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Project:216380 P808 <br /> ,.— — ''�LARRY LEPOWSKY <br /> Location: 08 W.I.C.WDW M �� D.F.P. PLANNING 8 DESIGN <br /> Multi-Loaded Multi-Span Beam '�„��a 9100 BALTIMORE STREET N.E.SUITE 106 � <br /> [2015 International Building Code(2012 NDS)] "�' BLAINE MINN. 55449 <br /> (2)1.SINx9.251Nx6.67FT <br /> #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 323:57 PM <br /> Section Adequate By:97.0% <br /> Controlling Factor:Moment <br /> CAUTIONS <br /> 'Laminations are to be fully connected to provide uniform transfer of loads to all members <br /> DEFLECTIONS Center LOADING DIAGRAM <br /> Live Load 0.04 IN U2263 <br /> Dead Load 0.01 in <br /> Total Load 0.05 IN L/1616 <br /> Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 <br /> REACTIONS A B <br /> Live Load 734 Ib 734 Ib <br /> Dead Load 294 Ib 294 Ib <br /> Total Load 1028 Ib 1028 Ib <br /> Bearing Length 0.81 in 0.81 in <br /> BEAM DATA Center <br /> Span Length 6.67 ft <br /> Unbraced Length-Top 6.67 ft � __ _ __ _s.s�e — — — _ — B <br /> Unbraced Length-Bottom 6.67 ft <br /> Live Load Duration Factor 1.00 <br /> Notch Depth 0.00 UNIFORM LOADS Center <br /> MATERIAL PROPERTIES Uniform Live Load 220 plf <br /> #2-Spruce-Pine-Fir Uniform Dead Load 83 plf <br /> Base Values A�iiusted Beam Self Weight 5 plf <br /> Bending Stress: Fb= 875 psi Fb'= 947 psi Total Uniform Load 308 pif <br /> Cd=1.00 C/=0.98 CF=1.10 <br /> Shear Stress: Fv= 135 psi Fv'= 135 psi <br /> Cd=1.00 <br /> Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi <br /> Comp.1 to Grain: Fc-1= 425 psi Fc-1'= 425 psi <br /> Controlling Moment: 1713 ft-Ib <br /> 3.34 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: 1027 Ib <br /> At left support of span 2(Center Span) <br /> Created by combining all dead loads and live loads on span(s)2 <br /> Comparisons with required sections: Rea'd Provided <br /> Section Modulus: 21.72 in3 42.78 in3 <br /> Area(Shear): 11.42 in2 27.75 in2 <br /> Moment of Inertia(deflection): 31.47 in4 197.86 in4 <br /> Moment: 1713 ft-Ib 3375 ft-Ib <br /> Shear: 10271b 24981b <br /> NOTES <br />