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Multi-Loaded Beamf AISC 9th Ed ASD 1 Ver: 6.00.5 <br /> By: dfp planning design , dfp planning design on: 01-21-2004 : 3:36:36 PM <br /> 'roiect: 203608-Location: DINETTE <br /> Summary: <br /> A992-50 W10x26 x 16.0 FT <br /> Section Adequate By: 0.9% Controlling Factor: Moment <br /> Center Span Deflections. DLD Center= 0.23 NiILDeed Load:Load: LLD-Center= 0.17 IN=U1119 <br /> Load: TLD-Center= 0.40 IN= U474 <br /> Total <br /> Center Span Left End Reactions(Support A): LL-Rxn-A= 3813 LB <br /> Dead Load:LiveLoad: DL-Rxn-A= 13814 LB <br /> Total Load: TL-Rxn-A= 17627 LB <br /> Bearing Length Required(Beam only, support capacity not checked): BL-A= 0.74 IN <br /> Center Span Right End Reactions(Support B): LL Rxn B- 4847 LB <br /> Load:LiveLoad: DL-Rxn-B= 14699 LB <br /> Dead <br /> Total Load: TL-Rxn-B= 19545 LB <br /> Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.74 IN <br /> Beam Data: L2= 16.0 FT <br /> Center Span Length: 16.0 FT <br /> Center Span Unbraced Length-Top of Beam: Lu2-Top= <br /> Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 16.0 FT <br /> Live Load Deflect. Criteria: L/ 360 <br /> Total Load Deflect. Criteria: U 240 <br /> Center Span Loading: <br /> Uniform Load: <br /> Live Load: wL-2= 470 PLF <br /> Dead Load: wD-2= 176 PLF <br /> Beam Self Weight BSW= 26 PLF <br /> Total Load: wT-2= 672 PLF <br /> Point Load 1 <br /> Live Load: PL1-2= 0 LB <br /> Dead Load: PD1-2= 11005 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= 10978 LB <br /> Location (From left end of span): X2-2= 14.42 FT <br /> Point Load 3 <br /> Live Load: PL3-2= 0 LB <br /> Dead Load: PD3-2= 2690 LB <br /> Location (From left end of span): X3-2= 14.5 FT <br /> Trapezoidal Load 1 <br /> Left Live Load: TRL-Left-1-2= 760 PLF <br /> Left Dead Load: TRD-Left-1-2= 405 PLF <br /> Right Live Load: TRL-Right-1-2= 760 PLF <br /> Right Dead Load: TRD-Right-1-2= 405 PLF <br /> Load Start: A-1-2= 14.5 FT <br /> Load End: B-1-2= 16.0 FT <br /> Load Length: C-1-2= 1.5 FT <br /> Properties for: W10x26/A992-50 <br /> Yield Stress: Fv= 50 KSI <br /> Modulus of Elasticity: E= 29000 KSI <br /> Depth: d= 10.33 N <br /> Web Thickness: tw= 0.26 N <br /> Flange Width: bf= 5.77 N <br /> Flange Thickness: tf= 0.44 N <br /> Distance to Web Toe of Fillet: k= 0.74 N <br /> Moment of Inertia About X-X Axis: Ix= 144.00 N4 <br /> Section Modulus About X-X Axis: Sx= 27.90 N3 <br /> Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.54 N <br /> Design Properties per AISC Steel Construction Manual: <br /> Flange Buckling Ratio: FBR= 6.56 <br /> Allowable Flange Buckling Ratio: AFBR= 9.19 <br /> Web Buckling Ratio: WBR= 39.73 <br /> Allowable Web Buckling Ratio: AWBR= 90.51 <br /> Controlling Unbraced Length: Lb= 16.0 FT <br /> Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.17 FT <br /> Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 8.19 FT <br /> Moment Gradient Bending Coefficient: Cb= 1.0 <br /> Allowable fb per ASD Eqn F1-6: F1-6= 7.93 KSI <br /> Allowable fb per ASD Egn F1-7: F1-7= 10.94 KSI <br /> Allowable fb per ASD Eqn F1-8: F1-8= 15.36 KSI <br /> Elastic Limit of ASD Eqn F1-6: ELI-6= 12.96 FT <br />