From 7f60ea012dd2524dae921a2a35adbf7ef21f2bb6 Mon Sep 17 00:00:00 2001 From: prashantsinalkar Date: Tue, 10 Oct 2017 12:27:19 +0530 Subject: initial commit / add all books --- 3683/CH9/EX9.1/Ex9_1.sce | 41 +++++++++++++++++++++++++++++++++++++++++ 3683/CH9/EX9.2/Ex9_2.sce | 39 +++++++++++++++++++++++++++++++++++++++ 3683/CH9/EX9.3/Ex9_3.sce | 44 ++++++++++++++++++++++++++++++++++++++++++++ 3683/CH9/EX9.4/Ex9_4.sce | 45 +++++++++++++++++++++++++++++++++++++++++++++ 4 files changed, 169 insertions(+) create mode 100644 3683/CH9/EX9.1/Ex9_1.sce create mode 100644 3683/CH9/EX9.2/Ex9_2.sce create mode 100644 3683/CH9/EX9.3/Ex9_3.sce create mode 100644 3683/CH9/EX9.4/Ex9_4.sce (limited to '3683/CH9') 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, AsTc, 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) -- cgit