4 files changed, 169 insertions, 0 deletions
diff --git a/3683/CH9/EX9.1/Ex9_1.sce b/3683/CH9/EX9.1/Ex9_1.sce
new file mode 100644
index 000000000..d57844387
--- /dev/null
+++ b/3683/CH9/EX9.1/Ex9_1.sce
@@ -0,0 +1,41 @@
+l=3//span, in m
+b=225//wall thickness, in mm
+Dm=19.2//weight of masonry, in kN/cu m
+sigma_cbc=5//in MPa
+sigma_st=230//in MPa
+fy=415//in MPa
+//area of triangle of brick masonry
+A=sqrt(3)/4*l^2//in sq m
+V=A*(b/10^3)//volume of triangle of masonry, in cu m
+W=V*Dm//weight of masonry, in kN
+M1=W*l/6//in kN-m
+D=l*10^3/12//in mm
+D=300//approximately, in mm
+self_weight=25*(D/10^3)*(b/10^3)//in kN/m
+M2=self_weight*l^2/8//in kN-m
+M=M1+M2//in kN-m
+//check for depth
+d=sqrt(M*10^6/0.65/b)//in mm
+d=265//approximately, in mm
+dia=10//in mm
+D=d+dia/2+25//<300 mm, hence OK
+D=300//in mm
+Ast=M*10^6/sigma_st/0.9/d//in sq mm
+n=Ast/0.785/10^2//no. of 10 mm dia bars required
+//provide 2-10 mm dia + 1-8 mm dia bars
+Ast=2*0.785*10^2+0.785*8^2//in sq mm
+pt=Ast/b/d*100//pt=0.35, approximately
+W=W+self_weight*l//in kN
+V=W/2//in kN
+Tv=V*10^3/b/d//in MPa
+//for M15 grade concrete and pt=0.35
+Tc=0.248//in MPa
+//as Tc>Tv, no shear reinforcement required; provide nominal stirrups
+//provide 6 mm dia bars
+Asv=2*0.785*6^2//in sq mm
+Sv=Asv*fy/0.4/b//in mm
+Sv=260//approximately, in mm
+Svmax=0.75*d//in mm
+Svmax=200//approximately, in mm
+Sv=min(Sv,Svmax)//in mm
+mprintf("Summary of design\nSize of lintel beam=%d x %d mm\ncover = 35 mm\nsteel = 2-10 mm dia bars + 1-8 mm dia bar\nstirrups = 6 mm dia @ %d mm c/c throughout",b,D,Sv)
diff --git a/3683/CH9/EX9.2/Ex9_2.sce b/3683/CH9/EX9.2/Ex9_2.sce
new file mode 100644
index 000000000..81b87a314
--- /dev/null
+++ b/3683/CH9/EX9.2/Ex9_2.sce
@@ -0,0 +1,39 @@
+l=4.2//span, in m
+b=225//width, in mm
+D=300//depth, in mm
+sigma_cbc=5//in MPa
+sigma_st=230//in MPa
+fy=415//in MPa
+m=18.66//modular ratio
+W1=25*(D/10^3)*(b/10^3)//self-weight, in kN/m
+W2=6//load on beam, in kN/m
+W=W1+W2//in kN/m
+M=W*l^2/8//in kN-m
+dia=12//in mm
+d=D-dia/2-25//in mm
+Xc=0.29*d//in mm
+Mr=0.65*b*d^2/10^6//M>Mr, hence doubly reinforced beam
+Ast1=round(Mr*10^6/sigma_st/0.9/d)//steel required for singly reinforced beam, in sq mm
+M1=M-Mr//balance of moment, in kN-m
+d1=25//top cover, in mm
+Ast2=round(M1*10^6/sigma_st/(d-d1))//in sq mm
+Ast=Ast1+Ast2//in sq mm
+n1=Ast/0.785/12^2//no. of 12 mm dia bars on tension side
+n1=3//assume
+Asc=m*Ast2*(d-Xc)/(1.5*m-1)/(Xc-d1)//in sq mm
+n2=Asc/0.785/12^2//no. of 12 mm dia bars on compression side
+n2=3//assume
+V=W*l/2//in kN
+Tv=V*10^3/b/d//in MPa
+pt=n1*0.785*12^2/b/d*100//pt=0.56, approximately
+//for M15 grade concrete and pt=0.56
+Tc=0.302//in MPa
+//as Tc>Tv, no shear reinforcement required; provide nominal stirrups
+//provide 6 mm dia bars
+Asv=2*0.785*6^2//in sq mm
+Sv=Asv*fy/0.4/b//in mm
+Sv=260//approximately, in mm
+Svmax=0.75*d//in mm
+Svmax=200//approximately, in mm
+Sv=min(Sv,Svmax)//in mm
+mprintf("Summary of design\nSize of beam = %d x %d mm\nCover, bottom = 25 mm\nTop = 25 mm\nSteel, bottom = %d-12 mm dia bars\nTop = %d-12 mm dia bars\nStirrups = 6 mm dia @ %d mm c/c throughout",b,D,n1,n2,Sv)
diff --git a/3683/CH9/EX9.3/Ex9_3.sce b/3683/CH9/EX9.3/Ex9_3.sce
new file mode 100644
index 000000000..5a50268e7
--- /dev/null
+++ b/3683/CH9/EX9.3/Ex9_3.sce
@@ -0,0 +1,44 @@
+l=7//span, in m
+sigma_cbc=5//in MPa
+sigma_st=140//in MPa
+fy=250//in MPa
+m=18.66//modular ratio
+b=300//assume, in mm
+W1=35//imposed load on beam, in kN/m
+M=W1*l^2/8//in kN-m
+d=(M*10^6/0.87/b)^0.5//in mm
+d=910//approximately, in mm
+D=1.1*d+50//increase d by 10% for self-weight and cover is 50 mm
+D=1050//approximately, in mm
+W2=25*(b/10^3)*(D/10^3)//self-weight, in kN/m
+W=W1+W2//in kN/m
+M=W*l^2/8//in kN-m
+d=(M*10^6/0.87/b)^0.5//in mm
+d=1000//approximately, in mm
+dia=20//in mm
+D=d+dia/2+35//in mm
+Ast=round(M*10^6/sigma_st/0.87/d)//in sq mm
+n=Ast/0.785/20^2//no. of 20 mm dia bars
+n=7//assume
+Ast=n*0.785*20^2//in sq mm
+pt=Ast/b/D*100//pt=0.7, approximately
+As=round(0.85/fy*b*d)//minimum steel, As<Ast, hence OK
+Asf=0.1/100*b*d/2//side faced steel on each face, in sq mm
+//provide 6 mm dia bars
+s=1000*0.785*6^2/Asf//in mm
+s=188//assume, in mm
+V=W*l/2//in kN
+Tv=V*10^3/b/d//<Tcmax=1.6 MPa, hence OK
+//for M15 grade concrete and pt=0.7
+Tc=0.33//in MPa
+//as Tv>Tc, shear reinforcement required
+Vs=V-Tc*b*d/10^3//in kN
+//provide 6 mm dia bars
+Asv=2*0.785*6^2//in sq mm
+sigma_sv=140//in MPa
+Sv=Asv*sigma_sv*d/Vs/10^3//in mm
+Sv=155//approximately, in mm
+Svmin=Asv*fy/0.4/b//in mm
+Svmin=117//approximately, in mm
+Sv=min(Sv,Svmin)//in mm
+mprintf("Summary of design\nSize of beam = %d x %d mm\nCover = 35 mm\nSteel= %d-20 mm dia bars\nStirrups = 6 mm dia @ %d mm c/c throughout\nSide faced steel-6 mm dia @ %d mm c/c on both vertical faces of beam",b,D,n,Sv,s)
diff --git a/3683/CH9/EX9.4/Ex9_4.sce b/3683/CH9/EX9.4/Ex9_4.sce
new file mode 100644
index 000000000..4c5703818
--- /dev/null
+++ b/3683/CH9/EX9.4/Ex9_4.sce
@@ -0,0 +1,45 @@
+l=10//span, in m
+sigma_cbc=5//in MPa
+sigma_st=140//in MPa
+fy=250//in MPa
+m=18.66//modular ratio
+Df=100//slab thickness, in mm 
+D=l*10^3/12//in mm
+D=850//approximately, in mm
+d=D-100//cover=100 mm
+bw=300//in mm
+bf=l*10^3/6+bw+6*Df//>2500 mm c/c distance of beams
+bf=2500//in mm
+W1=(bw/10^3)*(d-Df)/10^3*25//in kN/m
+W2=(Df/10^3)*(bf/10^3)*25//in kN/m
+W3=(bf/10^3)*5//imposed load, in kN/m
+W=W1+W2+W3//in kN/m
+W=24//approximately, in kN/m
+M=W*l^2/8//in kN-m
+V=W*l/2//in kN
+Ast=round(M*10^6/sigma_st/0.87/d)//in sq mm
+//provide 4-25 mm dia bars + 4-20 mm dia bars
+Ast=4*0.785*25^2+4*0.785*20^2//in sq mm
+//verification of trial section
+//assume x>Df
+x=(m*Ast*d+bf*Df^2/2)/(bf*Df+m*Ast)//in mm
+//sigma_cbc'=sigma_cbc (x-Df)/x
+a=(x-Df)/x
+z=d-(1+2*a)/(1+a)*Df/3//in mm
+sigma_st=M*10^6/Ast/z//<140 MPa, hence OK
+sigma_cbc=sigma_st/m*x/(d-x)//<5 MPa, hence OK
+Tv=V*10^3/bw/d//in MPa
+pt=Ast*100/(bw*d+(2500-300)*100)//pt=0.72, approximately
+//for M15 grade concrete and pt=0.72
+Tc=0.33//in MPa
+//as Tv>Tc, shear reinforcement required
+Vs=V-Tc*bw*d/10^3//in kN
+//provide 6 mm dia bars
+Asv=2*0.785*6^2//in sq mm
+sigma_sv=140//in MPa
+Sv=Asv*sigma_sv*d/Vs/10^3//in mm
+Sv=130//approximately, in mm
+Svmin=Asv*fy/0.4/bw//in mm
+Svmin=117//approximately, in mm
+Sv=min(Sv,Svmin)//in mm
+mprintf("T beam:bf=%d mm\nDf=%d mm\nd=%d mm\nbw=%d mm\nCover = 50 mm\nSteel= 4-25 mm dia + 4-20 mm dia bars\nStirrups = 6 mm dia @ %d mm c/c throughout",bf,Df,d,bw,Sv)