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Paqe:2 <br />Multi-Span Floor Beamf AISC 91h Ed ASD 1 Ver: 5.02 <br />BY Peter Chopelas , Chopelas 8 Associales Inc. on: 04-16•2003 : 1:78:46 PM <br />Project: CHRGHHLL - Location: CANTALVER DECK BEAMS <br />Depth: d= <br />Web Thickness: h^'= <br />Flanqe Widih: bf= <br />Flange Thickness: . t�- <br />Distance tc Web Toe o( Fillet: k= <br />Moment of Inertia About X-X Axis: Ix= <br />Sectian Modulus About X-X Axis: Sx= <br />Radius of Gvration of Compression Flanqe + 1/3 of Web: rt= <br />Design Properties per AISC 3teel Construdion Manual <br />Flanqe Bucklinp Ratio: FBR= <br />Allowable Flanqe Buckling Ratio: AFBR= <br />Web Bucklinq Ratio: WBR= <br />Allowab�e Web Bucklinq Ralio: AWBR= <br />Controllinq Unbraced Length: Lb= <br />Limitinq Unbraced Lenalh for Fb=.66'Fv: Lc= <br />Limilinp Unbraced Lenath for Fb=.6'Fy wl ^b: Lu= <br />Moment Gradient Bendinq Cocfficient: Cb= <br />Allowable fb per ASD Eqn Ft-6: Fi-6= <br />Allowable Ib per ASD Eqn Ft-7: F1-7= <br />Allowable fb per ASD Eqn F7-8: Ft-8= <br />E-lastic Limit of ASD Eqn F1-6: EL1-6= <br />Aliowable Bendinp Stress: Fb= <br />Web Heipht to Thickness Ratio: hlhv= <br />Limitinp Web Heiqht to Thickness Falio for Fv=.4'Fy: h/tw-Limit= <br />Allowable Shear Stress: F�= <br />Design Requirements Comparison: <br />Nominal Moment Sirength: Mr- <br />Controllinp hloment: M= <br />Over Ripht Support ot Span 1(LeR Span) <br />Critical moment created by combining ail dead loads and �ive loads on span(s) 1, 2, 3 <br />Nominal Shear Strength: Vr- <br />Maximum Shear: �_ <br />Al left su000A of span 3(Ripht Span) <br />Crilicai shear created by combining ali dead loads and live loads on span(s) 1, 2 <br />Moment of Inertia: Ireq= <br />1= <br />72.50 <br />0.30 <br />6.56 <br />0.52 <br />1.00 <br />285.00 <br />45.60 <br />1.74 <br />IN <br />IN <br />IN <br />IN <br />IN <br />IN4 <br />IN3 <br />IN <br />6.31 <br />10.83 <br />41.67 <br />106.67 <br />13.0 FT <br />6.92 FT <br />7.72 FT <br />1.0 <br />17.t9 :<SI <br />27.75 KSI <br />20.99 KSI <br />17.26 FT <br />20.99 KSI <br />38.2 <br />63.33 <br />14.4 KS� <br />%9770 FT-LB <br />-61263 FT-LB <br />54000 LB <br />10735 LB <br />203.7 IN4 <br />285.0 IN4 <br />