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Paqe: 2 <br /> Mulli-Loaded Beamf AISC 9fh Ed ASD 1 Ver:7.01.12 <br /> By: Rick Heide, PE . Desipn Build Services, Inc. on: 10-15-2007 : 08:54:55 A6A <br /> � roject: `s231 LOMBARD- Location: b3 garage beam-20 ft <br /> Flanqe Thickness: tf= 0.56 IN <br /> Distance lo Web Toe of Fillel: . � k= 1.06 IN <br /> Moment ot Inertia About X-X Axis: � ' Ix= 272.00 IN4 <br /> Section Modulus About X-X Axis: Sz= 54.60 IN3 <br /> Radius of Gyration of Compression Flanqe+ 1/3 of Web: rl- 2.�� �N <br /> Design Properties per AISC S�eel Construclion Manual: <br /> Flanqe Bucklinq Ratio FBR= 8.93 <br /> Allowable Flanqe Buckling Rafio: AFBR= 9.19 <br /> Web Bucklinq Ratio: WBR= 29.41 <br /> Allowable Web Bucklinq Ratio: AWBR= 90.51 <br /> Controllinq Untraced Lenqth: Lb= 0.0 FT <br /> Limitinq Unbraced Lenn���for Fb=.66'Fy: Lc= 8.96 FT <br /> Allowable Bendinq S�ress: Fb= 33.0 KSI <br /> \Neb Heiqht to Thickness Ralio h/tw= 26.12 <br /> Limi�inq Web Heiqht lo Thickness Ratio for Fv=.4'Fy. h/tw-Limi1= 53.74 <br /> Allowable Shear Stress: . Fv= 20.0 KSI <br /> Design Requiremenls Comparison: <br /> Controllinp Moment: M= 100618 FT-LB <br /> 10.2 FI(rOm left SUpport Of span 2 (Cenlef Span) <br /> Critical moment created by combining all dead loads and live loads on span(s) 2 <br /> Nominal Moment Sirengih: Mr- 150150 FT-LB <br /> CoNrollinp Shear: V= 20313 LB <br /> 20.0 Fl from left support o(span 3!Riqhl Span) <br /> Critical shear created by combining all dead loads and live loads on span(s) 2 <br /> Nominal Shear Strenqth- Vr= 68000 LH <br /> h4oinenl c( Innrtin (Dellection). Ireq= 240A6 IIJ4 <br /> i= z�zoc ir� <br /> •,, <br />