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diff --git a/3761/CH4/EX4.8/Ex4_8.sce b/3761/CH4/EX4.8/Ex4_8.sce
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+disp("Example 4.8")
+disp("Asc=3-28dia bars","Fe250","dd=50mm","Ast=6-28mmdia bar","Effective depth d=520 mm","Depth D=600mm","b=1000mm","bw=250mm","Depth of Flange Df=100mm","Span of Beam L=6m","Given Data:")
+Asc=3*%pi*28*28/4
+L=6
+Df=100
+bw=250
+b=1000
+D=600
+d=520
+dd=50
+disp("Grade of Steel =Fe250","Grade of Concrete=M20")
+disp("Verifying for the effective flange width b")
+disp("Refering IS456:2000, Clause 23.1.2 c or Eq 4.30(b) from TB")
+disp("For T-beams, bf = (lo/((lo/b)+4)+bw")
+disp("bw=250mm","lo=6000mm")
+lo=6000
+bf=((lo)/((lo/b)+4)+bw)
+disp("mm",bf,"bf=")
+
+if(bf<b)
+       disp(bf,"Since, bf<b,b=")
+
+sigmast=130
+sigmacbc=7
+m=280/(3*sigmacbc)
+disp(m,"m=")
+dia=28
+Ast= %pi*dia*dia*6/4
+mAst=m*Ast
+disp("mm^2",mAst,"Transformed Steel Area=mAst")
+CSA=(1.5*m-1)*Asc
+disp(CSA)
+disp("Assuming first kd<Df and kd>dd, and solving Eq4.35 with b=bf")
+a=bf/2
+b1=CSA+mAst
+c=(-CSA*dd)-(mAst*d)
+kd1=((-b1+sqrt((b1*b1)-(4*a*c)))/(2*a))
+disp("mm",kd1,"kd=")
+disp("As kd>Df, the assumption kd</Df is incorrect")
+disp("Now solving Eq.4.40 for kd>/Df")
+a1=bw/2
+b12=CSA+mAst+Df*(bf-bw)
+c1=(-CSA*dd)-(mAst*d)-(Df*Df*(bf-bw)/2)
+D1=((b12*b12)-(4*a1*c1))
+kd12=(-b12+sqrt(D1))/(2*a1)
+disp("mm",kd12,"kd=")
+k=kd12/d
+disp("mm",k,"Therefore, k =")
+kb=(280)/(280+(3*sigmast))
+disp(kb,"For a balanced WSM section with sigmast=130MPa, kb=")
+disp("As k=0.3496<kb, the section is under reinforced whereby fst=sigmast=130MPa")
+disp("Considering the linear stress distribution fc=")
+fc= (sigmast/m)*(kd12/(d-kd12))
+disp(fc)
+z1=bf*kd12*(d-(kd12/3))
+z2=(bf-bw)*(((kd12-Df)/kd12)^2)*(d-Df-((kd12-Df)/3))
+z3=CSA*fc*((kd12-dd)/kd12)*(d-dd)
+Mall=((0.5*fc*(z1-z2))+z3)/10^6
+disp(Mall)
+
+