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Project:Jerabek page <br /> Location:2'-6"hdr roof beam @ mstr bed rm/mstr bath(4x8 df2) AmericanHomePlanners <br /> Roof Beam NC,. 2812 Colby Avenue of <br /> - <br /> [2012 International Building Code(2012 NDS)] Everett WA 98201 <br /> 3.5 IN x 7.25 IN x 2.83 FT <br /> - #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.1.0 12/15/2014 3:30:45 PM <br /> Section Adequate By:304.9% <br /> Controlling Factor:Shear <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.00 IN L/MAX <br /> Dead Load 0.00 in <br /> Total Load 0.00 IN L/6848 <br /> Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 <br /> REACTIONS A <br /> Live Load 513 lb 513 lb <br /> Dead Load 352 lb 352 lb <br /> Total Load 865 lb 865 lb <br /> Bearing Length 0.40 in 0.40 in <br /> BEAM DATA <br /> Span Length 2.8 ft <br /> ---- <br /> Unbraced Length-Top 0 ft A -- — -----------asart---- � <br /> Unbraced Length-Bottom 0 ft <br /> Roof Pitch 6 :12 <br /> Roof Duration Factor 1.15 ROOF LOADING <br /> MATERIAL PROPERTIEa Side One: <br /> #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf <br /> ase Values Adjusted Roof Dead Load: DL= 15 psf <br /> Bending Stress: Fb= 900 psi Fb'= 1346 psi Tributary Width: TW= 14.5 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.--to Grain: Fc- = 625 psi Fc- i'= 625 psi Wall Load: WALL= 0 <br /> plf <br /> Controlling Moment: 612 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS <br /> 1.415 ft from left support Adjusted Beam Length: Ladj= 2.83 ft <br /> Created by combining all dead and live loads. Beam Self Weight: BSW= 6 plf <br /> Controlling Shear: -865 lb Beam Uniform Live Load: wL= 363 plf <br /> At support. Beam Uniform Dead Load: wD_adj= 249 plf <br /> Created by combining all dead and live loads. Total Uniform Load: wl = 611 plf <br /> Comparisons with required sections: Redd Provided <br /> Section Modulus: 5.46 in3 30.66 in3 <br /> Area(Shear): 6.27 in2 25.38 in2 <br /> Moment of Inertia(deflection): 2.92 in4 111.15 in4 <br /> Moment: 612 ft-lb 3438 ft-lb <br /> Shear: -865 lb 3502 lb <br />