Laserfiche WebLink
061 1���- _ ( Lv.v,) <br /> f ly i (ytcL - <br /> Multi-Loaded <br /> Page:2 <br /> BeamAM' <br /> AISC 9th Ed ASD 1 Ver:6.00.81 Multi-Loaded Beam(AISC Ed ASD 1 Ver:6.00.81 <br /> By: . ,Arrow Building Center on: 10-09-2006 : 1:41:26 PM By: . ,Multi-Loaded <br /> Building Center 9th Ed A 2006 : :6 0 . PM <br /> Project:STRONG ARM-Location: Project:STRONG ARM-Location: <br /> Summary: Load Start: A-2-2= 7.0 FT <br /> A992-50 W12x30 x 26.0 FT(10+ 16) Load Sta d: B-2-2= 16.0 FT <br /> Section Adequate By:26.8% Controlling Factor: Moment Load EeC-2-2= 9.0 FT <br /> Left Span Deflections: Properties for:W12x30/A992-50 <br /> Dead Load: DLD-Left= 0.02 IN Yield Stress: Fy= 50 KSI <br /> Live Load: LLD-Left= 0.04 IN= U2870 d Stress: <br /> s Elasticity: E= 29000 KSI <br /> Total Load: TLD-Left= 0.06 IN= L/2090 ModulusMoud= 00 K <br /> IN - <br /> Center span Load:ons: DepthWeb Thickness: tw= 0.26 IN <br /> Dead DLD-Center- 0.03 IN Flange Width: bf= 6.52 IN <br /> Live Load: LLD-Center- 0.12 IN = L/1618 6 • I• <br /> Flange Thickness: t- 3.44 :N <br /> fotai Load: '"'"`' '""- "'''' I��= LI':324 Distance to Web Toe of Fillet: k= 0.74 IN <br /> LiLeft End Reactions(Support A): LL-Rxn-A= 5064 LB Moment of Inertia About X-X Axis: Ix= 238.00 IN4 <br /> Dead <br /> ea Load: Section Modulus About X-X Axis: Sx= 38.60 IN3 <br /> TotalLoad: DL-Rxn-A= 21452LB <br /> Total Load: TL-Rxn-A= 7209 LB Radius of Gyration of Compression Flange+ 1/3 of Web: rt= 1.73 IN <br /> Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -224 LB Design Properties per AISC Steel Construction Manual: <br /> Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.74 IN Flange Buckling Ratio: FBR= 7.41 <br /> Center span Left End Reactions(Support B): Allowable Flange Buckling Ratio: AFBR= 9.19 <br /> Live Load: LL-Rxn-B= 18317 LB Web Buckling Ratio: WBR= 47.46 <br /> Dead Load: DL-Rxn-B= 9408 LBAllowable Web Buckling Ratio: AWBR= 90.51 <br /> Total Load: TL-Rxn-B= 27725 LB Controlling Unbraced Length: Lb= 16.0 FT <br /> support Capacity not checked): 0.74 IN Limiting Unbraced Length for Fb=.66*Fy: Lc= 5.84 FT <br /> Bearing Length Required (Beam only, p YBL-B= Limiting Unbraced Length for Fb=.6*Fy w/Cb: Lu= 7.75 FT <br /> LiCenter span Load:oad End Reactions(Support C): LL-Rxn-C= 6347 LB Moment Gradient Bending Coefficient: Cb= 1.0 <br /> Dead <br /> ea Allowable fb per ASD Eqn F1-6: F1-6= 13.21 KSI <br /> TotalLoad: DL-Rxn-C= 21284LB Allowable fb per ASD Eqn F1-7: F1-7= 13.8 KSI <br /> Total Load: TL-Rxn-C= 8475 LB <br /> Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.74 IN Allowable fb per ASD Eqn F1-8: F1-8= 14.53 KSI <br /> Dead Load Uplift F.S.: FS= 1.5 Elastic Limit of ASD Eqn F1-6: EL1-6= 14.56 FT <br /> Allowable Bending Stress: Fb= 14.53 KSI <br /> Left <br /> Data:eft Span Length: L1=' 10.0 FT Web Height to Thickness Ratio: h/tw= 44.08 <br /> Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Limiting Web Height to Thickness Ratio for Fv=.4*Fy: h/tw-Limit= 53.74 <br /> Lu1-Bottom= 10.0 FT Allowable Shear Stress: Fv= 20.0 KSI <br /> Centeerr span Length: <br /> Left Span Unbraced Length Bottom of Beam: L2= 16.0 FT Design Requirements Comparison: <br /> Controlling Moment: M= -36854 FT-LB <br /> Center span Unbraced Length-Top of Beam: ' Lu2-Top= 0.0 FT Over left support of span 2(Center Span) <br /> Center span Unbraced Length Bottom of Beam: Lu2-Sotto L/ 480 16.0 FT Critical moment created by combining all dead loads and live loads on span(s) 1,2 <br /> Totale Load Deflect.eecCriteria:teiL/ 360 Nominal Moment Strength: Mr- 46738 FT-LB <br /> Lefingd Deflect.Criteria: Controlling Shear: V= 16706 LB <br /> Uniform Span Loading: At right support of span 1 (Left Span) <br /> Load: wL-1= 280 PLF Critical shear created by combining all dead loads and live loads on span(s) 1,2 <br /> Dead Load: wD-1= 136 PLF Live Load: Nominal Shear Strength: Vr= 64168 LB <br /> Beam Self Weight: BSW= 30 PLF Moment of Inertia(Deflection): Iraq= 70.59 IN4 <br /> Total Load: wT-1= 446 PLF 1= 238.00 IN4 <br /> Point Load 1 <br /> Live Load: PL1-1= 7166 LB <br /> Dead Load: • PD1-1= 5435 LB <br /> Location(From left end of span): X1-1= 6.5 FT <br /> Trapezoidal Load 1 <br /> Left Live Load: TRL-Left-1-1= 400 PLF <br /> Left Dead Load: TRD-Left-1-1= 120 PLF <br /> Right Live Load: TRL-Right-1-1= 400 PLF <br /> Right Dead Load: TRD-Right-1-1= 120 PLF <br /> Load Start: A-1-1= 0.0 FT <br /> Load End: B-1-1= 10.0 FT <br /> Load Length: C-1-1= 10.0 FT <br /> Center span Loading: <br /> Uniform Load: <br /> Live Load: • wL-2= 280 PLF <br /> Dead Load: wD-2= 136 PLF <br /> Beam Self Weight: BSW= 30 PLF <br /> Total Load: wT-2= 446 PLF <br /> • <br /> I rapezoicial Load 1 <br /> Left Live Load: TRL-Left-1-2= 400 PLF <br /> Left Dead Load: TRD-Left-1-2= 120 PLF <br /> Right Live Load: TRL-Right-1-2= 400 PLF <br /> Right Dead Load: TRD-Right-1-2= 120 PLF <br /> Load Start: A-1-2= 0.0 FT <br /> Load End: B-1-2= 7.0 FT <br /> Load Length: C-1-2= 7.0 FT <br /> Trapezoidal Load 2 • <br /> Left Live Load: TRL-Left-2-2= 700 PLF <br /> Left Dead Load: - TRD-Left-2-2= 210 PLF <br /> Right Live Load: TRL-Right-2-2= 700 PLF • <br /> Right Dead Load: TRD-Right-2-2= 210 PLF <br />