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Steel Column <br />LIC# : KW-06014491, Build:20.23.07.20 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E) Column Roof <br />Project File: saint andrew (Melqartengineer5@outlook.com).ec6 <br />Project Title:Saint Andrew <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 : IBC 2021 <br />General Information <br />Steel Stress Grade <br />Top & Bottom PinnedAnalysis Method : <br />12.50Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :W10x33 <br />36.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 12.5 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 12.5 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 : 413.161 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 12.50 ft, D = 26.439, L = 23.538 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.3043 <br />Location of max.above base 0.0 ft <br />69.883 k <br />229.658 k <br />0.0 k-ft <br />Load Combination +1.20D+1.60L <br />Load Combination 0.0 <br />37.80 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.0 k <br />0.0 : 1 <br />Location of max.above base 0.0 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 />96.269 k-ft <br />0.0 k-ft <br />Maximum Load Reactions . . <br />Top along X-X 0.0 k <br />Bottom along X-X 0.0 k <br />Top along Y-Y 0.0 k <br />Bottom along Y-Y 0.0 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.0 in at 0.0 ft above base <br />for load combination : <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination : <br />0.0 <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/Ry KyLy/Rx <br />+1.40D PASS PASS0.00 0.000 0.00 ftft0.164 1.00 1.00 35.80 77.32 <br />+1.20D+1.60L PASS PASS0.00 0.000 0.00 ftft0.304 1.00 1.00 35.80 77.32 <br />+1.20D+0.50L PASS PASS0.00 0.000 0.00 ftft0.192 1.00 1.00 35.80 77.32 <br />+1.20D PASS PASS0.00 0.000 0.00 ftft0.140 1.00 1.00 35.80 77.32 <br />+0.90D PASS PASS0.00 0.000 0.00 ftft0.105 1.00 1.00 35.80 77.32 <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 26.852 <br />+D+L 50.390 <br />+D+0.750L 44.506 <br />+0.60D 16.111 <br />L Only 23.538 <br />k k-ft <br />Item <br />X-X Axis Reaction Y-Y Axis ReactionAxial Reaction <br />@ Base @ Top@ Base @ Base @ Top <br />Extreme Reactions <br />Extreme Value @ Base @ Base@ Top @ Top <br />Mx - End Moments My - End Moments <br />MaximumAxial @ Base 50.390 <br />Minimum"16.111 <br />MaximumReaction, X-X Axis Base 26.852 <br />P1.27P1.27 <br />1700 E St Andrew Pl - 101118387, <br />20182190, 30146952 & 40138878 <br />6/5/2024