Design of columnLoad coming on column (A2) :-=Load from slab + load from walls + load from beamsLaod = [ x x 4.65] + [ x x 5.15] x 3 +[ x ] x 0.23 x 2.6 x 20 x 3+[ x 0.115 x 2.6 x20 x 3]+[ x ] x 0.23 x 25 x 0.33=11.35 + 37.14 +139 + 32.29 +7.3Load = 227 knSelf load column =[ [3.1 x 4] + 1.5 +1.0] x 0.23 x 0.45 x 25 = 38.55 knTotal load = 227 + 38.55 =265.55 knFactored axial load = pu = 1.5 x 265.55 = 398.323 knAssume cover in column = 40mmAssume dimension = 230 x 450d1/D = 40/450 = 0.08

from the code IS 456-2000 (pg-71)member subjected to axial & biaxial load :-= []n + []n 1.0Mux & Muy are moment from analysis are 2.6 & 3.93 knMux = 2.6 x 1.5 = 3.9 knMuy = 3.93 x 1.5 = 5.89 knAssume % of steel p = 1 %= = 3.9 x 106/20 x 230 x4502 = 0.00418= = 5.89 x 106/20 x 230 x 450 = 0.012 = = 398.325 x 103 / 20 x 230 x 450 =0.19p/fck = 1/20 = 0.05from the code sp : 16 chart no 44= 0.11Mux1 = 20 x 230 x 4502 x 0.11Mux1 = 102.465 x 103 N= = 0.11Muy1 = 20 x 2302 x 450 x 0.11Muy1 = 52.37 x 103 NNow from the code IS 456-2000 Pu / puz Puz = 0.45 x fck x AC + 0.75 x fy x Asc = 0.45 x 20 x 0.99 x Ag + 0.75 x 415 x 0.01 x Ag =12 Ag =12(230 x 450)Puz = 1.242 x 106 NHence pu / puz = 398.325 x 103/ 1.242 x 106 = 0.32Cheak from code IS 456-2000Interpolation n = 1+() x 1n =1.2 Substitute= []1.2 + []1.2 1.00.09