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Shutter Consulting Engineers,Inc. Project Title: Baywood Industrial <br /> 12503 Bel-Red Road Engineer: CT <br /> Suite 100 Project ID: 20-33 <br /> Bellevue,WA 98005 Project Descr: <br /> (425)450-4075*Fax(425)450-4076 <br /> Printed:27 OCT 2020, 1:55PM <br /> File:Baywood Indu stria l.ec6 <br /> Steed Column Software copyrigh`,CN RCALC,INC.1983-2020, •Build:12.20,8.17 <br /> 7IQ�aix>I.'�?FFi'~�6�5��....,...4.. �m,..:.; � - r.:'(7 Pi a�}'�'�'" '`��vY�:v.,rmmxu�.rrszwzr.�� g <br /> DESCRIPTION: Column 8 <br /> Code References <br /> Calculations per AISC 360-16, IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combinations Used:ASCE 7-10 <br /> General Information <br /> Steel Section Name: HSS12x12x5116 Overall Column Height 32 ft <br /> Analysis Method: Load Resistance Factor Top&Bottom Fixity Top&Bottom Pinned <br /> Steel Stress Grade ,A500,Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns: <br /> Fy:Steel Yield 46.0 ksi X-X(width)axis: <br /> E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=32 ft,K=1.0 <br /> Y-Y(depth)axis: <br /> Unbraced Length for bucking ABOUT X-X Axis=32 ft,K=1.0 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included:1,563.52 lbs*Dead Load Factor <br /> AXIAL LOADS... <br /> ds8:Axial Load at 32.0 ft,Xecc=12.0 in,D=9.70,S=12.60 k <br /> ds7:Axial Load at 32.0 ft,Xecc=-12.0 in,D=11.80,S=14.40 k <br /> rg5:Axial Load at 32.0 ft,Yecc=5.0 in,D=7.80,S=11.30 k <br /> joist:Axial Load at 32.0 ft,Yecc=-5.0 in,D=3.0,S=5.0 k f <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.3703 :1 Maximum Load Reactions.. <br /> Load Combination +1.20D+1.60S Top along X-X 0.1219k <br /> - Location of max.above base 32.0 ft Bottom along X-X 0.1219 k <br /> At maximum location values are... Top along Y-Y 0.1445 k <br /> Pu 109.916 k Bottom along Y-Y 0.1445 k <br /> 0.9*Pn 358.080 k <br /> Mu-x -6.60 k-ft Maximum Load Deflections... <br /> 0.9*Mn-x: 168.381 k-ft Along Y-Y -0.06007 in at 18.685ft above base <br /> for load combination:+D+S • <br /> Mu-y 5.40 k-ft <br /> 0.9*Mn-y: 168.381 k-ft Along X-X 0.05065 in at 18.685ft above base <br /> for load combination:+D+S <br /> PASS Maximum Shear Stress Ratio= 0.001539 :1 <br /> Load Combination +1.20D+1.60S <br /> Location of max.above base 0.0 ft <br /> At maximum location values are... <br /> Vu:Applied 0.2063 k <br /> Vn*Phi:Allowable 134.051 k <br /> Load Combination Results <br /> Maximum Axial+Bending Stress Ratios Maximum Shear Ratios <br /> Load Combination Stress Ratio Status Location Gbx Cby KxLx1Rx KyLy1Ry Stress Ratio Status Location <br /> +1.40D 0.132 PASS 0.00 ft 1.00 1.00 80.67 80.67 0.001 PASS 0.00 ft <br /> +1.20D 0.113 PASS 0.00 ft 1.00 1.00 80.67 80.67 0.001 PASS 0.00 ft <br /> +1.20D+0.505 0.174 PASS 0.00 ft 1.00 1.00 80.67 80.67 0.001 PASS 0.00 ft <br /> +1.20D+1.605 0.370 PASS 32.00 ft 1.00 1.00 80.67 80.67 0.002 PASS 0.00 ft <br /> +1.20D+0.20S 0.138 PASS 0.00 ft 1.00 1.00 80.67 80.67 0.001 PASS 0.00 ft <br /> +0.90D 0.085 PASS 0.00 ft 1.00 1.00 80.67 80.67 0.000 PASS 0.00 ft <br /> Maximum Reactions Note:Only non-zero reactions are listed. <br /> Axial Readion X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments <br /> Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top <br /> D Only 33.864 -0.066 -0.066 -0.063 0.063 <br /> +D+S 77.164 -0.122 -0.122 -0.145 0.145 <br /> +D+0.750S 66.339 -0.108 -0.108 -0.124 0.124 <br /> +0.60D 20.318 -0.039 -0.039 -0.038 0.038 <br /> S Only 43.300 -0.056 -0.056 -0.082 0.082 <br /> 3 <br />