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Concrete Column <br />LIC# : KW-06015263, Build:20.21.10.4 Applied Engineering Consultants, Inc (c) ENERCALC INC 1983-2021 <br />DESCRIPTION: D2 - C5 column shear <br />Project File: Santa Ana.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />.Code References <br />Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combinations Used : IBC 2018 <br />ASTM A615 Bars Used <br />4.0 ksi <br />fy - Main Rebar 60.0 ksi <br />Density = 150.0 pcf <br />E - Main Rebar 29,000.0 <br />= <br />ksi <br />0.850 <br />ksi <br />Min. Reinf.1.0 % <br />=Max. Reinf.8.0 % <br />13.250 <br />Allow. Reinforcing Limits <br />3,122.0E = <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 X-X Axis = 13.250 ft, K = 2.10 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 13.250 ft, K = 2.10 <br />Brace condition for deflection (buckling) along columns : <br />.. <br />24.0in Square Column, Column <br />Edge to Rebar Edge Cover = 2.0in <br />Column Reinforcing : <br />Column Dimensions : <br />4 - #11 bars @ corners,, 1 - #9 bars <br />top & bottom between corner bars, 1 <br />- #9 bars left & right between corner <br />Column Cross Section <br />. Applied Loads Entered loads are factored per load combinations specified by user. <br />Column self weight included : 7,950.0 lbs * Dead Load Factor <br />BENDING LOADS . . . <br />Lat. Point Load at 13.250 ft creating My-y, D = 7.0 k <br />. DESIGN SUMMARY <br />Maximum Stress Ratio <br />Location of max.above base 13.161 ft <br />Pu = 11.130 k * Pn = 45.095 k <br />Mu-x = 0.0 k-ft <br />Load Combination +1.40D <br />487.438 k-ft <br />General Section Information . . <br />: 1 0.269 <br />Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 <br />* Mn-x = <br /> <br />0.0 k-ft <br />* Mn-y =Mu-y = -129.850 k-ft <br />Maximum SERVICE Load Reactions . <br />Top along Y-Y 0.0 k Bottom along Y-Y 7.0 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 base <br />for load combination : <br />Along X-X 0.1081in at 13.250 ft <br />Column Capacities . . <br />above base270.0 degMu Angle = <br />for load combination : k-ft D Only <br />Pn & Mn values located at Pu-Mu vector intersection with capacity curve <br />Mu at Angle = <br />0.850 <br />k-ft483.153Mn at Angle = 129.850 <br />1.778 % Rebar % Ok <br />0.650 <br />576.0 in^2 <br />10.240 in^2 <br /> <br />k2,537.98 <br />Pn, max : Usable Compressive Axial Capacity <br />Pnmax : Nominal Max. Compressive Axial Capacity <br />k <br />: % Reinforcing <br />= <br />Pnmin : Nominal Min. Tension Axial Capacity <br />1,319.75 <br /> <br />k <br />Pn, min : Usable Tension Axial Capacity k <br />Concrete Area <br /> <br />0.80 <br />Reinforcing Area <br />= = <br />.Governing Load Combination Results <br />Load Combination <br />Dist. from <br /> <br />Axial Load <br />k <br />k-ftMoment Governing Factored Bending Analysis <br />Utilization <br />base ft Y-Y Pu * Pn x * Mux MuAlpha (deg)x yX-X Mn Ratioy * Muy <br />Actual+1.40D 11.1313.16 45.10 -129.85 483.15 0.2691.000 270.000 129.85 <br />Actual+1.20D 9.5413.16 45.10 -111.30 483.15 0.2301.000 270.000 111.30 <br />Actual+0.90D 7.1613.16 45.10 -83.48 483.15 0.1731.000 270.000 83.48 <br />2677 N Main St - <br />101110159-60 & <br />20175958-5902/07/23