Axial Load(P) 1500 kN fck= 20 N/mm^2S.B.C. 150 kN/m^2 fy= 415 N/mm^2Area of Footing(A) 11 m^2Side of footing(B) 3.32 m^2 3320Presuure intensity(p) 136.09 kN/m^2Size of Column(b) 500 mm L 500 mmUltimate B.M.(Mu) 673.7 kN-mDepth from Two way shearksƬc= 1.118 N/mm^2 ß 1.5 1Ƭc+p*0.001= 1.25409 Ks 1Constant (-375pBB) -562514Coefficient of d(1.118+.0075b) 4.87Coefficient of d^2(1.118+.000375p) 1.63Discrminent 3667618Depth (d) 585 mmMu/bdd 0.6pt 0.17 %Ast 3301.74 mm^2Depth from one B.M. considerations 271.16 mmHence Depeth (d) 585 mmCheck for one way shearb 0.5 mVu 559.13 kNƬv= 0.29 N/mm^2ksƬc= 0.3 N/mm^2 Hence O.K.

Amount of Concrete 6.459126Rate 3041.4

p 0.17 Cost 19644.794.6Mu 3099020000B.fck 66400 Amount of steel 1518.833

1 1 Rate 45(p/50.fy/fck 0.07055 Cost 68347.5(p/50.fy/fck-1 0.8638773025 Total 87992.29

0.1361226975d^2 342867.05163d 586

Ast 3307.384

λ 13.660035858λ 13.6600358580.85.(0.8.fck)^0.5= 3.4(1+.5)^0.5-1 7.3246729238 )Ƭc= 0.3

m^3 m^3

kgper kg

S NO 100*As/b*d M15 M200.15 0.28 0.280.25 0.35 0.36

0.5 0.46 0.480.75 0.54 0.56

1 0.6 0.621.25 0.64 0.67

1.5 0.68 0.721.75 0.71 0.75

2 0.71 0.792.25 0.71 0.81

2.5 0.71 0.822.75 0.71 0.82

3 0.71 0.82

VAL_LOWE 0.15 0.28 0.56VAL_UPPE 0.25 0.36 0.62

VALUE 0.17 0.296 0.572