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diff --git a/3761/CH4/EX4.17/Ex4_17.sce b/3761/CH4/EX4.17/Ex4_17.sce
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+disp("Example 4.17")
+disp("fck=20MPa","fy=415MPa","d=125mm","Ast=10-mmdia bars at 200mm spacing")
+Ast=(%pi*10*10/4)*1000/200
+fck=20
+fy=415
+d=125
+disp("mm^2/m",Ast,"Ast=")
+disp("a. Analysis at working loads")
+disp("For M20 concrete,sigmacbc=7.0 MPa and m =13.33")
+disp("For Fe415 Steel,sigmast=230 MPa and kb=280/(280+3sigmast)")
+sigmacbc=7
+sigmast=230
+m=13.33 //for M20 concrete
+b=1000
+mAst=m*Ast
+kb=280/(280+(3*sigmast))
+disp(kb,"kb=")
+disp("The neutral axis depth kd is obtained by considering moments of areas in the transformed-cracked section, and considering b=1000mm")
+disp("b*(kd)^2/2 = m*Ast*(d-kd)")
+a=b/2
+b1=mAst
+c=-mAst*d
+D=b1*b1-4*a*c
+kd1=(-b1+sqrt(D))/(2*a)
+disp("mm",kd1,"kd=")
+kbd=kb*d
+disp("mm",kbd,"kbd=")
+disp("kd<kbd, therefore the section is under-reinforced")
+Mall=((sigmast*Ast*(d-kd1/3))/10^6)
+disp("kNm/m",Mall,"M,all = ")
+
+disp("Analaysis at ultimate limit state")
+disp("Fe 415 steel, xu,max/d = 0.479")
+//using formula 0.0035/(0.0055+0.87*fy)
+xumax=0.479*d
+disp("mm",xumax,"xu,max=")
+disp("Assuming xu</xu,max and considering Cu=Tu")
+xu=(0.87*fy*Ast)/(0.362*fck*b)
+disp("mm",xu,"xu=")
+disp("xu</xu,max, therefore ok")
+disp("Accordingly,")
+MuR=((0.362*fck*b*xu*(d-0.416*xu))/10^6)
+disp("kNm/m",MuR,"MuR=")
+
+disp("Alternatively")
+pt=(100*Ast)/(b*d)
+disp(pt,"pt=")
+
+//Eq. pt,lim = 41.61*(fck/fy)*(xu,max/d)
+ptlim = 41.61*(fck/fy)*(xumax/d)
+disp(ptlim,"pt,lim=")
+disp("pt<pt,lim therefore using Eq. MuR/bd^2 = 0.87*fy*pt*(1-(fy/fck)*pt)")
+MuR = (0.87*fy*(pt/100)*(1-(fy/fck)*(pt/100))*b*d*d)/10^6
+disp("kNm/m",MuR,"MuR=")