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Concrete Column <br />LIC# : KW-06000020, Build:20.23.2.14 A.V. SCHWAN & ASSOCIATES, INC.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:CC1 <br />Project File: 7202 Canopy.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />.Code References <br />Calculations per ACI 318-19, IBC 2021, ASCE 7-16 <br />Load Combinations Used : IBC 2021 <br />ASTM A615 Bars Used <br />3.0 ksi <br />fy - Main Rebar 60.0 ksi <br />Density =150.0 pcf <br />E - Main Rebar 29,000.0 <br />= <br />ksi <br />E 0.850 <br />ksi <br />Min. Reinf.1.0 % <br />=Max. Reinf.8.0 % <br />5.0 <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 = 5.0 ft, K = 1.0 <br />Unbraced Length for buckling ABOUT Y-Y Axis = 5.0 ft, K = 1.0 <br />Brace condition for deflection (buckling) along columns : <br />Seismic Design Category A= <br />.. <br />18.0in Square Column, Column <br />Edge to Rebar Edge Cover = 2.0in <br />Column Reinforcing : <br />Column Dimensions : <br />4 - #5 bars @ corners, <br />Column Cross Section <br />.Applied Loads Entered loads are factored per load combinations specified by user. <br />Column self weight included : 1,687.50 lbs * Dead Load Factor <br />AXIAL LOADS . . . <br />C1: Axial Load at 5.0 ft above base, D = 2.150, LR = 3.043, W = 2.693, E = 0.0560 k <br />BENDING LOADS . . . <br />C1: Lat. Point Load at 5.0 ft creating Mx-x, W = -1.179, E = -0.2210 k <br />C1: Moment acting about X-X axisat 5.0 ft, W = -21.895, E = 3.922 k-ft <br />C1: Lat. Point Load at 5.0 ft creating My-y, W = -1.179, E = -0.2210 k <br />C1: Moment acting about Y-Y axisat 5.0 ft, W = -21.895, E = 3.922 k-ft <br />.DESIGN SUMMARY <br />Maximum Stress Ratio = <br />Location of max.above base 4.966 ft <br />Pu =7.298 k * Pn =11.582 k <br />Mu-x =-21.855 k-ft <br />Load Combination +1.20D+W <br />46.039 k-ft <br />General Section Information . . <br />: 10.568 <br />Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 <br />* Mn-x = <br />M <br />43.514 k-ft <br />* Mn-y =Mu-y =27.790 k-ft <br />Maximum SERVICE Load Reactions . <br />Top along Y-Y 0.0 k Bottom along Y-Y 1.179 k <br />Top along X-X 0.0 k Bottom along X-X 1.179 k <br />Maximum SERVICE Load Deflections . . <br />Along Y-Y 0.01411 in at 5.0 ft above baseM <br />for load combination :W Only <br />Along X-X -0.02029 in at 5.0 ft <br />Column Capacities . . <br />above base52.0 degMu Angle = <br />for load combination :k-ft W Only <br />Pn & Mn values located at Pu-Mu vector intersection with capacity curve <br />MMu at Angle = <br />0.850 <br />k-ft62.209Mn at Angle =35.355 <br />0.3827 %Rebar < Min of 1.0 % <br />0.650 <br />324.0 in^2 <br />1.240 in^2 <br />M <br />Uk897.44 <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 />466.668 <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 />34 of 42 <br />1801 E Dyer Rd <br />3/11/2025