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Steel Column <br />LIC# : KW-06019549, Build:20.25.04.16 SHEHZAD KHALIQ STRUCTURAL ENGINEER (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:col <br />Project File: santa ana portola.ec6 <br />Project Title: <br />Engineer: <br />.Code References <br />Calculations per AISC 360-16, IBC 2021 <br />Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) <br />General Information <br />Steel Stress Grade <br />Analysis Method : <br />2Overall Column Height <br />Top & Bottom FixityAllowable Strength <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS3x3x3/16 <br />46 <br />ft <br />E : Elastic Bending Modulus <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 13.702 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 2.0 ft, D = 1.10, LR = 1.30 k <br />BENDING LOADS . . . <br />Lat. Point Load at 2.0 ft creating Mx-x, E = 0.9440 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.3030 <br />Location of max.above base 0.0 ft <br />1.114 k <br />52.060 k <br />-1.322 k-ft <br />Load Combination +D+0.70E <br />Load Combination +D+0.70E <br />4.522 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.6608 k <br />0.04637 : 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 />4.522 k-ft <br />0.0 k-ft <br />Pa : Axial <br />Pn / Omega : Allowable <br />Ma-x : Applied <br />Mn-x / Omega : Allowable <br />Ma-y : Applied <br />Mn-y / Omega : Allowable <br />Va : Applied <br />Vn / Omega : Allowable <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 0.9440 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.06067 in at 2.0 ft above base <br />for load combination :E Only <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination : <br />14.252 <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 />D Only PASS PASS0.00 0.000 0.00 ftft0.021 1.00 1.00 0.00 0.00 <br />+D+Lr PASS PASS0.00 0.000 0.00 ftft0.046 1.00 1.00 0.00 0.00 <br />+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.040 1.00 1.00 0.00 0.00 <br />+0.60D PASS PASS0.00 0.000 0.00 ftft0.013 1.00 1.00 0.00 0.00 <br />+D+0.70E PASS PASS0.00 0.046 0.00 ftft0.303 1.00 1.00 0.00 0.00 <br />+D+0.5250E PASS PASS0.00 0.035 0.00 ftft0.230 1.00 1.00 0.00 0.00 <br />+0.60D+0.70E PASS PASS0.00 0.046 0.00 ftft0.299 1.00 1.00 0.00 0.00 <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 1.114 <br />+D+Lr 2.414 <br />+D+0.750Lr 2.089 <br />+0.60D 0.668 <br />+D+0.70E 1.114 0.661 -1.322 <br />+D+0.5250E 1.114 0.496 -0.991 <br />+0.60D+0.70E 0.668 0.661 -1.322 <br />pg056