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diff --git a/3683/CH3/EX3.4/Ex3_4.sce b/3683/CH3/EX3.4/Ex3_4.sce
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+Bf=1500//width of flange, in mm
+Bw=300//breadth of web, in mm
+Df=100//thickness of flange, in mm
+d=700//effective depth, in mm
+sigma_cbc=5//in MPa
+sigma_st=140//in MPa
+m=18.66//modular ratio
+Ast=8*0.785*25^2//eight 25 mm dia bars, in sq mm
+//assume x < Df; find x using Bf(x^2)/2=mAst(d-x), which becomes of the form px^2+qx+r=0
+p=Bf/2
+q=m*Ast
+r=-m*Ast*d
+//solving quadratic equation
+x=(-q+sqrt(q^2-4*p*r))/(2*p)//in mm
+//x > Df; hence our assumption is incorrect; equating moments of area on compression and tension sides about N.A.
+x=(m*Ast*d+Bf*Df^2/2)/(m*Ast+Bf*Df)//in mm
+//to find critical depth of neutral axis
+Xc=d/(1+sigma_st/(m*sigma_cbc))//in mm
+//as x < Xc, beam is under-reinforced
+sigma_cbc=sigma_st/m*x/(d-x)//in MPa
+sigma_cbc_dash=sigma_cbc*(x-Df)/x//in MPa
+//to find lever arm
+z=d-(sigma_cbc+2*sigma_cbc_dash)/(sigma_cbc+sigma_cbc_dash)*Df/3//in mm
+Mr=Bf*Df*(sigma_cbc+sigma_cbc_dash)*z/2//in N-mm
+mprintf("Moment of resistance of the beam=%f kN-m", Mr/10^6)