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+b=0.2//column width in m
+D=0.3//column depth in m
+fck=15//in MPa
+sigma_cbc=5//in MPa
+sigma_st=230//in MPa
+P1=600//load on column in kN
+P2=0.05*P1//weight of footing, in kN
+P=P1+P2//in kN
+q=150//bearing capacity of soil in kN/sq m
+A=P/q//in sq m
+L=sqrt(A)//assuming footing to be square
+L=2.1//assume, in m
+p=P1/L^2//soil pressure, in kN/sq m
+p=136//assume, in sq m
+bc=b/D
+ks=0.5+bc//>1
+ks=1
+Tc=0.16*sqrt(fck)*10^3//in kN/sq m
+Tv=Tc
+//let d be the depth of footing in metres
+//case I: consider greater width of shaded portion in Fig. 11.3 of textbook
+d1=L*(L-b)/2*p/(Tc*L+L*p)//in m
+//case II: refer Fig. 11.4 of textbook; we get a quadratic equation of the form e d^2 + f d + g = 0
+e=p+4*Tc
+f=b*p+D*p+2*(b+D)*Tc
+g=-(L^2-b*D)*p
+d2=(-f+sqrt(f^2-4*e*g))/2/e//in m
+d2=0.362//assume, in m
+//bending moment consideration, refer Fig. 11.5 of textbook
+Mx=1*((L-b)/2)^2/2*p//in kN-m
+My=1*((L-D)/2)^2/2*p//in kN-m
+d3=sqrt(Mx*10^6/0.65/10^3)//<362 mm, hence OK
+z=0.9*d2*10^3//lever arm, in mm
+Ast1=(Mx*10^6/sigma_st/z)//in sq mm
+Ast=L*Ast1//steel required for full width of 2.1 m, in sq mm
+//provide 12 mm dia bars
+dia=12//in mm
+n=Ast/0.785/dia^2//no. of 12 mm dia bars
+n=16//assume
+Tbd=0.84//in MPa
+Ld=dia*sigma_st/4/Tbd//in mm
+Ld=825//assume, in mm
+c=50//side cover, in mm
+La=(L-D)/2*10^3-c//>Ld, hence OK
+D=d2*10^3+dia/2+100//in mm
+mprintf("Summary of design:\nOverall depth of footing=%d mm\nCover=100 mm bottom; 50 mm side\nSteel-%d bars of 12 mm dia both ways",D,n)