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Project: Beam Calcs-1835 Canterwood • page <br /> It Phil Mali <br /> Location: Beam#3-B3 s ",mar, <br /> _ Reality Homes 1 <br /> o <br /> Roof Beam 1308 Alexander Ave East <br /> [2012 International Residential Code(2012 NDS)] Fife,WA 98424 <br /> 3.5 INx7.25INx7.0FT <br /> #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.7 11/24/2015 1:06:37 PM <br /> Section Adequate By:296.9% <br /> Controlling Factor: Moment <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.03 IN L/3322 <br /> Dead Load 0.02 in <br /> Total Load 0.04 IN U1956 <br /> Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 1 <br /> REACTIONS A B <br /> Live Load 291 lb 291 lb <br /> Dead Load 204 lb 204 lb <br /> Total Load 495 lb 495 lb <br /> Bearing Length 0.23 in 0.23 in <br /> BEAM DATA <br /> Span Length 7 ft <br /> Unbraced Length-Top 0 ft A - —7 ft- -- <br /> B <br /> Unbraced Length-Bottom 0 ft <br /> Roof Pitch 4 :12 <br /> Roof Duration Factor 1.15 <br /> MATERIAL PROPERTIES SLOADING <br /> Side de One: <br /> #2-Douglas-Fir-Larch <br /> 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= 1.3 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= 2 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 /> Controlling Moment: 866 ft-lb plf <br /> 3.5 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS <br /> Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 7 ft <br /> Controlling Shear: 495 lb Beam Self Weight: BSW= 6 plf <br /> At support. Beam Uniform Live Load: wL= 83 plf <br /> Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 58 plf <br /> Total Uniform Load: wT= 141 plf <br /> Comparisons with required sections: Reed Provided <br /> Section Modulus: 7.72 in3 30.66 in3 <br /> Area(Shear): 3.59 in2 25.38 in2 <br /> Moment of Inertia(deflection): 10.23 in4 111.15 in4 <br /> Moment: 866 ft-lb 3438 ft-lb <br /> Shear: 495 lb 3502 lb <br />