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/CH12/EX12.3/Ex12_3.sce | 68 +++++++++++++++++++++++++++++++++++++++++++++
 1 file changed, 68 insertions(+)
 create mode 100644 3683/CH12/EX12.3/Ex12_3.sce

(limited to '3683/CH12/EX12.3/Ex12_3.sce')

diff --git a/3683/CH12/EX12.3/Ex12_3.sce b/3683/CH12/EX12.3/Ex12_3.sce
new file mode 100644
index 000000000..ada5ef959
--- /dev/null
+++ b/3683/CH12/EX12.3/Ex12_3.sce
@@ -0,0 +1,68 @@
+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
+t=450//thickness of wall, in mm
+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
+y=1.8//in m
+P=67//in kN
+Wt=223//in kN
+D=0.5//thickness of base, in m
+x=1.8-P*(H/3+D/10^3)/Wt//in m
+x=1.15//in m
+e=B/2-x//in m
+q1=Wt/B+Wt*e/(1*B^2/6)//maximum pressure, in kN/sq m
+q2=Wt/B-Wt*e/(1*B^2/6)//minimum pressure, in kN/sq m
+Pa=q1-(q1-q2)/B*T//pressure at A, in kN/sq m
+Pa=100//assume, in kN/sq m
+Pb=q1-(q1-q2)/B*(T+t/10^3)//pressure at B, in kN/sq m
+Pb=85//assume, in kN/sq m
+Ma=Pa*T^2/2+1/2*(q1-Pa)*T*2/3*T-T*D*25*T/2//bending moment at A, in kN-m
+Ma=30//round-off, in kN-m
+Mb=(B-T-t/10^3)^2*H*W/2+(B-T-t/10^3)^2*D*25/2-q2*(B-T-t/10^3)^2/2-(Pb-q2)*1/3*(B-T-t/10^3)^2/2//bending moment at B, in kN-m
+Mb=80//in kN-m
+//design of toe
+d=sqrt(Ma*10^6/0.65/10^3)//in mm
+D=d+10/2+70//<500 mm (provided), hence OK
+D=500//in mm
+d=D-70//in mm
+Ast=Ma*10^6/sigma_st/0.9/d//in sq mm
+Astmin=0.12/100*10^3*D//in sq mm
+Ast=max(Ast,Astmin)//in sq mm
+s1=1000*0.785*10^2/Ast//in mm
+s1=130//assume, in mm
+//distribution steel is same as above
+//check for shear
+V=(q1+Pa)/2*T//in kN
+Tv=V*10^3/10^3/d//in MPa
+//for M15 grade concrete and pt=0.32
+Tc=0.2368//in MPa
+//as Tc > Tv, no shear reinforcement required
+//development length
+dia=10//in mm
+Tbd=0.84//in MPa
+Ld=dia*sigma_st/4/Tbd//in mm
+Ld=685//assume, in mm
+//design of heel
+d=sqrt(Mb*10^6/0.65/10^3)//< 430 mm (provided), hence OK
+d=430//in mm
+Ast=Mb*10^6/sigma_st/0.9/d//in sq mm
+s2=1000*0.785*10^2/Ast//in mm
+s2=85//assume, in mm
+//distribution steel: 0.12% of Ag, hence provide 10 mm dia bars @ 130 mm c/c 
+V=(B-T-t/10^3)*H*W-(Pb+q2)/2*(B-T-t/10^3)//in kN
+Tv=V*10^3/10^3/d//in MPa
+//for M15 grade concrete and pt=0.32
+Tc=0.2368//in MPa
+//as Tc > Tv, no shear reinforcement required
+//development length
+dia=10//in mm
+Tbd=0.84//in MPa
+Ld=dia*sigma_st/4/Tbd//in mm
+Ld=685//assume, in mm
+mprintf("Summary of design:\nThickness of base slab=%d mm. Refer to Fig. 12.11 of textbook for reinforcement details.",D)
+//answer in textbook for spacing of 10 mm dia bars for main steel in toe and distribution steel is incorrect
-- 
cgit