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. Pa�te:2 <br /> • Multi-L+o�aded Q�mf AISC 9th Ed ASD 1 Ver:5.05 <br /> By:Jeff Johnson, DFP PLANNING�DESIGN on:03-14-2003:09:50:28 AM <br /> Project 202388-Location: IXIST <br /> E�npe Width: hf= 525 IN <br /> FlarWe Thicicn�s: tf= 0.33 IN <br /> pishdnce to Web Toe of Fillet k= 0.75 IN <br /> AAome�t af Inertia About X X A�ds: hc= 61.90 I(U4 <br /> S�tion Modulus About X-X A�ds: S�c= 15.20 IN3 <br /> Radius of Gyr€rtion of Compression Flanqe+ 1/3 of W�: rt= 9.39 tN <br /> pesign Properties per AtSC St�l Construcfion Manual: <br /> Flange Buckling Ratio: FBR= 7.95 <br /> Altowable Flange Buclding Ra#io: AFBR= 10.83 <br /> Web Bucklinq Ratio: WBR= 35.39 <br /> Atlov�rable Web BucklinA Ratio: AWBR= 1t}8.67 <br /> Controlling Unbraced Len�th: Lb= 11_0 FT <br /> Limitin�Unbrac�d Lenqth for Fb=.66`FY Lc= 5.54 FT <br /> Limitinq Unbrac�d Lenpth#or Fb=.6*Fy w►1 Cb: ��= 9•8� �T <br /> Moment Gradierit BendinA Coefficierrt Cb= 1_0 <br /> AHawable fb per ASD Eqn�1-6: F1-6= 46.36 KSt <br /> All�nrable fb per ASD Eqn F1 7: F1-7= 18.85 KSI <br /> Alfowable fb per ASD Eqn F1-8: F'I-� 19.35 KSl <br /> Elastic Limit of ASD Eqn F1-S: EL1-6= 93.79 FT <br /> Allowable Bendin�Stre.ss: Fb= 19.35 KSI <br /> Web He1S�#�t to Thickne.ss Ra�o; h/tu� 32.52 <br /> Limitiny Web Heii�ht to Thickne.ss Ratio for Fv=.4*Fy. h/iw-Limit= 63.33 <br /> Alfawable Shear Stress: �'v= 14.4 KSI <br /> Design Reqe�irements Comparison: <br /> ControUinp Momen� M= 28895 FT-LB <br /> Over right support a�span 1 (Left Span9 <br /> Critical momerrt created by combining a!1 dead I�ads and live I�ds on s�n(s)9,2 <br /> Nominal Al�Om�t Strengifi: Mr- 245p9 FT LB <br /> Controllinp Shear: Y= 16467 LB <br /> 11.0 Ft from left support of span 3(Ripht Span) <br /> Critical sh�r creat�l by combining all dead l�ats and live loa�ds on span(s)1,2 <br /> Nominal Shear Strenqth: Vr- 26960 LB <br /> Mloment of Inertia(D�Fledion): lr�= 25.69 IN4 <br /> 1= 61.90 IN4 <br />