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Steel Column <br />LIC# : KW-06014491, Build:20.24.03.04 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C1 <br />Project File: OC Probation.ec6 <br />Project Title:OC Probation <br />Engineer:LR <br />Project ID:23-12434 <br />Project Descr: <br />.Code References <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Steel Stress Grade <br />Top & Bottom PinnedAnalysis Method : <br />10.0Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS6x6x3/8 <br />46.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0 <br />Brace condition : <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 274.058 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 10.0 ft, D = 2.525, L = 2.457 k <br />BENDING LOADS . . . <br />Lat. Point Load at 8.0 ft creating Mx-x, E = 0.1110 k <br />Lat. Point Load at 8.0 ft creating My-y, E = 0.1110 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.02799 <br />Location of max.above base 0.0 ft <br />7.290 k <br />260.462 k <br />0.0 k-ft <br />Load Combination +1.20D+1.60L <br />Load Combination +1.20D+L+E <br />54.510 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.08880 k <br />0.001241 : 1 <br />Location of max.above base 8.054 ft <br />At maximum location values are . . . <br />: 1 <br />At maximum location values are . . . <br />k <br />Pu <br />0.9 * Pn <br />Mu-x <br />Vu : Applied <br />Vn * Phi : Allowable <br />0.9 * Mn-x : <br />0.9 * Mn-y : <br />Mu-y <br />54.510 k-ft <br />0.0 k-ft <br />Maximum Load Reactions . . <br />Top along X-X 0.08880 k <br />Bottom along X-X 0.02220 k <br />Top along Y-Y 0.08880 k <br />Bottom along Y-Y 0.02220 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.002039 in at 5.705 ft above base <br />for load combination :E Only <br />Along X-X 0.002039 in at 5.705 ft above base <br />for load combination :E Only <br />71.564 <br />. <br />Maximum Axial + Bending Stress Ratios Maximum Shear Ratios <br />Load Combination Stress Ratio Location Stress Ratio Status LocationStatus <br />Load Combination Results <br />Cbx Cby KxLx/Rx KyLy/Ry <br />+1.40D PASS PASS0.00 0.000 0.00 ftft0.015 1.42 1.42 52.63 52.63 <br />+1.20D+1.60L PASS PASS0.00 0.000 0.00 ftft0.028 1.42 1.42 52.63 52.63 <br />+1.20D+L PASS PASS0.00 0.000 0.00 ftft0.022 1.42 1.42 52.63 52.63 <br />+1.20D PASS PASS0.00 0.000 0.00 ftft0.013 1.42 1.42 52.63 52.63 <br />+0.90D PASS PASS0.00 0.000 0.00 ftft0.010 1.42 1.42 52.63 52.63 <br />+1.20D+L+E PASS PASS0.00 0.001 8.05 ftft0.022 1.42 1.42 52.63 52.63 <br />+0.90D+E PASS PASS7.99 0.001 8.05 ftft0.011 1.42 1.42 52.63 52.63 <br />. <br />k k-ft <br />Note: Only non-zero reactions are listed. <br />Load Combination <br />X-X Axis Reaction Y-Y Axis ReactionAxial Reaction <br />@ Base @ Top@ Base @ Base @ Top <br />Maximum Reactions <br />@ Base @ Base@ Top @ Top <br />Mx - End Moments My - End Moments <br />D Only 2.799 <br />+D+L 5.256 <br />+D+0.750L 4.642 <br />+0.60D 1.679 <br />+D+0.70E 0.0622.799 0.016-0.016 0.062 <br />+D+0.750L+0.5250E 0.0474.642 0.012-0.012 0.047 <br />P1.130 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024