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Mu15-Loaded ries AiSC 9th Ed A°' 1 Ver:5.05 <br /> BY:Jeff Johnson, DFP PLANNING&DESIGN on:08-19-2003: 11:44:35 AM <br /> oroiec -Location:GAR <br /> Summary: <br /> A36 W148 x 24.5 FT <br /> Seation Adequate By:7.1% Controlling Facto.: Moment <br /> Center S nefl a s: IN <br /> eer Soon cn , DL O-Center= '3- <br /> Dead Lorad: a i D Per:ler- 0.n " = 19506 <br /> TLive L.; a: rLD_Ce tom 0.71 3N=L1413 <br /> otal I oad: <br /> Center Roan ft End R t_tons(Support A): _ LB <br /> '� ?7 Left a�a_ LL-Rxn-Aa 980 "LB <br /> Live Load: _ 14018 i u <br /> _ Dead Load: ?L i n__ 14998 LB <br /> Total Load: -Pi <br /> � ? 3_A= 1.50 IN <br /> B #S3o ,moth Required(Beam ally, Support rapacity not checked): <br /> Center Span Right End Reactions(Support By: 980 LB <br /> Live Load: LL-l -8= <br /> Dead Load: DL l 1 z-8= 13851 LB <br /> Total Lam: TL-Rxn-E 14831 LB <br /> Bearing Length Required(Beam only, Support mtpacity not checked): BL-B= 1.50 IN <br /> Beam Data: 24.5 FT <br /> Center Span Length: L.2= <br /> Center Span Unbraced Length-Top of El- m: Lail--Top= 24.5 FT <br /> Center Span Unbraced Lens-Bottom of Seam: Lug-Bottom= 24.5 FT <br /> Live Load Deflect Criteria: Li `tou- <br /> To al Load Deflect. Criteria: Li 240 <br /> Center Span Loading: <br /> Uniform Load: <br /> a- <br /> live iLoad: wt.-2= 8u aLr <br /> Lid Lod: wDD-2= 30 PLF <br /> Beam Self Weight: SSW= 68 PLF <br /> Total Load: if-2= 178 PLF <br /> Point Load 1 <br /> Live Load: PL1-2= ii LB <br /> rad Load: PD1-2= 25468 LB <br /> Location(From left end of span): X1-2= 12.17 FT <br /> Properties for:W14x68iA36 <br /> Yield Sten: Fy= it) KS' <br /> KSf <br /> Modulus of Elasticity: E= 29000 <br /> Depth: d= 14.04 IN <br /> Web Thickness: tW 0.41 iN <br /> Flange Width: bf= 10.03 IN <br /> Flange Thickn : tf= 0.72 IN <br /> Distance to Web Toe of Fillet k= 1.51) IN <br /> Moment of inertia About X X As: be 723.00 1N4 <br /> Section Modulus About X-X Axis: Sx= 103.00 iN3 <br /> Radius of Gyration of Compression Flan 1P of Web: a= 2.71 IN <br /> Design Properties per A1SC Steel Construction Manual: <br /> Flange Buckling Ratio: FSR= 6.97 <br /> Allowable Flange Buckling Ratio: AFBR= 10.83 <br /> Web Rucklinp Ratio: WBR= 33.63 <br /> Allowable Web Buckling Ratio: AWBR= 106,67 <br /> Controlling Unbraced Length: Lb-- 24.5 FT <br /> Limiting Unbraced Length for Fb=.66 Fy: Lc 10.59 SFT <br /> a uniting Unbraced Len Length for Fb=6*F_t'al Cb: _u= 23.82 T' <br /> Moment Gradient Bending Coefficient-7 .. Cb 1.0 <br /> Allowable fb per ASD Egn F1-6: F1-6= 14.03 KSI <br /> Allowable fb ler ASD Egli F1-7: F1-7= 14.44 KSI <br /> Allowable fb per ASD Eon F1-8: F1-8= 21.0 KSI <br /> Elastic Limit of ASO Ego F1-6: EL 1-6= 26.88 FT <br /> Allowable Bending Stress: Fba- 21.0 KSI <br /> Web Height to Thickness Ratio: h/tw= 30.36 <br /> Limiting Web Height to Thickness Ratio for F a 4*Fy: hltw-Limit= 63.33 <br /> Allowable Shear Stress: Fva 14.4 KSI <br /> Design Requirements Comparison: <br /> Controlling Moment M= 188328 FT-LB <br /> 12.25 Ft from left sup of span 2(Center Span) <br /> Critical mo-pent created by combining all dead loads and(We loads on spans)2 <br /> Nominal Moment Strength: Mr= 180290 FT-LB <br /> Controlling Shear: V= 14998 LB <br /> At left supportof span 3(Right Span) <br /> Critical shear created by combining all dead loads and live loads on span(s)2 <br /> Nominal Sheer Strength: ztr= 83903 LB <br /> Moment of Inertia(Deflection): keg= 420.04 1N4 <br /> i= 723.00 IN4 <br />