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Steel Column <br />LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:C1 <br />Project File: 7202 Canopy.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <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 />, A500, Grade C, Fy = 50 ksi, Carbon Steel <br />18.0Overall Column Height <br />Top & Bottom FixityAllowable Strength <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS6x6x1/4 <br />50.0 <br />ft <br />E : Elastic Bending Modulus <br />Y-Y (depth) axis : <br />X-X (width) axis : <br />Unbraced Length for buckling ABOUT Y-Y Axis = 18.0 ft, K = 2.1 <br />Unbraced Length for buckling ABOUT X-X Axis = 18.0 ft, K = 2.1 <br />Brace condition for deflection (buckling) along columns : <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 342.360 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 18.0 ft, Xecc = 3.0 in, Yecc = 3.0 in, D = 1.808, LR = 3.043, W = 2.693, E = 0.0560 k <br />BENDING LOADS . . . <br />Lat. Point Load at 18.0 ft creating Mx-x, W = 0.9370, E = 0.2210 k <br />Lat. Point Load at 18.0 ft creating My-y, W = 1.179, E = 0.2210 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.9689 <br />Location of max.above base 0.0 ft <br />3.766 k <br />20.960 k <br />-10.976 k-ft <br />Load Combination +D+0.60W <br />Load Combination +D+0.60W <br />27.944 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.7074 k <br />0.01594 : 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 />27.944 k-ft <br />-13.589 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 1.179 k <br />Top along Y-Y 0.0 k <br />Bottom along Y-Y 0.9370 k <br />Maximum Load Deflections . . . <br />Along Y-Y 4.002 in at 18.0 ft above base <br />for load combination :W Only <br />Along X-X 4.977 in at 18.0 ft above base <br />for load combination :W Only <br />44.376 <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 2.150 -0.452 -0.452 <br />+D+Lr 5.193 -1.213 -1.213 <br />+D+0.750Lr 4.433 -1.023 -1.023 <br />+D+0.60W 3.766 0.562-0.707 -10.976 -13.589 <br />+D+0.70E 2.190 0.155-0.155 -3.246 -3.246 <br />+D+0.750Lr+0.450W 5.644 0.422-0.531 -8.915 -10.875 <br />+D+0.450W 3.362 0.422-0.531 -8.345 -10.305 <br />+D+0.5250E 2.180 0.116-0.116 -2.548 -2.548 <br />+0.60D+0.60W 2.906 0.562-0.707 -10.795 -13.408 <br />+0.60D+0.70E 1.329 0.155-0.155 -3.066 -3.066 <br />Lr Only 3.043 -0.761 -0.761 <br />W Only 2.693 0.937-1.179 -17.539 -21.895 <br />E Only 0.056 0.221-0.221 -3.992 -3.992 <br />30 of 42 <br />1801 E Dyer Rd <br />3/11/2025