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Steel Column <br />LIC# : KW-06014491, Build:20.24.06.04 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:HSS Post for Gate <br />Project File: St Andrew Site Upgrades.ec6 <br />Project Title:Saint Andrew Accessibility Upgrades <br />Engineer:NN <br />Project ID:24-7734 <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 Free, Bottom FixedAnalysis Method : <br />8.0Overall 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 = 8 ft, K = 2.1 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 8 ft, K = 2.1 <br />Brace condition : <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 219.246 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 8.0 ft, D = 0.50 k <br />BENDING LOADS . . . <br />Moment acting about X-X axis at 3.0 ft, D = 4.0, W = 9.776 k-ft <br />Lat. Point Load at 3.0 ft creating Mx-x, L = 0.250, W = 1.451 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.2684 <br />Location of max.above base 2.953 ft <br />0.8631 k <br />185.467 k <br />14.502 k-ft <br />Load Combination +1.20D+0.50L+W <br />Load Combination +1.20D+0.50L+W <br />54.510 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />1.576 k <br />0.02202 : 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 />54.510 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 1.451 k <br />Maximum Load Deflections . . . <br />Along Y-Y -0.2463 in at 8.0 ft above base <br />for load combination :+D+0.60W <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination : <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 ftft0.105 2.41 1.00 88.42 88.42 <br />+1.20D+1.60L PASS PASS2.95 0.006 0.00 ftft0.090 2.41 1.00 88.42 88.42 <br />+1.20D+0.50L PASS PASS2.95 0.002 0.00 ftft0.090 2.41 1.00 88.42 88.42 <br />+1.20D+0.50W PASS PASS2.95 0.010 0.00 ftft0.179 2.41 1.00 88.42 88.42 <br />+1.20D+0.50L+W PASS PASS2.95 0.022 0.00 ftft0.268 2.41 1.00 88.42 88.42 <br />+0.90D+W PASS PASS2.95 0.020 0.00 ftft0.246 2.41 1.00 88.42 88.42 <br />+0.90D PASS PASS0.00 0.000 0.00 ftft0.068 2.41 1.00 88.42 88.42 <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 0.719 4.000 <br />+D+L 0.719 0.250 3.250 <br />+D+0.750L 0.719 0.188 3.438 <br />+D+0.60W 0.719 0.871 7.254 <br />+D+0.750L+0.450W 0.719 0.840 5.878 <br />+0.60D+0.60W 0.432 0.871 5.654 <br />P1.44 <br />1700 E St Andrew Pl - <br />ADA Upgrades12/2/2024