ISE INCORPORATED <br />PHOENIX, AZ <br />crete Column <br />Description : Foundation Pier <br />Code References <br />Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 <br />Load Combinations Used <br />: ASCE 7-05 <br />General Information <br />fc : Concrete 28 day strength <br />= 4.0 ksi <br />E <br />3,605.0 ksi <br />Density <br />= 145.0 pcf <br />R <br />= 0.850 <br />fy - Main Rebar <br />= 60.0 ksi <br />E - Main Rebar <br />= 29,000.0 ksi <br />Allow. Reinforcing Limits <br />ASTMA615 Bars Used <br />Min. Reinf. <br />= 0.50 O/o <br />Max. Reinf. <br />= 8.0% <br />Load Combination : ASCE 7-05 <br />Column Cross Section <br />Column Dimensions 60.Oin Diameter, Column Edge to Rebar Edge <br />Cover = 3.625in <br />Column Reinforcing :14.0 - #10 bars <br />Project Title: ATT EG46 Fox Hollow <br />Engineer: <br />Project Descr: 70' Monopine <br />File = <br />INC. <br />Project ID: ISE Job No. 9437 <br />Printed 11 JUN 2015. 1223PM <br />tEV161-1.1519437FN-1. EC6 <br />Build:6.15.1.19, Ver:6.15.1.19 <br />Overall Column Height = 25.0 ft <br />End Fixity Top Free, Bottom Fixed <br />Brace condition for deflection (buckling) along columns <br />X-X (width) axis : <br />Fully braced against buckling along X-X Axis <br />Y-Y (depth) axis : <br />Fully braced against buckling along Y-Y Axis <br />y <br />#10 #10.~' <br />#10 #1 <br />#10 <br />x #10 <br />#10 <br />Applied Loads Entered loads are factored per load combinations specified by user. <br />Column self weight included : 71,176.7 Ibs * Dead Load Factor <br />AXIAL LOADS <br />Axial Load at 25.0 ft above base, W = 11.375 k <br />BENDING LOADS <br />Lat. Point Load at 25.50 ft creating Mx-x, W =18.159 k <br />Moment acting about X-X axis, W = 738.83 k-ft <br />DESIGN SUMMARY <br />Load Combination <br />+0.90D+1.60W+1.60H <br />Location of max.above base <br />24.832 ft <br />Maximum Stress Ratio <br />0.900: 1 <br />Ratio = (Pu"2+Mu^2)^.5 / (PhiPn"2+PhiMn"2)".5 <br />Pu = 82.259 k <br />cp * Pn = <br />74.840 k <br />Mu-x = -1,908.48 k-ft <br />(P * Mn-x = <br />2,160.10 k-ft <br />Mu-y = 0.0 k-ft <br />tP * Mn-y = <br />0.0 k-ft <br />Mu Angle = 180.0 deg <br />Mu at Angle = 1,908.48 k-ft cpMn at Angle = <br />2,121.43 k-ft <br />Pn & Mn values located at Pu-Mu vector intersection with capacity curve <br />Column Capacities <br />Pnmax : Nominal Max. Compressive Axial Capacity <br />10,619.6 k <br />Pnmin : Nominal Min. Tension Axial Capacity <br />-1,066.80 k <br />cp Pin, max : Usable Compressive Axial Capacity <br />6,318.68 k <br />tp Pn, min : Usable Tension Axial Capacity <br />-746.76 k <br />Maximum SERVICE Load Reactions.. <br />Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k <br />Top along X-X 0.0 k Bottom along X-X 18.159 k <br />Maximum SERVICE Load Deflections <br />Along Y-Y 0.2437 in at 25.0 ft above base <br />for load combination : +D+W+H <br />Along X-X 0.0 in at 0.0 ft above base <br />for load combination <br />General Section Information . tp = 0.70 R =0.850 0 = 0.850 <br />p : % Reinforcing 0.6288 % Rebar % Ok <br />Reinforcing Area 17.780 in^2 <br />Concrete Area 2,827.43 in^2 <br />