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• <br /> Shutler 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, 1:35PM <br /> Steel Column Fde Baywood Industrial <br /> M#i',r r x m% w .tip y r tS IfTLER`3Gl) S Indui'd 12 2S G 1EER <br /> Software copyright N ERCA 1 B3-2020 B <br /> l. <br /> DESCRIPTION: Column 7 <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: HSS12x12x5/16 Overall Column Height 32.75 ft t <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=32.75 ft K=1.0 <br /> Y-Y(depth)axis: <br /> Unbraced Length for buckling ABOUT X-X Axis=32.75 ft,K=1.0 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Column self weight included:1,600.17 lbs*Dead Load Factor <br /> AXIAL LOADS,.. <br /> ds6:Axial Load at 32.750 ft,Xecc=12.0 in,D=6.20,S=5.30 k <br /> ds7:Axial Load at 32.750 ft,Xecc=-12.0 in,D=15.10,S=19.90 k <br /> rg7:Axial Load at 32,750 ft,Yecc=5.0 in,D=21.30,S=31.50 k <br /> rg8:Axial Load at 32.750 ft,Yecc=-5.0 in,D=10.50,S=13.50 k <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max,Axial+Bending Stress Ratio = 0.7790 :1 Maximum Load Reactions.. <br /> Load Combination +120D+1.60S Top along X-X 0.7176 k <br /> Location of max.above base 32.750 ft Bottom along X-X 0.7176 k <br /> At maximum location values are... Top along Y-Y 0.3664 k <br /> Pu 177.960 k Bottom along Y-Y 0.3664 k <br /> 0.9*Pn 350.722 k <br /> Mu-x 17.40 k-ft Maximum Load Deflections... <br /> 0.9*Mn-x: 168.381 k-ft Along Y-Y -0.1632 in at 19.122 ft above base <br /> for load combination:+D+S <br /> Mu-y 34.040 k-ft <br /> 0.9*Mn-y: 168.381 k-ft Along X-X 0.3197 in at 19.122ft above base <br /> for load combination:+D+S <br /> PASS Maximum Shear Stress Ratio= 0.007754 :1 <br /> Load Combination +1.20D+1.605 • <br /> Location of max.above base 0.0 ft <br /> At maximum location values are... <br /> Vu:Applied 1.039 k <br /> Vn*Phi:Allowable 134,051 k <br /> Load Combination Results <br /> Maximum Axial+aendina Stress Ratios Maximum Shear Ratios <br /> Load Combination Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location <br /> +1.40D 0.317 PASS 32.75 ft 1.00 1.00 82.56 82.56 0.003 PASS 0.00 ft <br /> +1.20D 0.189 PASS 32.75 ft 1.00 1.00 82.56 82.56 0.002 PASS 0.00 ft <br /> +120D+0.50S 0.430 PASS 32.75 ft 1.00 1.00 82.56 82.56 0.004 PASS 0.00 ft <br /> +1.20D+1,60S 0.779 PASS 32.75 ft 1.00 1.00 82.56 82.56 0.008 PASS 0.00 ft <br /> +1.201)+0.20S 0.335 PASS 32.75 ft 1.00 1.00 82.56. 82.56 0.003 PASS 0.00 ft <br /> +0.90D 0.142 PASS 32,75 ft 1.00 1.00 82.56 82.56 0.002 PASS 0.00 ft I <br /> Maximum Reactions Note:Only non-zero reactions are listed. <br /> Axial Reaction 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 54.700 -0.272 -0.272 -0.137 0,137 <br /> -+0+S 124.900 -0.718 -0.718 -0.366 0.366 <br /> -+1)40.750S 107.350 -0.606 -0.606 -0.309 0.309 i <br /> k. +0.600 32.820 -0.163 -0.163 -0.082 0.082 <br /> S Only 70.200 -0.446 -0.446 -0.229 0.229 <br /> i <br /> i <br />