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Steel Column <br />LIC# : KW-06015581, Build:20.23.08.30 HSA & ASSOCIATES INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:STEEL COL - ECCENTRIC LOADING <br />Project File: OLIVE CREST - SHEAR ALL REMOVAL.ec6 <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 : IBC 2021 <br />General Information <br />Steel Stress Grade <br />Top & Bottom PinnedAnalysis Method : <br />12.0Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :W6x15.5 <br />50.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 12.0 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 12.0 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 : 186.267 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />2ND LEVEL NEW ECCENTRIC LOADS: Axial Load at 12.0 ft, Yecc = 4.750 in, D = 7.70, L = 9.320 k <br />CONCENTRIC LOADS: Axial Load at 12.0 ft, D = 16.020, LR = 5.625, L = 9.90 k <br />ADDITIONAL CONCRETE LOAD: Axial Load at 12.0 ft, D = 11.0 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.9648 <br />Location of max.above base 11.919 ft <br />75.452 k <br />100.386 k <br />-9.496 k-ft <br />Load Combination +1.20D+0.50Lr+1.60L <br />Load Combination +1.20D+0.50Lr+1.60L <br />17.119 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.7967 k <br />0.01883 : 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 />39.586 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 0.5614 k <br />Bottom along Y-Y 0.5614 k <br />Maximum Load Deflections . . . <br />Along Y-Y -0.1243 in at 7.007 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 />42.30 <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 PASS11.92 0.008 0.00 ftft0.582 1.66 1.00 56.05 98.89 <br />+1.20D+0.50Lr+1.60L PASS PASS11.92 0.019 0.00 ftft0.965 1.66 1.00 56.05 98.89 <br />+1.20D+1.60L PASS PASS11.92 0.019 0.00 ftft0.937 1.66 1.00 56.05 98.89 <br />+1.20D+1.60Lr+0.50L PASS PASS11.92 0.011 0.00 ftft0.725 1.66 1.00 56.05 98.89 <br />+1.20D+1.60Lr PASS PASS11.92 0.007 0.00 ftft0.588 1.66 1.00 56.05 98.89 <br />+1.20D+0.50L PASS PASS11.92 0.011 0.00 ftft0.636 1.66 1.00 56.05 98.89 <br />+1.20D PASS PASS11.92 0.007 0.00 ftft0.499 1.66 1.00 56.05 98.89 <br />+1.20D+0.50Lr+0.50L PASS PASS11.92 0.011 0.00 ftft0.664 1.66 1.00 56.05 98.89 <br />+0.90D PASS PASS11.92 0.005 0.00 ftft0.374 1.66 1.00 56.05 98.89 <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 0.25434.906 -0.254 <br />+D+L 0.56154.126 -0.561 <br />+D+Lr 0.25440.531 -0.254 <br />+D+0.750Lr+0.750L 0.48553.540 -0.485 <br />+D+0.750L 0.48549.321 -0.485 <br />HSA & ASSOCIATES 02/27/2025 Page 15 <br />2130 E 4th St - REV <br />13/10/2025