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Steel Column <br />LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Cant. Col @ Trash Enclosure <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 Free, Bottom FixedAnalysis Method : <br />1.50Overall Column Height <br />Top & Bottom FixityAllowable Strength <br />Fy : Steel Yield <br />ksi29,000.0 <br />ksi <br />Steel Section Name :HSS3.000x0.250 <br />42.0 <br />ft <br />E : Elastic Bending Modulus <br />Unbraced Length for buckling ABOUT X-X Axis = 1.50 ft, K = 2.1 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 1.50 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 : 11.025 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />SP #2 OF SB4: Axial Load at 1.50 ft, D = 1.570, LR = 2.120, W = 1.290 k <br />BENDING LOADS . . . <br />Seismic Base Shear Analysis: Lat. Point Load at 1.50 ft creating Mx-x, W = 0.160, E = 1.880 k <br />.DESIGN SUMMARY <br />PASS Max. Axial+Bending Stress Ratio =0.5452 <br />Location of max.above base 0.0 ft <br />1.769 k <br />46.628 k <br />-1.974 k-ft <br />Load Combination +1.119D+0.70E <br />Load Combination +1.119D+0.70E <br />3.752 k-ft <br />Bending & Shear Check Results <br />PASS Maximum Shear Stress Ratio = <br />1.316 k <br />0.08592 : 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 />3.752 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 1.880 k <br />Maximum Load Deflections . . . <br />Along Y-Y 0.06430 in at 1.50 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 />15.316 <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 ftft0.034 1.67 1.00 38.49 38.49 <br />+D+Lr PASS PASS0.00 0.000 0.00 ftft0.079 1.67 1.00 38.49 38.49 <br />+D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.068 1.67 1.00 38.49 38.49 <br />+D+0.60W PASS PASS0.00 0.006 0.00 ftft0.064 1.67 1.00 38.49 38.49 <br />+D+0.750Lr+0.450W PASS PASS0.00 0.005 0.00 ftft0.069 1.67 1.00 38.49 38.49 <br />+D+0.450W PASS PASS0.00 0.005 0.00 ftft0.052 1.67 1.00 38.49 38.49 <br />+0.60D+0.60W PASS PASS0.00 0.006 0.00 ftft0.057 1.67 1.00 38.49 38.49 <br />+1.119D+0.70E PASS PASS0.00 0.086 0.00 ftft0.545 1.67 1.00 38.49 38.49 <br />+1.089D+0.5250E PASS PASS0.00 0.064 0.00 ftft0.413 1.67 1.00 38.49 38.49 <br />+0.4810D+0.70E PASS PASS0.00 0.086 0.00 ftft0.534 1.67 1.00 38.49 38.49 <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 1.581 <br />+D+Lr 3.701 <br />+D+0.750Lr 3.171 <br />+D+0.60W 2.355 0.096 -0.144 <br />15 <br />1430 E Edinger Ave <br />3/27/2025