4 files changed, 97 insertions, 0 deletions
diff --git a/3588/CH4/EX4.3/EX4_3.sav b/3588/CH4/EX4.3/EX4_3.sav
new file mode 100644
index 000000000..b187f611f
--- /dev/null
+++ b/3588/CH4/EX4.3/EX4_3.sav
diff --git a/3588/CH4/EX4.3/EX4_3.sce b/3588/CH4/EX4.3/EX4_3.sce
new file mode 100644
index 000000000..61e93cd29
--- /dev/null
+++ b/3588/CH4/EX4.3/EX4_3.sce
@@ -0,0 +1,49 @@
+//Clearing console
+clc
+clear
+
+//Intializing Variables
+b = 40
+h = 40
+I = (b*h^3)/12
+L1=300
+L2=300
+L3=200
+E1 = 207*10^3
+E3 = 69*10^3
+A1= 1600
+A3 = 78.54
+
+//Calculating elemental stiffness matrices
+K1 = ((E1*I)/(L1^3))*[12 6*L1 -12 6*L1;6*L1 4*(L1)^2 -6*L1 2*(L1)^2; -12 -6*L1 12 -6*L1; 6*L1 2*(L1)^2 -6*L1 4*(L1)^2]
+K2 = K1 //as L1 = L2 and both are of same material (E1 = E2)
+K3 = (A3*E3/L3)*[1 -1;-1 1]
+
+//Constructing Global Stiffness matrix
+K(1,[1:7])= [K1(1,[1:4]) 0 0 0]
+K(2,[1:7])= [K1(2,[1:4]) 0 0 0]
+K(3,[1:7])= [K1(3,[1:2]) K1(3,3)+K2(1,1)+K3(1,1) K1(3,4)+K2(1,2) K2(1,[3:4]) K3(1,2)]
+K(4,[1:7])= [K1(4,[1:2]) K1(4,3)+K2(2,1) K1(4,4)+K2(2,2) K2(2,[3:4]) 0]
+K(5,[1:7])= [0 0 K2(3,[1:4]) 0 ]
+K(6,[1:7])= [0 0 K2(4,[1:4]) 0 ]
+K(7,[1:7])= [0 0 K3(2,1) 0 0 0 K3(2,2)]
+
+//Constructing Force matrix (required values)
+F([2:6],1) = [0; 0; 0; -10000; 0]
+
+//Solving for displacements
+U(2:6,1)=linsolve(K(2:6,2:6),-F(2:6,1)) //K*U=F (equlibrium equation)
+
+//Solving Axial stress of BD element
+stress_BD = E3*[-1/L3 1/L3]*[0 1 0 0;0 0 0 1]*[0;U(3,1);0;0]
+U(1,1)=0
+U(7,1)=0
+
+//Calculating Reaction forces
+F = [K]*[U]
+
+//Printing Results
+printf('\nResults\n')
+printf('\nNode-C Displacement Components \nU=%fmm \nTheta=%frad',U(3,1),U(4,1))
+printf('\nReaction Forces \nR1=%fN \nR4=%fN',F(1,1),F(7,1))
+
diff --git a/3588/CH4/EX4.4/EX4_4.sav b/3588/CH4/EX4.4/EX4_4.sav
new file mode 100644
index 000000000..afae5bc14
--- /dev/null
+++ b/3588/CH4/EX4.4/EX4_4.sav
diff --git a/3588/CH4/EX4.4/EX4_4.sce b/3588/CH4/EX4.4/EX4_4.sce
new file mode 100644
index 000000000..39f3c563c
--- /dev/null
+++ b/3588/CH4/EX4.4/EX4_4.sce
@@ -0,0 +1,48 @@
+//Clearing console
+clc
+clear
+
+//Intializing Variables
+b = 1
+h = 1
+A = 1
+L = 20
+I = (b*h^3)/12
+E = 10*10^6
+M = 90
+
+//Calculating elemental stiffness matrices
+k1([2,3,5,6],1:6) = ((E*I)/(L^3))*[0 12 6*L 0 -12 6*L;0 6*L 4*(L)^2 0 -6*L 2*(L)^2;0 -12 -6*L 0 12 -6*L;0 6*L 2*(L)^2 0 -6*L 4*(L)^2]
+k1([1,4],1:6) = (A*E/L)*[1 0 0 -1 0 0;-1 0 0 1 0 0]
+k2 = k1 //as L1 = L2 and both are of same material (E1 = E2)
+
+//Calculating transformation matrix
+R = [cosd(M) sind(M) 0 0 0 0;-sind(M) cosd(M) 0 0 0 0;0 0 1 0 0 0;0 0 0 cosd(M) sind(M) 0;0 0 0 -sind(M) cosd(M) 0;0 0 0 0 0 1]
+
+//Constructing elemental Stiffness matrix in global system
+K1 = (R)'*k1*R
+
+//Constructing Global Stiffness matrix
+K(1,[1:9])= [K1(1,[1:6]) 0 0 0]
+K(2,[1:9])= [K1(2,[1:6]) 0 0 0]
+K(3,[1:9])= [K1(3,[1:6]) 0 0 0]
+K(4,[1:9])= [K1(4,[1:3]) K1(4,4)+k2(1,1) K1(4,5)+k2(1,2) K1(4,6)+k2(1,3) k2(1,[4:6])]
+K(5,[1:9])= [K1(5,[1:3]) K1(5,4)+k2(2,1) K1(5,5)+k2(2,2) K1(5,6)+k2(2,3) k2(2,[4:6])]
+K(6,[1:9])= [K1(6,[1:3]) K1(6,4)+k2(3,1) K1(6,5)+k2(3,2) K1(6,6)+k2(3,3) k2(3,[4:6])]
+K(7,[1:9])= [0 0  0 k2(4,[1:6])]
+K(8,[1:9])= [0 0  0 k2(5,[1:6])]
+K(9,[1:9])= [0 0  0 k2(6,[1:6])]
+
+//Constructing Force matrix (required values)
+F([4:6],1) = [0;-100;-333.3]
+U([1:3],1) =[0; 0; 0]
+
+//Solving for displacements
+U(4:6,1)=linsolve(K(4:6,4:6),-F(4:6,1)) //K*U=F (equlibrium equation)
+
+//Solving for local displacements
+u(1:6,1) = R*U(1:6,1)
+
+//Printing Results
+printf('\nResults\n')
+printf('\nNode-B Displacement Components \nUx=%fin \nUy=%fin \nTheta=%frad',u(4,1),u(5,1),u(6,1))