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Steel Column <br />LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Patio Column <br />Project File: Victoria Calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />.Code References <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />General Information <br />Steel Stress Grade <br />Top Free, Bottom FixedAnalysis Method : <br />8Overall Column Height <br />Top & Bottom FixityAllowable Strength <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name : <br />46.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 2.1 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 10 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 : 0.0 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 8.0 ft, D = 0.90, LR = 1.510 k <br />BENDING LOADS . . . <br />Lat. Point Load at 8.0 ft creating Mx-x, W = 0.6520, E = 1.270 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.0 <br />Location of max.above base 0.0 ft <br />0.0 k <br />0.0 k <br />0.0 k-ft <br />Load Combination 0.0 <br />Load Combination 0.0 <br />0.0 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 />0.0 k-ft <br />0.0 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 0.0 k <br />Top along Y-Y 0.0 k <br />Bottom along Y-Y 1.270 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.1285 in at 8.0 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 />D Only PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+Lr PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+0.60W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+0.750Lr+0.450W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+0.450W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+0.60D+0.60W PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+0.70E PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+D+0.5250E PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 0.00 <br />+0.60D+0.70E PASS PASS0.00 0.000 0.00 ftft0.000 0.00 0.00 0.00 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 0.900 <br />+D+Lr 2.410 <br />+D+0.750Lr 2.033 <br />+D+0.60W 0.900 0.391 -3.130 <br />30 of 35 <br />2039 N Victoria Dr <br />8/26/2024