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Concrete Column <br />LIC# : KW-06019350, Build:20.23.08.30 Motive Energy Inc.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Concrete Pier with Bolted Steel Post Design - P1 <br />Project File: Samueli Academy - Pier Calculations - RCIII.ec6 <br />Project Title:Samueli Academy <br />Engineer:Elie Sayegh, PE <br />Project ID:1074220072 <br />Project Descr:Concrete Piers supporting Steel Solar Canopies <br />.Code References <br />Calculations per ACI 318-19, IBC 2021, ASCE 7-16 <br />Load Combinations Used : ASCE 7-16 <br />ASTM A615 Bars Used <br />4.50 ksi <br />fy - Main Rebar 60.0 ksi <br />Density =150.0 pcf <br />E - Main Rebar 29,000.0 <br />= <br />ksi <br />E 0.8250 <br />ksi <br />Min. Reinf.0.50 % <br />=Max. Reinf.8.0 % <br />10.0 <br />Allow. Reinforcing Limits <br />3,823.68E = <br />Overall Column Height ft= <br />General Information <br />= <br />= <br />f'c : Concrete 28 day strength <br />End Fixity Top Free, Bottom Fixed= <br />= <br />= <br />Y-Y (depth) axis : <br />X-X (width) axis : <br />Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 0.80 <br />Unbraced Length for buckling ABOUT X-X Axis = 10.0 ft, K = 0.80 <br />Brace condition for deflection (buckling) along columns : <br />Seismic Design Category D= <br />.. <br />42.0in Diameter, 22.0in inside <br />diameter, Column Edge to Rebar <br />Edge Cover = 3.50in <br />Column Reinforcing : <br />Column Dimensions : <br />12 - #7 bars <br />Column Cross Section <br />.Applied Loads Entered loads are factored per load combinations specified by user. <br />Column self weight included : 10,429.0 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />Axial: Axial Load at 10.0 ft above base, D = 6.0, LR = 10.0, W = 7.90 k <br />BENDING LOADS . . . <br />Horizontal Loads: Lat. Point Load at 10.0 ft creating My-y, W = 3.40, E = 8.80 k <br />Moments: Moment acting about Y-Y axisat 10.0 ft, D = 38.0, LR = 72.0, W = 93.80, E = 108.80 k-ft <br />.DESIGN SUMMARY <br />Maximum Stress Ratio = <br />Location of max.above base 9.933 ft <br />Pu =24.078 k * Pn =58.059 k <br />Mu-x =3.732 k-ft <br />Load Combination +1.466D+1.250E <br />656.99 k-ft <br />General Section Information . . <br />: 10.467 <br />Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 <br />* Mn-x = <br />M <br />10.324 k-ft <br />* Mn-y =Mu-y =-301.693 k-ft <br />Maximum SERVICE Load Reactions . <br />Top along Y-Y 0.0 k Bottom along Y-Y 8.80 k <br />Top along X-X 0.0 k Bottom along X-X 0.0 k <br />Maximum SERVICE Load Deflections . . <br />Along Y-Y 0.0 in at 0.0 ft above baseM <br />for load combination : <br />Along X-X 0.02685 in at 10.0 ft <br />Column Capacities . . <br />above base89.0 degMu Angle = <br />for load combination :k-ft E Only <br />Pn & Mn values located at Pu-Mu vector intersection with capacity curve <br />MMu at Angle = <br />0.8250 <br />k-ft646.11Mn at Angle =301.716 <br />0.7192 %Rebar % Ok <br />0.90 <br />1,001.18 in^2 <br />7.20 in^2 <br />M <br />Uk4,233.98 <br />Pn, max : Usable Compressive Axial Capacity <br />Pnmax : Nominal Max. Compressive Axial Capacity <br />k <br />: % Reinforcing E =T <br />Pnmin : Nominal Min. Tension Axial Capacity <br />2,201.67 <br />M <br />k <br />Pn, min : Usable Tension Axial Capacity k <br />M Concrete Area <br />M <br />0.80 <br />Reinforcing Area <br />= <br />= <br />. <br />Page 13 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024