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Columnf AISG 91h Ed ASD 1 Ver. 5.02 <br />BV: Peter Chopelas , Chopelas 8 Associates Inc. on: 04-16-2003 : 1:44�.17 Pt�i <br />Proiect� CHRCHHLL - Location: under each canlalever beam <br />Summary: <br />4 X a X 1/4 TS -ASTA1:�500 x 5.0 FT <br />Seclion Adequate Ry: 41.4% <br />Vertical Reactions: <br />Live: ' <br />Dead: <br />TotaC <br />/�ial Loads� <br />Live Loads: <br />Dead Loads: <br />Column Sel( Weight: <br />Total Loads: <br />Eccentricilv (X-X Ncis): <br />Eccentricily (Y-Y Axis): <br />Column Data: <br />Lenqth: <br />Maximum Unbraced Lenqth (X•X Axisl: <br />Maximum Unbraced Length (Y•Y Axis): <br />Column End Condition: <br />Column Bendinp Coefficient: <br />Properties for:4 X 4 X 1l4 TSIA500 <br />Steel Yield Strenpth: <br />Modulus of ElasliciN: <br />Column Section: (X-X Axis): <br />Column Section: (Y-Y Axis): <br />Column Wall Thickness: <br />Area: <br />Moment of Inertia (X-X Axis): <br />Moment of Inertia (Y-Y Ncis): <br />Section Modulus (X-X Axis): <br />Seclion Modulus (Y-Y /Ucis): <br />Radius ot Gvration (X•X Auis): <br />Radius of Gvration (Y-Y Axis): <br />Column Compression Calculations: <br />KL/r Ralio (X-X N�is): <br />KUr Ratio (Y-Y Ncis): <br />Conlrollinq Direction for Compression Calculalions: <br />Column Slenderness Ratio: <br />Allowable Compressive Stress: <br />Compressive Stress: <br />Column Bendinq Calculations: <br />Controllinp Load Case: Axial Total Load (D + L) <br />Eccentricib Momenl (X-X Axis): <br />Eccentricilv Momenl (Y-Y Ncis): <br />Bendinq Stress (X-X Axis): <br />Bendinq Stress (Y-Y Axis): <br />Flanqe Bucklinq Ralio: <br />Allowable Flanpe Bucklinp Ratio: <br />Allowable Bendinp Stress: <br />Combined Stress Calculations: <br />Eulers SUess (X-X Axis): <br />Euler's Stress (Y-Y Axis): <br />Usinp AISC Formula H1-1: <br />Usinp AISC Formula Ht-2: <br />Usinq AISC Formula Ht-3: <br />Controlling Combined Stress Facroc <br />VeA-LL-Rxn= 6900 Lf3 <br />Vert-DL-Rxn= 13561 LB <br />Vert-TL-Rxn= 20461 LB <br />PL= fi900 LB <br />PD= 13500 LB <br />CSW= 61 LB <br />PT= 20461 L8 <br />ex= 1.00 IN <br />ey= 1.00 I N <br />L= 5.0 FT <br />�= 5.0 FT <br />Ly= 5.0 FT <br />K= 1.0 <br />Cm= 1.0 <br />Fv= <br />E_ <br />dx= <br />dy= <br />t= <br />A= <br />Ix= <br />IY= <br />Sx= <br />SV= <br />rx= <br />�Y= <br />Kl.�c/rx= <br />KLy/ry= <br />Cc= <br />Fa= <br />fa= <br />Mx-ex= <br />My-eV= <br />fbx= <br />tbv= <br />FBR= <br />AFBR= <br />Fbx=Fby= <br />46 <br />29000 <br />4A0 <br />4.00 <br />025 <br />3.59 <br />8.2? <br />0.12 <br />4.11 <br />4.11 <br />1.51 <br />1.51 <br />KSI <br />KSI <br />IN <br />�;J <br />IN <br />IN2 <br />IN4 <br />IN4 <br />IN3 <br />IN3 <br />IN <br />IN <br />39.7 <br />39.7 <br />(Y-Y Axisl <br />111.6 <br />24006 PSI <br />5699 PSI <br />20461 IN-LB <br />20461 IN-�_8 <br />4978 PSI <br />4978 PSI <br />16.00 <br />28.01 <br />30 KSI <br />Fex'= 94581 PSI <br />Fev'= 94581 PSI <br />CSF(1)= 0.59 <br />CSF(2)= 0.53 <br />CSF(31= 0.57 <br />CSF(1) Controls <br />