Loading...
Plans (21) NASH &ASSOCIATES . R w^:, ij IIB 21 ZJ1Ei ! S S �htY PLAN 3382 BEAM CALCULATIONS 2012 IBC JULY 1, 2013 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM CLIENT: NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: DATE: NAME: Roof Loads: I.I. 25#/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: IL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: IL 60#/sf DL 10 #/sf Total 70#/sf Soil: 1500 PSF Min. Concrete: Per IBC 12 Masonry: Per IBC 12 Steel: Per IBC 12 Wood: Per IBC 12 Nailing: Per IBC 12 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,800,000 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 a PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1 Date: 10/23/15 Selection 3-118x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=5.0 in2 R2=5.0 in2 (1.5)DL Defl= 0.12 in Recom Camber=0.19 in Data Beam Span 8.0 ft Reaction 1 LL 2000# Reaction 2 LL 2000# Beam Wt per ft 6.83# Reaction 1 TL 3227# Reaction 2 TL 3227# Bm Wt Included 55# Maximum V 3227# Max Moment 6455'# Max V(Reduced) 2622# TL Max Defl L/240 TL Actual Defl L/371 LL Max Defl L/360 LL Actual Defl L/713 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 42.19 28.13 0.26 0.13 Critical 32.27 16.39 0.40 0.27 Status OK OK OK OK Ratio 76% 58% 65% 50% Fb(psi) Fv(psi) E(psi x mil) Fc1(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 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:500 Uniform TL: 800 =A I Uniform Load A .. /, R1 =3227 R2=3227 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/23/15 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=1.3 in2 R2=1.3 in2 (1.5)DL Defl= 0.03 in Data Beam Span 8.0 ft Reaction 1 LL 500# Reaction 2 LL 500# Beam Wt per ft 7.87# Reaction 1 TL 831# Reaction 2 TL 831 # Bm Wt Included 63# Maximum V 831 # Max Moment 1663'# Max V(Reduced) 671 # TL Max Defl L/240 TL Actual Dell L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0.06 0.03 Critical 18.48 5.59 0.40 0.27 Status OK OK OK OK Ratio 37% 17% 16% 12% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments 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: 125 Uniform TL: 200 =A Uniform Load A R1 =831 R2=831 SPAN=8 FT Uniform and partial uniform loads are lbs per lineal ft. • PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/23/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=3.1 in2 R2=3.1 in2 (1.5)DL Defl= 0.30 in Recom Camber=0.45 in Data Beam Span 19.0 ft Reaction 1 LL 1188# Reaction 2 LL 1188# Beam Wt per ft 14.94# Reaction 1 TL 2042# Reaction 2 TL 2042# Bm Wt Included 284# Maximum V 2042# Max Moment 9699'# Max V(Reduced) 1827# TL Max Defl L/240 TL Actual Defl L/398 LL Max Defl L/360 LL Actual Defl L/828 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 123.00 61.50 0.57 0.28 Critical 48.50 11.42 0.95 0.63 Status OK OK OK OK Ratio 39% 19% 60% 43% Fb(psi) Fv(psi) E(psi x mil) 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 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Uniform Load A R1 =2042 R2=2042 SPAN=19 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 10/23/15 Selection 5-118x 24 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=24.0 in2R2=24.0 in2 (1.5)DL Defl= 0.29 in Recom Camber=0.44 in Data Beam Span 20.0 ft Reaction 1 LL 9850# Reaction 2 LL 9850# Beam Wt per ft 29.89# Reaction 1 TL 15599# Reaction 2 TL 15599# Bm Wt Included 598# Maximum V 15599# Max Moment 77994'# Max V(Reduced) 12479# TL Max Defl L/240 TL Actual Defl L/384 LL Max Defl L/360 LL Actual Defl L/720 Attributes Section(in3) Shear(int) TL Defl(in) LL Defl Actual 492.00 123.00 0.62 0.33 Critical 415.93 77.99 1.00 0.67 Status OK OK OK OK Ratio 85% 63% 62% 50% Fb(psi) Fv(psi) E(psi x mil) Fci.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2250 240 1.8 650 Adjustments Cv Volume 0.938 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:985 Uniform TL: 1530 =A Uniform Load A R1 = 15599 R2=15599 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-4 Date: 10/23/15 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=7.8 in2R2= 10.0 in2 (1.5)DL Defl= 0.06 in Recom Camber=0.09 in Data Beam Span 6.0 ft Reaction 1 LL 3247# Reaction 2 LL 4163# Beam Wt per ft 11.21 # Reaction 1 TL 5088# Reaction 2 TL 6508# Bm Wt Included 67# Maximum V 6508# Max Moment 8401 It Max V(Reduced) 6012# TL Max Defl L/240 TL Actual Defl L/576 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.12 0.07 Critical 42.00 37.57 0.30 0.20 Status OK OK OK OK Ratio 61% 81% 42% 34% Fb(psi) Fv(psi) E(psi x mil) Fc1(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 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 Start End 2000 B=3229 5.0 985 H= 1530 0 5.0 485 I=650 5.0 6.0 H Pt loads: R1 =5088 R2=6508 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-5 Date: 10/23/15 Selection 5-1/8x 9 GLB 24F V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.0 in2 R2=8.4 in2 (1.5)DL Defl= 0.03 in Recom Camber=0.05 in Data Beam Span 6.0 ft Reaction 1 LL 1830# Reaction 2 LL 3580# Beam Wt per ft 11.21 # Reaction 1 TL 2595# Reaction 2 TL 5481# Bm Wt Included 67# Maximum V 5481# Max Moment 5098'# Max V(Reduced) 4325# TL Max Defl L/240 TL Actual Defl L/961 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 69.19 46.13 0.07 0.04 Critical 25.49 27.03 0.30 0.20 Status OK OK OK OK Ratio 37% 59% 25% 22% Fb(psi) Fv(psi) E(psi x mil) Fc (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 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 2000 B=3229 5.0 985 H=1530 5.0 6.0 485 I=650 0 5.0 1 i H Pt loads: I El � \ /\ R1 =2595 R2=5481 SPAN=6 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-6 Date: 10/23/15 Selection 5-1/8x 13-112 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=8.3 in2 R2=8.3 in2 (1.5)DL Defl= 0.14 in Recom Camber=0.21 in Data Beam Span 15.0 ft Reaction 1 LL 4200# Reaction 2 LL 4200# Beam Wt per ft 16.81 # Reaction 1 TL 5376# Reaction 2 TL 5376# Bm Wt Included 252# Maximum V 5376# Max Moment 20160'# Max V(Reduced) 4570# TL Max Dell L/240 TL Actual Defl L 1376 LL Max Defl L/360 LL Actual Defl L/535 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 155.67 69.19 0.48 0.34 Critical 100.80 28.56 0.75 0.50 Status OK OK OK OK Ratio 65% 41% 64% 67% Fb(psi) Fv(psi) E(psi x mil) Fel(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 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL;560 Uniform TL: 700 =A Uniform Load A R1 =5376 R2=5376 SPAN= 15 FT Uniform and partial uniform loads are lbs per lineal ft. 1 PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-7 Date: 10/23/15 Selection 5-1/8x 9 GLB 24F V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=9.2 in2 R2=6.6 in2 (1.5)DL Defl= <0.01 inRecom Camber=<0.01 in. Data Beam Span 2.5 ft Reaction 1 LL 3625# Reaction 2 LL 2625# Beam Wt per ft 11.21 # Reaction 1 TL 5948# Reaction 2 TL 4304# Bm Wt Included 28# Maximum V 5948# Max Moment 5543'# Max V(Reduced) 5340# TL Max Defl L 1240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(ins) TL Defl(in) LL Defl Actual 69.19 46.13 0.01 <0.01 Critical 27.72 33.38 0.13 0.08 Status OK OK OK OK Ratio 40% 72% 9% 7% Fb(psi) Fv(psi) E(psi x mit) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiustments 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:500 Uniform TL: 800 =A Point LL Point TL Distance 5000 B=8224 1.0 Uniform Load A Pt loads: CB R1 =5948 R2=4304 SPAN=2.5 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 10/23/15 Selection 5-1/8x 24 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=26.6 int R2=14.3 in2 (1.5)DL Defl= 0.24 in Recom Camber=0.37 in PAL@ Beam Span 20.0 ft Reaction 1 LL 11310# Reaction 2 LL 6490# Beam Wt per ft 29.89# Reaction 1 TL 17297# Reaction 2 TL 9310# Bm Wt Included 598# Maximum V 17297# Max Moment 78644'# Max V(Reduced) 14477# TL Max Defl L/240 TL Actual Defl L/415 LL Max Defl L/360 LL Actual Defl L/719 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 492.00 123.00 0.58 0.33 Critical 419.39 90.48 1.00 0.67 Status OK OK OK OK Ratio 85% 74% 58% 50% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2250 240 1.8 650 ,Adjustments Cv Volume 0.938 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 5000 B=8229 6.0 900 H=1380 0 6.0 1800 C=2500 6.0 400 I=500 6.0 20.0 1 H Pt loads: R1 = 17297 R2=9310 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 3382 BeamChek v2014 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-2 Date: 10/23/15 Selection 5-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2012 Min Bearing Area R1=4.9 in2 R2=3.2 in2 (1.5)DL Defl= 0.22 in Recom Camber=0.33 in Data Beam Span 16.0 ft Reaction 1 LL 2094# Reaction 2 LL 1306# Beam Wt per ft 14.94# Reaction 1 TL 3196# Reaction 2 TL 2103# Bm Wt Included 239# Maximum V 3196# Max Moment 12695 W Max V(Reduced) 3021 # TL Max Defl L/240 TL Actual Defl L/393 LL Max Defl L/360 LL Actual Defl L/709 Attributes Section(in') Shear(in9 TL Defl(in) LL Defl Actual 123.00 61.50 0.49 0.27 Critical 63.48 18.88 0.80 0.53 Status OK OK OK OK Ratio 52% 31% 61% 51% Fb(psi) Fv(psi) E(psi x mil) Fc.!(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 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 =A Point LL Point TL Distance 1800 B=2500 4.5 Uniform Load A Pt loads: R1 =3196 R2=2103 SPAN=16 FT Uniform and partial uniform loads are lbs per lineal ft.