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Multi-Loaded Beam(AISC 9th Ed ASD)Ver. V4052858 <br /> By: Terry Mikkelson , D.F.P. PLANNING&DESIGN on: 10-06-2000 <br /> Proiect: 200412-Location: BSMT <br /> Summary: <br /> A36 W 12x45 x 17.0 FT <br /> Section Adequate By: 33.8% Controlling Factor: Moment <br /> Deflections: <br /> Dead Load: DLD= 0.19 IN <br /> Live Load: LLD= 0.19 IN=U1047 <br /> Total Load: TLD= 0.39 IN=U530 <br /> End Reactions(Left Side): <br /> Live Load: RL1= 6236 LB <br /> Dead Load: RD1= 6327 LB <br /> Total Load: RTI= 12563 LB <br /> End Reactions(Right Side): <br /> Live Load: RL2= 10684 LB <br /> Dead Load: RD2= 7625 LB <br /> Total Load: RT2= 18309 LB <br /> Bearing Length Regd.(Left): BL1= 1.25 IN <br /> Bearing Length Regd.(Right): BL2= 1.25 IN <br /> Bearing for P1: BL P1= 1.25 IN <br /> Beam Data: <br /> Span: L= 17.0 FT <br /> Maximum Unbraced Span: Lu= 17.0 FT <br /> Live Load Deflect. Criteria: U 360 <br /> Total Load Deflect. Criteria: U 240 <br /> Uniform Load: <br /> Live Load: wL= 360 PLF <br /> Dead Load: wD= 135 PLF <br /> Beam Self Weight: BSW= 45 PLF <br /> Total Load: WT= 540 PLF <br /> Concentrated Load P1: <br /> Live Load: PL1= 0 LB <br /> Dead Load: PD1= 5642 LB <br /> Total Load: PTI= 5642 LB <br /> -Location: X1= 7.2 FT <br /> Uniform Load (Partially Distributed): <br /> Live Load: wL PD= 1080 PLF <br /> Dead Load: wD PD= 525 PLF <br /> Total Load: wT_PD= 1605 PLF <br /> Load Start: A= 7.0 FT <br /> Load End: B= 17.0 FT <br /> Load Length: C= 10.0 FT <br /> Properties for:A36 W12x45 <br /> Yield Stress: Fy= 36 KSI <br /> Depth: d= 12.06 IN <br /> Web Thickness: tw= 0.34 IN <br /> Flange Width: bf= 8.05 IN <br /> Flange Thickness: & 0.57 IN <br /> Distance to Web Toe of Fillet: k= 1.25 IN <br /> Moment of Inertia About X-X Axis: Ixx= 350.0 IN4 <br /> Section Modulus About X-X Axis(Calculated): Sxx= 58.1 IN3 <br /> Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.15 IN <br /> Design Properties per AISC Steel Construction Manual <br /> Flange Buckling Ratio: FBR= 7.00 <br /> Allowable Flange Buckling Ratio: AFBR= 10.83 <br /> Web Buckling Ratio: WBR= 36.0 <br /> Allowable Web Buckling Ratio: AWBR= 106.67 <br /> Controlling Unbraced Length: Lb= 17.0 FT <br /> Limiting Unbraced Length for Fb=.66*Fv: Lc= 8.492 FT <br /> Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 17.758 FT <br /> Moment Gradient Bending Coefficient: Cb= 1.0 <br /> Allowable Bending Stress: Fb= 21.6 KSI <br /> Web Width to Thickness Ratio: h/tw= 28.5 <br /> Limiting Width to Thickness Ratio for Fv=.4*Fy: AWSL= 63.3 <br /> Allowable Shear Stress: Fv= 14.4 KSI <br /> Design Requirements Comparison: <br /> Nominal Moment Strength: Mn= 104580 FT-LB <br /> Controlling Moment: Mu= 78139 FT-LB <br /> 8.466 FT From Left Support <br /> Nominal Shear Strength: Vn= 58177 LB <br /> Maximum Shear: V= 18309 LB <br /> Moment of Inertia: Ireq= 159 IN4 <br /> 1= 350 IN4 <br />