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, Paqe: 2 <br /> Muiti-Loaded Beam(AISC 9th Ed ASD 1 Ver:6.00.81 <br /> , By:TERRY MIKKELSON , DFP PLANNING &NDESIGN, LLC on: 06-19-2006: 11:08:38 AM <br /> � Proiect: MECH-Location:206231 <br /> Trapezoidal Load 1 <br /> Left Live Load: TRL-Left-1-2= 140 PLF <br /> _ Left Dead Load: TRD-Left-1-2= 188 PLF <br /> Riqht Live Load: TRL-Riqht-1-2= 140 PLF <br /> Riqht Dead Load: TRD-Right-1-2= 188 PLF <br /> Load Start: A-1-2= 2.17 FT <br /> - Load End: B-1-2= 15.17 FT <br /> Load Lenqth: C-1-2= 13.0 FT <br /> Trapezoidal �oad 2 <br /> Left Live Load: TRL-Left-2-2= 720 PLF <br /> Left Dead Load: TRD-Left-2-2= 390 PLF <br /> Riqht Live Load: TRL-Ri.qht-2-2= 720 PLF <br /> Riqht Dead Load: TRD-Right-2-2= 390 PLF <br /> Load Start: A-2-2= 1.83 FT <br /> Load End: B-2-2= 3.17 FT <br /> Load Lenqth: C-2-2= 1.34 FT <br /> Trapezoidal Load 3 <br /> Left Live Load: TRL-Leit-3-2= 720 PLF <br /> Left Dead Load: TRD-Left-3-2= 390 PLF <br /> Riqht Live Load: TRL-Riqht-3-2= 720 PLF <br /> Riqht Dead Load: TRD-Right-3-2= 390 PLF <br /> Load Start: A-3-2= 6.0 FT <br /> Load End: B-3-2= 15.17 FT <br /> Load Lenqth: C-3-2= 9.17 FT <br /> Properties for: W 12x35/A36 <br /> Yield Stress: Fy= 36 KSI <br /> Modulus of Elasticity: E= 29000 KSI <br /> Depth: d= 12.50 IN <br /> Web Thickness: tw= 0.30 IN <br /> Flanqe Width: bf= 6.56 IN <br /> Flanqe Thickness: tf= 0.52 IN <br /> Distance to Web Toe of Fiflet: k= 0.82 IN <br /> Moment of Inertia About X-X Axis: Ix= 285.00 IN4 <br /> Section Modulus About X-X Axis: Sx= 45.60 IN3 <br /> Radius of Gyration of Compression Ftanqe+ 1/3 of Web: rt= 1.74 IN <br /> Design Properties per AISC Steel Construction Manual: <br /> Flanqe Bucktinq Ratio: FBR= 6.31 <br /> Allowable Flanqe Buckling Ratio: AFBR= 10.83 <br /> Web Bucklinq Ratio: WBR= 41.67 <br /> Allowable Web Bucklinp Ratio: AWBR= 106.67 <br /> Controllinq Unbraced Lenqth: Lb= 15.17 FT <br /> Limitinq Unbraced Lenqth for Fb=.66*Fv: Lc= 6.92 FT <br /> Limitinq Unbraced Lenqth for Fb=.6'Fy wJ Cb: Lu= 12.63 FT <br /> Moment Gradient Bendinq Coefficient: Cb= 1.0 <br /> Allowable fb per ASD Eqn F1-6: F1-6= 44.73 KSI <br /> Allowable fb per ASD Eqn F1-7: F1-7= 15.53 KSi <br /> Allowable fb per ASD Eqn F1-8: F1-8= 17.99 KSI <br /> Elastic Limit of ASD Eqn F1-6: EL1-6= 17.26 FT <br /> Allowable Bendinp Stress: Fb= 17.99 KSI <br /> Web Heiqht to Thickness Ratio: h/tw- 3g,2 <br /> Limitinq Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 <br /> Alfowable Shear Stress: Fv= 14.4 KSI <br /> Design Requirements Comparison: <br /> Controllinq Moment: M= -60345 FT-LB <br /> Over left support of span 2(Center Span) <br /> Critical moment created by combining all dead loads and live loads on span(s) 1, 2 <br /> Nominal Moment Strength: Mr- 68359 FT-LB <br /> Controllinq Shear: V= 31354 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) 1, 2 <br /> Nominal Shear Strenqth: Vr= 54000 LB <br /> Moment of Inertia{Deflection): Ireq= 91.16 IN4 <br /> 1= 285.00 IN4 <br />