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Steel Column <br />LIC# : KW-06014491, Build:20.24.07.08 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Post <br />Project File: ENERCALC_20 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />.Code References <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Steel Stress Grade <br />Top Free, Bottom FixedAnalysis Method : <br />3.5Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :Pipe1-1/2 x-Strong <br />35.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 3.5 ft, K = 1.20 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 3.5 ft, K = 1.20 <br />Brace condition : <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 12.796 lbs * Dead Load Factor <br />BENDING LOADS . . . <br />Lat. Point Load at 3.50 ft creating Mx-x, L = 0.20 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.7775 <br />Location of max.above base 0.0 ft <br />0.01536 k <br />22.239 k <br />-1.120 k-ft <br />Load Combination +1.20D+1.60L <br />Load Combination +1.20D+1.60L <br />1.441 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.320 k <br />0.04064 : 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 />1.441 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 0.20 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.4555 in at 3.50 ft above base <br />for load combination :+D+L <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination : <br />7.875 <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 ftft0.001 1.67 1.00 82.62 82.62 <br />+1.20D+1.60L PASS PASS0.00 0.041 0.00 ftft0.778 1.67 1.00 82.62 82.62 <br />+1.20D+L PASS PASS0.00 0.025 0.00 ftft0.486 1.67 1.00 82.62 82.62 <br />+1.20D PASS PASS0.00 0.000 0.00 ftft0.001 1.67 1.00 82.62 82.62 <br />+0.90D PASS PASS0.00 0.000 0.00 ftft0.001 1.67 1.00 82.62 82.62 <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 0.013 <br />+D+L 0.013 0.200 -0.700 <br />+D+0.750L 0.013 0.150 -0.525 <br />+0.60D 0.008 <br />L Only 0.200 -0.700 <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 0.013 <br />Minimum"0.200 -0.700 <br />MaximumReaction, X-X Axis Base 0.013 <br />P1.49 <br />1700 E St Andrew <br />Pl10/8/2024