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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 8�NDESIGN, LLC on: 06-16-2006: 3:56:38 PM <br /> - Project: 206231 -Location: GRT RM WDW <br /> Moment of Inertia About X-X Axis: Ix= 75.30 IN4 <br /> Section Modulus About X-X Axis: Sx= 18.20 IN3 <br /> Radius of Gyration of Compression Flanqe+ 1/3 of Web: rt= 1.41 IN <br /> Design Properties per AISC Steel Construction Manual: <br /> Flanpe Bucklinq Ratio: FBR= 6.59 <br /> _ Allowable Flanqe Buckling Ratio: AFBR= 10.83 <br /> Web Bucklinq Ratio: WBR= 33.12 <br /> ' Allowable Web Bucklinq Ratio: AWBR= 106.67 <br /> Controllinq Unbraced Lenqth: Lb= 0.0 FT <br /> Limitinq Unbraced Lenqth for Fb=.66'Fy: Lc= 5.56 FT <br /> Allowable Bendinq Stress: Fb= 23.76 KSI <br /> Web Heiqht to Thickness Ratio: h/tw= 29.92 <br /> Limitinq Web Heiqht to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 <br /> Allowable Shear Stress: Fw- 14.4 KSI <br /> Design Requirements Comparison: <br /> Controllinq Moment: M= 33607 FT-LB <br /> 8.1 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 /> Nominat Moment Strength: Mr= 36036 FT-LB <br /> Controllinq Shear: V= 8613 LB <br /> 15.0 Ft ftom feft support of span 3(Riqht Span? <br /> Critical shear created by combining a11 dead loads and live loads on span(s)2 <br /> Nominal Shear Strenqth: Vr- 29808 LB <br /> Moment of Inertia (Deflection): Ireq= 62.63 IN4 <br /> 1= 75.30 IN4 <br />