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Steel Column <br />LIC# : KW-06014491, Build:20.24.07.08 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:P1 <br />Project File: Probation St Andrew.ec6 <br />Project Title:Probation St Andrew <br />Engineer:NN <br />Project ID:23-12434 <br />Project Descr: <br />.Code References <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-22 / IBC 2024 (L<=100psf) <br />General Information <br />Steel Stress Grade <br />Top & Bottom PinnedAnalysis Method : <br />38.0Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS5x5x3/8 <br />46.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 19 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 19 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 : 847.46 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 38.0 ft, Xecc = 5.50 in, D = 0.840, L = 3.640 k <br />BENDING LOADS . . . <br />Lat. Point Load at 19.0 ft creating Mx-x, E = 0.4620 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.1575 <br />Location of max.above base 19.128 ft <br />3.845 k <br />93.916 k <br />4.360 k-ft <br />Load Combination +1.20D+0.50L+E <br />Load Combination +1.20D+0.50L+E <br />36.570 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.2310 k <br />0.004044 : 1 <br />Location of max.above base 19.128 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 />36.570 k-ft <br />-0.6524 k-ft <br />Maximum Load Reactions . . <br />Top along X-X 0.05404 k <br />Bottom along X-X 0.05404 k <br />Top along Y-Y 0.2310 k <br />Bottom along Y-Y 0.2310 k <br />Maximum Load Deflections . . . <br />Along Y-Y 1.465 in at 19.128 ft above base <br />for load combination :E Only <br />Along X-X -0.5268 in at 22.188 ft above base <br />for load combination :+D+L <br />57.115 <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 PASS37.74 0.000 0.00 ftft0.027 1.32 1.66 121.93 121.93 <br />+1.20D+1.60L PASS PASS37.74 0.001 0.00 ftft0.127 1.32 1.66 121.93 121.93 <br />+1.20D+0.50L PASS PASS37.74 0.001 0.00 ftft0.056 1.32 1.66 121.93 121.93 <br />+1.20D PASS PASS37.74 0.000 0.00 ftft0.023 1.32 1.66 121.93 121.93 <br />+0.90D PASS PASS37.74 0.000 0.00 ftft0.017 1.32 1.66 121.93 121.93 <br />+1.20D+0.50L+E PASS PASS19.13 0.004 19.13 ftft0.158 1.32 1.66 121.93 121.93 <br />+0.90D+E PASS PASS19.13 0.004 19.13 ftft0.132 1.32 1.66 121.93 121.93 <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 1.687 0.010 0.010 <br />+D+L 5.327 0.054 0.054 <br />+D+0.750L 4.417 0.043 0.043 <br />+0.60D 1.012 0.006 0.006 <br />+D+0.70E 0.1621.687 0.1620.010 0.010 <br />+D+0.750L+0.5250E 0.1214.417 0.1210.043 0.043 <br />+0.60D+0.70E 0.1621.012 0.1620.006 0.006 <br />P1.13 <br />Dall= 0.02h = 0.02 x 38'x 12 <br />= 9.12in > 1.465in, OK <br />1700 E St Andrew <br />Pl10/8/2024