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Multi-Loaded Beam(AISC 9th Ed ASO I Ver:8.00.81 <br /> By:.,Anew Building Center on:10-04-2008:1028:59 AM <br /> Protect:ORONO-Location: <br /> Summery: <br /> A992-50 W 12x45 x 20.0 FT <br /> Section Adequate By:38.9% Controlling Factor:Moment of inertia <br /> Center Span Deflections: DLD. gm= 0.21 IN <br /> Dead Load: dIN LLD-Center= 0.27 =11874 <br /> Load:dd:Live TLD-Canter= 0.48 IN=U500 <br /> Total <br /> Center Span Left End Reactions(Support A): LL-Rxn A= 8414 LB Live Load: DLA= 6199 LB <br /> Total Load: <br /> DeadLoad: TL-Rwn-A= 1481133 LB <br /> IN <br /> Bearing Length Required(Beam only,support capacity not checked): <br /> Center Span Right End Reactions(Support B): LL-fbnktn-B= 7188 LB <br /> Live Load: DL-Rxn-B= 5435 LB <br /> Total Load: � <br /> DeadLoad: TL- -9 12801 LB <br /> Beefing Length Required(Beam only,support capacity not checked): BL-B= 1.08 IN <br /> Beam Data: L2= 20.0 FT <br /> Center Span Length: Lug TL2= 0.0 FT <br /> Center Span Unbraced Length-Top of Bum: Lu2-Battom= 20.0 FT <br /> Center Span Unbraced Length-Bottom of Beam: <br /> Live Load Deflect.Criteria: ULi 480 <br /> 380 <br /> Total Load Deflect.Criteria: <br /> Center Span Loading: <br /> Uniform Load:• yyL PLF <br /> Dead Load:Live Load: vwD-2= 184 PLF <br /> Be <br /> Beam Self Weight BSW= 45 PLF <br /> Total Load: wT-2= 309 PLF <br /> Point Load 1 PL1 Zpgp LB <br /> Live Load: <br /> Dead Load: P01-2= 1274 LB Location(From tett end of span): X1-2= 4.0 FT <br /> Trapezoidal Load I TRI-Lett-1- PLF <br /> Left Live Load: TRD-Left-1-2= 289 PLF <br /> RigghttDe <br /> LeftDeadivLoad:a Load: TRL-Right-1-2= 595 PLF <br /> TRD.Rlght-1 2= 289 PLF <br /> Right Dead Load: A-l-2 0.0 FT <br /> Load End: B-1-2= <br /> Load Start:nd: B-1 2= 20.0 FT <br /> Load Length: C-1-2= 20.0 FT <br /> Properties for:W12x45/A902-50 50 KSI <br /> E 29000 KSI <br /> Yield Stress: <br /> Modulus of Elasticity: 12.00 IN <br /> Depth: IN <br /> Web Thickness: t 0.344 N <br /> Flange Width: fIN <br /> Flange Thickness: lc= 1= 0.588 IN <br /> Distance to Web Toe of Fillet I 34808 IN4 <br /> Moment of Inertia About X-X Ards: S� 58.70 IN4 <br /> Section Modulus About X-X Axis: 2.15 IN <br /> Radius of Gyration of Comoresebng <br /> n Flae+l/3 of Web: <br /> Design Properties oar AISC Steel Construction Manual: <br /> Flange BucklingFIR= 7.00 <br /> Ratio: BR= 0 <br /> BR= 36.00 <br /> Allowable Fianna Budding Radio: AF <br /> o: 9.19 <br /> Web BuckNng Ratio: AWBR36.0 <br /> Moweble Web Buckling Ratio: Lbs 0.0 FT <br /> 1 <br /> Controlling Untraced Length: <br /> Llrnliing Unbraced Length for Ft5.68'Fy: Lca 7.21 <br /> 33.0 FT <br /> c= <br /> Allowable Bending Stress: [bw 32.57 <br /> KSI <br /> Web Height to Thickness Ratio: gyp. 32.57 <br /> Limiting Web Heloht to Thickness Ratio for Fv= Fie 20.0 KSI <br /> Allowable Shear Stress: <br /> Design Requirements Comparison: M= 86548 FT-LB <br /> Controlling Moment: <br /> 9.4 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 Mr= 158675 FT-LB <br /> Nominal Moment Strength: 14813 LB <br /> Controlling Shear. <br /> At left support of span 2(Center Span) <br /> Critical shear created by combining ail dead bads and live loads on span(s)2 80802 LB <br /> Nominal Sheer Strength: ire Vr=rer. 250.54 LB <br /> Moment of Inertia(Deflection): 1N4 <br /> I= 348.00 IN4 <br /> t A aztre•oN wdt : 1 LOO .0/18J <br />