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Project:Jerabek <br /> page <br /> _ Location:20'roof bm @ coy deck(Pt 6x12 df#1) u,;JViI, AmericanHomePlanners <br /> Roof Beam _ 2812 Colby Avenue of <br /> [2012 International Building Code(2012 NDS)] - Everett WA 98201 <br /> 5.5 INx11.5INx20.0FT <br /> #1 -Douglas-Fir-Larch-Wet Use StruCalc Version 9.0.1.0 12/15/2014 3:31:32 PM <br /> Section Adequate By:55.5% <br /> Controlling Factor:Moment <br /> PEFLECTIONS Center LQADING DIAGRAM <br /> Live Load 0.36 IN L/661 <br /> Dead Load 0.29 in <br /> Total Load 0.65 IN L/369 <br /> Live Load Deflection Criteria: L/240 Total Load Deflection Criteria:L/180 <br /> REACTIONS A B <br /> Live Load 1125 lb 1125 lb <br /> Dead Load 892 lb 892 lb <br /> Total Load 2017 lb 2017 lb <br /> Bearing Length 0.88 in 0.88 in <br /> BEAM DATA <br /> Span Length 20 ft <br /> Unbraced Length-Top 0 ft A- -- - sort J -- <br /> Unbraced Length-Bottom 0 ft <br /> Roof Pitch 6 :12 <br /> Roof Duration Factor 1.15 EQOF LOADING <br /> MATERIAL PROPERTIES Side One: <br /> #1 -Douglas-Fir-Larch Roof Live Load: LL= 25 psf <br /> Base Values Adjusted Roof Dead Load: DL= 15 psf <br /> Bending Stress: Fb= 1350 psi Fb'= 1553 psi Tributary Width: TW= 4.5 ft <br /> Cd=1.15 CF=1.00 Side Two: <br /> Shear Stress: Fv= 170 psi Fv'= 196 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'= 419 psi Wall Load: WALL= 0 <br /> Cm=O.67 plf <br /> Controlling Moment: 10084 ft-lb $LOPE/PITCH ADJUSTED LENGTHS AND LOADS <br /> Adjusted Beam Length: Ladj= 20 ft <br /> 10.0 ft from left support Beam Self Weight: BSW= 14 plf <br /> Created by combining all dead and live loads. Beam Uniform Live Load: wL= 113 plf <br /> Controlling Shear: 2017 lb Beam Uniform Dead Load: wD adj= 89 plf <br /> At support. Total Uniform Load: wT= 202 plf <br /> Created by combining all dead and live loads. <br /> Comparisons with required sections: Req'd Provided <br /> Section Modulus: 77.94 in3 121.23 in3 <br /> Area(Shear): 15.47 in2 63.25 in2 <br /> Moment of Inertia(deflection): 340.28 in4 697.07 in4 <br /> Moment: 10084 ft-lb 15684 ft-lb <br /> Shear: 2017 lb 8244 lb <br />