Specifications (89) � 4
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NASH &ASSOCIATES
DEC 1 3 2017
PLAN 3382
BEAM CALCULATIONS
2012 IBC
JULY 1, 2013
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
LI
CLIENT:
NASH&ASSOCIATES BEAM DESIGN DATA PROJECT:
DATE:
NAME:
Roof Loads:
LL 25#/sf
DL 15 #/sf
Total 40#/sf
Unless Noted Otherwise
Floor Loads:
IL 40#/sf
DL 10 #/sf
Total 50#/sf
Deck Loads:
LL st
DL 110 0 #/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 = 1,100,000
6" Beam: Douglas Fir #2
fv = 170
fb = 875 PSI
E = 1,300,000
Joists & Hem Fir #2
Rafters: fv = 150
fb = 850 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF•KI)
E = 1,800,000
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
PLAN 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 1240 TL Actual Defl L/371
LL Max Defl L 1360 LL Actual Defl L/713
Attributes Section(in3) Shear(in3) 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) Fd..(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:500 Uniform IL: 800 =A
Uniform Load A 1
0
R1 =3227 R2=3227
SPAN=8 FT
Uniform and partial uniform loads are lbs per lineal ft.
PLAN 3382
BeamChek v2019 licensed to:Nash Jones Anderson Architects Reg 116464-622
B-1 Date: 10/23/15
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NOS 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 W Max V(Reduced) 671 #
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(in2) IL 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(in') Shear(in2) 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) Fci.(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
L.oads 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 5-1/8x 24 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2012
Min Bearing Area R1=24.0 int R2=24.0 in2 (1.5)DL Defl= 0.29 in Recom Camber=0.44 in
Qata 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 Deft L/384
LL Max Defl L/360 LL Actual Defl L/720
Attributes Section(in3) Shear(in3) 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
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:985 Uniform IL: 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 5-118x 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 '# 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(ins) 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) 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
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 5-118x 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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
toads
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
H
Pt loads:
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 13-1/2 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
ata 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 W Max V(Reduced) 4570#
TL Max Defl L/240 TL Actual Defl L/376
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) Fc..L(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: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.
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 DFIDF 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/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(ire) 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 mil) Fci.(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:500 Uniform TL: 800 =A
Point LL Point TL Distance
5000 B=8224 1.0
Uniform Load A
Pt loads: u
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 in'R2=14.3 in2 (1.5)DL Defl= 0.24 in Recom Camber=0.37 in
Qftift 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 Dell L/415
LL Max Defl L/360 LL Actual Defl L/719
Attributes Section(in3) Shear(in3) 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 L (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
Loa
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
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 5-118x 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'# 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(in2) TL Dell(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 l(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: 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.
L.0
•
PLAN 3382 I v i'N f,(
BeamChek v2016 licensed to:
• GRAND FP CRAWLSPACE Date:3/02/18
Selection (3)2x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=1.4 in2 R2= 1.4 in2 (1.5)DL Defl= 0.02 in
Data Beam Span 8.5 ft Reaction 1 LL 680# Reaction 2 LL 680#
Beam Wt per ft 10.11 # Reaction 1 TL 893# Reaction 2 TL 893#
Bm Wt Included 86# Maximum V 893#
Max Moment 1898'# Max V(Reduced) 731 #
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(in2) TL Defl(in) LL Dell
Actual 64.17 41.63 0.06 0.04
Critical 23.00 6.09 0.43 0.28
Status OK OK OK OK
Ratio 36% 15% 14% 14%
Fb(psi) Fv(psi) E(psi x mil) RI(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 990 180 1.6 625
Adjustments 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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 160 Uniform TL:200 =A
Uniform Load A
R1 =893 R2=893
SPAN=8.5 FT
Uniform and partial uniform loads are lbs per lineal ft.