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• Project Title: • <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Concrete Column Project File:COL LAT DEFLECTION.ec6 <br /> LIC#:KW-06016450,Build:20.21.12.16 QUANTUM CONSULTING ENGINEERS (c)ENERCALC INC 1983-2021 <br /> DESCRIPTION: (e) 16x24 <br /> Code References <br /> Calculations per ACI 318-14, IBC 2018 <br /> Load Combinations Used : IBC 2018 <br /> General Information <br /> fc:Concrete 28 day streng = 6.0 ksi Overall Column Height = 18.0 ft <br /> E= = 3122 ksi End Fixity Top&Bottom Pinned <br /> Density = 150 pcf Brace condition for deflection(buckling)along colun <br /> Q = 0.750 X-X(width)axis: <br /> fy-Main Rebar = 60 ksi Unbraced Length for buckling ABOUT Y-Y Axis=18.0 ft, K=1.0 <br /> E-Main Rebar = 29000 ksi Y-Y(depth)axis: <br /> Allow.Reinforcing Limits ASTM A615 Bars Used Unbraced Length for buckling ABOUT X-X Axis=18.0 ft,K= 1.0 <br /> Min.Reinf. = 1 % <br /> Max.Reinf. = 8% <br /> Column Cross Section <br /> Column Dimensions: 24.Oin high x 16.0in Wide, Column - <br /> Edge to Rebar Edge Cover= 2.0in <br /> Column Reinforcing: 4-#9 bars @Corners„ 2-#9 bars <br /> left& right between corner bars <br /> •w •. I <br /> Applied Loads Entered loads are factored per load combinations specified by user. <br /> Column self weight included : 7,200.0 lbs` Dead Load Factor <br /> AXIAL LOADS . . <br /> Axial Load at 18.0 ft above base, D=243.0, L= 103.0 k <br /> BENDING LOADS . . <br /> Lat. Point Load at 9.0 ft creating Mx-x, E =5.0 k <br /> DESIGN SUMMARY <br /> Load Combination +1.20D+1.60L Maximum SERVICE Load Reactions. <br /> Location of max.above base 17.879 ft Top along Y-Y 0.0k Bottom along Y-Y 0.0 k <br /> Maximum Stress Ratio 0.371: 1 Top along X-X 2.50 k Bottom along X-X 2.50 k <br /> Ratio=(Pu^2+Mu^2)^.5/(PhiPn^2+PhiMn^2)^.5 <br /> Pu= 465.040 k 'Pn= 1,246.75 k 0.0184 X Cd = <br /> (pi* <br /> Mu x= 56.674 k-ft (Q*Mn-x= 150.455 k-ft Maximum SERVICE Load Deflections.. 0.092 <br /> Mu-y= 0.0 k-ft (Q`Mn-y= 0.0 k-ft for load combination <br /> E Only <br /> Mu Angle= 0.0 deg Along X-X 0.0in at 0.0 ft above base <br /> V1u at Angle= 56.674 k-ft (p1n at Angle= 153.375 k-ft for load combination: <br /> Pn&Mn values located at Pu-Mu vector intersection with capacity curve <br /> General Section InformatioitQ = 0.650 B =0.750 e = 0.80 <br /> Column Capacities.. <br /> Pnmax:Nominal Max.Compressive Axial Capaci 2,397.60 k p <br /> %Reinforcing 2.083 % Rebar /o Ok <br /> Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 8.0 inA2 <br /> (P Pn,max:Usable Compressive Axial Capacity 1,246.75 k Concrete Area 384.0 inA2 <br /> (I)Pn,min:Usable Tension Axial Capacity k <br /> Governing Load Combination Results <br /> Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft <br /> Utilization <br /> Load Combination <br /> X-X Y-Y base ft Pu "Pn g x gx*Mux g y gy`Muy Alpha (deg) 8 Mu (pMn Ratio <br /> +1.40D M2,min 17.88 350,281,246.75 1.000 38.53 0.000 38.53 135.56 0.283 <br />