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diff --git a/3683/CH7/EX7.3/Ex7_3.sce b/3683/CH7/EX7.3/Ex7_3.sce
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+sigma_cbc=7//in MPa
+sigma_st=230//in MPa
+MF=1.22//modification factor
+//let a be span to depth ratio
+l=5//span, in m
+a=MF*26
+D=l*1000/a//in mm
+D=160//assume, in mm
+//to calculate loading
+self_weight=25*(D/10^3)//in kN/m
+finish=0.75//in kN/m
+partitions=1//in kN/m
+live_load=3//in kN/m
+Wd=self_weight//dead load, in kN/m
+Wl=finish+partitions+live_load//live load, in kN/m
+lef=5.15//effective span, in m
+M1=Wd*lef^2/12+Wl*lef^2/10//bending moment at mid-span, in kN-m
+M2=Wd*lef^2/10+Wl*lef^2/9//bending moment at support next to end support, in kN-m
+//check for depth
+d=(M2*10^6/(0.89*1000))^0.5//in mm
+dia=12//assume 12 mm dia bars
+D=d+12/2+15//>160, hence depth not suitable
+D=1.1*D//in mm
+D=210//assume, in mm
+self_weight=25*(D/10^3)//in kN/m
+Wd=self_weight//in kN/m
+M1=Wd*lef^2/12+Wl*lef^2/10//bending moment at mid-span, in kN-m
+M2=Wd*lef^2/10+Wl*lef^2/9//bending moment at support next to end support, in kN-m
+//check for depth
+d=round((M2*10^6/(0.9*sigma_cbc/2*0.29*1000))^0.5)//in mm
+D=d+12/2+15//<210, hence OK
+D=200//assume, in mm
+d=D-dia/2-15//in mm
+//main steel at mid-span
+Ast1=round(M1*10^6/(sigma_st*0.91*d))//in sq mm
+s1=1000*0.785*12^2/Ast1//in mm
+s1=175//approximately, in mm
+//main steel at support
+Ast2=round(M2*10^6/(sigma_st*0.91*d))//in sq mm
+//alternate bars from mid-span are available at the central support as bent up bars; assuming same amount of steel is available from another adjoining mid-span steel
+Ast2=Ast2-Ast1//which is nominal, hence no separate steel is required
+Ads=0.12/100*1000*D//distribution steel, in sq mm
+//assume 8 mm dia bars
+s2=1000*0.785*8^2/Ads//in mm
+s2=200//approximately, in mm
+mprintf("Summary of design\nSlab thickness=%d mm\nMain steel = 12 mm dia @ %d mm c/c\nAlternate bars are bent up at support\nDistribution steel=8 mm dia @ %d mm c/c",D,s1,s2)
+//answer given in textbook is incorrect