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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Column <br />LIC# : KW-06014122, Build:20.23.08.30 <br />DESCRIPTION: Canopy Brace <br />PCs STRUCTURAL SOLUTIONS <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 Section Name: Pipe1-1/2STD <br />Analysis Method : Allowable Strength <br />Steel Stress Grade <br />Fy : Steel Yield 35 ksi <br />E : Elastic Bending Modulus 29,000.0 ksi <br />Applied Loads <br />Column self weight included : 24.480 Ibs ` Dead Load Factor <br />AXIAL LOADS ... <br />Axial Load at 9.0 ft, W = 1.50 k <br />DESIGN SUMMARY <br />Bending & Shear Check Results <br />Project File: Everett Mall Canopy.ec6 <br />(c) ENERCALC INC 1983-2023 <br />Overall Column Height 9 ft <br />Top & Bottom Fixity Top & Bottom Pinned <br />Brace condition : <br />Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 <br />PASS Max. Axial+Bending Stress Ratio = <br />0.2444 : 1 <br />Load Combination <br />+D+0.60W <br />Location of max.above base <br />0.0 ft <br />At maximum location values are ... <br />Pa : Axial <br />0.9245 k <br />Pn / Omega: Allowable <br />3.782 k <br />Ma-x : Applied <br />0.0 k-ft <br />Mn-x / Omega: Allowable <br />0.7353 k-ft <br />Ma-y : Applied <br />0.0 k-ft <br />Mn-y / Omega: Allowable <br />0.7353 k-ft <br />PASS Maximum Shear Stress Rati, <br />Load Combination <br />Location of max.above base <br />At maximum location values are ... <br />Va : Applied <br />Vn / Omega : Allowable <br />Load Combination Results <br />Maximum Axial + Bending Stress Ratios <br />Load Combination Stress Ratio Status Location <br />D Only <br />+D+0.60W <br />+D+0.450W <br />+0.60 D+0.60 W <br />+0.60D <br />Maximum Reactions <br />Load Combination <br />D Only <br />+D+0.60W <br />+D+0.450 W <br />+0.60D+0.60W <br />+0.60D <br />W Only <br />Extreme Reactions <br />0.0 : 1 <br />0.0 <br />0.0 ft <br />0.0 k <br />0.0 k <br />Service loads entered. Load Factors will be applied for calculations. <br />Maximum Load Reactions <br />Top along X-X <br />0.0 k <br />Bottom along X-X <br />0.0 k <br />Top along Y-Y <br />0.0 k <br />Bottom along Y-Y <br />0.0 k <br />Maximum Load Deflections ... <br />Along Y-Y 0.0 in at <br />0.0ft above base <br />for load combination : <br />Along X-X 0.0 in at <br />0.0ft above base <br />for load combination : <br />Maximum Shear Ratios <br />Cbx Cby KxWFtY KyLy/Rx Stress Ratio Status Location <br />0.006 <br />PASS <br />0.00 ft <br />1.00 <br />0.244 <br />PASS <br />0.00 ft <br />1.00 <br />0.185 <br />PASS <br />0.00 ft <br />1.00 <br />0.242 <br />PASS <br />0.00 ft <br />1.00 <br />0.004 <br />PASS <br />0.00 ft <br />1.00 <br />Axial Reaction <br />@ Base <br />0.024 <br />0.924 <br />0.699 <br />0.915 <br />0.015 <br />1.500 <br />X-X Axis Reaction k <br />@ Base @ Top <br />1.00 <br />172.52 <br />0.00 <br />0.000 <br />PASS <br />0.00 ft <br />1.00 <br />172.52 <br />0.00 <br />0.000 <br />PASS <br />0.00 ft <br />1.00 <br />172.52 <br />0.00 <br />0.000 <br />PASS <br />0.00 ft <br />1.00 <br />172.52 <br />0.00 <br />0.000 <br />PASS <br />0.00 ft <br />1.00 <br />172.52 <br />0.00 <br />0.000 <br />PASS <br />0.00 ft <br />Note: Only non -zero reactions are listed. <br />Y-Y Axis <br />Reaction <br />Mx - End Moments <br />k-ft My - End <br />Moments <br />@ Base <br />@ Top <br />@ Base <br />@ Top <br />@ Base <br />@ Top <br />Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments <br />Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top <br />Axial @ Base Maximum 1.500 <br />" Minimum 0.015 <br />