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FR1JM : D.F.P. PLANNING a DESIGN, INC. PHONE NO. : 651 638 1412 May. 09 2001 02:35PM P26 <br /> Multi-Loaded Beami AISC 9th Ed ASD I Ver: 5,02 <br /> By: Jeff Johnson , DFP PLANNING& DESIGN on: 12-06-2000 : 2:47;40 PM <br /> Proiect: __. •Location: GAR FIB <br /> Summay <br /> A36 W14x82 x 34.0 FT <br /> Section Adequate By:2.8% Controlling Factor: Moment <br /> Center Span Deflections: <br /> Dead Load: DLD-Center- 1.31 IN <br /> Live Load: LLD-Center= 0.33 IN = 1.../1222 <br /> Total Load: TLD-Center= .1.65 IN =U248 <br /> Center Span Left End Reactions(Support A): <br /> Live Load: LL-Rxn-A= 2928 LB <br /> Dead Load: DL-Rxn-A= 11237 LB <br /> Total Load: TL-Rxn-A= 14164 LB <br /> Bearing Length Required(Beam only, Support capacity not checked): BL-A= 1.63 IN <br /> Center Span Right End Reactions(Support B): <br /> Live Load: LL-Rxn-B= 7639 LB <br /> Dead Load: DL-Rxn-B= 22181 LB <br /> Total Load: TL-Rxn-B-= 29821 LB <br /> Bearing Length Required(Beam only, Support capacity not checked): • BL-B= 1.63 IN <br /> Beam Data: <br /> Center Span Length: L27- 34.0 FT <br /> Center Span Unbraced Length-Top of Beam: Lug-Top= 0.0 FT <br /> Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 34.0 FT <br /> Live Load Deflect. Critena: L/ 360 <br /> Total Load Deflect. Criteria: U 240 <br /> Center Span Loading: • <br /> Uniform Load: <br /> Live Load: wL-2= 80 PLF <br /> Dead Load: wD-2= 150 PLF <br /> Beam Sell Weight: BSW= 82 PLF <br /> Total Load: wT-2= 312 PLF <br /> Point Load 1 <br /> Live Load: PL1-2= 0 LB <br /> Dead Load: PD1-2= 17683 LB <br /> Location(From left end of span): X1-2= 22.2 FT <br /> Trapezoidal Load 1 <br /> Left Live Load: TRI-Left-1-2= 967 PLF <br /> Left Dead Load: TRD-Left-1-2= 363 PLF <br /> Right Live Load: TRI.-Right-1-2= 363 PLF <br /> Right Dead Load: TRD-Right-1-2" 967 PLF <br /> Load Start A-1-2= 22.2 FT <br /> Load End: B-1-2= 34.0 FT <br /> Load Length: C-1-2= 11.8 FT <br /> Properties for: W14x82/A36 <br /> Yield Stress: Fv= 36 KSI <br /> Modulus of Elasticity: E= 29000 KSI <br /> Depth: d= 14.31 N <br /> Web Thickness: tw= 0.51 N <br /> Flange Width: bf= 10.13 N <br /> Flange Thickness: tf= 0.88 N <br /> Distance to Web Toe of Fillet: k= 1.63 N <br /> Moment of Inertia About X-X Axis: Ix= 882.00 N4 <br /> Section Modulus About X-X Axis: Sx= 123.00 N3 <br /> Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 2.74 N <br /> Design Properties per AISC Steel Construction Manual: <br /> Flange Buckling Ratio: FBR= 5.92 <br /> Allowable Flange Buckling Ratio; AFBR= 10.83 <br /> Web Buckling Ratio: WBR= 28.06 <br /> Allowable Web Buckling Ratio: AWBR= 106.67 <br /> Controlling Unbraced Length: Lb= 0.0 FT <br /> Limiting Unbraoed Length for Fb=.66*Fy: Lc= 10.69 FT <br /> Allowable Bending Stress: Fb= 23.76 KSI <br /> Web Haight to Thickness Ratio: h/tvr 24.71 <br /> Limiting Web Height to Thickness Ratio for Fv=.4"Fy: • hftw-Limit= 63.33 <br /> Allowable Shear Stress: Fv= 14.4 KSI <br /> Design Requirements Comparison: <br /> Nominal Moment Strength: Mr= 243540 FT-LB <br /> Controlling Moment M= 236842 FT-LB <br /> 22.1 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 Shear Strength: Vr= 105093 LB <br /> Maximum Shear: v= 29821 LB <br /> 34.0 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 /> Moment of Inertia: lreq= 854.9 IN4 <br /> 2f <br />