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IProject Title: <br /> Engineer: <br /> Project ID: <br /> IProject Descr: <br /> Concrete Column File=R:1_2019 Projects119399.10 Rockefeller Squarel_Structural\Engineering\Gravitylheader.ec6. <br /> I Software copyright ENERCALC,INC.1983-2019,BuiId:12.19.8.31 . <br /> Lic.#:#CW-06005155 CO ENGINEERING <br /> DESCRIPTION: 12x12 <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 _ 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 <br /> 60.0 X-X(width)axis: <br /> fy Main Rebar ksi Unbraced Length for buckling ABOUT Y-Y Axis=8.0 ft,K=0.80 <br /> E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: <br /> Allow.Reinforcing Limits ASTMA615 Bars Used Unbraced Length for buckling ABOUT X-X Axis=8.0 ft,K=0.80 <br /> 1 Min.Reinf. 1.0 <br /> Max.Reinf. 8.0 0/0 <br /> Column Cross Section <br /> I Column Dimensions: 12.Oin high x 12.Oin Wide,Column Edge to to r <br /> Rebar Edge Cover=2.0in <br /> • <br /> fi„ IC Ilk <br /> I 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 /> V <br /> Applied Loads _ Entered loads are factore per load combinations specified by user. <br /> I Column self weight included:1,200.0 lbs*Dead Load Factor <br /> AXIAL LOADS... <br /> Axial Load at 8.0 ft above base,D=96.60,L=45.60,S=9.490 k <br /> I DESIGN SUMMARY <br /> Load Combination +1.20D+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 0.493: 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= 195.065 k cp *Pn= 395.866 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 Mu-y= 0.0 k-ft (P*Mn-y= 0.0 k-ft for load combination: <br /> Mu Angle= 0.0 deg Along X-X 0.0in at 0.oft 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. tP = 0.650 0 =0.850 0 = 0.80 <br /> Pnmax:Nominal Max.Compressive Axial Capacity 761.28 k p :%Reinforcing 3.333 % Rebar%Ok <br /> Pnmin:Nominal Min.Tension Axial Capacity k Reinforcing Area 4.80 in^2 <br /> I Pn,max:Usable Compressive Axial Capacity <br /> (p 395.866 k Concrete Area 144.0 inA2 <br /> 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 97.800 <br /> +D+L 143.400 <br /> I <br /> +D+S 107.290 <br /> +D+0.750L 132.000 <br /> 1.039 <br /> I <br />