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Project: Hammond . page <br /> Fred r <br /> Location: Deck Beam Fred Baxter&Associates / <br /> Uniformly Loaded Floor Beam t r' 649 5th Street, Suite 203 of <br /> [2009 International Building Code(2005 NDS)] Mukilteo,WA 98275 <br /> 5.5 IN x 11.5 IN x 14.0 FT <br /> #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 4/4/2016 12:28:14 PM <br /> Section Adequate By: 11.7% <br /> Controlling Factor: Moment (LOADING DIAGRAM <br /> DEFLECTIONS Center <br /> Live Load 0.23 IN U736 <br /> Dead Load 0.10 in <br /> Total Load 0.33 IN U517 <br /> Live Load Deflection Criteria: LJ360 Total Load Deflection Criteria:L/240 <br /> REACTIONS A B <br /> Live Load 1960 Ib 1960 Ib <br /> Dead Load 831 Ib 831 Ib <br /> Total Load 2791 Ib 2791 Ib <br /> Bearing Length 0.81 in 0.81 in - - - - - -- <br /> BEAM DATA Center ----- <br /> ------ pan - — - B <br /> Span Length 14 ft <br /> Unbraced Length-Top 0 ft <br /> Floor Duration Factor 1.00 <br /> Notch Depth 0.00 FLOOR LOADING <br /> MATERIAL PROPERTIES Side 1 Side 2 <br /> #1 -Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf <br /> Base Values Adjusted Floor(Dead Load FDL= 15 psf 15 psf <br /> Bending Stress: Fb= 1350 psi Fb'= 1080 psi Floor Tributary Width FTW= 5 ft 2 ft <br /> Cd=1.00 CF=1.00 Ci=0.80 Wall Load WALL= 0 pif <br /> Shear Stress: Fv= 170 psi Fv'= 136 psi BEAN( LOADING <br /> Cd=1.00 Ci=0.80 Beam Total Live Load: wL= 280 pif <br /> Modulus of Elasticity: E= 1600 ksi E'= 1520 ksi Beam Total Dead Load: wD= 105 plf <br /> Min. Mod. of Elasticity: E_min= 580 ksi E_min'= 551 ksi Beam Self Weight: BSW= 14 pif <br /> Ci=0.95 'Total Maximum Load: w f= 399 plf <br /> Comp.-L to Grain: Fc- I = 625 psi Fc--L'= 625 psi <br /> Controlling Moment: 9768 ft-Ib <br /> 7.0 ft from left support <br /> Created by combining all dead and live loads. <br /> Controlling Shear: -2791 Ib <br /> At support. <br /> Created by combining all dead and live loads. <br /> Comparisons with required!sections: Reg'd Provided <br /> Section Modulus: 108.54 in3 121.23 in3 <br /> Area(Shear): 30.78 in2 63.25 in2 <br /> Moment of Inertia(deflection): 341.14 in4 697.07 04 <br /> Moment: 9768 ft-Ib 10911 ft-Ib <br /> Shear: -2791 Ib 5735 Ib <br />