Fifth SI Edition
CHAPTER
2
MECHANICS OF
MATERIALS
Ferdinand P. Beer
E. Russell Johnston, Jr.
John T. DeWolf
David F. Mazurek
Stress and Strain
– Axial Loading
Lecture Notes:
J. Walt Oler
Texas Tech University
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Fifth
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MECHANICS OF MATERIALS
Beer • Johnston • DeWolf • Mazurek
Contents
Stress & Strain: Axial Loading
Normal Strain
Stress-Strain Test
Stress-Strain Diagram: Ductile Materials
Stress-Strain Diagram: Brittle Materials
Hooke’s Law: Modulus of Elasticity
Elastic vs. Plastic Behavior
Fatigue
Deformations Under Axial Loading
Example 2.01
Sample Problem 2.1
Static Indeterminacy
Example 2.04
Thermal Stresses
Poisson’s Ratio
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Generalized Hooke’s Law
Dilatation: Bulk Modulus
Shearing Strain
Example 2.10
Relation Among E, ν, and G
Sample Problem 2.5
Composite Materials
Saint-Venant’s Principle
Stress Concentration: Hole
Stress Concentration: Fillet
Example 2.12
Elastoplastic Materials
Plastic Deformations
Residual Stresses
Example 2.14, 2.15, 2.16
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Stress & Strain: Axial Loading
• Suitability of a structure or machine may depend on the deformations in
the structure as well as the stresses induced under loading. Statics
analyses alone are not sufficient.
• Considering structures as deformable allows determination of member
forces and reactions which are statically indeterminate.
• Determination of the stress distribution within a member also requires
consideration of deformations in the member.
• Chapter 2 is concerned with deformation of a structural member under
axial loading. Later chapters will deal with torsional and pure bending
loads.
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Normal Strain
Fig. 2.1
Fig. 2.3
Fig. 2.4
σ=
ε=
P
= stress
A
δ
L
= normal strain
2P P
σ=
=
2A A
ε=
δ
L
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P
σ=
A
2δ δ
ε=
=
2L L
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Stress-Strain Test
Fig 2.7 This machine is used to test tensile test specimens,
such as those shown in this chapter.
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Fig 2.8 Test specimen with tensile load.
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Stress-Strain Diagram: Ductile Materials
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Stress-Strain Diagram: Brittle Materials
Fig 2.1 Stress-strain diagram for a typical brittle material.
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Hooke’s Law: Modulus of Elasticity
• Below the yield stress
σ = Eε
E = Youngs Modulus or
Modulus of Elasticity
• Strength is affected by alloying,
heat treating, and manufacturing
process but stiffness (Modulus of
Elasticity) is not.
Fig 2.16 Stress-strain diagrams for iron and
different grades of steel.
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Elastic vs. Plastic Behavior
• If the strain disappears when the
stress is removed, the material is
said to behave elastically.
• The largest stress for which this
occurs is called the elastic limit.
• When the strain does not return
to zero after the stress is
removed, the material is said to
behave plastically.
Fig. 2.18
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Fatigue
• Fatigue properties are shown on
S-N diagrams.
• A member may fail due to fatigue
at stress levels significantly below
the ultimate strength if subjected
to many loading cycles.
• When the stress is reduced below
the endurance limit, fatigue
failures do not occur for any
number of cycles.
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Deformations Under Axial Loading
• From Hooke’s Law:
σ = Eε
ε=
σ
E
=
P
AE
• From the definition of strain:
ε=
δ
L
• Equating and solving for the deformation,
PL
δ=
AE
Fig. 2.22
• With variations in loading, cross-section or
material properties,
PL
δ =∑ i i
i Ai Ei
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Example 2.01
SOLUTION:
• Divide the rod into components at
the load application points.
• Apply a free-body analysis on each
component to determine the
internal force
Determine the deformation of
the steel rod shown under the
given loads.
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• Evaluate the total of the component
deflections.
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SOLUTION:
Beer • Johnston • DeWolf • Mazurek
• Apply free-body analysis to each
component to determine internal forces,
• Divide the rod into three
components:
P1 = 240 × 103 N
P2 = −60 × 103 N
P3 = 120 ×103 N
• Evaluate total deflection,
δ =∑
i
Pi Li 1  P1 L1 P2 L2 P3 L3 

= 
+
+
Ai Ei E  A1
A2
A3 
(
)
(
)
(
)
 240 ×103 0.3 − 60 ×103 0.3 120 ×103 0.4 
1
=
+
+


200 ×109  581×10 −6
581×10 −6
194 ×10 −6 
= 1.73 ×10 −3 m
δ = 1.73 mm
L1 = L2 = 0.3m
L3 = 0.4m
A1 = A2 = 581×10-6 m 2 A3 = 194 ×10-6 m 2
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Sample Problem 2.1
SOLUTION:
The rigid bar BDE is supported by two
links AB and CD.
• Apply a free-body analysis to the bar
BDE to find the forces exerted by
links AB and DC.
• Evaluate the deformation of links AB
and DC or the displacements of B
and D.
• Work out the geometry to find the
Link AB is made of aluminum (E = 70
deflection at E given the deflections
GPa) and has a cross-sectional area of 500
at B and D.
mm2. Link CD is made of steel (E = 200
GPa) and has a cross-sectional area of (600
mm2).
For the 30-kN force shown, determine the
deflection a) of B, b) of D, and c) of E.
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Sample Problem 2.1
SOLUTION:
Displacement of B:
Free body: Bar BDE
δB =
PL
AE
(
− 60 ×103 N )(0.3 m )
=
(500 ×10-6 m2 )(70 ×109 Pa )
= −514 × 10− 6 m
∑MB = 0
0 = −(30 kN × 0.6 m ) + FCD × 0.2 m
δ B = 0.514 mm ↑
Displacement of D:
FCD = +90 kN tension
δD =
PL
AE
0 = −(30 kN × 0.4 m ) − FAB × 0.2 m
(
90 ×103 N )(0.4 m )
=
(600 ×10-6 m2 )(200 ×109 Pa )
FAB = −60 kN compression
= 300 × 10− 6 m
∑ MD = 0
δ D = 0.300 mm ↓
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Sample Problem 2.1
Displacement of D:
BB′ BH
=
DD′ HD
0.514 mm (200 mm ) − x
=
0.300 mm
x
x = 73.7 mm
EE ′ HE
=
DD′ HD
δE
0.300 mm
=
(400 + 73.7 )mm
73.7 mm
δ E = 1.928 mm
δ E = 1.928 mm ↓
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Static Indeterminacy
• Structures for which internal forces and reactions
cannot be determined from statics alone are said
to be statically indeterminate.
• A structure will be statically indeterminate
whenever it is held by more supports than are
required to maintain its equilibrium.
• Redundant reactions are replaced with
unknown loads which along with the other
loads must produce compatible deformations.
• Deformations due to actual loads and redundant
reactions are determined separately and then added
or superposed.
δ = δL +δR = 0
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Example 2.04
Determine the reactions at A and B for the steel
bar and loading shown, assuming a close fit at
both supports before the loads are applied.
SOLUTION:
• Consider the reaction at B as redundant, release
the bar from that support, and solve for the
displacement at B due to the applied loads.
• Solve for the displacement at B due to the
redundant reaction at B.
• Require that the displacements due to the loads
and due to the redundant reaction be compatible,
i.e., require that their sum be zero.
• Solve for the reaction at A due to applied loads
and the reaction found at B.
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Example 2.04
Beer • Johnston • DeWolf • Mazurek
SOLUTION:
• Solve for the displacement at B due to the applied
loads with the redundant constraint released,
P1 = 0 P2 = P3 = 600 ×103 N
A1 = A2 = 400 ×10− 6 m 2
P4 = 900 ×103 N
A3 = A4 = 250 ×10− 6 m 2
L1 = L2 = L3 = L4 = 0.150 m
Pi Li 1.125 × 109
=
δL = ∑
A
E
E
i i i
• Solve for the displacement at B due to the redundant
constraint,
P1 = P2 = − RB
A1 = 400 × 10− 6 m 2
L1 = L2 = 0.300 m
(
A2 = 250 × 10− 6 m 2
)
Pi Li
1.95 × 103 RB
=−
δR = ∑
A
E
E
i i i
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Example 2.04
• Require that the displacements due to the loads and due to
the redundant reaction be compatible,
δ = δL +δR = 0
(
)
1.125 × 109 1.95 × 103 RB
−
=0
δ =
E
E
RB = 577 × 103 N = 577 kN
• Find the reaction at A due to the loads and the reaction at B
∑ Fy = 0 = R A − 300 kN − 600 kN + 577 kN
R A = 323 kN
R A = 323 kN
RB = 577 kN
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Thermal Stresses
• A temperature change results in a change in length or
thermal strain. There is no stress associated with the
thermal strain unless the elongation is restrained by
the supports.
• Treat the additional support as redundant and apply
the principle of superposition.
PL
δ T = α (∆T )L
δP =
AE
α = thermal expansion coef.
• The thermal deformation and the deformation from
the redundant support must be compatible.
δ = δT + δ P = 0
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PL
=0
AE
P = − AEα (∆T )
P
σ = = − Eα (∆T )
A
α (∆T )L +
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Poisson’s Ratio
• For a slender bar subjected to axial loading:
εx =
σx
E
σy =σz = 0
• The elongation in the x-direction is
accompanied by a contraction in the other
directions. Assuming that the material is
isotropic (no directional dependence),
εy = εz ≠ 0
• Poisson’s ratio is defined as
εy
ε
lateral strain
ν=
=−
=− z
εx
εx
axial strain
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Generalized Hooke’s Law
• For an element subjected to multi-axial loading,
the normal strain components resulting from the
stress components may be determined from the
principle of superposition. This requires:
1) strain is linearly related to stress
2) deformations are small
• With these restrictions:
σ x νσ y νσ z
εx = +
E
εy = −
εz = −
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−
νσ x
E
+
E
−
σ y νσ z
E
νσ x νσ y
E
−
E
E
−
+
E
σz
E
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Dilatation: Bulk Modulus
• Relative to the unstressed state, the change in volume is
[
(
]
)
[
e = 1 − (1 + ε x ) 1 + ε y (1 + ε z ) = 1 − 1 + ε x + ε y + ε z
]
= εx +ε y +εz
=
1 − 2ν
σ x +σ y +σ z
E
(
)
= dilatation (change in volume per unit volume)
• For element subjected to uniform hydrostatic pressure,
e = −p
k=
3(1 − 2ν )
p
=−
k
E
E
= bulk modulus
3(1 − 2ν )
• Subjected to uniform pressure, dilatation must be
negative, therefore
0 < ν < 12
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Shearing Strain
• A cubic element subjected to a shear stress will
deform into a rhomboid. The corresponding shear
strain is quantified in terms of the change in angle
between the sides,
τ xy = f (γ xy )
Fig. 2-46
• A plot of shear stress vs. shear strain is similar to the
previous plots of normal stress vs. normal strain
except that the strength values are approximately
half. For small strains,
τ xy = G γ xy τ yz = G γ yz τ zx = G γ zx
where G is the modulus of rigidity or shear modulus.
Fig. 2-47
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Example 2.10
SOLUTION:
• Determine the average angular
deformation or shearing strain of
the block.
A rectangular block of material with
modulus of rigidity G = 630 MPa is
bonded to two rigid horizontal plates.
The lower plate is fixed, while the
upper plate is subjected to a horizontal
force P. Knowing that the upper plate
moves through 1.0 mm. under the
action of the force, determine a) the
average shearing strain in the material,
and b) the force P exerted on the plate.
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• Apply Hooke’s law for shearing stress
and strain to find the corresponding
shearing stress.
• Use the definition of shearing stress to
find the force P.
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• Determine the average angular deformation
or shearing strain of the block.
γ xy ≈ tan γ xy =
1 mm
50 mm
γ xy = 0.020 rad
• Apply Hooke’s law for shearing stress and
strain to find the corresponding shearing
stress.
τ xy = Gγ xy = (630MPa )(0.020 rad ) = 12.6MPa
• Use the definition of shearing stress to find
the force P.
(
)
P = τ xy A = 12.6 × 106 Pa (0.2m )(0.062m ) = 156.2 ×103 N
P = 156.2 kN
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Relation Among E, ν, and G
• An axially loaded slender bar will
elongate in the axial direction and
contract in the transverse directions.
• An initially cubic element oriented as in
top figure will deform into a rectangular
parallelepiped. The axial load produces a
normal strain.
• If the cubic element is oriented as in the
bottom figure, it will deform into a
rhombus. Axial load also results in a shear
strain.
• Components of normal and shear strain are
related,
E
= (1 + ν )
2G
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Sample Problem 2.5
A circle of diameter d = 225 mm is scribed on
an unstressed aluminum plate of thickness t =
18 mm. Forces acting in the plane of the plate
later cause normal stresses σx = 84 MPa and
σz = 140 MPa.
For E = 70 GPa and ν = 1/3, determine the
change in:
a) the length of diameter AB,
b) the length of diameter CD,
c) the thickness of the plate, and
d) the volume of the plate.
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SOLUTION:
• Apply the generalized Hooke’s Law to • Evaluate the deformation components.
find the three components of normal
δ B A = ε x d = (+ 0.533 ×10 −3 mm/mm)(225mm )
strain.
εx = +
=
σx
E
−
δ B A = +0.12mm
νσ y νσ z
E
−
δ C D = ε z d = (+ 1.600 ×10 −3 mm/mm)(225mm )
E
1
1


(
)
(
)
84
MPa
−
0
−
140
MPa
3

3
70 ×10 MPa 
δ C D = +0.36mm
δ t = ε y t = (− 1.067 ×10 −3 mm/mm)(18mm )
= +0.533 ×10 −3 mm/mm
εy = −
νσ x
+
σ y νσ z
−
δ t = −0.0192mm
E
E
E
= −1.067 ×10 −3 mm/mm
εz = −
νσ x νσ y
−
+
σz
E
E
E
= +1.600 ×10 −3 mm/mm
• Find the change in volume
e = ε x + ε y + ε z = 1.067 × 10 −3 mm3 /mm3
∆V = eV = 1.067 × 10 −3 (380 × 380 × 18)mm3
∆V = +2733mm3
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Composite Materials
• Fiber-reinforced composite materials are formed
from lamina of fibers of graphite, glass, or
polymers embedded in a resin matrix.
• Normal stresses and strains are related by Hooke’s
Law but with directionally dependent moduli of
elasticity,
σ
Ex = x
εx
Ey =
σy
εy
Ez =
σz
εz
• Transverse contractions are related by directionally
dependent values of Poisson’s ratio, e.g.,
ν xy
εy
ε
=−
ν xz = − z
εx
εx
• Materials with directionally dependent mechanical
properties are anisotropic.
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Saint-Venant’s Principle
• Loads transmitted through rigid
plates result in uniform distribution
of stress and strain.
• Concentrated loads result in large
stresses in the vicinity of the load
application point.
• Stress and strain distributions
become uniform at a relatively short
distance from the load application
points.
• Saint-Venant’s Principle:
Stress distribution may be assumed
independent of the mode of load
application except in the immediate
vicinity of load application points.
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Stress Concentration: Hole
(a) Flat bars with holes
Discontinuities of cross section may result in
high localized or concentrated stresses.
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K=
σ max
σ ave
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Stress Concentration: Fillet
(b) Flat bars with fillets
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Example 2.12
SOLUTION:
Determine the largest axial load P
that can be safely supported by a
flat steel bar consisting of two
portions, both 10 mm thick, and
respectively 40 and 60 mm wide,
connected by fillets of radius r = 8
mm. Assume an allowable normal
stress of 165 MPa.
• Determine the geometric ratios and
find the stress concentration factor
from Fig. 2.64b.
• Find the allowable average normal
stress using the material allowable
normal stress and the stress
concentration factor.
• Apply the definition of normal stress to
find the allowable load.
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• Determine the geometric ratios and
find the stress concentration factor
from Fig. 2.64b.
D 60 mm
=
= 1.50
d 40 mm
8 mm
r
=
= 0.20
d 40 mm
K = 1.82
• Find the allowable average normal
stress using the material allowable
normal stress and the stress
concentration factor.
σ ave =
(b) Flat bars with fillets
σ max
K
=
165 MPa
= 90.7 MPa
1.82
• Apply the definition of normal stress
to find the allowable load.
P = Aσ ave = (40 mm )(10 mm )(90.7 MPa )
= 36.3 × 103 N
P = 36.3 kN
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Elastoplastic Materials
• Previous analyses based on assumption of
linear stress-strain relationship, i.e.,
stresses below the yield stress
• Assumption is good for brittle material
which rupture without yielding
• If the yield stress of ductile materials is
exceeded, then plastic deformations occur
• Analysis of plastic deformations is
simplified by assuming an idealized
elastoplastic material
• Deformations of an elastoplastic material
are divided into elastic and plastic ranges
• Permanent deformations result from
loading beyond the yield stress
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Plastic Deformations
σ
A • Elastic deformation while maximum
P = σ ave A = max
stress is less than yield stress
K
PY =
σY A
K
• Maximum stress is equal to the yield
stress at the maximum elastic
loading
• At loadings above the maximum
elastic load, a region of plastic
deformations develop near the hole
• As the loading increases, the plastic
PU = σ Y A
region expands until the section is at
= K PY
a uniform stress equal to the yield
stress
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Residual Stresses
• When a single structural element is loaded uniformly
beyond its yield stress and then unloaded, it is permanently
deformed but all stresses disappear. This is not the general
result.
• Residual stresses will remain in a structure after
loading and unloading if
- only part of the structure undergoes plastic
deformation
- different parts of the structure undergo different
plastic deformations
• Residual stresses also result from the uneven heating or
cooling of structures or structural elements
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Example 2.14, 2.15, 2.16
A cylindrical rod is placed inside a tube
of the same length. The ends of the rod
and tube are attached to a rigid support
on one side and a rigid plate on the
other. The load on the rod-tube
assembly is increased from zero to 25
kN and decreased back to zero.
a) draw a load-deflection diagram
for the rod-tube assembly
b) determine the maximum
elongation
c) determine the permanent set
d) calculate the residual stresses in
the rod and tube.
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Example 2.14, 2.15, 2.16
a) Draw a load-deflection diagram for the rod-tube
assembly
(Pr )Y = (σ r )Y Ar = (250 ×106 Pa )(48 ×10−6 m 2 ) = 12 kN
(σ r )Y
250 ×106 Pa
(δr )Y = (ε r )Y L =
(750 mm)
L=
9
Er
210 ×10 Pa
= 0.89mm
(Pt )Y = (σ t )Y At = (310 ×106 Pa )(62 ×10-6 m 2 ) = 19.2 kN
(σ t )Y
310 ×106 Pa
(δt )Y = (ε t )Y L =
( 750 mm)
L=
9
Et
105 ×10 Pa
= 2.21mm
P = Pr + Pt
δ = δ r = δt
© 2009 The McGraw-Hill Companies, Inc. All rights reserved.
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Fifth
Edition
MECHANICS OF MATERIALS
Beer • Johnston • DeWolf • Mazurek
determine the maximum elongation and permanent set
Example 2.14, b,c)
2.15,
2.16
• At a load of P = 25 kN, the rod has reached the plastic range
while the tube is still in the elastic range
Pr = (Pr )Y = 12 kN
Pt = P − Pr = (25 − 12 ) kN = 13 kN
σt =
Pt
13 kN
=
= 210 MPa
At 62 ×10-6 m 2
σt
210 ×106 Pa
750 mm
δt = εt L = L =
9
105 ×10 Pa
Et
δ max = δ t = 1.5mm
• The rod-tube assembly unloads along a line parallel to 0Yr
19.2 kN
= 21.6 kN mm = slope
0.89mm
P
25 kN
δ ′ = − max = −
= −1.16mm
m
21.6 kN mm
δ p = 0.34mm
δ p = δ max + δ ′ = (1.5 − 1.16)mm
m=
© 2009 The McGraw-Hill Companies, Inc. All rights reserved.
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Fifth
Edition
MECHANICS OF MATERIALS
Beer • Johnston • DeWolf • Mazurek
Example 2.14, 2.15, 2.16
• Calculate the residual stresses in the rod and tube.
Calculate the reverse stresses in the rod and tube caused
by unloading and add them to the maximum stresses.
ε′ =
δ′
L
=
− 1.16mm
= −1.55 ×10 −3 mm mm
750 mm
σ r′ = ε ′Er = (− 1.55 ×10 −3 )(210 GPa ) = −325.5 MPa
σ t′ = ε ′Et = (− 1.55 ×10 −3 )(105 Gpa ) = −162.75 MPa
σ residual ,r = σ r + σ r′ = (250 − 325.5) MPa = −75.5 MPa
σ residual ,t = σ t + σ t′ = (210 − 162.75) MPa = 47.25 MPa
© 2009 The McGraw-Hill Companies, Inc. All rights reserved.
2- 22