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+B=0.5//column diameter, in m

+fck=20//in MPa

+sigma_cbc=7//in MPa

+sigma_st=230//in MPa

+P1=1600//load on column, in kN

+P2=0.05*P1//weight of footing, in kN

+P=P1+P2//in kN

+q=300//bearing capacity of soil, in kN/sq m

+A=P/q//in sq m

+L=sqrt(A)//assuming footing to be square

+L=2.4//assume, in m

+p=P1/L^2//soil pressure, in kN/sq m

+p=278//assume, in kN/sq m

+bc=1

+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: refer Fig. 11.11 of textbook

+d1=L*(L-B)/2*p/(Tc*L+L*p)//in m

+//case II: refer Fig. 11.12 of textbook; we get a quadratic equation of the form e d^2 + f d + g = 0

+e=%pi/4*p+%pi*Tc

+f=2*%pi/4*B*p+%pi*B*Tc

+g=-(L^2-%pi/4*B^2)*p

+d2=(-f+sqrt(f^2-4*e*g))/2/e//in m

+d2=0.57//assume, in m

+d=max(d1,d2)//in m

+//bending moment consideration, refer Fig. 11.13 of textbook

+M=1*((L-B)/2)^2/2*p//in kN-m

+d3=sqrt(M*10^6/0.88/10^3)//<570 mm, hence OK

+z=0.9*d*10^3//lever arm, in mm

+Ast1=(M*10^6/sigma_st/z)//in sq mm

+Ast=L*Ast1//steel required for full width of 2.4 m

+//provide 20 mm dia bars

+dia=20//in mm

+n=Ast/0.785/dia^2//no. of 20 mm dia bars

+n=9//assume

+Tbd=1.12//in MPa

+Ld=dia*sigma_st/4/Tbd//in mm

+Ld=1030//assume, in mm

+c=50//side cover, in mm

+La=(L-B)/2*10^3-c//in mm

+//bend bar at right angle and provide length, l

+l=Ld-La//in mm

+D=d*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-20 mm dia bars both ways",D,n)

+//answer in textbook is incorrect