EM 388F Fracture Mechanics, Spring 2008
Rui Huang
3. Stress Intensity Factors
References:
Alan Zehnder, Lecture Notes on Fracture Mechanics (http://hdl.handle.net/1813/3075).
H. Tada, P.C. Paris and G.R. Irwin, The Stress Analysis of Cracks Handbook (1973, 1985, 2000).
Three modes of fracture. A crack in 3D may have a curved front. At any point of the
crack front, a local coordinate system can be set up so that the
x1 axis is normal to the crack front and parallel to the crack
surface, the x2 axis is normal to the crack surface, and the x3
axis is tangential to the crack front. A local cylindrical
coordinate system can also be set with (r, θ) in the x1 − x2
plane.
Using the local coordinates, three fracture modes can be defined. Within the framework
of linear elastic fracture mechanics (LEFM), an arbitrary crack problem (2D and 3D) can be
considered as a linear combination of the three basic modes.
The characteristic stress field near the crack tip is solved separately for each of the three
fracture modes, assuming a straight crack front and semi-infinite crack length in an infinite body.
Mode I and Mode II fields. The asymptotic crack tip fields under mode I and mode II
conditions were obtained by Williams (1957). Follow the general approach to solving plane
elasticity problems. In the local cylindrical coordinates originated at the crack tip, the Airy stress
function φ (r , θ ) satisfies the biharmonic equation
⎛ ∂2
∂
∂ 2 ⎞⎛ ∂ 2φ ∂φ
∂ 2φ ⎞
⎟
⎟=0
⎜
⎜ 2+
+
+
+
2
2 ⎟⎜
2
2
2 ⎟
⎜ ∂r
r
r
r
r
∂
∂
∂
r
θ
r
r
θ
∂
∂
⎠⎝
⎠
⎝
By the method of separation of variables, let Ψ (r , θ ) = ∇ 2φ (r , θ ) = f (r )Θ(θ ) . The biharmonic
equation becomes
f"
f ' Θ'
r2
+r +
=0
f
f Θ
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
The solution to the above equation takes form: f (r ) = r λ and Θ(θ ) = A sin λθ + B cos λθ , where
λ is an eigenvalue to be determined.
Noting that ∇ 2φ (r , θ ) = r λ ( A sin λθ + B cos λθ ) , let φ (r , θ ) = r λ +2 Γ(θ ) . Then,
Γ"+(λ + 2) Γ = A sin λθ + B cos λθ
2
The general solution to the above ODE consists of a superposition of the homogeneous solution
and a particular solution, namely
Γ(θ ) = C1 sin( λ + 2)θ + C 2 cos(λ + 2)θ + C3 sin λθ + C 4 cos λθ
Therefore, the original biharmonic equation is solved by a stress function in form of Williams’
expansion
φ (r , θ ) = r λ + 2 [C1 sin( λ + 2)θ + C 2 cos( λ + 2)θ + C 3 sin λθ + C 4 cos λθ ]
Then, the stress components are:
σ r = (λ + 1)r λ [− (λ + 2)(C1 sin(λ + 2)θ + C2 cos(λ + 2)θ ) + (2 − λ )(C3 sin λθ + C4 cos λθ )]
σ θ = (λ + 1)(λ + 2)r λ [C1 sin(λ + 2)θ + C2 cos(λ + 2)θ + C3 sin λθ + C4 cos λθ ]
σ rθ = −(λ + 1)r λ [(λ + 2)(C1 cos(λ + 2)θ − C2 sin(λ + 2)θ ) + λ (C3 cos λθ − C4 sin λθ )]
Next, we determine the eigenvalue and the coefficients from the boundary conditions.
Mode I crack tip field. For a mode I crack, the stress field is symmetric with respect to
the x axis, i.e.,
σ r (r ,−θ ) = σ r (r , θ ) , σ θ (r ,−θ ) = σ θ (r , θ ) , and σ rθ (r ,−θ ) = −σ rθ (r , θ )
Thus, C1 = C3 = 0 . Next, apply the boundary condition at the crack surface, i.e., σ θ = σ rθ = 0 at
θ = ±π , which leads to
(λ + 1)(λ + 2)[C2 cos(λ + 2)π + C4 cos λπ ] = 0
− (λ + 1)[(λ + 2)C2 sin(λ + 2)π + λC4 sin λπ ] = 0
This becomes a standard eigenvalue problem. In order to have nontrivial solutions to the
coefficients C2 ,C4 , the determinant of the coefficient matrix of the above equations must vanish,
namely
(λ + 1) 2 (λ + 2)
cos(λ + 2)π
(λ + 2) sin(λ + 2)π
cos λπ
=0
λ sin λπ
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
This reduces to a simple equation: (λ + 1) 2 (λ + 2) sin 2λπ = 0 . Therefore, there exists infinite
1
3
number of eigenvalues: λ = 0,± ,±1,± ,±2, L
2
2
A couple of physical conditions help us reduce the number of eigenvalues:
(1) The stress scale with r λ , which would only make sense if λ < 0 , because stress
concentration (or singularity) at the crack tip is expected.
(2) The displacement scales with r λ +1 ; to have a bounded displacement at the crack tip
( r → 0 ), it is necessary to have λ + 1 > 0 .
1
The only eigenvalue that satisfies both the conditions is: λ = − . Corresponding to this
2
eigenvalue, the eigen vector gives the ratio between the two coefficients: C4 = 3C2 . This leaves
only one unknown parameter for the stress fields near the crack tip.
C2
[− 3(cos 3θ / 2) + 5(3 cosθ / 2)] = 3C2 cos⎛⎜ θ ⎞⎟⎡⎢1 + sin 2 ⎛⎜ θ ⎞⎟⎤⎥
4 r
r
⎝ 2 ⎠⎣
⎝ 2 ⎠⎦
3C
3C
⎛θ ⎞
σ θ = 2 [cos 3θ / 2 + 3 cos θ / 2] = 2 cos3 ⎜ ⎟
4 r
r
⎝2⎠
3C
3C
⎛θ ⎞
⎛θ ⎞
σ rθ = 2 [sin 3θ / 2 + sin θ / 2] = 2 sin⎜ ⎟ cos 2 ⎜ ⎟
4 r
r
⎝2⎠
⎝2⎠
σr =
Stress intensity factor. The remaining unknown parameter can only be determined from
a remote boundary condition. On the other hand, the square root singularity as well as the
circumferential distribution of the stress field near the crack tip is independent of the remote
loading conditions. In other words, the mode I crack is fully described by a single parameter,
which is called stress intensity factor. For convenience, define K I = 3C2 2π , so that the
opening stress ahead of the crack tip is: σ θ = K I / 2πr .
Mode I displacement field. The displacement field is determined by integrating the
strain components; the latter are related to the stress components by Hooke’s law.
1 +ν
ur = K I
2E
1/ 2
⎡
⎛θ ⎞
⎛ 3θ ⎞⎤
⎢(2κ − 1) cos⎜ 2 ⎟ − cos⎜ 2 ⎟⎥
⎝ ⎠
⎝ ⎠⎦
⎣
1/ 2
⎡
⎛θ ⎞
⎛ 3θ ⎞⎤
⎢− (2κ + 1) sin ⎜ 2 ⎟ + sin ⎜ 2 ⎟⎥
⎝ ⎠
⎝ ⎠⎦
⎣
⎛ r ⎞
⎜
⎟
⎝ 2π ⎠
1 +ν ⎛ r ⎞
uθ = K I
⎜
⎟
2 E ⎝ 2π ⎠
where κ = 3 − 4ν for plane strain problems and κ = (3 − ν ) /(1 + ν ) for plane stress problems.
Of particular interest is the crack opening displacement:
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
1/ 2
4K I ⎛ r ⎞
uθ (θ = ±π ) = ±
⎜
⎟
E ' ⎝ 2π ⎠
where E ' = E /(1 − ν 2 ) for plane strain and E ' = E for plane stress. The opening displacement has
a shape of parabola. The relative displacement of the two crack faces requires that K I > 0 , to
avoid interpenetration of the crack faces.
Mode II crack tip field. Follow the same steps as for the mode I field. Note the different
symmetry condition for Mode II. The stress field is anti-symmetric with respect to the x axis.
Thus, in the general solution, the coefficients C1 , C3 ≠ 0 , but C2 = C4 = 0 instead. The same
1
eigenvalue, λ = − , is obtained. The asymptotic stress field for a mode II crack:
2
K II
⎛ θ ⎞⎤
⎛ θ ⎞⎡
sin⎜ ⎟ ⎢1 − 3 sin 2 ⎜ ⎟⎥
2πr
⎝ 2 ⎠⎦
⎝ 2 ⎠⎣
K
⎛θ ⎞
⎛θ ⎞
σ θ = − II 3 sin ⎜ ⎟ cos 2 ⎜ ⎟
2πr
⎝2⎠
⎝2⎠
K
⎛ θ ⎞⎤
⎛ θ ⎞⎡
σ rθ = II cos⎜ ⎟ ⎢1 − 3 sin 2 ⎜ ⎟⎥
2πr
⎝ 2 ⎠⎦
⎝ 2 ⎠⎣
σr =
K II is the mode II stress intensity factor, which depends on the boundary conditions away from
the crack tip. Ahead of the crack tip ( θ = 0 ), we have σ r = σ θ = 0 , but the shear stress
σ rθ = K II / 2πr .
The mode II displacement field is
u r = K II
1/ 2
⎡
⎛θ ⎞
⎛ 3θ ⎞⎤
⎢− (2κ − 1) sin ⎜ 2 ⎟ + 3 sin ⎜ 2 ⎟⎥
⎝ ⎠
⎝ ⎠⎦
⎣
1/ 2
⎡
⎛θ ⎞
⎛ 3θ
⎢− (2κ + 1) cos⎜ 2 ⎟ + 3 cos⎜ 2
⎝ ⎠
⎝
⎣
1 +ν ⎛ r ⎞
⎜
⎟
2 E ⎝ 2π ⎠
1 +ν ⎛ r ⎞
uθ = K II
⎟
⎜
2 E ⎝ 2π ⎠
⎞⎤
⎟⎥
⎠⎦
The shearing displacements at the crack faces are
1/ 2
4 K II ⎛ r ⎞
u r (θ = ±π ) = m
⎜
⎟
E ' ⎝ 2π ⎠
The opening displacement of a mode II crack is zero, thus the possibility of contact and friction
between the crack surfaces.
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
Mode III crack tip field. This is an anti-plane shear problem (even simpler than plane
elasticity). The displacement u r = uθ = 0 , and u z = u z (r , θ ) , independent of the z coordinate.
The stress components are:
σ zr = μ
∂u z
∂u
, σ zθ = μ z , and σ r = σ θ = σ z = σ rθ = 0
∂r
r∂θ
Thus, the equilibrium equation becomes
⎛ ∂2
∂
∂2 ⎞
∇ 2u z = ⎜⎜ 2 +
+ 2 2 ⎟⎟u z = 0
r∂r r ∂θ ⎠
⎝ ∂r
This is a harmonic equation of the anti-plane displacement. Again, using the method of
separation of variables, the general solution takes the form
u z = r λ ( A sin λθ + B cos λθ )
Apply boundary conditions: σ zθ = μ
∂u z
= 0 at θ = ±π (traction free crack surfaces), and we
r∂θ
have
λ ( A cos λπ − B sin λπ ) = 0
λ ( A cos λπ + B sin λπ ) = 0
The existence of nontrivial solutions requires that λ2 sin 2λπ = 0 . Thus, the possible eigenvaules
1
3
are: λ = 0,± ,±1,± ,±2, L . With the same physical conditions for the mode I field, only one
2
2
1
eigenvalue, λ = − , is retained.
2
The asymptotic stress field for mode III is
σ zr =
K III
K
⎛θ ⎞
⎛θ ⎞
sin ⎜ ⎟ , σ zθ = III cos⎜ ⎟
2πr
2πr
⎝2⎠
⎝2⎠
K III is the mode III stress intensity factor. Ahead of the crack tip ( θ = 0 ), we have σ zr = 0 , but
σ zθ = K III / 2πr .
The mode III displacement field has only one component:
1/ 2
u z = K III
4(1 + ν ) ⎛ r ⎞
⎜
⎟
E ⎝ 2π ⎠
⎛θ ⎞
sin ⎜ ⎟
⎝2⎠
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
Summary of the linear elastic crack-tip fields. The asymptotic stress fields for the three
fracture modes may be reduced to a simple, general form
1/ 2
K
K ⎛ r ⎞
σ ij = m f ij( m ) (θ ) and ui = m ⎜ ⎟
2 E ⎝ 2π ⎠
2πr
g i( m ) (θ )
Both the radial and circumferential distribution are fully determined. The stress intensity factors
depend on the remote boundary conditions, i.e., the applied load and specimen geometry.
Calculations of stress intensity factors. Analytical methods such as the complex
variables method (see Alan Zehnder, Lecture Notes on Fracture Mechanics,
http://hdl.handle.net/1813/3075) have been used to solve full fields of elastic boundary value
problems to determine the stress intensity factors. For example, the crack opening displacement
of a finite crack in an infinite plate under remote tension can be obtained by the Westergaard
approach of complex variable method:
uy = ±
2σ ∞
E'
a 2 − x 2 for x < a
Near one crack tip (say x = a ), the opening displacement in
the local cylindrical coordinates is:
uθ = ±
2σ ∞
E'
( 2a − r ) r → ±
2σ ∞
E'
2ar
Compare the above solution to the asymptotic mode I
1/ 2
4K I ⎛ r ⎞
solution, uθ (θ = ±π ) = ±
⎟
⎜
E ' ⎝ 2π ⎠
, we obtain the stress intensity factor
K I = σ ∞ πa
More generally, numerical methods (e.g., finite element method, boundary element
method, etc.) are used to calculate the stress intensity factors. Some of these numerical methods
will be introduced in later lectures. A large collection of stress intensity factors is available in H.
Tada, P.C. Paris and G.R. Irwin, The Stress Analysis of Cracks Handbook, with a variety of
loading conditions and specimen geometry. A few examples are given below.
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
A finite crack in an infinite plate under remote shear:
K II = τ ∞ πa
A rectangular crack in an infinite body or an
edge crack in a half space under mode III
shear:
K III = τ ∞ πa
An edge crack in a half plane under remote tension:
K I = 1.12σ ∞ πa
Standard ASTM compact tension specimen (h = 0.6b, h1
= 0.275b, D = 0.25b, c = 0.25b, thickness w):
KI =
P a ⎛a⎞
F⎜ ⎟
wb ⎝ b ⎠
with F ( x) = 29.6 − 185.5 x + 655.7 x 2 − 1017 x 3 + 63.9 x 4
for 0.4 < x < 0.6 .
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
An edge crack in a strip (thickness w)
under bending:
KI =
M
⎛a⎞
F⎜ ⎟
3/ 2
wb
⎝b⎠
When
a/binfinite
→ 0, Fbody
→ 11under
.9 a /remote
b;
A penny shaped crack
in an
a/b →
1 , F → 3to
.95mode
.
tension. Near crackWhen
edge field
is identical
I plane
strain with
KI =
2
π
σ ∞ πa
Small scale yielding and K annulus. The asymptotic crack tip field (also called K field)
is only valid under two conditions:
(1) at a region close to the crack tip. Specifically, the distance to the crack tip, r, should be
small compared to other length scales (e.g., crack length, specimen size). Beyond this
limit, the remote boundary conditions add additional terms (non-singular) to the
asymptotic field.
(2) But not too close to the crack tip. The singular stress field from the elastic solution is
truncated by plastic yield or other inelastic behavior at a distance rp.
The condition of small scale yielding (SSY) states that the plastic zone size is sufficiently
small compared to the crack length and other geometrical lengths of the specimen, i.e., rp << L .
This ensures that the elastic K field is correct in an annular region surrounding the crack tip, i.e.,
rp < r < L .
The plastic zone size may be estimated by comparing the asymptotic stress field to the
2
⎛ K ⎞
K
⎟ . Thus, the
yield strength of the material. Roughly, by
= σ y , we obtain that rp ~ ⎜
⎟
⎜
σ
2πr
⎝ y⎠
plastic zone size increases as the applied load increases. In most instances, SSY appears to be a
reasonable assumption as long as the applied load is below about one half of the limit load for
full scale plastic yielding (e.g., σ ∞ < 0.5σ y ).
Linear elastic fracture mechanics (LEFM) is essentially based on the assumption of SSY.
Under the condition of SSY, the stress intensity factors ( K I , K II , K III ) provide the only link
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EM 388F Fracture Mechanics, Spring 2008
Rui Huang
between the outer boundaries and the crack tip. The fracture process at the crack tip is thus
dependent on the stress intensity factors. The details of geometry and loading conditions become
irrelevant as long as the stress intensity factors are known.
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