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page <br /> Project:214412 <br /> LARRY LEPOWSKY <br /> LocaGon:MAST.CLO WDW D.F.P.PLANNING 8 DESIGN <br /> MuRi-Loaded Muki-Span Beam 9100 BALTIMORE ST m <br /> [2006 Intemational Residential Code(2005 NDS)] BLAINE MINN.55449 <br /> (2)1.51Nx5.51Nx3.67FT <br /> #2-Spruce-Pine-Fir-Dry Use StruCalc Version 8.0.113.0 12/9/2014 9:11:44 AM <br /> Section Adequate By:135.9% LOADING DIAGRAM <br /> Controlling Factor:Moment <br /> DEFLECTIONS Center <br /> Live Load 0.02 IN U2417 <br /> Dead Load 0.01 in <br /> Total Load 0.03 IN L/1741 <br /> Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 <br /> REACTIONS a $ <br /> Live Load 477 Ib 477 Ib <br /> Dead Load 185 Ib 185 Ib <br /> Total Load 662 Ib 662 Ib <br /> Bearing Length 0.52 in 0.52 in <br /> BEAM DATA Center a.67 ft <br /> Span Length 3.67 ft <br /> Unbraced Length-Top 0 ft <br /> Unbraced Length-Bottom 3.67 ft UNIFORM LOADS nt r <br /> Live Load Duration Factor 1.00 Uniform Live Load 260 plf <br /> Notch Depth 0.00 Unfform Dead Load 98 plf <br /> MATERIAL PROPERTIES Beam Self Weight 3 pif <br /> #2-Spruce-Pine-Fir Total Uniform Load 361 plf <br /> Base Values Adiusted <br /> Bending Stress: Fb= 875 psi Fb'= 1138 psi <br /> Cd=1.00 CF=1.30 <br /> Shear Stress: Fv= 135 psi Fv'= 135 psi <br /> Cd=1.00 <br /> Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi <br /> Min.Mod.of Elasticity: E min= 510 ksi E min'= 510 ksi <br /> Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi <br /> Controlling Moment: 608 ft-Ib <br /> 1.84 Ft from left support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s)2 <br /> Controlling Shear: -503 Ib <br /> At a distance d from right support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s)2 <br /> Comparisona with required sections: Rea'd Provi d <br /> Section Modulus: 6.41 in3 15.13 in3 <br /> Area(Shear): 5.59 in2 16.5 in2 <br /> Moment of Inertia(deflection): 8.6 in4 41.59 in4 <br /> Moment: 608 ft-Ib 1434 ft-Ib <br /> Shear: -5031b 14851b <br />