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ProjeCt:216380 � � � page <br /> -r,— LARRY LEPOWSKY <br /> Location: 04 W.I.C.HIP GIRDER LOADS ONLY �� D.F.P. PLANNING 8�DESIGN <br /> Multi-Loaded Multi-Span Beam �,;,.r�, 9100 BALTIMORE STREET N.E.SUITE 106 of <br /> [2015 International Building Code(2012 NDS)] % - � � BLAINE MINN. 55449 <br /> (2)1.51Nx9.251Nx10.67FT <br /> #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.2.5 3/31/2017 323:56 PM <br /> Section Adequate By:37.7°/a <br /> Controlling Factor:Moment <br /> CAUTIONS <br /> "Laminations are to be fully connected to provide un'rform transfer of loads to all members <br /> DEFLECTIONS n er LOADING DIAGRAM <br /> Live Load 0.13 IN U1014 <br /> Dead Load 0.05 in <br /> Total Load 0.18 IN L/715 <br /> Live Load Deflection Criteria:U360 Total Load Defledion Criteria:U240 <br /> REACTIONS A B <br /> Live Load 640 Ib 640 Ib <br /> Dead Load 267 Ib 267 Ib <br /> Total Load 907 Ib 907 Ib <br /> Bearing Length 0.71 in 0.71 in <br /> BEAM DATA Center <br /> Span Length 10.67 ft <br /> Unbraced Length-Top 10.67 ft - - - �o.s�n <br /> _ � <br /> Unbreced Length-Bottom 10.67 R <br /> Live Load Duration Fador 1.00 <br /> Notch Depth 0.00 UNIFORM LOADS Center <br /> MATERIAL PROPERTIES Uniform Live Load 120 plf <br /> #2-Spruce-Pine-Fir Uniforrn Dead Load 45 pif <br /> Base Values A�Jj'usted Beam Self Weight 5 plf <br /> Bending Stress: Fb= 875 psi Fb'= 935 psi Total Uniform Load 170 plf <br /> Cd=1.00 C1=0.97 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: 2420 ft-Ib <br /> 5.34 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: -907 Ib <br /> 11.0 Ft from 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: 31.06 in3 42.78 in3 <br /> Area(Shear): 10.08 in2 27.75 in2 <br /> Moment of Inertia(defledion): 70.27 in4 197.86 in4 <br /> Moment: 2420 ft-Ib 3333 R-Ib <br /> Shear: -9071b 24981b <br /> NOTES <br />