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Steel Column <br />LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) <br />Core Structure, Inc. <br />23172 Plaza Pointe Drive <br />Suite 145 <br />Laguna Hills, CA 92653 <br />925-270-0755 <br />Project File: 23033.ec6 <br />Project Title:TOM'S JR <br />Engineer:A.T. <br />Project ID:23033 <br />Project Descr: <br />.Code References <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Steel Stress Grade <br />Top & Bottom PinnedAnalysis Method : <br />9Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS5x5x1/4 <br />46.0 <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 = 9 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 <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 : 140.580 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />SP BM16 (#1): Axial Load at 9.0 ft, D = 0.8490, LR = 0.7750 k <br />SP SB1 (#1): Axial Load at 9.0 ft, D = 2.438, LR = 2.322 k <br />BENDING LOADS . . . <br />WIND LOAD: Lat. Uniform Load creating Mx-x, E = 0.3410 k/ft <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.1478 <br />Location of max.above base 4.530 ft <br />4.696 k <br />144.208 k <br />3.452 k-ft <br />Load Combination +1.370D+E <br />Load Combination 0.0 <br />26.255 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />0.0 k <br />0.0 : 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 />26.255 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 1.535 k <br />Bottom along Y-Y 1.535 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.1097 in at 4.530 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 />0.0 <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/Ry KyLy/Rx <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 />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 />.Maximum Deflections for Load Combinations <br />Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance <br />.Steel Section Properties :HSS5x5x1/4 <br />Steel Section Properties :HSS5x5x1/4 <br />28 <br />1430 E Edinger Ave <br />3/27/2025