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Page: 2 <br /> Multi-Loaded Beam'.AISC 9th Ed ASD Ver: 5.04 <br /> By: Jeff Johnson , DFP PLANNING & DESIGN on: 08-07-2001 : 1:00:31 PM <br /> Project: 201379-Location: GAR DR <br /> Flange Buckling Ratio: FBR= 7.00 <br /> Allowable Flange Buckling Ratio: AFBR= 10.83 <br /> Web Buckling Ratio: WBR= 36.00 <br /> Allowable Web Buckling Ratio: AWBR= 106.67 <br /> Controlling Unbraced Length: Lb= 19.0 FT <br /> Limiting Unbraced Length for Fb=.66*Fy: Lc= 8.49 FT <br /> Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 17.76 FT <br /> Moment Gradient Bending Coefficient: Cb= 1.0 <br /> Allowable fb per ASD Eqn F1-6: F1-6= 14.47 KSI <br /> Allowable fb per ASD Eqn F1-7: F1-7= 15.12 KSI <br /> Allowable fb per ASD Eqn F1-8: F1-8= 20.19 KSI <br /> Elastic Limit of ASD Eqn F1-6: EL1-6= 21.33 FT <br /> Allowable Bending Stress: Fb= 20.19 KSI <br /> Web Height to Thickness Ratio: h/tw= 32.57 <br /> Limiting Web Height to Thickness Ratio for Fv=.4*Fy: hltw-Limit= 63.33 <br /> Allowable Shear Stress: Fv= 14.4 KSI <br /> Design Requirements Comparison: <br /> Controlling Moment: M= 91828 FT-LB <br /> 9.31 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= 97743 FT-LB <br /> Controlling Shear: V= 18671 LB <br /> 19.0 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 <br /> Nominal Shear Strength: Vr= 58177 LB <br /> Moment of Inertia(Deflection): Ireq= 209.75 IN4 <br /> 1= 350.00 IN4 <br /> g`10 l.J 11") V, e,tij <br />