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| author | prashantsinalkar | 2017-10-10 12:27:19 +0530 |
|---|---|---|
| committer | prashantsinalkar | 2017-10-10 12:27:19 +0530 |
| commit | 7f60ea012dd2524dae921a2a35adbf7ef21f2bb6 (patch) | |
| tree | dbb9e3ddb5fc829e7c5c7e6be99b2c4ba356132c /3683/CH12/EX12.1/Ex12_1.sce | |
| parent | b1f5c3f8d6671b4331cef1dcebdf63b7a43a3a2b (diff) | |
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initial commit / add all books
Diffstat (limited to '3683/CH12/EX12.1/Ex12_1.sce')
| -rw-r--r-- | 3683/CH12/EX12.1/Ex12_1.sce | 77 |
1 files changed, 77 insertions, 0 deletions
diff --git a/3683/CH12/EX12.1/Ex12_1.sce b/3683/CH12/EX12.1/Ex12_1.sce new file mode 100644 index 000000000..c40e9f633 --- /dev/null +++ b/3683/CH12/EX12.1/Ex12_1.sce @@ -0,0 +1,77 @@ +sigma_cbc=5//in MPa
+sigma_st=230//in MPa
+phi=30//angle of repose, in degrees
+H=5//height of wall, in m
+B=0.6*H//assume, in m
+T=B/4//assume toe to base ratio as 1:4
+W=16//density of retained earth, in kN/cu m
+P=W*H^2/2*(1-sind(phi))/(1+sind(phi))//in kN
+P=67//assume, in kN
+M1=P*H/3//in kN-m
+M1=112//assume, in kN-m
+//bending moment at 2.5 m below the top
+h=2.5//in m
+M2=W*h^2/2*(1-sind(phi))/(1+sind(phi))*h/3//in kN-m
+M2=14//in kN-m
+//thickness of stem (at the base)
+d=sqrt(M1*10^6/0.65/1000)//in mm
+d=415//in mm
+dia=20//assume 20 mm dia bars
+D1=d+dia/2+25//in mm
+D2=200//thickness at top, in mm
+D3=D2+(D1-D2)*h/H//in mm
+d3=sqrt(M2*10^6/0.65/1000)//in mm
+D3=d3+dia/2+25//< 325 mm (provided), hence OK
+D3=325//in mm
+d3=D3-dia/2-25//in mm
+//main steel
+//(a) 5 m below the top
+Ast=M1*10^6/sigma_st/0.9/d//in sq mm
+//provide 20 mm dia bars
+s1=1000*0.785*20^2/Ast//in mm
+s1=240//assume, in mm
+//(b) 2.5 m below the top
+Ast=M2*10^6/sigma_st/0.9/d3//in sq mm
+Astmin=0.12/100*10^3*D3//in sq mm
+Ast=max(Ast,Astmin)//in sq mm
+//provide 12 mm dia bars
+s2=1000*0.785*12^2/Ast//in mm
+s2=290//assume, in mm
+//distribution steel
+Ads=0.12/100*10^3*D3//in sq mm
+//provide 8 mm dia bars
+s3=1000*0.785*8^2/Ads//in mm
+s3=125//assume, in mm
+//check for shear
+V=P//in kN
+Tv=V*10^3/10^3/d//in MPa
+//for M15 grade concrete and pt=0.31
+Tc=0.22//in MPa
+//as Tc > Tv, no shear reinforcement required
+//development length
+//(a) At the base of stem
+dia=20//in mm
+Tbd=0.84//in MPa
+Ld=dia*sigma_st/4/Tbd//in mm
+Ld=1370//assume, in mm
+//(b) At 2.5 m below the top
+dia=12//in mm
+Ld=dia*sigma_st/4/Tbd//in mm
+Ld=825//assume, in mm
+//check for stability
+D4=500//thickness of base, in mm (assume)
+V1=1/2*(D1-D2)/10^3*H*25//in kN
+V2=(D2/10^3)*H*25//in kN
+V3=(D4/10^3)*B*25//weight of base, in kN
+V4=(B-T-D1/10^3)*H*W//weight of soil, in kN
+V=V1+V2+V3+V4//in kN
+M=V1*(T+2/3*(D1-D2)/10^3)+V2*(T+(D1-D2)/10^3+D2/10^3/2)+V3*B/2+V4*(B-(B-T-D1/10^3)/2)//in kN-m
+x=M/V//in m
+x=1.8//assume, in m
+//factor of safety
+//for overturning
+F1=V*x/P/(H/3)//> 1.5, hence OK
+mu=0.5
+//for sliding
+F2=mu*V/P//> 1.5, hence OK
+mprintf("Summary of design:\nThickness of stem (at base) = %d mm\nThickness of stem at top = %d mm\nRefer Fig. 12.4 of textbook for reinforcement details",D1,D2)
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