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' FI?0M : D.F.P. PLANNING & DESIGN, INC. PHONE NO. : 651 638 1412 May. 08 2001 02:34PM P23 <br /> Mutti-Loaded Beam!'AISC 9th Ed ASO 1 Ver. V4052858 <br /> By: Terry Mikkelson , Q.F.P. PLANNING&DESIGN on: 09-12-2000 <br /> Protect: Location: BSMT GAR <br /> Summary: <br /> A36 W8x15 x 7,0 FT <br /> Section Adequate Sy: 26.0% Controlling Factor: Moment <br /> Deflections; <br /> Dead Load: DLD= 0.04 IN <br /> Live Load: LLD= 0.07 IN=U1248 <br /> Total Load: TLD= 0.11 IN =L1786 <br /> End Reactions(Left Side): <br /> Live Load: RL1= 6073 LB <br /> Dead Load: RD1= 3560 LB <br /> Total Load: RT1= 9632 LB <br /> End Reactions(Right Side): <br /> Live Load: RL2= 6073 LB <br /> Dead Load: RD2= 3560 LB <br /> Total Load: RT2= 9632 LB <br /> Bearing Length Regd_(Left): BL1= 0.75 IN <br /> Bearing Length Regd.(Right): BL2= 0.75 IN <br /> Beam Data: <br /> Span' L= 7.0 FT <br /> Maximum Unbraced Span; Lu= 7.0 FT <br /> Live Load Deflect, Criteria: 1./ 360 <br /> Total Load Deflect. Criteria; U 240 <br /> Uniform Load: <br /> Live Load: wt.= 507 PLF <br /> Dead Load: wD^ 310 PLF <br /> Beam Self Weight BSW= 15 PLF <br /> Total Load: wT= 832 PLF <br /> Uniform Load(Partially Distributed): <br /> Live Load: wL PD= 1228 PLF <br /> Dead Load: wD PD= 692 PLF <br /> Total Load: wT_PD= 1920 PLF <br /> Load Start: A= 0.0 FT <br /> Load End: B= 7.0 FT <br /> Load Length: C= 7.0 FT <br /> Properties for.A36 W8x15 <br /> Yield Stress: Fy= 36 KSI <br /> Depth: d= 8.11 N <br /> Web Thickness: tw= 0.25 N <br /> Flange Width: bf= 4.01 N <br /> Flange Thickness: tf= 0.31 N <br /> Distance to Web Toe of Fillet It= 0,75 N <br /> Moment of Inertia About X-X Axis: lxOF 48.0 N4 <br /> Section Modulus About X-X Axis(Calculated):. Sxx 11.8 N3 <br /> Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.03 N <br /> Design Properties per AISC Steel Construction Manual: <br /> Flange Buckling Ratio: FBR= 6.37 <br /> Allowable Flange Buckling Ratio: AFBR= 10.83 <br /> Web Buckling Ratio: WBR= 33.1 <br /> Allowable Web Buckling Ratio: AWBR= 106.67 <br /> Controlling Unbraced Length: Lb= 7.0 FT <br /> Limiting Unbraced Length for Fb=.66-Fy: Lc= 4.238 FT <br /> Limiting Unbraced Length for Fb=.6`Fy w/Cb: Lu= 7.22 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= 27.0 <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, 21240 FT-LB <br /> Controlling Moment: Mu= 16856 FT-LB <br /> 3.5 FT From Left Support <br /> Nominal Sheer Strength: Vn= 28612 LB <br /> Maximum Shear: V= 9632 LB <br /> Moment of Inertia: lreq= 15 IN4 <br /> I= 48 1N4 <br /> 14 <br />