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Multi-Loaded Beam(AISC 9th Ed ASD 1 Ver: 5.05 <br /> By: Jeff Johnson , DFP PLANNING& DESIGN on: 03-20-2002: 08:34:32 AM <br /> Project: 202152- Location: STAIRS DINETTE <br /> Summary: <br /> A36 W10x30 x 17.0 FT <br /> Section Adequate By:29.2% Controlling Factor: Moment <br /> Center Span Deflections: <br /> Dead Load: DLD-Center- 0.27 IN <br /> Live Load: LLD-Center= 0.02 IN=U9912 <br /> Total Load: TLD-Center= 0.29 IN = L1701 <br /> Center Span Left End Reactions(Support A): <br /> Live Load: LL-Rxn-A= 459 LB <br /> Dead Load: DL-Rxn-A= 2889 LB <br /> Total Load: TL-Rxn-A= 3348 LB <br /> Bearing Length Required (Beam only, Support capacity not checked): BL-A= 0.94 IN <br /> Center Span Right End Reactions(Support B): <br /> Live Load: LL-Rxn-B= 459 LB <br /> Dead Load: DL-Rxn-B= 9036 LB <br /> Total Load: TL-Rxn-B= 9495 LB <br /> Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.94 IN <br /> Beam Data: <br /> Center Span Length: L2= 17.0 FT <br /> Center Span Unbraced Length-Top of Beam: Lu2-Top= 17.0 FT <br /> Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 17.0 FT <br /> Live Load Deflect. Criteria: U 360 <br /> Total Load Deflect. Criteria: L/ 240 <br /> Center Span Loading: <br /> Uniform Load: <br /> Live Load: wL-2= 54 PLF <br /> Dead Load: wD-2= 20 PLF <br /> Beam Self Weight: BSW= 30 PLF <br /> Total Load: wT-2= 104 PLF <br /> Point Load 1 <br /> Live Load: PL1-2= 0 LB <br /> Dead Load: PD1-2= 715 LB <br /> Location(From left end of span): X1-2= 12.75 FT <br /> Point Load 2 <br /> Live Load: PL2-2= 0 LB <br /> Dead Load: PD2-2= 10360 LB <br /> Location(From left end of span): X2-2= 13.25 FT <br /> Properties for: W10x30/A36 <br /> Yield Stress: Fy= 36 KSI <br /> Modulus of Elasticity: E= 29000 KSI <br /> Depth: d= 10.47 N <br /> Web Thickness: tw= 0.30 N <br /> Flange Width: bf= 5.81 N <br /> Flange Thickness: tf= 0.51 N <br /> Distance to Web Toe of Fillet: k= 0.94 N <br /> Moment of Inertia About X-X Axis: lx= 170.00 N4 <br /> Section Modulus About X-X Axis: Sx= 32.40 N3 <br /> Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.55 N <br /> Design Properties per AISC Steel Construction Manual: <br /> Flange Buckling Ratio: FBR= 5.70 <br /> Allowable Flange Buckling Ratio: AFBR= 10.83 <br /> Web Buckling Ratio: WBR= 34.90 <br /> Allowable Web Buckling Ratio: AWBR= 106.67 <br /> Controlling Unbraced Length: Lb= 17.0 FT <br /> Limiting Unbraced Length for Fb=.66*Fy: Lc= 6.13 FT <br /> Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 13.1 FT. <br /> Moment Gradient Bending Coefficient: Cb= 1.0 <br /> Allowable fb per ASD Eqn F1-6: F1-6= 9.33 KSI <br /> Allowable fb per ASD Eqn F1-7: F1-7= 9.81 KSI <br /> Allowable fb per ASD Eqn F1-8: F1-8= 16.65 KSI <br /> Elastic Limit of ASD Eqn F1-6: EL1-6= 15.37 FT <br /> Allowable Bending Stress: Fb= 16.65 KSI <br /> Web Height to Thickness Ratio: h/tw= 31.5 <br /> Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 63.33 <br /> Allowable Shear Stress: Fv= 14.4 KSI <br /> Design Requirements Comparison: <br /> Controlling Moment: M= 34784 FT-LB <br /> 13.26 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= 44948 FT-LB <br /> Controlling Shear: V= 9495 LB <br /> 17.0 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 />