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diff --git a/3683/CH8/EX8.3/Ex8_3.sce b/3683/CH8/EX8.3/Ex8_3.sce
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+sigma_cbc=7//in MPa
+sigma_st=275//in MPa
+lx=6//in m
+ly=7//in m
+D=lx*10^3/35//in mm
+D=180//assume, in mm
+W1=(D/10^3)*25//self-weight, in kN/m
+W2=0.5//floor finish, in kN/m
+W3=1//partitions, in kN/m
+W4=5//live load, in kN/m
+W=W1+W2+W3+W4//in kN/m
+a=ly/lx
+//panels I, II, V and VI belong to case 4 and panels III and IV belong to case 3
+//for panels I, II, V and VI
+//at mid-span
+Ax=0.043
+Ay=0.035
+Mxm1=Ax*W*lx^2//in kN-m
+Mym1=Ay*W*lx^2//in kN-m
+//at support
+Ax=0.058
+Ay=0.047
+Mxs1=Ax*W*lx^2//in kN-m
+Mys1=Ay*W*lx^2//in kN-m
+//for panels III and IV
+//at mid-span
+Ax=0.036
+Ay=0.028
+Mxm2=Ax*W*lx^2//in kN-m
+Mym2=Ay*W*lx^2//in kN-m
+//at support
+Ax=0.047
+Ay=0.037//<0.047, hence will not be considered
+Mxs2=Ax*W*lx^2//in kN-m
+//check for depth
+M=max(Mxm1,Mym1,Mxs1,Mys1,Mxm2,Mym2,Mxs2)//in kN-m
+d=sqrt(M*10^6/0.81/10^3)//in mm
+d=170//assume, in mm
+//assume 10 mm dia bars
+dia=10//in mm
+D=d+dia/2+15//>180 mm assumed value
+D=190//in mm
+d=D-dia/2-15//in mm
+//main steel-short span
+//for panels I, II, V and VI-at mid-span
+z=0.92*d//in mm
+Astm=Mxm1*10^6/sigma_st/z//in sq mm
+s1=1000*0.785*dia^2/Astm//in mm
+s1=195//assume, in mm
+//at support
+Ast=Mxs1*10^6/sigma_st/z//in sq mm
+Astr=Ast-Astm//balance steel required at support, in sq mm
+s2=1000*0.785*dia^2/Astr//in mm
+s2=565//assume, in mm
+//for panels III and IV-at mid-span
+Astm=Mxm2*10^6/sigma_st/z//in sq mm
+s3=1000*0.785*dia^2/Astm//in mm
+s3=235//assume, in mm
+//at support
+Ast=Mxs2*10^6/sigma_st/z//in sq mm
+Astr=Ast-Astm//balance steel required at support, in sq mm
+s4=1000*0.785*dia^2/Astr//in mm
+s4=775//assume, in mm
+//long span
+//at mid-span
+//for panels I, II, V and VI
+Astm1=Mym1*10^6/sigma_st/z//in sq mm
+s5=1000*0.785*dia^2/Astm1//in mm
+s5=240//assume, in mm
+//for panels III and IV
+Astm2=Mym2*10^6/sigma_st/z//in sq mm
+s6=1000*0.785*dia^2/Astm2//in mm
+s6=300//assume, in mm
+//at support
+//for panels I, II, V and VI
+Ast=Mys1*10^6/sigma_st/z//in sq mm
+Astr=Ast-Astm1/2-Astm2/2//balance steel required at support, in sq mm
+s7=1000*0.785*dia^2/Astr//in mm
+s7=550//assume, in mm
+//steel for torsion, provide 6 mm dia bars
+//(i)at outside corners of slab
+Ast=Mxm1*10^6/sigma_st/z//in sq mm
+At1=3/4*Ast//in sq mm
+l=lx/5//in m
+s8=l*10^3*0.785*6^2/At1//in mm
+s8=110//assume, in mm
+//(ii)at continuous support
+At2=At1/2//in sq mm
+s9=l*10^3*0.785*6^2/At2//in mm
+s9=225//assume, in mm
+mprintf("Summary of design\nSlab thickness=%d mm\nCover=15 mm\nSteel:(A)Panels I, II, V and VI-\n1. Short span (lx=6 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance lx/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\n2. Long span (ly=7 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance ly/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\n(B)Panels III and IV-\n1. Short span (lx=6 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance lx/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\n2. Long span (ly=7 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance ly/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\nTorsion steel\nOutside corners- 6 mm dia bars @ %d mm c/c both ways at top and bottom for a length of %f m\nContinuous support- 6 mm dia bars @ %d mm c/c both ways at top and bottom for a length of %f m",D,s1,s2,s5,s7,s3,s4,s6,s7,s8,l,s9,l)
+//answer in textbook is incorrect