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IProject Title: <br /> Engineer: <br /> Project ID: <br /> IProject Descr: <br /> Concrete Column File=R:\_2019Projects119399.10Rockefeller Square\_Structural\Engineering\Gravity\header.ec6. <br /> I Software copyright ENERCALC,INC.1983-2019,Build:12.19.8.31 <br /> Li .#:KW-08005155 CG ENGINEERING <br /> DESCRIPTION: 12x24 <br /> I Code References <br /> Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 <br /> Load Combinations Used : IBC 2015 <br /> I General Information fc:Concrete 28 day strength = 4.0 ksi Overall Column Height = <br /> 8.0 ft <br /> E= = 3,605.0 ksi End Fixity Top Pinned, Bottom Fixed <br /> Density = 150.0 pcf Brace condition for deflection(buckling)along columns: <br /> I R = 0.850 X-X(width)axis: <br /> fy Main Rebar 60.0 ksi Unbraced Length for buckling ABOUT Y YAxis=8.0 ft,K=0.80 <br /> E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: <br /> Allow.Reinforcing Limits ASTMA615Bars Used Unbraced Length for buckling ABOUT X-X Axis=8.0 ft,K=0.80 <br /> I Min.Reinf. = 1.0 0/0 <br /> Max.Reinf. 8.0 0/0 <br /> Column Cross Section <br /> I Column Dimensions: 12.0in high x 24.0in Wide,Column Edge to "" <br /> Rebar Edge Cover=2.0in , <br /> ID, 0., •., <br /> 1 Column Reinforcing: 4-#7 bars @ corners„ 1 -#7 bars top& <br /> bottom between corner bars, 1 -#7 bars left ." <br /> &right between corner bars <br /> Applied Loads Entered loads are factored per load combinations specified by user. <br /> I Column self weight included:2,400.0 Ibs*Dead Load Factor <br /> AXIAL LOADS... <br /> Axial Load at 8.0 ft above base,D=198.0,L=93.10,S=19.40 k <br /> I DESIGN SUMMARY <br /> Load Combination +120D+1.60L+0.50S Maximum SERVICE Load Reactions.. <br /> Location of max.above base 7.946 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br /> Maximum Stress Ratio 0.614: 1 Top along X-X 0.0 k Bottom along X-X 0.0 k <br /> I Ratio=(Pu^2+Mu^2)".5/(PhiPn"2+PhiMn^2)^.5 <br /> pu= 399.140 k cp *Pn= 650.46 k <br /> Mu-x= 0.0 k-ft 'Mn-x= 0.0 k-ft <br /> Maximum SERVICE Load Deflections... <br /> Along Y-Y 0.0 in at 0.0 ft above base <br /> I <br /> Mu-y= 0.0 k-ft (I)*Mn-y= 0.0 k-ft for load combination: <br /> Mu Angle= 0.0 deg Along X-X 0.0 in at 0.0 ft above base <br /> Mu at Angle= 0.0 k-ft (pMn at Angle= 0.0 k-ft for load combination: <br /> I Pn&Mn values located at Pu-Mu vector intersection with capacity curve <br /> Column Capacities... General Section Information.cp = 0.650 R =0.850 0 = 0.80 <br /> Pnmax:Nominal Max.Compressive Axial Capacity 1,250.88 k p :%Reinforcing 1.667 % Rebar%Ok <br /> Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 4.80 in"2 <br /> I cp Pn,max:Usable Compressive Axial Capacity 650.46 k Concrete Area 288.0 inA2 <br /> <p Pn,min:Usable Tension Axial Capacity k <br /> Maximum Reactions Note:Only non-zero reactions are listed. <br /> I - X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments <br /> Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top <br /> D Only 200.400 <br /> +D+L 293.500 <br /> I +D+S 219.800 <br /> +D+0.750L 270.225 <br /> 1.041 <br /> I <br />