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Thornton Tomasetti 23 of 234 <br />SAMPLE COLUMN SHEAR CAPACITY EVALUATION <br />in which k = 1.0 iii regions where displacement ductility demand <br />ix leN than or equal to 1 0.7 in regions where displacement <br />ASCE41-13 EQN 10-3:ductility is greater than or equal to 6. and varies linearly fur <br />displacement ductility between 2 and 61 <br />X = 0.75 fur lightweight aggregate concrete and I.0 for nornial- <br />Ar f,d 61-7 NU weight aggregate concrete: <br />14=kv,= k 0.8Aq N„ is tile axial compression force (xet to /ern fur tension furce): <br />s M / Vd \M/14/ i $ the I.,1-Best ratio of nionielin to shear tinleh effective depth <br />wilder design loading1 fur the column but shall not be taken <br />- <br />greater than 4 or less than 2. <br />(lb/in..2 units)d is the effective depth. It Nhall be permitted to assume that <br />d - 0.Kh. where his the ilimension ofthe column in the direc- <br />tion of hear: and <br />A, is the gro,ss eross-sectional area of the column. <br />k 1 Av (in2/ft)0.330' <br />f'c (psi)3365 s (in)18 «x <br />Ag (si)486.5 fy (psi)40000 < <br />d (in)21.6 Total Entries 176 <br />% DCR>1.0 2.27% <br />-- #3 - 3 LEGS <br />FROM GPR SCANNING <br />AND HARDNESS TESTS <br />Story Column Load Case/Combo Nu (Ibf)M (k-in) V M/Vd Vn (k) DCR <br />Level 4 C236 72yr KO a Max -94758.0 1877.9 63.6 2.00 91.19 0.698 <br />rr /8 1 11 f 1\ <br />COLUMN ID ---J 4- DEMAND-CAPACITY RATIO <br />CAPACITY FROM EQ 10-3 <br />50%/50YR KOCAEL <br />GROUND MOTION SHEAR DEMAND UNDER <br />DESIGN LOADING <br />DIRECTIONAL AND GRAVITY <br />COMBINATION (a)MOMENT DEMAND UNDER <br />DESIGN LOADING <br />MAXIMUM AXIAL/LEAST COMPRESSIVE <br />- DEMAND (MOST CONSERVATIVE). SEE <br />NOTE ON FOLLOWING SHEET.