Report 57)0/`(^ O)(
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Project: page
Dan Nelson
Location: Uniformly Loaded Floor Beam 2 City of Tigard
Uniformly Loaded Floor Beam *— I' 13125 SW HALL Blvd
of
[2009 International Building Code(2005 NDS)] '"' Tigard OR 97223
5.51N x 9.5 IN x 12.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 11/4/2014 10:22:10 AM
Section Adequate By:33.5%
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.15 IN L/986
Dead Load 0.08 in
Total Load 0.23 IN L/628
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/240
REACTIONS A_ B
Live Load 960 lb 960 lb
Dead Load 547 lb 547 lb
Total Load 1507 lb 1507 lb
Bearing Length 0.44 in 0.44 in
]SEAM DATA Center
Span Length 12 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING
Side 1 Side 2
MATERIAL PROPERTIES Floor Live Load FLL= 20 psf 0 psf
#2-Douglas-Fir-Larch(North) Floor Dead Load FDL= 10 psf 0 psf
Base Values Adjusted Floor Tributary Width FTW= 8 ft 0 ft
Bending Stress: Fb= 875 psi Fb'= 875 psi Wall Load WALL= 0 plf
Cd=1.00 CF=1.00 BEAM LOADING
Shear Stress: Fv= 170 psi Fv'= 170 psi Beam Total Live Load: wL= 160 plf
Cd=1.00 Beam Total Dead Load: wD= 80 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Beam Self Weight: BSW= 11 plf
Min. Mod.of Elasticity: E_mi= 470 ksi E_m '= 470 ksi Total Maximum Load: wT= 251 plf
Comp. to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 4520 ft-lb
6.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1507 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 61.99 in3 82.73 in3
Area(Shear): 13.29 in2 52.25 in2
Moment of Inertia(deflection): 150.17 in4 392.96 in4
Moment: 4520 ft-lb 6032 ft-lb
Shear: 1507 lb 5922 lb