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Steel Column <br />LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:C2 <br />Project File: 201 W 19th St.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 : IBC 2021 <br />General Information <br />Steel Stress Grade <br />Top & Bottom PinnedAnalysis Method : <br />13.0Overall Column Height <br />Top & Bottom FixityAllowable Strength <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS6x6x1/4 <br />36.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 13.0 ft, K = 0.80 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 13.0 ft, K = 0.80 <br />Brace condition : <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Column self weight included : 247.260 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial Load at 13.0 ft, D = 19.490, L = 29.360 k <br />BENDING LOADS . . . <br />VIHICLE LOAD: Lat. Point Load at 2.0 ft creating Mx-x, L = 6.0 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.9532 <br />Location of max.above base 2.007 ft <br />49.097 k <br />97.249 k <br />10.148 k-ft <br />Load Combination +D+L <br />Load Combination +D+L <br />20.120 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />5.077 k <br />0.1589 : 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 />20.120 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 0.9231 k <br />Bottom along Y-Y 5.077 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.2652 in at 5.671 ft above base <br />for load combination :+D+L <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination : <br />31.951 <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 />D Only PASS PASS0.00 0.000 0.00 ftft0.203 1.49 1.00 53.33 53.33 <br />+D+L PASS PASS2.01 0.159 0.00 ftft0.953 1.49 1.00 53.33 53.33 <br />+D+0.750L PASS PASS2.01 0.119 0.00 ftft0.766 1.49 1.00 53.33 53.33 <br />+0.60D PASS PASS0.00 0.000 0.00 ftft0.122 1.49 1.00 53.33 53.33 <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 19.737 <br />+D+L 0.92349.097 5.077 <br />+D+0.750L 0.69241.757 3.808 <br />+0.60D 11.842 <br />L Only 0.92329.360 5.077 <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 />MaximumAxial @ Base 0.92349.097 5.077 <br />30 of 81 <br />210 W 19th St <br />4/14/2025