Laserfiche WebLink
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, 1:18PM <br /> Steel Column File:Baywood lndustrial.ec6 <br /> Software copyright ENERCALC 1NC 1983-2020,Build 1220 817 <br /> ,c # KWO¢000346, SHUTLER CONSULTING ENGINEERS, <br /> DESCRIPTION: Column 6 <br /> Code References <br /> Calculations per RISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combinations Used :ASCE 7-10 <br /> General Information <br /> Steel Section Name: HSS12x12x5I16 Overall Column Height 33.670 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 far buckling ABOUT Y-Y Axis=33.670 ft,K=1.0 l <br /> Y-Y(depth)axis: <br /> Unbraced Length for buckling ABOUT X-X Axis=33.670 It,K 1.0 <br /> Applied Loads Service loads entered.Load Factors will be applied far calculations. <br /> Column self weight included:1,645.12 lbs*Dead Load Factor <br /> AXIAL LOADS.. <br /> rg-4:Axial Load at 33.670 ft,Xecc=5.0 in,0=19.20,S=29.40 k <br /> rg9:Axial Load at 33.670 ft,Yecc=11.0 in,D=11.0,S=14.20 k <br /> rg10:Axial Load at 33.670 ft,Yecc=-11.0 in,D=11.0,S=14.20 k <br /> joist:Axial Load at 33.670 ft,Xecc=-5.0 in,D=3.20,S=5.30 k <br /> DESIGN SUMMARY <br /> Bending&Shear Check Results <br /> PASS Max.Axial+Bending Stress Ratio = 0.5834 :1 Maximum Load Reactions.. <br /> Load Combination +1.20D+1.60S Top along X-X 0.4962 k <br /> Location of max.above base 33.444 ft Bottom along X-X 0.4962 k <br /> At maximum location values are... Top along Y-Y 0.0 k <br /> Pu 156.214 k Bottom along Y-Y 0.0 k <br /> 0.9*Pn 341.678 k <br /> Mu-x 0.0 k-ft Maximum Load Deflections... <br /> 0.9*Mn x: 168.381 k-ft Along Y-Y 0.0 in at 0.0ft above base <br /> for load combination: <br /> Mu-y -23.905 k-ft <br /> 0.9*Mn-y: 168.381 k-ft Along X-X -0.2402 in at 19.660ft above base <br /> for load combination:+D+S <br /> PASS Maximum Shear Stress Ratio= 0.005332 :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 0.7148 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 Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location <br /> +1.40D 0.189 PASS 0.00 ft 1.00 1.00 84.88 84.88 0.002 PASS 0.00 ft <br /> +1.20D 0.162 PASS 0.00 ft 1.00 1.00 84.88 84.88 0.002 PASS 0.00 ft <br /> +1.2013+0.50S 0.322 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.003 PASS 0.00 ft <br /> +1.200+1,60S 0.583 PASS 33.44 ft 1.00 1.00 84.88 84.88 0.005 PASS 0.00 ft <br /> +1.200+0,20S 0.199 PASS 0.00 ft 1.00 1.00 84.88 84.88 0.002 PASS 0.00 ft <br /> +0.90D 0.121 PASS 0.00 ft 1.00 1.00 84.88 84.88 0.001 PASS 0.00€t <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 46.045 0,198 0.198 <br /> +0+5 109.145 0.496 0.496 <br /> +17.*0,750S 93.370 0.422 0.422 <br /> +0.600 27.627 0.119 0.119 <br /> S Only 63.100 0.298 0.298 <br />