Report (13) ST)-UIS-- 006/0
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Project:2326 page
Lloyd Young
Location:BM1-01:Garage cig(mid/front)clg beam - Young's Custom Drafting
Multi-Loaded Multi-Span Beam • 328 SE 7th Way
[2009 International Building Code(2005 NDS)] Canby,Or. 97013
3.5 IN x 7.25 IN x 20.52 FT(10.3+10.3)
Select Structural-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 1/12/2015 4:07:22 PM
Section Adequate By:60.7%
Controlling Factor:Moment LOADING DIAGRAM
LLECTIONS Center
RECEIVED
Live Load 0.15 IN U825 0.15 IN U825
Dead Load 0.02 in 0.02 in
Total Load 0.17 IN U709 0.17 IN U709 JAN 2 6 2015
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A CITY OF TIGARD
Live Load 808 lb 2309 lb 808 lb BUILDING DIVISION
Dead Load 194 lb 648 lb 194 lb
Total Load 1002 lb 2956 lb 1002 lb
Bearing Length 0.46 in 1.35 in 0.46 in
SEAM DATA Left Center ft ------- lose n
Span Length 10.26 ft 10.26 ft A C
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 10.26 ft 10.26 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Left Center
Notch Depth 0.00 Uniform Live Load 180 plf 180 plf
MATERIAL PROPERTIES Uniform Dead Load 45 plf 45 plf
Select Structural-Douglas-Fir-Larch Beam Self Weight 6 plf 6 plf
Base Values Adjusted Total Uniform Load 231 plf 231 plf
Bending Stress: Fb= 1500 psi Fb'= 1907 psi
Cd=1.00 CI=0.98 CF=1.30
Sneer Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi
Min.Mod.of Elasticity: Emin= 690 ksi Emin'= 690 ksi
Comp.J_to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: -3033 ft-lb
Over right support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s)1,2
Controlling Shear: -1478 lb
10.0 Ft from left support of span 1 (Left Span)
Created by combining all dead loads and live loads on span(s)1,2
Comparisons with required sections: React Provided
Section Modulus: 19.08 in3 30.66 in3
Area(Shear): 12.32 in2 25.38 in2
Moment of Inertia(deflection): 48.52 in4 111.15 in4
Moment: -3033 ft-lb 4874 ft-lb
Shear: -1478 lb 3045 lb
Project:2326 page
Lloyd Young
/
Location:BM1-02:Garage cig(mid/reart)cig beam - i Young's Custom Drafting
x1 Multi-Loaded Multi-Span Beam a �L.-" 328 SE 7th Way
2009 International Building Code(2005 NDS)] ',„.........**4". of
Canby,Or. 97013
3.5 IN x 7.25 IN x 20.52 FT(10.3+ 10.3)
y #1 -Douglas-Fir-Larch-Dry Use
Section Adequate By:22.2% StruCaic Version 8.0.113,0 1/12/2015 4:09:02 PM
Controlling Factor: Moment LOADING DIAGRAM
DEFLECTIONS Left Center RECEIVED
Live Load 0.15 IN L/841 0.15 IN L/841
Dead Load 0.02 in 0.02 in JAN 2 6 2015
Total Load 0.17 IN 0720 0.17 IN U720
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS A fi CITY OF TIGARD
Live Load 709 lb 2026 lb 709 lb BUILDING DIVISION
Dead Load 175 lb 584 lb 175 lb
Total Load 884 lb 2610 lb 884 lb
Bearing Length 0.40 in 1.19 in 0.40 in
SEAM DATA Left Center 10.26 n B �o zs n 0
Span Length 10.26 ft 10.26 ft A C
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 10.26 ft 10.26 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Left Center
Notch Depth 0.00 Uniform Live Load 158 pif 158 plf
MATERIAL PROPERTIES Uniform Dead Load 40 plf 40 plf
=1 •Douglas-Fir-Larch Beam Self Weight 6 plf 6 plf
Base Values Adjusted Total Uniform Load 204 plf 204 plf
Bending Stress: Fb= 1000 psi Fb'= 1281 psi
Cd=1.00 C1=0.99 CF=1.30
Snear Stress: Fv= 180 psi FN.,'= 180 psi
Cd=1.00
Mocuius of Elasticity: E= 1700 ksi E= 1700 ksi
Min. Mod.of Elasticity: E_min= 620 ksi E_min'= 620 ksi
Comp.--to Grain: Fc--L= 625 psi Fc---'= 625 psi
Controlling Moment: -2678 ft-Ib
Over right support of span 1 (Left Span)
I Created by combining all dead loads and live loads on span(s)1,2
Controlling Shear: 1305 lb
At left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)1,2
Comparisons with required sections: Read Provided
Section Modulus: 25.09 in3 30.66 in3
Area(Shear): 10.87 in2 25.38 in2
Moment of Inertia(deflection): 47.6 in4 111.15 in4
Moment. -2678 ft-lb 3273 ft-ib
Sneer: 1305 lb 3045 lb
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