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40 of 234 <br />Thornton Tomasetti <br />N <br />(kips: <br />3500- <br />-h eta = C <br />EXPECTED (PROBABLE) AXIAL-FLEXURAL INTERACTION CURVE. <br />CONSIDERING MATERIAL OVERSTRENGTH (NOT USEDj <br />..... -3000 -- <br />.. <br />..-2500 - <br />NOMINAL AXIAL-FLEXURAL INTERACTION CURVE, <br />PHI = 1 PER ASCE 41-13 (USED) <br />..... <br />Concrete Section <br />24" x 24- Column <br />1€-#11 Vert <br />Ag = 576.0 sq.in. <br />A. s = 24.9€ in <br />Rho = 4.33 % <br />fc = 3325 psi <br />fy 0.,ert; = 60.0 ks i <br />DESIGN AXIAL-FLEXURAL INTERACTION CURVE. W/ PHI <br />-2000 -FACTORS (NOT USED) <br />-150C- <br />AT BALANCE POINT, <br />P=650 K <br />1008 - M=1200 K-FT <br />fCC- <br />li <br />C <br />1 Ill 1 1 2 1 <br />20C 400 600 500 1000 1200 1400 <br />M <br />i k'ft. <br />ETABS MODEL <br />NOTE: S-CONCRETE SOFTWARE SHOWN ABOVE IS USED TO GENERATE AXIAL-FLEXURAL (PMM) INTERACTION CURVES FOR <br />BASE COLUMNS. AS THE ETABS CONCRETE COLUMN DESIGNER IS RELIED UPON TO EVALUATE PMM DEMAND-CAPACITY <br />RATIOS, THIS EXERCISE PROVIDES AN ADDED VALIDATION OF THE INTERACTION CURVES GENERATED IN ETABS. SEE <br />FOLLOWING PAGE FOR THE ETABS INTERACTION CURVE FOR THE SAME BASE COLUMN. <br />BASE COLUMN SECTION PROPERTY