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page <br /> Project:Jerabek <br /> Location:5'hdr roof beam upper floor(4x8 df2) ilruCj AmericanHomePlanners <br /> / <br /> Roof Beam 2812 Colby Avenue of <br /> [2012 International Building Code(2012 NDS)] Everett WA 98201 <br /> 3.5 INx7.25INx5.33FT <br /> #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 12/15/2014 3:30:42 PM <br /> Section Adequate By:53.2% <br /> Controlling Factor:Moment <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.04 IN L/1671 <br /> Dead Load 0.03 in <br /> Total Load 0.06 IN L/991 <br /> Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 <br /> REACTIONS A B <br /> Live Load 999 lb 999 lb <br /> Dead Load 685 lb 685 lb <br /> Total Load 1684 lb 1684 lb <br /> Bearing Length 0.77 in 0.77 in <br /> BEAM DATA <br /> Span Length 5.3 ft - --- <br /> 1 <br /> Unbraced Length-Top 0 ft A - — ------- ---s.asn — ------------E3 <br /> Unbraced Length-Bottom 0 ft <br /> Roof Pitch 6 :12 <br /> Roof Duration Factor 1.15 <br /> ROOF LOADING <br /> MATERIAL PROPERTIES Side One: <br /> #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf <br /> Base Values Adjusted Roof Dead Load: DL= 15 psf <br /> Bending Stress: Fb= 900 psi Fb'= 1346 psi Tributary Width: TW= 15 ft <br /> Cd=1.15 CF=1.30 Side Two: <br /> Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf <br /> Cd=1.15 Roof Dead Load: DL= 15 psf <br /> Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 0 ft <br /> Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi <br /> Comp.-1-to Grain: Fc-1-= 625 psi Fc-1'= 625 psi Wall Load: WALL= 0 <br /> plf <br /> Controlling Moment: 2245 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS <br /> 2.665 ft from left support Adjusted Beam Length: Ladj= 5.33 ft <br /> Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf <br /> Controlling Shear: -1684 lb Beam Uniform Live Load: wL= 375 plf <br /> At support. Beam Uniform Dead Load: wD_adj= 257 plf <br /> Created by combining all dead and live loads. Total Uniform Load: wT= 632 plf <br /> Comparisons with required sections: Req'd Provided <br /> Section Modulus: 20.02 in3 30.66 in3 <br /> Area(Shear): 12.21 in2 25.38 in2 <br /> Moment of Inertia(deflection): 20.18 in4 111.15 in4 <br /> Moment: 2245 ft-lb 3438 ft-lb <br /> Shear: -1684 lb 3502 lb <br />