initial commit / add all books

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)