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This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant <br />adoptions & amendments. <br />Steel Column <br />LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:French Park Plaza HSS Post <br />Project Title:French Park Plaza <br />Engineer:Jessica Acevedo <br />Project ID: <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 Free, Bottom FixedAnalysis Method : <br />7.0Overall Column Height <br />Top & Bottom FixityLoad Resistance Factor <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS12x12x3/4 <br />36.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 7.0 ft, K = 1.0 <br />Fully braced against buckling ABOUT Y-Y Axis <br />Brace condition : <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 769.37 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 7.0 ft, D = 99.010, L = 65.690 k <br />BENDING LOADS . . . <br />Wind Load: Lat. Uniform Load creating Mx-x, W = 0.1860 k/ft <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.2332 <br />Location of max.above base 0.0 ft <br />224.839 k <br />964.34 k <br />0.0 k-ft <br />Load Combination +1.20D+1.60L <br />Load Combination +1.20D+L+W <br />342.90 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />1.302 k <br />0.005813 : 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 />342.90 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 1.302 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.005249 in at 7.0ft above base <br />for load combination :W Only <br />Along X-X 0.0 in at 0.0ft above base <br />for load combination : <br />224.026 <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 ftft0.145 2.33 1.00 18.42 0.00 <br />+1.20D+1.60L PASS PASS0.00 0.000 0.00 ftft0.233 2.33 1.00 18.42 0.00 <br />+1.20D+L PASS PASS0.00 0.000 0.00 ftft0.192 2.33 1.00 18.42 0.00 <br />+1.20D+0.50W PASS PASS0.00 0.003 0.00 ftft0.069 2.33 1.00 18.42 0.00 <br />+1.20D+L+W PASS PASS0.00 0.006 0.00 ftft0.109 2.33 1.00 18.42 0.00 <br />+0.90D+W PASS PASS0.00 0.006 0.00 ftft0.060 2.33 1.00 18.42 0.00 <br />+0.90D PASS PASS0.00 0.000 0.00 ftft0.093 2.33 1.00 18.42 0.00 <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 99.779 <br />+D+L 165.469 <br />+D+0.750L 149.047 <br />+D+0.60W 99.779 0.781 -2.735 <br />+D+0.750L+0.450W 149.047 0.586 -2.051 <br />+0.60D+0.60W 59.868 0.781 -2.735 <br />+0.60D 59.868 <br />Page 14 of 21 <br />HOLD- 408 E Civic Center Dr <br />- 1021192849/24/2024