Bounding Problems

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12/7/2014 Applied Mechanics of Solids (A.F. Bower) Chapter 6: Plasticity - 6.2 Bounding Theorems

http://solidmechanics.org/Text/Chapter6_2/Chapter6_2.php

Chapter 6

Analytical techniques and solutions for plastic solids

6.2 Bounding theorems in plasticity and their applicationsTo set the background for plastic limit analysis, it is helpful to review the behavior of an elastic-plastic solid or structure subjected

to mechanical loading. The solution to an internally-pressurized elastic-perfectly plastic sphere given in Section 4.2 provides a

represe ntative example. All elastic-perfectly plastic structures will exhibit similar behavior. In particular

An inelastic solid will reach yield at some critical value of applied load.

If the load exceeds yield, a plastic region starts to spread through the solid. As an increasing area of the solid reaches

yield, the displacements in the structure progressively increase.

At a critical load, the plastic region becomes large enough to allow unconstrained plastic flow in the solid. The load

cannot be increased beyond this point. Thesolid is said to collapse.

Strain hardening will influence the results quantitatively, but if the solid has a limiting yield stress (a stress beyond which it can

never harden) its behavior will be qualitatively similar.

In a plasticity calculation, often the two most interesting results are (a) the critical load where the solid starts to yield and (b) the

critical load where it collapses. Of course, we dont need to solve a plasticity problem to find the yield point we only need the

elastic fields. In many design problems this is all we need, since plastic flow must be avoided more often than not. But there are

situations where some plasticity can be tolerated in a structure or component and there are even some situations where itsdesirable (e .g. in designing crumple zones in cars). In this situation, we usually would like to know the collapse load for the solid.

It would be really nice to find some way to getthe collapse load without having to solve the full boundary value problem.

This is the motivation for plastic limit analysis. The limit theorems of plasticity provide a quick way to estimate collapse loads,

without needing any fancy calculations. In fact, collapse loads are often much easier to find than the yield point!

In this section, we derive several useful theorems of plastic limit analysis and illustrate their applications.

6.2.1 Definition of the plastic dissipation

Consider a rigid perfectly plastic solid, which has mass density , and a Von-Mises yield

surface with yield stress in uniaxial tension Y. (By definition, the elastic strains are zero in a rigid

plastic material). The solid is subjected to tra ctions on the its boundary. The solid may also besubjected to a body force b (per unit mass) acting on the interior of the solid. Assume that the

loading is sufficient to cause the solid to collapse.

Velocity discontinuities:Note that the velocity and stress fields in a collapsing rigid plastic solid

need not neces sarily be continuous. The solution often has shear discontinuities, as illustrated on

the right. In the picture, the top part of the solid slides relative to the bottom part. We need a way

to describe this kind of deformation. To do so,

1. We assume that the velocity field at collapse may have a finite

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http://solidmechanics.org/Text/Chapter6_2/Chapter6_2.php 2

set of such shear discontinuities, which occur over a collection of

surfaces . Let mbe a unit vector normal to the surface at some

point , and let denote the limiting values of velocity and

stress on the two sides of the surface .

2. To ensure that no holes open up in the material, the velocity

discontinuity must satisfy

3. The solids immediately adjace nt to the discontinuity exert equal and opposite forces on each other. Therefore

4. We will use the symbol to denote the relative velocity of sliding across the discontinuity, i.e.

5. The yield criterion and plastic flow rule require that on any surface s of velocity

discontinuity.

Kinematically admissible collapse mechanism: The kinematically admissible collapse mechanism is analogous to the

kinematically admissible displacement field that was introduced to define the potential energy of an elastic solid. By definition, a

kinematically admissible collapse mechanism is any velocity field vsatisfying (i.e. v is volume preserving)

Like u, the virtual velocity v may have a finite set of discontinuities across surface s with normal (these are not necessarily

the discontinuity surface s for the actual collapse mechanism). We use

to denote the magnitude of the velocity discontinuity. We also define the virtual strain rate

(note that ) and the effec tive virtual plastic strain rate

Plastic Dissipation: Finally, we define the plastic dissipation associated with the virtual velocity field v as

The terms in this expression have the following physical interpretation:

1. The first integral represents the work dissipated in plastically straining the solid

2. The second integral represents the work dissipated due to plastic shearing on the velocity discontinuities

3. The third integral is the rate of mechanical work done by body forces

4. The fourth integral is the rate of mechanical work done by the prescribed surface tractions.

6.2.2.The Principle of Minimum Plastic Dissipation

Let denote the actual velocity field that causes a rigid plastic solid to collapse under a prescribed loading. Let v be any

kinematically admissible collapse mechanism. Let denote the plastic dissipation, as defined in the preceding section. Then

1.

2.

Thus, is an absolute minimum for - in other words, the actual velocity field at collapse minimizes . Moreover, is zero

for the actual collapse mechanism.

Derivation: Begin by summarizing the equations governing the actual collapse solution. Let denote the actualvelocity, strain rate and stress in the solid at collapse. Let denote the deviatoric stress. The fields must

satisfy governing equations and boundary conditions

Strain-displacement relation

Stress equilibrium

Plastic flow rule and yield criterion

On velocity discontinuities, these conditions require that

Boundary conditions

S

u

( ) m

= 0u

+

u

=

+

[ [ ] ]

[ [ ] ] = =

u

+

u

( ) ( )

+

+

( ) = Y

[ [

] ] /

+

3

/ = 0

S

m

[ [

] ] = =

v

+

v

(

) (

)

+

+

= ( + )

1

2

= 0

=

2 / 3

( v) = Y V + [ [

] ] A

A

A

R

S

Y

3

R

0

b

R

u

( v )

( v)

( )

u

( ) = 0

u

v = u

[ , , ]

= / 3 S

= ( / + / ) / 2

/

+ = 0

0

b

=

= Y

3

2

S

Y

3

2

S

S

0 < Y

3

2

S

S

( ) = Y

[ [ ] ] /

+

3

= R


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We start by showing that .

1. By definition

2. Note that, using (i) the flow rule, (ii) the condition that and (iii) the yield criterion

3. Note that from the symmetry of . Hence

4. Note that . Substitute into the expression for , combine the two

volume integrals and reca ll (equilibrium) that to see that

5. Apply the divergence theorem to the volume integral in this result. When doing so, note that we must include contributions

from the velocity discontinuity across S as follows

6. Finally, reca ll that on the boundary, and note that the outward normals to the solids

adjacent to Sare related to m by . Thus

Since , we find that as required.

Next, we show that . To this end,

1. Let be a kinematically admissible velocity field as defined in the preceding section, with strain rate

2. Let be the stress necessa ry to drive the kinematically admissible collapse mechanism, which must satisfy the plastic

flow rule and the yield criterion

3. Recall that the plastic strains and stresses associated with the kinematically admissible field must satisfy the Principle ofMaximum Plastic Resistance (Section 3.7.10), which in the present context implies that

To see this, note that is the stress required to cause the plastic strain rate , while the actual stress state at collapse

must satisfy .

4. Note that . Substituting into the principle of maximum plastic resistance

and integrating over the volume of the solid shows that

5. Next, note that

6. The equilibrium equation shows that . Substituting this into the result of (5) and then substituting into the

result of (4) shows that

7. Apply the divergence theorem to the second integral. When doing so, note that we must include contributions from the

velocity discontinuity across as follows

8. Reca ll that on the boundary, and note that the outward normals to the solids adjace nt to S are related to m by

. Thus

( ) = 0

u

( ) = Y V + [ [ ] ] A

A

Au

R

S

Y

3

R

0

b

R

= 0S

= = ( + ) = = Y

3

2

S

Y

S

3

2

S

Y

3

2

S

S

Y

= ( / + / ) / 2 = /

Y V=

V = / V

R

R

R

/ = ( ) / ( / )

( u )

/ + = 0

0

b

( ) = ( ) / V + [ [ ] ] A

A

u

R

S

Y

3

R

( ) = A

+ A

+ A + [ [ ] ] A

Au

R

S

+

+

S

S

Y

3

R

=

=

+

=

( ) = ( ) A + [ [ ] ] Au

S

+

S

Y

3

( ) = Y

[ [

] ] /

+

3 ( u) = 0

( v) 0

= ( + )

1

2

S

= = Y

3

2

S

Y

3 / 2S

S

(

) 0

Y3 / 2

S

S

= ( + 3 / 2

Y =Y

S

S

Y V

V 0

R

R

= ( / + /

)/ 2 = / =

( )/

( /

)

/ =

0

b

Y V ( ) / V

V 0

R

R

R

0

b

S

Y V

A

A

A

V 0

R

S

+

S

R

R

0

b

=

=

+

=

Y V + ( ) A

V

A 0


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9. Finally, note that on

since the shear stress acting on any plane in the solid cannot exceed . Thus

proving that as required.

6.2.3 The Upper Bound Plastic Collapse Theorem

Consider a rigid plastic solid, subjected to some distribution of tractions and body forces .

We will attempt to estimate the factor by which the loading can be increased before the solid

collapses ( is effec tively the factor of safety). We suppose that the solid will collapse for

loading , .

To estimate , we guess the mechanism of collapse. The collapse mechanism will be an

admissible velocity field, which may have a finite set of discontinuities across surface s with

normal , as discussed in 6.2.1.

The principle of minimum plastic dissipation then states that

for any collapse mechanism, with equality for the true mechanism of collapse. Therefore

Expressed in words, this equation states that we can obtain an upper bound to the collapse loads by postulating a collapse

mechanism, and computing the ratio of the plastic dissipation associated with this mechanism to the work done by the applied

loads.

So, we can choose any collapse mechanism, and use it to estimate a safety factor. The actual safety factor is likely to be lower

than our estimate (it will be equal if we guessed right). This method is evidently inherently unsafe, since it overestimates the safety

factor but it is usually possible guess the collapse mechanism quite accurate ly, and so with practice you can get excellent

estimates.

6.2.4 Examples of applications of the upper bound theorem

Example 1: collapse load for a uniaxial bar. We will illustrate the bounding theorems using a few examples. First, we will

compute bounds to the collapse load for a uniaxial bar. Assume the bar has unit out of plane thickness, for simplicity.

To get an upper bound, we guess a collapse mec hanism as shown below. The

top and bottom half of the bar slide past each other as rigid blocks, as shown,

with a velocity discontinuity across the line shown in red.

The upper bound theorem gives

In this problem the strain rate vanishes, since w e assume the two halves of the bar are rigid. The plastic dissipation is

The body force vanishes, and

Y V + ( ) A

V

A 0

R

S

+

R

b

R

2

S

( ) Y

[ [

] ] /

+

3

Y/ 3

Y V+

Y [ [ ] ] / A

V

A

0

R

S

3

R

b

R

2

(v ) 0

b

b

S

m

Y V + ( ) A

V

A 0

R

S

+

R

b

R

Y V+ Y

[ [

] ] / A

R

S

3

A+

A

R

b

R

Y V+ Y

[ [

] ] / A

R

S

3

A+

A

R

b

R

Y[ [

] ] / A

= Y( / s i n

) (

L/ c o s

) /

S

3

3

A=

L


5/11



where is the vertical component of the velocity of the top block. Thus

The best upper bound occurs for , giving for the collapse load.

Example 2: Collapse load for a bar containing a hole. For a slightly more interesting problem, consider

the effect of inserting a hole with radius a in the center of the column. This time we apply aforce to thetop of the column, rather than specify the traction distribution in detail. We will acce pt any solution that

has traction acting on the top surface that is statically equivalent to the applied force.

A possible collapse mechanism is shown. The plastic dissipation is

The rate of work done by applied loading is

Our upper bound follows as

and the best upper bound solution is

Example 3: Force required to indent a rigid platic surface. For our next example, we attempt to find upper and lower bounds to

the force required to push a flat plane punch into a rigid plastic solid. This problem is interesting because we have an exac t slip-

line field solution, so we can assess the accuracy of the bounding calculations.

A possible collapse mechanism is shown above. In each semicircular region we assume a

constant circumferential velocity . To compute the plastic dissipation in one of the

regions, adopt a cylindrical-polar coordinate system with origin at the edge of the contact.

The strain distribution follows as

Thus the plastic dissipation is

(note that theres a velocity discontinuity at r=a). The work done by applied loading is just giving the upper bound

This should be compared to the exact slip-line field solution

computed in section 6.1. The error is 17% - close e nough for government work.

Example 4: Orthogonal metal cutting. The picture shows a simple model of

machining. The objective is to determine the horizontal force Pacting on the

tool (or workpiece) in terms of the depth of cut h, the tool rake angle and

the shear yield stress of the material

To perform the calculation, we adopt a reference frame that moves with the

tool. Thus, the tool appears stationary, while the workpiece moves at speed

to the right. The collapse mechanism consists of shear across the red

line shown in the picture.

Elementary geometry gives the chip thickness d as

A=

L

R

2Y

/ ( s i n 2 )3

= / 4 2

Y/ 3

Y[ [

] ] / A

= ( Y / )( / s i n

) (

L 2

a) / c o s

S

3 3

A= P

R

P 2Y ( L

2a

) / ( s i n 2 )3

P 2Y ( L

2a

) / 3

=

= = 0 = =

1

2

2

= =

2

3

3

Y V+ Y

[ [

] ] / A = 2 Y +

a=

Y a

R

S

3

0

0

a/ 2

3

Y

2 3

2

3

P

P 2 Y a / 3

P = (

+ 2 ) Y a / 3

Y

V

=

c o s ( + )

s i n


6/11



Mass conservation (material flowing into slip discontinuity = material flowing out of slip discontinuity) gives the velocity of

material in the chip as

The velocity discontinuity across the shear band is

The plastic dissipation follows as

The upper bound theorem gives

To obtain the best estimate for P, we need to minimize the right hand side of this

expression with respec t to . This gives

The resulting upper bound to the machining force is plotted on the figure to the

right.

6.2.5 The Lower Bound Plastic Collapse Theorem

The lower bound theorem provides a safe estimate of the collapse loads for a rigid plasticsolid.Consider a rigid plastic solid, subjected to some distribution of tractions and body forces .

We will attempt to estimate the factor by which the loading can be increased before the solid

collapses ( is effec tively the factor of safety). We suppose that the solid will collapse for

loading , .

To estimate , weguess the distribution of stress in the solid at collapse.

We will denote the guess for the stress distribution by . The stress distribution must1. Satisfy the boundary conditions , where is a lower bound to

2. Satisfy the equations of equilibrium within the solid,

3. Must not violate the yield criterion anywhere within the solid,

The lower bound theorem states that if anysuch stress distribution can be found, the solid will not collapse, i.e. .

Derivation

1. Let denote the actual velocity field in the solid at collapse. These must satisfy the field equations and

constitutive equations listed in Section 6.4.4.

2. Let denote the guess for the stress field.

3. The Principle of Maximum Plastic Resista nce (see Section 3.7.10) shows that , since is at or below

yield.

4. Integrating this equation over the volume of the solid, and using the principle of virtual work on the two terms shows that

This proves the theorem.

6.2.6 Examples of applications of the lower bound plastic collapse theorem

V

c

= =V

c

V

V

s i n

c o s ( + )

| | =V

b a

+ + 2 s i n V

2

V

2

c

V

c

V

= V

1 + + 2 s i n

s i n

2

( + )c o s

2

s i n

c o s ( + )

= | |W

P

s i n

V

a b

Y

3

P | |

V

s i n

V

a b

Y

3

P

Y

s i n3

1 + + 2 s i n

s i n

2

( + )c o s

2

s i n

c o s (

+

)

= ( 1 t a n (

) )t a n

1

b

b

=

L

L

/ + = 0

L

b

( ) 0

L

[ , , ]

(

) 0

(

) V=

A

A 0

V

V

V

A

A

V

L

V


7/11



Example 1: Collapse load for a plate containing a hole. A plate with widthL contains a hole of radius

a at its center. The plate is subjected to a tensile force P as shown (the traction distribution is not

specified in detail we will accept any solution that has traction acting on the top surface that is statically

equivalent to the applied force).

For a statically admissible stress distribution, we consider the stress field shown in the figure, with

, and all other stress components zero.

The estimate for the applied load at collapse follows as

Example 2: Rigid indenter in contact with a half-space. We consider a flat indenter

with width a that is pushed into the surface of a half-space by a force P. The stress

state illustrated in the figure will be used to obtain a lower bound to the collapse load in

the solid. Note that

1. Regions C, E, F are stress free

2. The stress in regions A and D consists of a state of uniaxial stress, with

direction parallel to the boundaries between AC (or AE) and CD (or DF)

respectively. We will denote this stress by , where m is a unit

vector parallel to the direction of the uniaxial stress.

3. The stress state in the triangular region B has principal directions of stress parallel to . We will write this stress state as

The stresse s in each region must be chosen to satisfy equilibrium, and to ensure that the stress is below yield everywhere. Thestress is constant in eac h region, so equilibrium is satisfied locally. However, the stresses are discontinuous across AC, AB, etc.

To satisfy equilibrium, equal and opposite tractions must act on the material surfaces adjacent to the discontinuity, which requires,

e.g. that , where n is a unit vector normal to the boundary between A and B as indicated in the figure. We enforce

this condition as follows:

1. Note that

2. Equilibrium across the boundary between A and B requires

3. We must now choose and to maximize the collapse load, while ensuring that the stresses do not excee d yield in

regions A or B. Clearly, this requires while must be chosen to ensure that . This requires

. The largest value for maximizes the bound.4. Finally, substituting for gives . We see that the lower bound is .

6.2.7 The lower bound shakedown theorem

In this and the next section we derive two important theorems that can be used to estimate the maximum cyclic loads that can be

imposed on a component without excee ding yield. The concept ofshakedown in a solid subjected to cyclic loads was introduced in

Section 4.2.4, which discusse s the behavior of a spherical shell subjected to cyclic internal pressure. It was shown that, if the first

cycle of pressure exceeds yield, residual stresses are introduced into the shell, which may prevent further plastic deformation under

subsequent load cycles. This process is known as shakedown, and the maximum load for which it can occur is known as theshakedown limit.

We proceed to derive a theorem that can be used to obtain a safe estimate to the maximum cyclic load that can be applied to a

structure without inducing cyclic plastic deformation.

We consider an elastic-perfectly plastic solid with Von-Mises yield surface, associated flow law,

and uniaxial tensile yield stress Y. Assume that

1. The displacement on part of the boundary of the solid

2. The remainder of the boundary is subjected to a prescribed cycle of traction

. The history of traction is periodic, with a period T.

Define the following quantities:

1. Let denote the actual history of displacement, strain and stress induced in the

= 0 | | < a

= Y

| | > a

2 2

1

2 2

1

P= 2

Y ( L a )

L

m m

A

e

+

B

1 1

e

1

e

1

B

2 2

e

2

e

2

=

A

B

m= c o s

+ s i n

e

1

e

2

n= s i n

+ c o s

e

1

e

2

( m m)

n = ( +

) n

A

B

1 1

e

1

e

1

B

2 2

e

2

e

2

( c o s

+ s i n

) 2 s i n

c o s

= s i n

+ c o s

A

e

1

e

2

B

1 1

e

1

B

2 2

e

2

= 2

= 2

B

1 1

A

c o s

2

B

2 2

A

s i n

2

A

= Y

A


8/11



solid by the applied loading. The strain is partitioned into elastic a nd plastic parts as

2. Let denote the history of displacement, strain and stress induced by the

prescribed traction in a perfectly elastic solid with identical geometry.

3. We introduce (time dependent) residual stress and residual strain fields, which

(by definition) satisfy

Note that, (i) because on , it follows that on

and (ii) because it follows that

The lower bound shakedown theorem can be stated as follows: The solid is guaranteed to shake down if any time independentresidual stress field can be found which satisfies:

The equilibrium equation

The boundary condition on

When the residual stress is combined with the elastic solution, the combined stress does not excee d yield at

any time during the cycle of load.

The theorem is valuable because shakedown limits can be estimated using the elastic solution, which is much easier to calculate

than the elastic-plastic solution.

Proof of the lower bound theorem: The proof is one of the most devious in all of solid mechanics.

1. Consider the strain energy associa ted with the difference betwee n the actual residual stress field , and the guess for the

residual stress field , which can be calculated as

where is the elastic compliance tensor. For later reference note that W has to be positive, because strain energy

density is always positive or zero.

2. The rate of change of Wcan be calculated as

(to see this, reca ll that )

3. Note that . Consequently, we see that

4. Using the principle of virtual work, the second integral can be expressed as an integral over the boundary of the solid

To see this, note that on , while on

5. The remaining integral in (3) can be re-written as

6. Finally, reca ll that lies at or below yield, while is at yield and is the stress corresponding to the plastic strain

rate . The principle of maximum plastic resista nce therefore shows that . This inequality

and can only be satisfied simultaneously if . We conclude that either the plastic

strain rate vanishes, or . In either case the solid must shake down to an elastic state.

6.2.8 Examples of applications of the lower bound shakedown theorem

Example 1: A simple 3 bar problem. It is traditional to illustrate the concept of shakedown using

this problem. Consider a structure made of three parallel elastic-plas tic bars, with Youngs modulusE

and cross sectional are A, as shown in the figure. The two bars labele d 1 and 2 have yield stress Y

the central bar (labeled 3) has yield stress 2Y. The structure is subjected to a cyclic load with mean

= +

[ , , ]

= + = + = + +

= =

R

2

= 0

R

2

/ = / = 0

/ = 0

/ = 0

= 0

R

2

( + ) 0

W= ( ) ( ) V

1

2

R

S

S

= ( ) V 0

W

R

S

=S

S

= = S

= ( ) V + ( ) ( )

V 0

W

R

R

( ) ( ) V = 0

R

( ) = 0

R

2

= 0

R

1

= ( ) V =

( + )

V 0

W

R

R

+

( + )

0

W/

0

( + )

= 0

( + )

= 0


9/11



value and amplitude .

The elastic limit for the structure is the collapse load is .

To obtain a lower bound to the shakedown limit, we must

1. Calculate the elastic stresses in the structure the axial stress in each bar is

2. Find a residual stress distribution in the structure, which satisfies equilibrium and boundary

conditions, and which can be added to the elastic stresses to bring them below yield. A

suitable residual stress distribution consists of an axial stress in bars 1, 2 and 3. To

prevent yield at the maximum a nd minimum load in all three bars, we require

The first two equations show that , irrespective of . To avoid yield in all

bars at the maximum load, we must c hoose , which gives .

Similarly, to avoid yield in all bars at the minimum load, we must choose ,

showing that .

The various regimes of behavior are summarized in the figure.

Example 2: Shakedown limit for a pressurized

spherical shell. We consider an elastic-perfectly plastic

thick-walled shell, with inner radius aand outer radius b.

The inner wall of the shell is subjected to a cyclic

pressure, with minimum value zero, and maximum value

To estimate the shakedown limit we must

1. Calculate the stresses induced by the pressure in

an elastic shell. The solution can be found in

Section 4.1.4.

2. Find a self-equilibrating residual stress field, which satisfies traction free boundary conditions onR=a,R=b, and which can

be added to the elastic stresses to prevent yield in the sphere. The equilibrium equation for the residual stress can be

written

We can satisfy this equation by choosing any suitable distribution for and calculating the corresponding . For

example, we can choose , which corresponds to . To avoid yield

at maximum load, we must ensure that , while to avoid yield at zero load,

throughout the shell. The critically stressed materia l element lies atR=a at both the maximum and zero

loads, which shows that

Clearly, the best choice of is

The estimate for the shakedown limit therefore follows as . This is equal to the exact solution derived

(with considerably more effort) in Section 4.1.4.

6.2.9 The Upper Bound Shakedown Theorem

In this section we derive a theorem that can be used to obtain an over-estimate to the maximum

cyclic load that can be applied to a structure without inducing cyclic plastic deformation.

Although the estimate is inherently unsafe, the theorem is easier to use than the lower bound

theorem.

P

P

P = 3 A Y

P

P = 4 A Y

P

=P

/ 3A

= = = 2

( 1 )

( 2 )

0

( 3 )

0

Y< ( P ) / 3

A+ ( + P ) / 3

A+


10/11



We consider an elastic-perfectly plastic solid with Von-Mises yield surface, associated flow law,

and uniaxial tensile yield stress Y. Assume that

1. The displacement on part of the boundary of the solid

2. The remainder of the boundary is subjected to a prescribed cycle of traction .

The history of traction is periodic, with a period T.

Define the following quantities:

1. Let denote the actual history of displacement, strain and stress induced in the

solid by the applied loading. The strain is partitioned into elastic a nd plastic parts as

2. Let denote the history of displacement, strain and stress induced by the prescribed traction in a perfectly

elastic solid with identical geometry.

To apply the upper bound theorem, we guess a mechanism of cyclic plasticity that might occur in the structure under the applied

loading. We denote the cycle of strain by , and define the change in strain per cycle as

To be a kinematically admissible cycle,

must be compatible, i.e. for some a displacement field . Note that only the

change in strain per cycle needs to be compatible, the plastic strain rate need not be compatible at every instant during the

cycle.

The compatible displacement field must satisfy on .

The upper bound shakedown theoremcan then be stated as follows. If there exists any kinematically admissible cycle of strainthat satisfies

the solid will not shake down to an elastic state.

Proof: The upper bound theorem can be proved by contradiction.

1. Suppose that the solid does shake down. Then, from the lower bound shakedown theorem, we know that there exists a timeindependent residual stress field , which satisfies equilibrium the boundary conditions on ,

and is such that lies below yield throughout the cycle.

2. The principle of maximum plastic resista nce then shows that . Integrating

this expression over the volume of the solid, and the cycle of loading gives

3. Finally, reversing the order of integration in the last integral and using the principle of virtual work, we see that

To see this, note that on while on .

4. Substituting this result back into (2) gives a contradiction, so proving the upper bound theorem.

6.2.10 Examples of applications of the upper bound shakedown theorem

Example 1: A simple 3 bar problem. We re-visit the demonstration problem illustrated in Section

6.2.8. Consider a structure made of three parallel elastic-plas tic bars, with Youngs modulusE, length

L,and cross sectional areA, as shown in the figure. The two bars labeled 1 and 2 have yield stress Y

the central bar (labeled 3) has yield stress 2Y. The structure is subjected to a cyclic load with mean

value and amplitude .

u = 0 R

1

R

2

( )t

[ , , ]

= +

[ , , ]

( )

= (

)

0

T

= (

/ +

/ ) / 2

= 0

R

1

( ) (

) V

Y ( ) V =

0

T

R

0

T

R

2 / 3

/ = 0

= 0

R

2

( ) +

( ( + ) ) = Y

( + ) 0

Y ( ) V (

) (

) V (

) (

) V 0

0

T

R

0

T

R

0

T

R

( ) (

) V = V

= A = 0

R

0

T

R

R

= 0

R

1

= 0

R

2

P

P


11/11


To obtain an upper bound to the shakedown limit, we must devise a suitable mechanism of plastic flow

in the solid. We could consider three possible mechanisms:

1. An increment of plastic strain in bars (1) and (2) at the instant of maximum load,

followed by in bars (1) and (2) at the instant of minimum load. Since the strain at

the end of the cycle vanishes, it is automatically compatible.

2. An equal increment of plastic strain in all three bars at eac h instant of maximum load

3. An equal increment of plastic strain at eac h instant of minimum load.

By finding the combination of loads for which

we obtain conditions where shakedown is guaranteed not to occur. Note that the elastic stresses in all three bars are equal, and are

given by . Thus

1. For mechanism (1):2. For mechanism (2):3. For mechanism (3):

These agree with the lower bound calculated in Section 6.2.8, and are therefore the exact solution.

Example 2: Shakedown limit for a pressurized spherical shell. We consider an elastic-perfectly plastic thick-walled shell, with inner radius a and outer radius b. The inner wall of

the shell is subjected to a cyclic

pressure, with minimum value zero, and maximum value

To estimate the shakedown limit we must

1. Calculate the stresses induced by the pressure in an elastic shell. The solution can be

found in Section 4.1.4.

2. Postulate a mechanism of steady-state plas tic deformation in the shell. For example, consider a mechanism consisting of auniform plastic strain increment which occurs in a spherical shell with radius avery small

thickness dt at the instant of maximum pressure, followed by a strain at the instant of

minimum load.

The upper bound theorem states that shakedown will not occur if

Substituting the elastic stress field and the strain rate shows that

This gives for the shakedown limit. Again, this agrees with the lower bound, and is therefore the

exact solution.

=

2 2

=

2 2

=

2 2

=

2 2

( ) (

) V

Y ( ) V =

0

T

R

0

T

R

2 / 3

= P ( ) / 3

A

2 2

2 ( + P)

L / 3 2 ( P)

L / 3 2 Y L A + 2 Y L A

P 3 A YP

P

( + P)

L 4 Y L A + P 4 A YP

P

( P)

L 4 Y L A P 4 A YP

P

a

=(

1

R R

a

a

3

(

b

3

a

3

b

3

R

3

= =(

1 +

a

a

3

(

b

3

a

3

b

3

2 R

3

= 2

= =

= 2

= =

( ) (

) V

Y ( ) V =

0

T

R

0

T

R

2 / 3

4 4 Y

2 + 4 Y

2

a

2

3

a

b

3

( )b

3

a

3

a

2

a

2

/ Y< 4 ( 1 / ) / 3

a

a

3

b

3

Bounding Problems

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