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diff --git a/3761/CH4/EX4.6/Ex4_6.sce b/3761/CH4/EX4.6/Ex4_6.sce
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+disp("Example 4.6")
+disp("Asc=2-25dia bars","Ast=3-36dia bars","Service Load Moment = 175kNm","M20 Grade of concrete and Fe250steel","sigmast=130MPa","Sigmacbc=7 MPa","dd = 50mm","d=550mm","b=300mm","Given:")
+b=300
+d=550
+dd=50
+sigmacbc=7
+sigmast=130
+M=175
+Ast= %pi*36*36*3/4
+Asc=2*%pi*25*25/4
+disp("Transformed Section Properties")
+m=13.33 //(280/(3*sigmacbc))
+mAst=m*Ast
+CSA=(1.5*m-1)*Asc
+disp("mm^2",mAst,"Transformed tension steel area=")
+disp("mm^2",CSA,"Transformed Compression Steel Area=")
+
+disp("Neutral Axis Depth")
+disp("Considering moments of areas about the neutral axis,")
+disp("b*kd^2/2 + CSA*(kd-dd) = mAst*(d-kd)")
+a=b/2
+b1=(CSA+mAst)
+c=-CSA*dd-mAst*d
+D=b1*b1-4*a*c
+kd1=(-b1+sqrt(D))/(2*a)
+disp("mm",kd1,"Solving kd=")
+disp("Stresses due to M=175kNm")
+disp("Considering the linear stress distribution")
+disp("fcsc= fc*(kd-dd/kd)")
+Ccfact=0.5*b*kd1
+Csfact=CSA*((kd1-dd)/kd1)
+fc=(M*10^6)/(Ccfact*(d-kd1/3)+Csfact*(d-dd))
+disp("MPa",fc,"fc=")
+disp("Compressive Stress in Steel,fsc")
+fcsc= fc*((kd1-dd)/kd1)
+fsc=1.5*m*fcsc
+disp("MPa",fsc,"fsc=")
+disp("Tensile Stress in Steel,fst")
+fst=m*fc*((d-kd1)/kd1)
+disp("MPa",fst,"fst=")
+fst=(fc*(Ccfact+Csfact)/Ast)
+disp("MPa",fst,"Alternatively, Cc+Cs = T --> fst=")
+disp("Allowable Bending Moment")
+disp("For a balanced (WSM) section, kb= 280/(280+3*sigmast)")
+kb=280/(280+(3*sigmast))
+disp(kb,"kb=")
+disp("For the given section, k =kd/d")
+k=kd1/d
+disp(k,"k=")
+disp("Here, k >kb")
+disp("Hence the section is over reinforced(WSM)")
+disp("whereby fc =sigmacbc =7 MPa")
+Mall=fc*(Ccfact*(d-kd1/3)+Csfact*(d-dd))/10^6
+disp(Mall)