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` Page: 2 <br /> Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 6.00.5 <br /> By: dfp planning design , dfp planning design on: 01-21-2004 : 2:56:15 PM <br /> Project: 203608-Location: GAR <br /> tw= 0.34 N <br /> Web Thickness: bf— 10.00 N <br /> Flange Width: tf— 0.00 N <br /> Flange Thickness: <br /> Distance to Web Toe of Fillet: k= 1.06 N <br /> Moment of Inertia About X-X Axis: Ix= 272.00 N4 <br /> Section Modulus About X-X Axis: Sx= 54.60 N3 <br /> Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.74 N <br /> Design Properties per AISC Steel Construction Manual: FBR= 8 93 <br /> Flange Buckling Ratio: AFBR— 9.19 <br /> Allowable Flange Buckling Ratio: WBR— 29.35 <br /> Web Buckling Ratio: <br /> Allowable Web Buckling Ratio: AWBR= 90.51 <br /> Controlling Unbraced Length: Lb= 22.0 FT <br /> Limiting Unbraced Length for Fb=.66`Fv: Lc= 8.96 FT <br /> Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= ' 18.7 FT <br /> Moment Gradient Bending Coefficient: Cb= 1.0 <br /> Allowable fb per ASD Eqn F1-6: F1-6= 18.16 KSI <br /> Allowable fb per ASD Eqn F1-7: F1-7= 18.31 KSI <br /> Allowable fb per ASD Eqn F1-8: F1-8= 25.51 KSI <br /> Elastic Limit of ASD Eqn F1-6: EL1-6= 23.06 FT <br /> Allowable Bending Stress: Fb= 25.51 KSI <br /> Web Height to Thickness Ratio: h/tw= 26.06 <br /> Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 <br /> Allowable Shear Stress: Fv= 20.0 KSI <br /> Design Requirements Comparison: <br /> Controlling Moment M= 87117 FT-LB <br /> 11.0 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= 116050 FT-LB <br /> Controlling Shear: V= 18331 LB <br /> 22.0 Ft from left support of span 3(Right Span) <br /> Critical shear created by combining all dead loads and live loads on span(s)2 Vr— 67864 LB <br /> Nominal Shear Strength: <br /> Moment of Inertia (Deflection): Ireq= 261.42 IN4 <br /> I= 272.00 IN4 <br />