1 = 350 4.0 6.0 360 J = 450 6.0 12.0 560 K = 700 12.0 22.0 K J 0 H Pt loads: R1 = 9820 R2 = 8428 SPAN = 22 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 UPPER FLOOR FRAMING PLAN GARAGE Date: 8/29/19 Selection 6-3/4x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 19.2 in R2= 13.7 in (1.5) DL Defl= 0.17 in Recom Camber= 0.26 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 22.0 ft Reaction 1 LL 8282 # Reaction 2 LL 6498 # Beam Wt per ft 39.37 # Reaction 1 TL 12452 # Reaction 2 TL 8918 # Bm Wt Included 866 # Maximum V 12452 # Max Moment 57766 '# Max V (Reduced) 12213 # TL Max Defl L / 240 TL Actual Defl L / 589 LL Max Defl L / 360 LL Actual Defl L / 961 Section (in') ShearkrfL TL Defl (in)__ LL Defl 648.00 162.00 0.45 0.27 319.69 76.33 1.10 0.73 OK OK OK OK 49% 47% 41% 37% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2168 240 1.8 650 Cv Volume 0.903 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 2610 B = 4242 4.0 50 H = 80 0 4.0 2610 C = 4242 4.0 520 1 = 650 4.0 22.0 I H Pt loads: R1 = 12452 R2 = 8918 SPAN = 22 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN MASTER SUITE HDR Date: 8/29/19 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 6.9 in2 R2= 6.9 in (1.5) DL Defl= 0.13 in Recom Camber-- 0.19 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 10.0 ft Reaction 1 LL 2750 # Reaction 2 LL 2750 # Beam Wt per ft 13.08 # Reaction 1 TL 4465 # Reaction 2 TL 4465 # Bm Wt Included 131 # Maximum V 4465 # Max Moment 11163 '# Max V (Reduced) 3684 # TL Max Defl L / 240 TL Actual Defl L / 447 LL Max Defl L / 360 LL Actual Defl L / 864 Section (in') Shear (ins) TL Defl (in) LL Defl 94.17 53.81 0.27 0.14 55.82 23.02 0.50 0.33 OK OK OK OK 59% 43% 54% 42% 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: 550 Uniform TL: 880 = A Uniform Load A d R1 = 4465 R2 = 4465 SPAN =LOFT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN COVERED PATIO Date: 8/29/19 Selection 6x 16 DF-L #1 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 5.4 in2 R2= 5.4 in (1.5) DL Defl= 0.14 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 16.0 ft Reaction 1 LL 2000 # Beam Wt per ft 20.72 # Reaction 1 TL 3366 # Bm Wt Included 331 # Maximum V 3366 # Max Moment 13463 '# Max V (Reduced) 2822 # TL Max Defl L / 240 TL Actual Defl L / 704 LL Max Defl L / 360 LL Actual Defl L / >1000 Reaction 2 LL 2000 # Reaction 2 TL 3366 # Section (in-) Shear in') TL Defl in LL Defl 220.23 85.25 0.27 0.13 123.63 24.90 0.80 0.53 OK OK OK OK 56% 29% 34% 25% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 1350 170 1.6 625 Adjusted Values 1307 170 1.6 625 CF Size Factor 0.968 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: 250 Uniform TL: 400 = A i Uniform Load A I R1 = 3366 R2 = 3366 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN GREATROOM/FOYER Date: 8/29/19 Selection 5-1/8x 30 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 12.9 in R2= 12.9 in (1.5) DL Defl= 0.25 in Recom Camber= 0.37 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 28.0 ft Reaction 1 LL 4900 # Reaction 2 LL 4900 # Beam Wt per ft 37.36 # Reaction 1 TL 8363 # Reaction 2 TL 8363 # Bm Wt Included 1046 # Maximum V 8363 # Max Moment 58541 '# Max V (Reduced) 6870 # TL Max Defl L / 240 TL Actual Defl L / 701 LL Max Defl L / 360 LL Actual Defl L / >1000 Section {W) Shear (in') TL Defl (in} LL Defl 768.75 153.75 0.48 0.23 330.16 42.94 1.40 0.93 OK OK OK OK 43% 28% 34% 25% Fb(psi) Fv(psi) E(psi x mif Fc!(psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2128 240 1.8 650 Cv Volume 0.887 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: 350 Uniform TL: 560 = A Uniform Load A R1 = 8363 R2 = 8363 SPAN = 28 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN ,6 w FOYER Date: 8/29/19 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 2.1 in R2= 2.1 in (1.5) DL Defl= 0.07 in Data Beam Span 9.0 ft Reaction 1 LL 788 # Reaction 2 LL 788 # Beam Wt per ft 7.87 # Reaction 1 TL 1295 # Reaction 2 TL 1295 # Bm Wt Included 71 # Maximum V 1295 # Max Moment 2915'# Max V (Reduced) 1074 # TL Max Defl L / 240 TL Actual Defl L / 786 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (in') Shear (ins} TL Defl (irij LL Defl 49.91 32.38 0.14 0.07 32.39 8.95 0.45 0.30 OK OK OK OK 65% 28% 31% 23% 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: 175 Uniform TL: 280 = A Uniform Load A R1 = 1295 R2 = 1295 SPAN =9FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN 01 DAY ROOM WDW HDR Date: 8/29/19 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 2.3 in R2= 2.3 in (1.5) DL Defl= 0.10 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 10.0 ft Reaction 1 LL 875 # Reaction 2 LL 875 # Beam Wt per ft 7.87 # Reaction 1 TL 1439 # Reaction 2 TL 1439 # Bm Wt Included 79 # Maximum V 1439 # Max Moment 3598 W Max V (Reduced) 1217 # TL Max Defl L / 240 TL Actual Defl L / 573 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in' Shear W TL Defl in LL Defl 49.91 32.38 0.21 0.11 39.98 10.15 0.50 0.33 OK OK OK OK 80% 31% 42% 32% Fb s} 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 Uniform LL: 175 Uniform TL: 280 = A Uniform Load A 0 R1 = 1439 R2 = 1439 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN :6 1 ADU Date: 8/29/19 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft 771 Conditions NDS 2012 Min Bearing Area R1= 4.1 in' R2= 2.7 in (1.5) DL Defl= 0.06 in Recom Camber-- 0.09 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 7.5 ft Reaction 1 LL 1585 # Reaction 2 LL 1038 # Beam Wt per ft 11.21 # Reaction 1 TL 2667 # Reaction 2 TL 1762 # Bm Wt Included 84 # Maximum V 2667 # Max Moment 5794 W Max V (Reduced) 2299 # TL Max Defl L / 240 TL Actual Defl L / 804 LL Max Defl L / 360 LL Actual Defl L / >1000 section (in-) Shear in` TL Defl Q-nQ LL Defl 69.19 46.13 0.11 0.05 28.97 14.37 0.38 0.25 OK OK OK OK 42% 31 % 30% 22% 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 1160 B = 2005 3.0 300 H = 480 0 3.0 125 1 = 200 3.0 7.5 I H Pt loads: A R1 = 2667 R2 = 1762 SPAN = 7.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN ADU COVERED ENTRY Date: 8/29/19 Selection 6x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 4.0 in2 R2= 4.0 in2 (1.5) DL Defl= 0.07 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 10.0 ft Reaction 1 LL 1500 # Reaction 2 LL 1500 # Beam Wt per ft 15.37 # Reaction 1 TL 2477 # Reaction 2 TL 2477 # Bm Wt Included 154 # Maximum V 2477 # Max Moment 6192'# Max V (Reduced) 2002 # TL Max Defl L / 240 TL Actual Defl L / 816 LL Max Defl L / 360 LL Actual Defl L / >1000 Section W) Shear (in') TL Defl (in) LL Defl 121.23 63.25 0.15 0.07 84.92 17.67 0.50 0.33 OK OK OK OK 70% 28% 29% 22% Fb si 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: 480 = A Uniform Load A R1 = 2477 R2 = 2477 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2016 licensed to: Nash & Associates Architects Reg # 6464-622 MAIN FLOOR PLAN KITCHEN Date: 8/30/19 Selection 5-1/8x 18 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 2.9 in R2= 2.9 in' (1.5) DL Defl= 0.11 in Recom Camber= 0.16 in Data Beam Span 20.5 ft Reaction 1 LL 1025 # Reaction 2 LL 1025 # Beam Wt per ft Bm Wt Included 22.42 # 460 # Reaction 1 TL Maximum V 1870 # 1870 # Reaction 2 TL 1870 # Max Moment 9583 W Max V (Reduced) 1596 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in3 Shear in2 TL Defl in LL Defl Actual 276.75 92.25 0.20 0.09 Critical 49.78 9.98 1.03 0.68 Status OK OK OK OK Ratio 18% 11 % 19% 13% Fb(psi) Fv (psi) E (psi x mil) Fc Values Reference Values 2400 240 1.8 _(psi) 650 Ad'us_L t►nents Adjusted Values Cv Volume 2310 0.963 240 1.8 650 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 Z R1 = 1870 R2 = 1870 SPAN = 20.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Z I Z BeamChek v2019 licensed to: Nash and Associates Reg # 6464-622 MAIN FLOOR PLAN J� GARAGE DR. HDR.� " ` t� Date: 7/23/20 Selection I 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.2 in2 R2= 1.2 in (1.5) DL Defl= 0.08 in Data Beam Span 9.0 ft Reaction 1 LL 450 # Reaction 2 LL Beam Wt per ft 6.17 # Reaction 1 TL 748 # Reaction 2 TL Bm Wt Included 55 # Maximum V 748 # Max Moment 1682'# Max V (Reduced) 647 # TL Max Deft L / 240 TL Actual Deft L / 654 LL Max Defl L / 360 LL Actual Deft L / >1000 Attributes Actual Critical Status Ratio Values Adiustments Loads 450 # 748 # Section W Shear ins TL Deft in LL Deft 30.66 25.38 0.17 0.08 17.26 5.39 0.45 0.30 OK OK OK OK 56% 21% 37% 28% M kpSQ ry s] t kpsl x mn rc si 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: 100 Uniform TL: 160 = A Uniform Load A J R1 = 748 R2 = 748 SPAN = 9 FT - Uniform and partial uniform loads are Ibs per lineal ft. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM CLIENT: ;NASH-ASSOCUTES 71: WIND AND SEISMIC DESIGN DATA PROJECT: ARC NITECTS PER 2015 IBC DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "T 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/— 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 WrMTAND 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 15 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 Ie 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 •see footnote at bottom of page 3. 1 SECOND ACCELERATION S 1 0.748 *see footnote at bottom of page 4. SITE CLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT S a 0.972 'see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT S 0.748 *see footnote at bottom of page 7. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cs 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13. RISK CATEGORY 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 MAX11" 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 CATEGO IF RISK CATEGORY IS 1, 11, OR 111 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 L7D WWW. NASH— ARCEMC TS. COM MAST ELEVATION OEM GENERAL NOTES P_� PLowa ri a i FlM. PLR YR�i lNJN HOOK rL 1r Y PRl PLR MAIN NORTH rMLEVATION SEE S0NMRAL NOTES 9GALEI 1/4' - P-O" Noo-ra NOadn b T u-i MAIN PLOd:lRl` tD 0 •�J NASH & ASSOCIATES LATERAL CALCULATIONS WIND WORKSHEET PER 2015 IBC CUENT`• PROJECT: DATE: ARCHITECTS 85 MPH/110 MPH= NOMINAL/ULTIMATE WIND SPEED 19.8 PSF— EXPOSURE "B" NAME: FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE {#} W s H s (see chart for wind pressure ® specified height) SHEAR WALL LENGTH (ft) UNIT SHEAR (#/it) SHEAR WALL TYPE lu q.5x-7x Iq.6 1303 16.5 -7q P I -6 2u q.5 x -7 x Iq.6 1303 15 86 LATERAL CALCULATIONS CLIENT: NASH -, ASSOCIATES PROJECT: WIND WORKSHEET ARCHITECTS PER 2015 IBC DATE: 85 MPH/110 MPH= N01"AL/ULTIMATIa WIND SPEED Nam. 19.8 PSF— EXPOSURE "B" FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W s H s (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE Bu gx7.5x Iq.6 1323 12.5 106 PI-6 GU 26x8x Iq.6 4077 Q.5 42q PI-2 Du 17x8x Iq.6 2666 11.5 232 PI-4 Am ax IOx IQ.6 1764 18 q8 PI-6 Bm (20 x IO x Iq.6) + Bu 3g20 + 1323 5243 28.5 184 PI-6 Gm (24 x 10 x Iq.6) + Gu 4704 + 40-77 8-781 2-7 325 PI-3 Dm (23 x 10 x l q .6) + Du 4508 + 2666 7174 33 21 -7 5HEAR HALL. 5G�4EnULE PER 150 2015 DATE: O-r-08-16 SEE PLANS TO DETERMINE THE DIFFERENT DES16NATOP-5 FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLDOHNS_ LOCATE HOLDONNS AS CLOSE AS P055151 E TO THE END OF THE DE516NATED NALL. ALL HOLDONN5, ANCHOR BOLTS, WASHERS, $ NAILS IN CONTACT WITH P.T. HOOD TO BE HOT DIPPED GALVANIZED. PI = ONE SIDE PLYWOOD P2 = TNO SIDES PLYWOOD NAIL 5PAGING SILL BASE HF#2 DF#2 MARK 7/Ib" TOP 4 BTM. BLKG. PLATE PLATE VALUE VALUE PLYWD. EDGE5 FIELD PLATES REQ'D. ANCHOR BOLTS NAILING (#/LF) (#/LF) Pi-6" Sd 6" 12" 6" 2x4 5/5" ® 48" (2) 16d 0 10" 225 255 PI-4" 0d 4" 12" 4" 2x4 5/6" ® 32" (2) 16d 0 7" 525 3a5 PI-3" ** 8d 3" 12" 3" 3x4 5/5" 0 24" (2) 16d 0 5" 418 505 PI-2" ** 8d 2" 12" 2p 3x4 3/4" m 24" (2) 16d a 5" 544 670 P2-6' E* ad 6" 12" 6" 3x4 5/5" 0 24" (2) 16d a 5" 446 510 P2-4" "* 8d 4" 12" 4" 3x4 3/4" 0 20" (3) 16d 0 5" 650 7Q0 P2-3" 410 ad 3" 12" 3" 3x4 3/4" ® 16" (4) 16d 0 5" 536 1010 P2-2" ** ad 2" 12" 2" 3x4 3/4" ® 12" (4) 16d ® 4" 1085 1170 'NOTE: WALLS KITH UNIT SHEAR OF 351#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS (PER IBC 2015 TABLE 2306.3) OR DOUBLE 2x (PER IBG 2015 - SECTION 2306.3 footnote 1). 3X FRAMING HILL BE NOTED ON PLAN. MUD51H DO NOT NEED TO BE 3X MATERIAL JUST STUDS AND PLATES ON ADJOINING PANEL ED6E5 **NOTE: HEM -FIR VALUE5 HAVE BEEN ADJUSTED AGGORING TO IB(_- TABLE 2306.3 Footnote a.(3) SPECIFIC GRAVITY ADJUSTMENT FACTOR = D40.5-56)]; SG FOR HEM -FIR = .45 PER AF$FA; 040.5-.43)] _ A3 I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAM5ET NHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH JOIST UNDER INTERIOR SHEAR NAH 5, SHEAR NALL NOTE5 7/16" 055 OR PLYWOOD SHEATHING - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL EDGES. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY_ NAIL 0 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPACING IS SPECIFIED AT PANEL EDGES, USE 1-1/2" ad SHORT NAILS OR 3X STUDS WITH IOd COMMON NAILS. FOR 2" NAIL 5PAGING, USE 3X STUDS AND 5TA66ER PANELS. WHERE PLYWOOD IS 2 SIDES OF HALL, JOINTS TO FALL ON SEPARATE STUD5 ON EACH SIDE. FLOOR PLYWOOD - USE ad COMMON NAILS o 10" O.G. AT INTERMEDIATE SUPPORTS, 6" O.G. AT ALL PANEL EDGES AND 4" O.G. AT ALL SHEAR WALL5, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS -JOIST PARRALLEL TO FLOOR OPENINGS AND EXTERIOR NALL5 SHALL BE GROSS BLOCKED AT 48" O.G. ® EDOE5 W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE V4A5HERS AT ALL ANCHOR BOLTS. 5TAPLE 50HEDULE 7/16" 055 OR PLYWOOD 5HEATHING ALLOWABLE SHEAR VALUES 1!12 16 gage STAPLES - DF #2 STUDS IV2 16 gage STAPLES - HF #2 STUDS 6" o.c. - 155 #/ft. 6" o.c. - 127 #/ft. 4" o.c. - 230 #/ ft. 4" o.c. - 185 #/ ft. 3" o.c. - 310 #/ ft_ 3" oz. - 254 #/ ft. 2" o.c. - 3G5 #/ ft. 2" o.c. - 523 #/ ft. FIELD 5PAGING: 12" O.G. NAILS $ STAPLES. HOLDONNS - INSTALL SIMPSON HOLDONNS OR EQUIVALENT AT THE END OF SHEAR HALLS NHEN SHOWN ON DRANINGS. TO ATTACH USE 2X OR 3X HF #2 CONSTRUCTION GRADES AS SHEAR NALL BOUNDARY ELEMENTS. HOLDONNS ARE 01\ILY REQUIRED NHERE SHORN ON FLANS. NASH:ASSOCIATES ARCiiI ECTS Weight of Building: CLIENT: SEISMIC ANALYSIS PROJECT: PER IBC 2015 DATE: NAME: 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 - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/It Trusses 0� 24" o.c. - 1.75 #/ft Trusses (924" o.c. - 1.75 #/ft Trusses 0 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 - Car -pet / Pad - 0.50 #/ft 3/4T&G Plywood - 2.50 #/ft 240 0 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 - 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 0 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 0 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 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 Ll WWW.NASH-ARCHITECTS. COM r CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: A R C H I T E C E' S PER 2015 IBC DATE: NAME: 2 SEISMIC: V = (C.) (Wdl) (Plywood) 2nd Level: MAKE SURF TO I NGLUDE THE S0. FT. OF THE STAIRS. Roof: (Asphalt / Cedar Shake) 10#/ft X c18-7 sf = cf 870 or (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) 6840 152x I0x4.5 (E2) Interior Walls: L x 8#/sf x 1/2 (h) 88 x 8 x 4.5 3168 (1 ,,) TOTAL = Ig878 Iq.Cfk 1st Level: Roof: (1st Floor Roof) 10#/ft x 5142 sf = 51420 2nd Floor: 10#/ft X q87 sf = �8�0 (E1) Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 25445 (6840) + 36cf x 10 x 4.5 (,I) Interior Walls: (I2} + L x 8#/sf x 1/2 (h) I I I q6 (5168) + 223 x 8 x 4.5 TOTAL: = 75cf31 -75.gk ent: 1st Flo 10#/ft X XXXX sf = Exterior Walls: (E1) + 10#/sf x 1/2 (h) XXXX (XXXX) + L x x 1/2 (h) Interior Walls: (11) + 8#/sf x 1/2 (h) XXXX XX) + L x 8#/5f x 1/2 (h) TOTAL: = XXXX XXXXk TOTAL = c 58Ocf g5.8k 8003 118th AVE NE Kirkland, • WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM NASH & ASSOCIATES ARCHITECTS BASE SHEAR: SEISMIC ANALYSIS PER 2015 IBC BASE SHEAR V= (F S DS/R) W V= F (.972)/6.5= .149 3 LEVEL 2: Wdl I cl •cf # x 0.149 = 3 LEVEL 1: Wdl 75.q i x 0.149 = 11.5 BASEMENT: Wdl # x 0.149 = TOTAL: Wdl cf 5.8 # x 0.149 = 14.3 (V) CLIENT: PROJECT: DATE: NAME: Level Dead Load (Wdl) He' ht (h) Moment (Wdl)(h) Shear @ Stor Fx = [(Wdl)(h)T'V (Wdl)(h) Remarks 2 Ici.cf ICf 375 578(14.5) 4.8 1 I57 i 75.cf IO 75cf 75cf(14.3), 1137 Q.5 B Total 1157 8003 118th AVE NE Kirkland, WA 98033 (425) ;828-4117 WWW NASH—ARCHITECTS.COM LEVEL LINE LINE LINE SHEAR TOTAL P > 1 WALL LENGTH Vrnax SEISMIC i#/ft) WIND SHEAR WALL OVER TURNING HOLD — DOWN SHEAR > � SHEAR ABOVE HEIGHT FORCE REQ d WALL � x V / 1.4 Bu � 12.5 64 10(b Q Q54 m o .8 Gu n Dx� 2.5 q.5 263 42q Q 3861 MST48 0 w Du 1.5 11.5 130 232 G 2088 MST48 r r m CCT' � C/) Am l 18 56 q8 q 882 Bm 2.5 3.3 28.5 116 184 G 1656 .8 Gm 2.5 2.5 5 2-7 185 325 Q 2ci25 5THD14 Dm 2.25 1.5 3.15 33 114 21 LEVEL LINE LINE LINEWALLSEISMIC SHEAR TOTAL P > 1 LENGTH Vmax (#/ft) WIND SHEAR WALL HEIGHT OVER TURNING HOLD_ DOWN SHEAR y SHEAR ABOVE FORCE REQ'd WALL � x V/1.4 x � I u 2.4 � 16.5 145 7q q 1305 — -1 o 2u n o 2.4 IS 160 86 9 1440 � o w r r m e* Cam' xx z I m I 2.4 3.4 32 106 102 G a54 — � x� � 2m 2.25 2.4 4.65 36 12q 147 Q 1323 n a 3m 2.5 12.5 200 314 q 2826 5TH014 a CA 2.5 26.5 q4 126 G 1134 ,v'] CD 0 w 5m 1.25 13 Q6 113 G 101