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<br /> Muttl-Loaded Beam(AISC 9th Ed ASO 1 Ver:8.00.81
<br /> By: . ,Arrow Building Center on:01-29-2007:4:14:35 PM
<br /> Prolect:STRONGARM-Location:
<br /> Summary:
<br /> A992-50 W12x45 x 19.5 FT
<br /> Section Adequate By:252.4% Controlling Factor.Moment of Inertia
<br /> Center Span Deflections: DLD Center- 0.08 IN
<br /> L Dead oade Load:: LLD-Center= 0.10 IN=L/2331
<br /> Load: TLD-Center= 0.18 IN=L/1269
<br /> Total
<br /> Center Span Left End Reactions(Support A): LL-Rxn-A= 6349 t 8
<br /> Live Load: DL-Rxn-A= 3961 LB
<br /> ToDead Load:tel TL-Rxn-A= 10310 LB
<br /> Bearing
<br /> Length Required (Beam only,support capacity not checked): BL-A= 1.08 IN
<br /> Center Span Right End Reactions(Support B): LL Rxn-B= 1519 LB
<br /> Dead Load:Live Load: DL-Rxn-B= 1858 LB
<br /> Total Load: TL-Rxn-B= 3377 LB
<br /> Bearing Length Required(Beam only,support capacity not checked): BL-B= 1,08 IN
<br /> Beam Data: L2= 19.5 FT
<br /> Center Span Length: Lug-Top= 9.5 FT
<br /> Center Span Unbraced Length-TOO of Beam: Lu Lug- 19.54FT
<br /> .
<br /> CenteSpan Unbraced Length-Bottom of Beam:
<br /> FT
<br /> Live Load Deflect.Criteria: L/L/ 360
<br /> 80
<br /> Total Load Deflect.Criteria:
<br /> Center Span Loading:
<br /> Uniform Load: w1-2= 40 PLF
<br /> Dead Load:Live Load: wD-2= 92 PLF
<br /> D
<br /> Team SelfBSW= 45 PLF
<br /> Total Load:Weight: VT-2= 177 PLF
<br /> Point Load 1 PL1 2= 5492 LB
<br /> Dead Load:Live Load: P01-2= 2888 LB
<br /> Location(From left end of span): X1-2= 3.5 FT
<br /> Trapezoidal Load 1 DeadTRL-Lett-1-2= 458 PLF
<br /> Left Live Load: TIED-Left-1-2= 137 PLF
<br /> Left Load:DeadTRL-Right-1-2= 456 PLF
<br /> Right Live Load: TRD-Right-1-2= 137 PLF
<br /> Right Load: A_1.2= 0.0 FT
<br /> Load Start: B_1-2= 3.5 FT
<br /> Load Length:
<br /> Load End: C-1-2= 3.5 FT
<br /> Properties for:W12x45/A992-50KSI
<br /> Yield Stress: Fy= 50
<br /> Modulus of Elasticity: E= 29000 KSI
<br /> Death: tw= 0.34 N
<br /> d= 12.06 N
<br /> Web Thickness: bf= 8,04 N
<br /> Flange Width: 0.58 N
<br /> k=
<br /> Flange Thickness: lf=
<br /> Distance to Web Toe of Fillet: ix= 348.001.58 N N4
<br /> x
<br /> Moment of Inertia About X-X Axis: i = 57.70 N3
<br /> Section Modulus About X-X Axis: x= 2.15 N
<br /> Radius of Gyration of Compression Flange+ 1/3 of Web:
<br /> Design Properties per AISC Steel Construction Manual: FBR= 7.00
<br /> Flange Buckling Ratio: AFBR� 0
<br /> Allowable Flange Buckling Ratio: UFBR= 9.1939. 9
<br /> Web Buckling Ratio: AWBR= 0
<br /> Allowable Web Buckling Ratio: Lb' 90.51 FT
<br /> Controlling Unbraced Length: Lc= 0.0 FT
<br /> Limiting Unbraced Length for Fb=.66'Fy: c= 7.21 FT KSI
<br /> Allowable Bending Stress: Fh/tw= 32.5733.0
<br /> Web Height to Thickness Ratio: h/tw-h/ty 53.74
<br /> Limiting Web Height to Thickness Ratio for Fv=.4'Fy: Fit 20.0 KSI
<br /> Allowable Shear Stress:
<br /> Design Requirements Comparison: M= 31354 FT LB
<br /> Controlling Moment:
<br /> 3.51 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 = 158675 FT-LB
<br /> Nominal Moment Strength: Mrr 103107LB
<br /> Controlling Shear:
<br /> At left support of span 2(Center Span)
<br /> Critical shear created by combining all dead loads end live loads on span(s)2 = 60802 LB
<br /> Nominal Shear Strength: IrVrVr. 98.75 LB
<br /> Moment of Inertia(Deflecilon): la 348.00 1N4
<br /> 11 'd ZZtrtr'oN Wd99: 1 LOOZ 'OZ' geJ
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