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+b=0.4//column width, in m
+D=0.4//column depth, in m
+fck=15//in MPa
+sigma_cbc=5//in MPa
+sigma_st=140//in MPa
+P1=1000//load on column, in kN
+P2=0.05*P1//weight of footing, in kN
+P=P1+P2//in kN
+q=200//bearing capacity of soil, in kN/sq m
+A=P/q//in sq m
+L=sqrt(A)//assuming footing to be square
+L=2.3//assume, in m
+p=P1/L^2//soil pressure, in kN/sq m
+p=189//assume, in kN/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. 11.7 of textbook
+d1=L*(L-b)/2*p/(Tc*L+L*p)//in m
+//case II: refer Fig. 11.8 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=0.425//assume, in m
+d=max(d1,d2)//in m
+//bending moment consideration, refer Fig. 11.9 of textbook
+Mx=1*((L-b)/2)^2/2*p//in kN-m
+d3=sqrt(Mx*10^6/0.87/10^3)//<425 mm, hence OK
+z=0.87*d*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 2.3 m, in sq mm
+//provide 18 mm dia bars
+dia=18//in mm
+n=Ast/0.785/dia^2//no. of 18 mm dia bars
+n=15//assume
+Tbd=0.6//in MPa
+Ld=dia*sigma_st/4/Tbd//in mm
+c=50//side cover, in mm
+La=(L-D)/2*10^3-c//in mm
+//providing hook at ends
+La=La+16*dia//>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 18 mm dia both ways",D,n)