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Plan3000-StructuralCalcs-REVISEDNASH & ASSOCIATES ARCHITECTS PLAN 3000 BEAM, LATERAL & SEISMIC CALCULATIONS � 12 REGISTERED "� ARCH , �.17r- 0 AS NASH $T F WASHINGTON f 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARCHITECTS. COM CLIENT: NASH&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 15 Masonry: Per IHC 15 Steel:- Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 8" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Rafters: Hem Fir #2 fv = 150 fb = 850 PSI E = 1,300,000 Glu—Ism Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF*HI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. NASH—ARCHITECTS. COM PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 RB-1 Selection 4x 8 DF-L #2 Conditions NDS 2005 Min Bearing Area Data Attributes Actual Critical Status Ratio Values BEDROOM TWO Date: 1 /28/14 Lu = 0.0 Ft R1= 2.8 in' R2= 4.7 in2 (1.5) DL Defl= 0.04 in Beam Span 5.0 ft Beam Wt per ft 6.17 # Bm Wt Included 31 # Max Moment 2809'# TL Max Defl L / 240 LL Max Defl L / 360 Reaction 1 LL 1043 # Reaction 2 LL Reaction 1 TL 1719 # Reaction 2 TL Maximum V 2929 # Max V (Reduced) 2611 # TL Actual Defl L / 676 LLActual Defl L/>1000 1733 # 2929 # Section ins Shear (ins) TL Defl Cin) LL Defl 30.66 25.38 0.09 0.04 28.81 21.76 0.25 0.17 OK OK OK OK 94% 86% 36% 26% FbS si Fv(psi) E(psi x mil Fe(psi)_ 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: 325 Uniform TL: 520 = A Point LL Point TL Distance 1150 B = 2017 4.0 Uniform Load A _ Pt loads: R 1 = 1719 R2 = 2929 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 BEDROOM THREE RB-2 Date: 1 /28/14 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.1 in R2= 5.2 in (1.5) DL Defl= 0.04 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 3493'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl 1167 # Reaction 2 LL 1933 # 1920 # Reaction 2 TL 3264 # 3264 # 2858 # L/923 L/>1000 Section W Shear (ins) TL Defl (n) LL Defl 49.91 32.38 0.08 0.04 38.81 23.81 0.30 0.20 OK OK OK OK 78% 74% 26% 19% Fb (psi) Fv [psi) E (psi x mil) Fc L (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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 325 Uniform TL: 520 = A Point LL Point TL Distance 1150 B = 2017 5.0 Uniform Load A Pt loads: Ffl _/`\ Z� R1 = 1920 R2 = 3264 SPAN =6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 BONUS ROOM RB-3 Date: 1 /28/14 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.1 in R2= 2.1 in (1.5) DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 825 # Reaction 2 LL 825 # Beam Wt per ft 6.17 # Reaction 1 TL 1338 # Reaction 2 TL 1338 # Bm Wt Included 37 # Maximum V 1338 # Max Moment 2008'# Max V (Reduced) 1069 # TL Max Defl L / 240 TL Actual Defl L / 827 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section ins Shear in' TL Defl in LL Defl Actual 30.66 25.38 0.09 0.05 Critical 20.59 8.91 0.30 0.20 Status OK OK OK OK Ratio 67% 35% 29% 23% Fb (ps) Fv (psi) E (psi x mil) Fc L (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments Loads 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 Cl Stability 1.0000 Rb = 0.00 1.00 1.00 Le = 0.00 Ft Uniform LL: 275 Uniform TL: 440 = A Uniform Load A R1 = 1338 R2 = 1338 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 UPPER HALL R B-4 Date: 1 /28/14 Selection 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 4.5 in2 R2= 3.5 in' (1.5) DL Defl= 0.05 in Recom Camber= 0.08 in Data Beam Span 6.0 ft Reaction 1 LL 1742 # Reaction 2 LL 1358 # Beam Wt per ft 6.83 # Reaction 1 TL 2925 # Reaction 2 TL 2253 # Bm Wt Included 41 # Maximum V 2925 # Max Moment 4799'# Max V (Reduced) 2530 # TL Max Defl L / 240 TL Actual Defl L / 702 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in Shear in TL Defl in LL Defl Actual 42.19 28.13 0.10 0.05 Critical 23.99 15.81 0.30 0.20 Status OK OK OK OK Ratio 57% 56% 34% 25% Fb (psi)_ Fv (psi) E (psi x mil) Fc — (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 325 Uniform TL: 520 = A Point LL Point TL Distance 1150 B = 2017 2.0 L Uniform Load A Pt loads: R1 = 2925 R2 = 2253 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 B-1 Selection Conditions Data BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DEN/GUEST Date: 1 /28/14 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 5.2 in2 R2= 6.8 in (1.5) DL Defl= 0.03 in Beam Span 6.0 ft Reaction 1 LL 2163 # Reaction 2 LL Beam Wt per ft 7.87 # Reaction 1 TL 3268 # Reaction 2 TL Bm Wt Included 47 # Maximum V 4277 # Max Moment 2973'# Max V (Reduced) 2653 # TL Max Defl L / 240 TL Actual Defl L / 982 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in' Shear (W) TL Defl Actual 49.91 32.38 0.07 Critical 33.04 22.10 0.30 Status OK OK OK Ratio 66% 68% 24% Values Adjustments LL Defl 0.04 0.20 OK 22% 2738 # 4277 # Fb(psi) Fv(psi) E(psi x mil Fc I sE 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1043 B = 1719 0.5 625 H = 975 0 0.5 1733 C = 2929 5.5 300 1 = 375 0.5 5.5 625 J = 975 5.5 6.0 _ 0 _ I 0 Pt loads: R1 = 3268 R2 = 4277 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 B-2 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 GREAT ROOM Date: 1 /28/14 3-1/8x 9 GLIB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 5.9 in2 R2= 5.9 in (1.5) DL Defl= 0.03 in Recom Camber= 0.05 in Beam Span 6.0 ft Reaction 1 LL 3090 # Reaction 2 LL 3090 # Beam Wt per ft 6.83 # Reaction 1 TL 3846 # Reaction 2 TL 3846 # Bm Wt Included 41 # Maximum V 3846 # Max Moment 5768'# Max V (Reduced) 2884 # TL Max Defl L / 240 TL Actual Defl L / 600 LL Max Defl L / 360 LL Actual Defl L / 820 Section in' Shear (W) TL Defl in LL Defl 42.19 28.13 0.12 0.09 28.84 18.03 0.30 0.20 OK OK OK OK 68% 64% 40% 44% Fb (psi) Fv {p< Reference Values 2400 240 Adjusted Values 2400 240 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 Cl Stability 1.0000 Rb = 0.00 E (psi x mil} Fc I 1.8 650 1.8 650 1 Le = 0.00 Ft Uniform LL: 1030 Uniform TL: 1275 = A Uniform Load A R1 = 3846 R2 = 3846 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 B-3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 GREAT ROOM Date: 1 /28/14 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 7.9 in2 R2= 7.9 in (1.5) DL Defl= 0.06 in Recom Camber= 0.09 in Beam Span 8.0 ft Reaction 1 LL 4120 # Reaction 2 LL 4120 # Beam Wt per ft 11.21 # Reaction 1 TL 5145 # Reaction 2 TL 5145 # Bm Wt Included 90 # Maximum V 5145 # Max Moment 10290'# Max V (Reduced) 4180 # TL Max Defl L / 240 TL Actual Defl L / 413 LL Max Defl L / 360 LL Actual Defl L / 568 Section in' Shear {in') TL Defl (n) LL Defl _ 69.19 46.13 0.23 0.17 51.45 26.13 0.40 0.27 OK OK OK OK 74% 57% 58% 63% Fb(psi) Fv(psi) E (psi x mil) Fc L (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 Cm Wet Use Cl Stability N/A 1.00 1.00 1.( 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 1030 Uniform TL: 1275 = A Uniform Load A R1 = 5145 R2 = 5145 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 COVERED PATIO B-4 Date: 1 /28/14 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.3 inz R2= 3.3 in' (1.5) DL Defl= 0.22 in Recom Camber= 0.33 in Data Beam Span 17.0 ft Reaction 1 LL 1275 # Reaction 2 LL 1275 #� Beam Wt per ft 14.94 # Reaction 1 TL 2167 # Reaction 2 TL 2167 # Bm Wt Included 254 # Maximum V 2167 # Max Moment 9210'# Max V (Reduced) 1912 # TL Max Defl L / 240 TL Actual Defl L / 470 LL Max Defl L / 360 LL Actual Defl L / 963 Attributes Section(in-') Shear (in 2) TL Defl (in)_ LL Defl Actual 123.00 61.50 0.43 0.21 Critical 46.05 11.95 0.85 0.57 Status OK OK OK OK Ratio 37% 19% 51 % 37% Values Adjustments Loads Fb (psi) Reference Values 2400 Adjusted Values 2400 Cv Volume 1.000 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 mil) Fc (psi) 240 1.8 650 240 1.8 650 iffdf N/A 1.00 1.00 Rb = 0.00 Le = 0.00 Ft Uniform LL: 150 Uniform TL: 240 = A 1.00 Uniform Load A l� R1 = 2167 R2 = 2167 SPAN =17FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 B-5 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM Selection 3-1/8x 9 GLB 24F-V4 DF/DF Conditions NDS 2005 Min Bearing Area R1= 4.8 in2 R2= 4.8 in2 Date: 1 /28/14 I u=onFt (1.5) DL Defl= 0.11 in Recom Camber= 0.17 in Data Beam Span 8.0 ft Reaction 1 LL 2000 # Reaction 2 LL 2000 # Beam Wt per ft 6.83 # Reaction 1 TL 3127 # Reaction 2 TL 3127 # Bm Wt Included 55 # Maximum V 3127 # Max Moment 6255'# Max V (Reduced) 2541 # TL Max Defl L / 240 TL Actual Defl L / 386 LL Max Defl L / 360 LL Actual Defl L / 713 Attributes Section (in') Shear (W) TL Defl (in) LL Defl Actual 42.19 28.13 0.25 0.13 Critical 31.27 15.88 0.40 0.27 Status OK OK OK OK Ratio 74% 56% 62% 50% Fb (ps} Fv (psi) E (psi x mid Fc I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 1.00 1.00 Le = 0.00 Ft Loads Uniform LL: 500 Uniform TL: 775 = A Uniform Load A R1 = 3127 R2 = 3127 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 B-6 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM 5-1/8x 12 GLB 24F-V4 DF/DF NDS 2005 Date: 1 /28/14 Lu = 0.0 Ft Min Bearing Area R1= 4.9 in2 R2= 4.9 in (1.5) DL Defl= 0.14 in Recom Camber= 0.21 in Beam Span 15.5 ft Reaction 1 LL 2480 # Reaction 2 LL 2480 # Beam Wt per ft 14.94 # Reaction 1 TL 3216 # Reaction 2 TL 3216 # Bm Wt Included 232 # Maximum V 3216 # Max Moment 12461 '# Max V (Reduced) 2801 # TL Max Defl L / 240 TL Actual Defl L / 412 LL Max Defl L / 360 LL Actual Defl L / 595 Section in$ Shear in TL Defl (in) LL Defl 123.00 61.50 0.45 0.31 62.31 17.51 0.78 0.52 OK OK OK OK 51% 28% 58% 60% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 1 650 1 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: 320 Uniform TL: 400 = A EL Uniform Load A I R1 =3216 R2=3216 SPAN =15.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 B-7 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 DINING ROOM Date: 1 /28/14 4x 10 DF-L #2 Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 3.8 in2 R2= 3.8 in (1.5) DL Defl= 0.03 in 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 3523'# Max V (Reduced) TL Max Defl L / 240 TL Actual Defl LL Max Defl L / 360 LL Actual Defl Section Q -0) _ Shear (in?�___-_TL Defl (in) 49.91 32.38 0.07 39.14 14.54 0.30 OK OK OK 78% 45% 24% 1500 # Reaction 2 LL 1500 # 2349 # Reaction 2 TL 2349 # 2349 # 1745 # L / 988 L / > 1000 LL Defl 0.04 0.20 OK 20% Fb(psi) Fv (psi E(psi x mil Fc 1(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: 500 Uniform TL: 775 = A Uniform Load A R1 = 2349 R2 = 2349 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 DEN B-8 Date: 1 /28/14 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.3 in2 R2= 5.3 in (1.5) DL Defl= 0.13 in Recom Camber= 0.19 in Data Beam Span 7.5 ft Reaction 1 LL 1969 # Reaction 2 LL 1969 # Beam Wt per ft 6.83 # Reaction 1 TL 3476 # Reaction 2 TL 3476 # Bm Wt Included 51 # Maximum V 3476 # Max Moment 6517'# Max V (Reduced) 2781 # TL Max Defl L / 240 TL Actual Defl L / 384 LL Max Defl L / 360 LL Actual Defl L / 824 Attributes Section QnJ Shear in TL Defl (in) LL Defl Actual 42.19 28.13 0.23 0.11 Critical 32.58 17.38 0.38 0.25 Status OK OK OK OK Ratio 77% 62% 63% 44% _ Fb psi) Fv si E(psi x mil Fc I si Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Ad'us� r tments 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: 525 Uniform TL: 920 = A Uniform Load A R1 = 3476 R2 = 3476 SPAN = 7.5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 GARAGE GB-1 Date: 1 /28/14 Selection 5-1/8x 12 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 10.5 in' R2= 11.4 in (1.5) DL Defl= 0.19 in Recom Camber= 0.29 in Data Beam Span 11.0 ft Reaction 1 LL 4131 # Reaction 2 LL 4444 # Beam Wt per ft 14.94 # Reaction 1 TL 6836 # Reaction 2 TL 7382 # Bm Wt Included 164 # Maximum V 7382 # Max Moment 17735 W Max V (Reduced) 6277 # TL Max DO L / 240 TL Actual Defl L / 341 LL Max Defl L / 360 LL Actual Defl L / 679 _Attributes Actual Critical Status Ratio Values Ad'usstments Section in Shear(in') TL Defl (in) LL Defl 123.00 61.50 0.39 0.19 88.67 39.23 0.55 0.37 OK OK OK OK 72% 64% 70% 53% Fb(psi) Fv si E(psi x mil Reference Values 2400 240 1.8 Ad'usted Values 2400 240 1.8 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 1I Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Fc L 650 1.00 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1167 B = 1920 2.0 675 H = 1090 0 2.0 1933 C = 3264 8.0 350 1 = 570 2.0 8.0 675 J = 1090 8.0 11.0 0 Pt loads: ® LC, R1 = 6836 R2 = 7382 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 PLAN 3000 GB-2 Selection Conditions Data Attributes Actual Critical Status Ratio BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 GARAGE Date: 1 /28/14 5-1/8x 15 GLIB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 9.4 in2 R2= 9.6 in (1.5) DL Defl= 0.22 in Recom Camber= 0.33 in Beam Span 15.0 ft Reaction 1 LL 3495 # Reaction 2 LL 3555 # Beam Wt per ft 18.68 # Reaction 1 TL 6081 # Reaction 2 TL 6236 # Bm Wt Included 280 # Maximum V 6236 # Max Moment 20737'# Max V (Reduced) 5112 # TL Max Defl L / 240 TL Actual Defl L / 421 LL Max Defl L / 360 LL Actual Defl L / 881 Section W Shear in? TL Defl in LL Defl 192.19 76.88 0.43 0.20 103.68 31.95 0.75 0.50 OK OK OK OK 54% 42% 57% 41% Fb (psi) Values Reference Values 2400 Adjusted Values 2400 Adustments Cv Volume 1.000 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Fv (psi) E (psi x mil) Fe 1 240 1.8 650 240 1.8 650 Iii[II17 N/A 1.00 1.00 , CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL 825 B = 1338 3.5 500 H = 880 825 C = 1338 9.5 150 1 = 240 500 J = 880 C I C H I. Pt loads: I B Z\ R1 = 6081 J R2 = 6236 SPAN =15FT Uniform and partial uniform loads are Ibs per lineal ft. Start End 0 3.5 3.5 9.5 9.5 15.0 PLAN 3000 PLAN 3000 GB-3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Ad jusfrrrenls Loads BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 GARAGE Date: 1 /28/14 5-1/8x 18 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2005 Min Bearing Area R1= 12.6 in2 R2= 12.6 in (1.5) DL Defl= 0.39 in Recom Camber= 0.59 in Beam Span 19.5 ft Reaction 1 LL 4631 # Reaction 2 LL 4631 # Beam Wt per ft 22.42 # Reaction 1 TL 8165 # Reaction 2 TL 8165 # Bm Wt Included 437 # Maximum V 8165 # Max Moment 39803'# Max V (Reduced) 6909 # TL Max Defl L / 240 TL Actual Defl L / 317 LL Max Defl L / 360 LL Actual Defl L / 680 Section (in3) Shear (ink TL Defl (in) LL Defl 276.75 92.25 0.74 0.34 205.72 43.18 0.98 0.65 OK OK OK OK 74% 47% 76% 53% Fb (psi) Fv (psi) E (psi x mio Fc L (psi) Reference Values 2400 240 1.8 650 Adiusted Values 2322 240 1.8 650 Cv Volume 0.967 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 475 Uniform TL: 815 = A Uniform Load A 1 �1 R1 = 8165 R2 = 8165 SPAN =19.5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 3000 BeamChek v2011 licensed to: Michael Johnson Reg # 7992-66428 PLAN 3000 GARAGE GB-4 Date: 1 /28/14 Selection 3-1/8x 12 GLIB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.1 in' R2= 2.1 in' (1.5) DL Defl= 0.19 in Recom Camber= 0.28 in Data Beam Span 16.0 ft Reaction 1 LL 800 # Reaction 2 LL 800 # Beam Wt per ft 9.11 # Reaction 1 TL 1353 # Reaction 2 TL 1353 # Bm Wt Included 146 # Maximum V 1353 # Max Moment 5412'# Max V (Reduced) 1184 # TL Max Defl L / 240 TL Actual Defl L / 519 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in TL Defl(in) LL Defl Actual 75.00 37.50 0.37 0.18 Critical 27.06 7.40 0.80 0.53 Status OK OK OK OK Ratio 36% 20% 46% 34% Fb (psi) Fv (psi) E (psi x mill Fc L (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 = A L Uniform Load A _ R1 = 1353 R2 = 1353 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH - ASSOCIATES WIND AND 5E 15M I G DESIGN DATA PROJECT: ARCHITECTS PER 2015 IBG DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASGE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE GOEFFIGENT +/-55 5. COMPONENTS AND CLADDING DE516N PRESSURE +/- 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RE515TANCE FACTOR DE516N, ALLOWABLE 5TRE55 DE516N, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUGTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS A5 DEFINED IN SECTION 1609 AND ASCE 7-10 5IMPLIFIED MELD TO BE USED FOR WIND DE516N PER ASGE '1-10, SECTION 2i.5 ($UILDIN& HEIGHT 15 LESS THAN I6O FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 P5F PER TABLE 2-11b.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2506. STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRAGM5 TO RE515T WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROVISIONS OF SECTIONS 2505-2506 5E15MIG DESIGN DATA DE516N PER A50E 1-10/5EGTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 59 1.66 "see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.-145 "see footnote at bottom of page 4. SITE CLASS D (default class per IBC) 5. SPECTRAL RESPONSE GOEFFICENT So, OA72 'see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT Six 0.148 "see footnote at bottom of page "I. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS a. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cg 0.13 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. R15K CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING GONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH A50E 7-10, SECTION 12.11.2 IN STRUCTURES A5516NED TO SEISMIC DESIGN CATEGORY G-F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (F 5. /W W ANCHOR BOLTS: 5/8" DIA X 10", A3Ol OR BETTER W/ 7" MIN. EMBEDMENT. V= 11O4#/BOLT " PER U565, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.-748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 51 15 LE55 THAN 0.75, THEN USE SEISMIC CATEGORY D IF R15K GATEGORY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 W". NASH—ARCHITECTS. COM r/- t •, G21 Z 1< P/ ylr P/ 2 rI CZ?Z� Z r ` 30 Y c2t2� oa I NASH&ASSOCIATES LATERAL CALCULATIONS A R C H [ T [ . ; WIND WORKSHEET 85 MPH/110 MPH= NOMINAL/ULTIMATE WIND SPEED 19.6 P5F- EXP05URE 13" FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT W x H x (see chart for wind pressure WALL SHEAR 0 snecified height) I rNGTH (ftl (d /ft) two Zg'x k Zv�P C25)(c xt q( 6 X7klq(G Alp�ZoKR kl a(G) CLIENT: PROJECT: DATE: - — NAME: SHEAR WALL TYPE uL4r& l9I a 3 2- p/_(v1-t 2� IZ, S ' ZS 2 %>r -y It 1 (zSyco(tq(�4 UL110 -3 / -7 r 7 qf-3 2� ) CZSXa) �(� 4(4c0 (itq k I -?t _0 + I& 3o Zcg q -7 3 0 N l 4- 3 Z -- — 7Ofb Zg(S Zq-7 12/--r�� °akaX� 91 31 -7 (,350 1 -7 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 C j ?A WWW. NASH—ARCHITECTS. COM 1 CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS - DATE: NAME: 1 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 ® 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" Ply -wood - 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 - 3/4' T&G Plywood - 2x10 0 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 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 0 16 ❑.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 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM CLIENT: PROJECT: ASSOCIATES M SEISMIC ANALYSIS HITECTS DATE: NAME- 2 SEISMIC: V = (C-) (Wdl) (plywood) 2nd Level: Roof: (Asphalt /Cedar Shake) 10#/ft X _ QL� � 0sf �p = �qOd or (Tile) 18#/ft X. —sf = _ Exterior Walls: L x 10#/sf x 1/2 (h) 1 q 8 klo (E2) Interior Walls: L x ( 8 �� k sf x 1/2 (h) O $ [/� I TOTAL: _ _3� 7 z7 z 0- 1st Level: Roof: (1st Floor Roof) 10#/ft X sf 2nd Floor: 10#/ft X S3 1 sf = I S 3 e'["> Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 7,62a f- 7-l6 XIoAHr f- l�37(7 (E1) Interior Walls: (I 0 + L x 8#/sf x 1/2 (h) �j K004- /?dk10 4'4rT TOTAL: Basement: 1st Floor: 10#/ft X sf = i Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Wa NASH & ASSOCIATES ARCHITECTS BASE SHEAR: SEISMIC ANALYSIS BASE SHEAR V= (F 5D5/W W V= F (.972)16.5= .14a 3 LEVEL 2: Wdl 30 c -7 x 0.149 = LEVEL 1: Wdl `'► # x 0.149 = �� 9 TOTAL:-Wdl ' 7r J� x 0.149 = y (V) CLIENT: PROJECT: DATE: NAME: Level Dead Load (Wdl) He' ht (h Moment (Wdl)(h) Shear @ Stor Fx = [(Wdl)(h)J-V Remarks (Wdl)(h) 30, 2 l b ZDr (p f4 J 1 IDza, (j C55-13 ` Total 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH— ARCHITECTS. COM s'Zy 3 LINE LINE WALL SEISMIC WIND OVER HOLD- Z D WALL SHEAR LEVEL LINE SHEAR SHEAR TOTAL P > 1 LENGTH#/ft) SHEAR HEIGHT TURNING DOWN WALL z ABOVE V / 1.4 FORCE REQ d x -3 o 2 Z 3,12 31 10 rr co Z r� r,f6 -C7 2Z3 a Z 31 2-(- 75,E Mf�� t33 a 7i(o� 3i �2 -77 30 tq-Z ()7 e^l 3d 14z 13-7 Z& Lt 6 5�kdf 1 y �O �1 3� I L S" Z� q Z"l 3 13 (�"(i r/ N ✓41% 1 31/Z z 1 Z(4 �L 2 , I di CA I132 <<Sl6 Z�� ! ! Z� l 1$_7 S-7-7 q(j 5° -", Lq IV r >d � coco r z "3 cD r CD H&ASSOCIATES ;ASIR 7 CLIENT: PROJECT: SEISMIC ANALYSIS CHITECTS DATE: NAME: 5 Redundant Factor 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 l2 K I 1 2 3r O9j 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) E"'Wlv 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH-ARCHITECTS. COM