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" Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 6.00.81 <br /> BV: TERRY MIKKELSON , DFP PLANNING &NDESiGN, LLC on: 06-19-2006: 10:42:26 AM <br /> Project: 206231 -Location: BSMT BATH/STAIR <br /> - � Summary: <br /> A36 W 10x15 x 5.0 FT <br /> Section Adequate By: 6.8% Controliing Factor: Shear <br /> Center Span Deflections: <br /> - Dead Load: DLD-Center- 0.03 IN <br /> Live Load: LLD-Center= 0.01 IN = U8145 <br /> Total Load: TLD-Center= 0.04 IN=U1478 <br /> Center Span Left End Reactions(Support A): <br /> - Live Load: LL-Rxn-A= 2407 LB <br /> Dead Load: DL-Rxn-A= 28560 LB <br /> Total Load: TL-Rxn-A= 30967 LB <br /> Bearinp Lenqth Required(Beam only, support capacity not checked): BL-A= 6.98 IN <br /> Center Span Riqht End Reactions(Support B): <br /> Live Load: LL-Rxn-B= 2655 LB <br /> Dead Load: DL-Rxn-B= 6368 LB <br /> total Load: TL-Rxn-6= 9023 LB <br /> Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.57 IN <br /> Beam Data: <br /> Center Span Lenpth: L2= 5.0 FT <br /> Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 5.0 FT <br /> Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.0 FT <br /> Live Load Deflect. Criteria: U 360 <br /> Total Load Deflect. Criteria: U 240 <br /> Center Span Loading: <br /> Uniform Load: <br /> Live Load: wL-2= 743 PLF <br /> Dead Load: wD-2= 419 PLF <br /> Beam Self Weight: BSW= 15 PLF <br /> Total Load: wT-2= 1177 PLF <br /> Point Load 1 <br /> Live Load: PL1-2= 0 LB <br /> Dead Load: PD1-2= 16642 LB <br /> Location(From left end of span): X1-2= 0.25 FT <br /> Point Load 2 <br /> Live Load: PL2-2= 0 LB <br /> Dead Load: PD2-2= 8975 LB <br /> Location (From left end of span): X2-2= 0.92 FT <br /> Point Load 3 <br /> Live Load: PL3-2= 0 LB <br /> Dead Load: PD3-2= 5901 LB <br /> Location (From left end of span}: X3-2= 1.75 FT <br /> Trapezoidal Load 1 <br /> Left Live Load: TRL-Left-1-2= 330 PLF <br /> Left Dead Load: TRD-Left-1-2= 304 PLF <br /> Riqht Live Load: TRL-Riqht-1-2= 330 PLF <br /> Riqht Dead Load: TRD-Right-1-2= 304 PLF <br /> Load Start: A-1-2= 0.92 FT <br /> Load End: B-1-2= 5.0 FT <br /> Load Lenqth: C-1-2= 4.08 FT <br /> Properties for:W 10x15/A36 <br /> Yield Stress: Fy= 36 KSI <br /> Modulus of Elasticity: E= 29000 KSI <br /> Depth: d= 9.99 IN <br /> Web Thickness: tw= 0.23 IN <br /> Flanqe Width: bf= 4.00 IN <br /> Flanqe Thickness: tf= 0.27 IN <br /> Distance to Web Toe of Fillet: k= 0.57 IN <br /> Moment of Inertia About X-X Axis: Ix= 68.90 IN4 <br /> Section Modulus About X-X Axis: Sx= 13.80 IN3 <br /> Radius of Gvration of Compression Flanqe+ 1/3 of Web: rt= 0.99 IN <br /> Design Properties per AISC Steel Construction Manual: <br /> FlanQe Buck�inq Ratio: FBR= 7.41 <br /> Allowable Flanqe Buckling Ratio: AFBR= 10.83 <br /> Web BucklinQ Ratio: WBR= 43.43 <br /> Allowable Web Bucklinq Ratio: AWBR= 106.67 <br /> Controllinq Unbraced Lenqth: Lb= 5.0 FT <br /> Limitinp Unbraced Lenqth for Fb=.66'FV: Lc= 4.22 FT <br /> Limitinq Unbraced Lenqth for Fb=.6*Fy w/Cb: Lu= 5.01 FT <br /> Moment Gradient Bendinq Coefficient: Cb= 1.0 <br /> Allowable Bendinq St�ess: Fb= 21.6 KSI <br /> Web Heiqht to Thickness Ratio: h/tw= 41.09 <br /> Limitinq Web Heiqht to Thickness Ratio for Fv=.4'Fy: h/tw-Limit= 63.33 <br /> Allowable Shear Stress: Fv= 14.4 KSI <br />