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" Paqe:2 <br /> - ' Multi-Loaded Beam�AISC 9th Ed ASD 1 Ver: 6.00.81 <br /> , By: TERRY MIKKELSON , DFP PLANNING &NDESfGN, LLC on: 06-19-2006: 10:30:25 AM <br /> � Prolect: 206231 -Location: MECH <br /> Properties for: W8x40/A36 <br /> Yield Stress: Fy= 36 KSI <br /> Modulus of Elasticity: E= 29000 KSI <br /> ' DeRth: d= 8.25 I N <br /> Web Thickness: tw= 0.36 IN <br /> Flanqe Width: bf= 8.07 IN <br /> , Flanqe Thickness: tf= 0.56 IN <br /> Distance to Web Toe of Fillet: k= 0.95 IN <br /> Moment of Inertia About X-X Axis: Ix= 146.00 IN4 <br /> Section Modulus About X-X Axis: Sx= 35.50 IN3 <br /> Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 2.21 IN <br /> Design Properties per AISC Steel Construction Manual: <br /> Flanpe Bucklinq Ratio: FBR= 721 <br /> Allowable Flanqe Buckling Ratio: AFBR= 10.83 <br /> Web Bucklinq Ratio: WBR= 22.92 <br /> Allowable Web Bucklinq Ratio: AWBR= 106.67 <br /> Controllinq Unbraced Lenqth: Lb= 16.0 FT <br /> Limitinq Unbraced Lenqth for Fb=.66'FY: Lc= 8.52 FT <br /> Limitinq Unbraced Lenqth for Fb=.6*Fy w/Cb: Lu= 25.36 FT <br /> Moment Gradient Bendinq Coefficient: Cb= 1.0 <br /> Allowable Bendin�Stress: Fb= 21.6 KSI <br /> Web Heiqht to Thickness Ratio: h/tw= 19.81 <br /> LimitinQ Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 <br /> Allowable Shear Stress: Fv= 14.4 KSI <br /> Design Requirements Comparison: <br /> Controllinq Moment: M= 59350 FT-LB <br /> 6.56 Ft from left support of span 2(Center Span) <br /> Critical moment created by combining all dead loads and live loads on span(s}2 <br /> Nominal Moment Strength: Mr= 63900 FT-LB <br /> Controllinq Shear: V= 18337 LB <br /> At left support of span 3(Riqht Span) <br /> Critical shear created by combining all dead loads and live loads on span(s)2 <br /> Nominal Shear Strenqth: Vr= 42768 LB <br /> Moment of Inertia (Deflection): Irep= 118.82 IN4 <br /> 1= 146.00 IN4 <br />