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Project JT Roth Medallion Garage Mark Stewart
Location: M-1 V Mark Stewart Home Design
MAY 7(1i"; # 22582 SW Main St #309 or
Multi-Loaded Multi-Span Beam
[2009 International Building Code(2005 NDS)] Sherwood, OR 97140
3.5 INx11.25INx16.5FT OP:
A a
#2-Douglas-Fir-Larch-Dry Use FOC StruCalc Version 8.0.113.0 5/15/2015 10:39:22 AM
Section Adequate By: 12.9% t !Ita Nf _'''s,
LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.38 IN L/526
Dead Load 0.02 in
Total Load 0.40 IN L/498
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1238 lb 1238 lb
Dead Load 70 lb 70 lb
Total Load 1308 lb 1308 lb
Bearing Length 0.60 in 0.60 in
BEAM DATA Center 16.5 ft -.-
Span
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 150 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 159 plf
Base Values Adiusted
Bending Stress: Fb= 900 psi Fb'= 990 psi
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.J to Grain: Fc- = 625 psi Fc--- = 625 psi
Controlling Moment: 5395 ft-lb
8.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1308 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 65.4 in3 73.83 in3
Area(Shear): 10.9 in2 39.38 in2
Moment of Inertia(deflection): 284.22 in4 415.28 in4
Moment: 5395 ft-lb 6091 ft-lb
Shear: 1308 lb 4725 lb
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Project:JT Roth Medallion Garage Mark Stewart
Location:m-2 '1\ Mark Stewart Home Design
Multi-Loaded Multi-Span Beam -; y,,,-, 22582 SW Main St #309 or
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 INx11.25INx9.5FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/15/2015 10:40:10 AM
Section Adequate By:6.2% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.14 IN L/827
Dead Load 0.00 in
Total Load 0.14 IN L/813
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 2375 lb 2375 lb
Dead Load 41 lb 41 lb
Total Load 2416 lb 2416 lb
Bearing Length 1.10 in 1.10 in di
BEAM DATA Center 9.5 n
Span Length 9.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 500 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
#2-Douglas-Fir-Larch Total Uniform Load 509 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 990 psi
Cd=1.00 CF=1.10
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Controlling Moment: 5737 ft-lb
4.75 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2416 lb
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 69.54 in3 73.83 in3
Area(Shear): 20.13 in2 39.38 in2
Moment of Inertia(deflection): 180.82 in4 415.28 in4
Moment: 5737 ft-lb 6091 ft-lb
Shear: -2416 lb 4725 lb
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Project:JT Roth Medallion Garage Mark Stewart
_
Location: m-3 � Mark Stewart Home Design
Multi-Loaded Multi-Span Beamn rWI 22582 SW Main St #309 of
[2009 International Building Code(2005 NDS)] Sherwood,OR 97140
3.5 IN x 7.25 IN x 10.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 5/15/2015 10:43:54 AM
Section Adequate By: 5.6% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.31 IN L/410
Dead Load 0.01 in
Total Load 0.32 IN L/399
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 1050 lb 1050 lb
Dead Load 29 lb 29 lb
Total Load 1079 lb 1079 lb
Bearing Length 0.49 in 0.49 in
BEAM DATA Center 10.5 ft —*-
Span
Span Length 10.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 200 plf
Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 6 plf
#2-Douglas-Fir-Larch Total Uniform Load 206 plf
Base Values Adjusted
Bending Stress: Fb= 900 psi Fb'= 1170 psi
Cd=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.J-to Grain: Fc- L= 625 psi Fc- = 625 psi
Controlling Moment: 2832 ft-lb
5.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1079 lb
10.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 29.05 in3 30.66 in3
Area(Shear): 8.99 in2 25.38 in2
Moment of Inertia(deflection): 97.66 in4 111.15 in4
Moment: 2832 ft-lb 2989 ft-lb
Shear: -1079 lb 3045 lb
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