Composite bar with end load (two segments)

The composite bar BCD in the figure is composed of an inner aluminum cylindrical core of length 2L=2 m and radius R=1 cm and a sleeve of steel of length L=1 m and thickness R=1 cm surrounding the aluminum core in the CD section of the bar. The Young’s moduli are: E(Al) = 70 GPa, and E(steel)=210 GPa. The bar is fixed at B and a concentrated tensile load F is applied at the free end D. The resulting total elongation of bar BCD, is δ=1 cm. Determine the normal stress in the steel sleeve. (in MPa)

i[dot]imgur[dot]com/McHq9LJ.png

27 answers

Helpless it is, 184 MPA

Do you have figured out Problem 1 and 2?

Anyone?

Problem 1 and 2?

Problem 1 and 2 please!

Determine the normal stress in the steel sleeve.
Obtain the numerical value of the displacement of section.
pllllllllllllllllllllz help?

-86.8 MPa

problem3_1 second part,
Obtain the numerical value of the displacement of section c....!
plz help?

@jojo

0.4mm

3_2(a)
3_2(b)
plz help.

3_3 problem
plz help.

HW3_2A

(2*p_0*L)/27-p_0*(L/3-x+(3*x^2)/(4*L))

(p_0*2*L/27)

HW3_2B

(2*p_0*L*x)/(27*E*A)-p_0/(E*A)*((L*x)/3-x^2/2+x^3/(4*L))

p_0*2*L/(27*E*A)*(x-L)

HW3_3A
u1 = -a*L*x1;

u2 = 2*a*(x2.^2-L*x2);

HW3_3B
N1 = -3*a*L*A*E+0*x1;

N2 = 6*a*A*E*(2*x2-L);

HW3_3C
fx1 = 0 + 0*x1;

fx2 = -12*a*A*E + 0*x2;

HW3_3D1
Fx=-3*a*L*A*E

x=L/2

HW3_3D2
R(B)=3*a*A*E*L

R(C)= 6*a*A*E*L

E2_2:
E2_3:
PLZ help

E2_2
1)epsilon_0*x/L*(L-x/2)
2)epsilon_0*L/2
3)-epsilon_0/(2*L)*(L-x)^2
4)epsilon_0*L/2

E2_3
1)112
2)0.001
3)-0.004
4)-0.004

E3_1?
HW3_4?

HW3_3 Inverse PROBLEM ON STATICALLY INDETERMINATE COMPOSITE BAR (PART 4)

HW3_4B: 0.5

E3_1
1)-50
2)50,100
3)12*a*L*E_1*A_2*(x/L-1),-30
4)0
5)-12*E_1*A_2*a

HW3_3D1
Fx=-3*a*L*A*E
x=L/2

HW3_3D2
Rx(B)=3*a*A*E*L
Rx(C)= 6*a*A*E*L

HW3_4A
2.66

HW3_4B
0.49

problem hw3_1b
second part?
anyone gave the answer?

thanks alot regz.

thanks regz.

thanks anonymous.

problem 4_1?
SD truss problem with the method of joints...............!

hw3_1(b)
0.4mm
@heyyo

plz help
problem 4_1?

HW4_1
1)
-1.17
-1.17
1.4142
0.936
2.35
2)
-1.414
0.702
0.702
3)
-4.05
-4.05
2.59
6.49