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Steel Column <br />LIC# : KW-06014491, Build:20.24.06.04 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Fence Post <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 :HSS4x4x5/16 <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 : 118.229 lbs * Dead Load Factor <br />BENDING LOADS . . . <br />Lat. Uniform Load creating Mx-x, W = 0.1040 k/ft <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.1740 <br />Location of max.above base 0.0 ft <br />0.1419 k <br />50.596 k <br />-3.328 k-ft <br />Load Combination +1.20D+W <br />Load Combination +1.20D+W <br />19.286 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.8320 k <br />0.02209 : 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 />19.286 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 0.8320 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.3456 in at 8.0 ft above base <br />for load combination :W Only <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination : <br />37.672 <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 ftft0.003 2.33 1.00 135.30 135.30 <br />+1.20D PASS PASS0.00 0.000 0.00 ftft0.003 2.33 1.00 135.30 135.30 <br />+1.20D+0.50W PASS PASS0.00 0.011 0.00 ftft0.088 2.33 1.00 135.30 135.30 <br />+1.20D+W PASS PASS0.00 0.022 0.00 ftft0.174 2.33 1.00 135.30 135.30 <br />+0.90D+W PASS PASS0.00 0.022 0.00 ftft0.174 2.33 1.00 135.30 135.30 <br />+0.90D PASS PASS0.00 0.000 0.00 ftft0.002 2.33 1.00 135.30 135.30 <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 0.118 <br />+D+0.60W 0.118 0.499 -1.997 <br />+D+0.450W 0.118 0.374 -1.498 <br />+0.60D+0.60W 0.071 0.499 -1.997 <br />+0.60D 0.071 <br />W Only 0.832 -3.328 <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 0.118 <br />P1.34 <br />1700 E St Andrew Pl - <br />ADA Upgrades12/2/2024