initial commit / add all books

7 files changed, 150 insertions, 0 deletions

diff --git a/2744/CH13/EX13.1/Ex13_1.sce b/2744/CH13/EX13.1/Ex13_1.sce
new file mode 100755
index 000000000..85cc00181
--- /dev/null
+++ b/2744/CH13/EX13.1/Ex13_1.sce
@@ -0,0 +1,19 @@
+clear;
+clc;
+b = 10;//inches
+d = 1;//inches
+h = 20;//inches
+r = 2;//inches
+M_r = 500000;//lb-inches
+m = 15;
+A_r = 4*0.25*%pi*d^2;//in^2
+h_eff = h-r;//inches
+K = m*A_r/(b*h_eff);//inches
+n1 = sqrt((K)^2+(2*K))-K;
+n = n1*h_eff;//inches
+a = h_eff-(n/3);//inches
+c = 2*M_r/(b*n*a);//lb/in^2
+t = (h_eff-n)*m*c/n;//lb/in^2
+printf('The stress induced in the concrete and steel, t = %d lb/in^2',t);
+
+//there is a minute error in the answer given in textbook.
diff --git a/2744/CH13/EX13.2/Ex13_2.sce b/2744/CH13/EX13.2/Ex13_2.sce
new file mode 100755
index 000000000..e6dff43fa
--- /dev/null
+++ b/2744/CH13/EX13.2/Ex13_2.sce
@@ -0,0 +1,31 @@
+clear;

+clc;

+b = 8;//inches

+d = 7/8;//inches

+h = 18;//inches

+r = 2;//inches

+c = 750;//lb/in^2

+t_limit = 18000;//lb/in^2

+m = 8;

+h_eff = 16;//inches

+m = 18;

+A_t = 3*0.25*%pi*d^2;//in^2

+K = m*A_t/(b*h_eff);//inches

+n1 = sqrt((K)^2+(2*K))-K;

+n = n1*h_eff;//inches

+a = h_eff - (n/3);//inches

+t = m*c*(h_eff-n)/n;//lb/in^2

+

+if t<t_limit then

+    t = t;

+else

+    t = t_limit;

+end

+

+M_r = t*A_t*a;// lb/inches

+W = M_r*8/(12*h_eff);//lb-wt

+printf('The distance of the N.A from the top edge, n = %.3f inches.',n);

+printf('\n The safe moment of inertia is, t = %d lb/in^2.',t);

+printf('\n Unifromly distributed load over the beam, W = %d lb-wt. or %d lb. per foot run',W,W/16.011);

+

+//there are calculation errors given in the answer in textbook.

diff --git a/2744/CH13/EX13.3/Ex13_3.sce b/2744/CH13/EX13.3/Ex13_3.sce
new file mode 100755
index 000000000..319b1aa35
--- /dev/null
+++ b/2744/CH13/EX13.3/Ex13_3.sce
@@ -0,0 +1,22 @@
+clear;

+clc;

+function Z = quadratic(d,M_c,c_limit,b)

+    n = poly(0,"n");

+    p = n^2-(d*3)*n + M_c*3/(0.5*c_limit*b);

+    Z = roots(p);

+endfunction

+b = 12;//inches

+h = 22;//inches

+r = 2;//inches

+W = 1500;//lb per foot run

+d = h-r;//feet

+l = 20;//inches

+c_limit = 700;// lb/in^2

+m = 15;

+M_c = W*20*l*b/8;// lb-inches

+Z = quadratic(d,M_c,c_limit,b);

+n = round(Z(2));

+t = m*c_limit*(d-n)/n;// lb/in62

+A_t = 0.5*c_limit*b*n/t;// in^2

+printf('Area of steel reinforcement required is, A_t = %d in^2',A_t);

+printf('\n Corresponding stress in steel is, t = %d lb/in^2',t);

diff --git a/2744/CH13/EX13.4/Ex13_4.sce b/2744/CH13/EX13.4/Ex13_4.sce
new file mode 100755
index 000000000..dee497d07
--- /dev/null
+++ b/2744/CH13/EX13.4/Ex13_4.sce
@@ -0,0 +1,16 @@
+clear;

+clc;

+m = 15;

+t = 18000;// lb/in^2

+c = 700;// lb/in^2

+b = 12;;// inches

+M = 900000;//bending moment lb/inches

+k1 = 1/((t/(m*c))+1);//k = n/d

+k2 = 1-k1/3;//k2 = a/d

+p = 0.5*c*k1/(t);

+d = sqrt(M/(0.5*c*b*k1*k2));//inches

+A_t = p*b*d;// sq.inches

+A_t_previous = 0.25*%pi*(7/8)^2;//section area with diameter 7/8 inches

+n = A_t/A_t_previous;

+printf('Effective deapth is d = %.2f inches',d);

+printf('\n A_t = %.3f sq.inches',A_t);

diff --git a/2744/CH13/EX13.5/Ex13_5.sce b/2744/CH13/EX13.5/Ex13_5.sce
new file mode 100755
index 000000000..fec832e96
--- /dev/null
+++ b/2744/CH13/EX13.5/Ex13_5.sce
@@ -0,0 +1,16 @@
+clear;

+clc;

+l = 20;//feet

+W = 500;// lb per foot run

+c = 750;// lb/in^2

+t = 18000;// lb/in^2

+m = 15;

+BM_max = W*l*l*12/8 ;// lb-inches

+//by making the effective deapth d twice the width b

+d = (BM_max/(126*0.5))^(1/3);//inches

+b = 0.5*d;//inches

+//necessary reinforcement is 0.8% of concrete section

+A_t = 0.008*b*d;// in^2

+printf('d = %.2f inches\n b = %.2f inches',d,b);

+printf('\n A_t = %.3f in^2',A_t);

+

diff --git a/2744/CH13/EX13.6/Ex13_6.sce b/2744/CH13/EX13.6/Ex13_6.sce
new file mode 100755
index 000000000..4166bb273
--- /dev/null
+++ b/2744/CH13/EX13.6/Ex13_6.sce
@@ -0,0 +1,23 @@
+clear;

+clc;

+W = 180;// lb per sq.foot

+l = 10;// feet

+b = 12;//inches

+c = 750;// lb/in^2

+m = 15;

+M = W*l*l*12/8;//lb-inches

+d_new = sqrt(M/(126*b));//inches

+A_t = 0.8*b*d_new/100;//in^2

+//using 3/8 inch rods 

+d1 = 3/8;//inches

+A1 = 0.25*%pi*(d1)^2;//in^2 

+r1 = A1*b/A_t;//inch

+//using 1/2 inch rods 

+d2 = 1/2;//inches

+A2 = 0.25*%pi*(d2)^2;//in^2 

+r2 = A2*b/A_t;//inches

+printf('d = %.3f inches',d_new);

+printf('\n A_t = %.3f in^2',A_t);

+printf('\n Using %.3f inch rods, spacing centre to centre will be %.2f inches',d1,r1);

+printf('\n Using %.2f inch rods, spacing centre to centre will be %.1f inches',d2,r2);

+//there are round-off errors in the answer given in textbook

diff --git a/2744/CH13/EX13.7/Ex13_7.sce b/2744/CH13/EX13.7/Ex13_7.sce
new file mode 100755
index 000000000..cc05c2c7a
--- /dev/null
+++ b/2744/CH13/EX13.7/Ex13_7.sce
@@ -0,0 +1,23 @@
+clear;

+clc;

+l = 12;//feet

+w = 150;// lb per sq.foot

+//Live load

+LL = w*l;//lb-wt

+//Dead Load assuming the slab thickness to be 6 inches

+t = 6;//inches

+DL = t*l*12;//lb-wt

+//total load

+W = LL+DL;//lb-wt

+M = W*l*12/10;//lb-inches

+d = sqrt(M/(12*126));

+printf('d = %.3f inches',d);

+//With about an  inch to cover the slab will be 6 inch thick

+A_t = 0.8*l*d/100;// in^2

+//using 1/2 inch rods 

+d1 = 1/2;//inches

+A1 = 0.25*%pi*(d1)^2;//in^2 

+r1 = A1*l/A_t;//inches

+printf('\n Per foot width of slab, A_t = %.4f in^2',A_t);

+printf('\n Using %.2f inch rods, spacing centre to centre will be %.3f inches',d1,r1);

+//there are minute calculation errors in the answer given in textbook.