The deformation of a thin straight rod into a closed loop. The length of the rod remains almost unchanged during the deformation, which indicates that the strain is small. In this particular case of bending, displacements associated with rigid translations and rotations of material elements in the rod are much greater than displacements associated with straining.
Deformation in continuum mechanics is the transformation of a body from a reference configuration to a current configuration.^{[1]} A configuration is a set containing the positions of all particles of the body.
A deformation may be caused by external loads,^{[2]} body forces (such as gravity or electromagnetic forces), or changes in temperature, moisture content, or chemical reactions, etc.
Strain is a description of deformation in terms of relative displacement of particles in the body that excludes rigidbody motions. Different equivalent choices may be made for the expression of a strain field depending on whether it is defined with respect to the initial or the final configuration of the body and on whether the metric tensor or its dual is considered.
In a continuous body, a deformation field results from a stress field induced by applied forces or is due to changes in the temperature field inside the body. The relation between stresses and induced strains is expressed by constitutive equations, e.g., Hooke's law for linear elastic materials. Deformations which are recovered after the stress field has been removed are called elastic deformations. In this case, the continuum completely recovers its original configuration. On the other hand, irreversible deformations remain even after stresses have been removed. One type of irreversible deformation is plastic deformation, which occurs in material bodies after stresses have attained a certain threshold value known as the elastic limit or yield stress, and are the result of slip, or dislocation mechanisms at the atomic level. Another type of irreversible deformation is viscous deformation, which is the irreversible part of viscoelastic deformation.
In the case of elastic deformations, the response function linking strain to the deforming stress is the compliance tensor of the material.
Strain
A strain is a normalized measure of deformation representing the displacement between particles in the body relative to a reference length.
A general deformation of a body can be expressed in the form \mathbf{x} = \boldsymbol{F}(\mathbf{X}) where \mathbf{X} is the reference position of material points in the body. Such a measure does not distinguish between rigid body motions (translations and rotations) and changes in shape (and size) of the body. A deformation has units of length.
We could, for example, define strain to be

\boldsymbol{\varepsilon} \doteq \cfrac{\partial}{\partial\mathbf{X}}\left(\mathbf{x}\mathbf{X}\right) = \boldsymbol{F} \boldsymbol{I},
where \boldsymbol{I} is the identity tensor. Hence strains are dimensionless and are usually expressed as a decimal fraction, a percentage or in partsper notation. Strains measure how much a given deformation differs locally from a rigidbody deformation.^{[3]}
A strain is in general a tensor quantity. Physical insight into strains can be gained by observing that a given strain can be decomposed into normal and shear components. The amount of stretch or compression along material line elements or fibers is the normal strain, and the amount of distortion associated with the sliding of plane layers over each other is the shear strain, within a deforming body.^{[4]} This could be applied by elongation, shortening, or volume changes, or angular distortion.^{[5]}
The state of strain at a material point of a continuum body is defined as the totality of all the changes in length of material lines or fibers, the normal strain, which pass through that point and also the totality of all the changes in the angle between pairs of lines initially perpendicular to each other, the shear strain, radiating from this point. However, it is sufficient to know the normal and shear components of strain on a set of three mutually perpendicular directions.
If there is an increase in length of the material line, the normal strain is called tensile strain, otherwise, if there is reduction or compression in the length of the material line, it is called compressive strain.
Strain measures
Depending on the amount of strain, or local deformation, the analysis of deformation is subdivided into three deformation theories:

Finite strain theory, also called large strain theory, large deformation theory, deals with deformations in which both rotations and strains are arbitrarily large. In this case, the undeformed and deformed configurations of the continuum are significantly different and a clear distinction has to be made between them. This is commonly the case with elastomers, plasticallydeforming materials and other fluids and biological soft tissue.

Infinitesimal strain theory, also called small strain theory, small deformation theory, small displacement theory, or small displacementgradient theory where strains and rotations are both small. In this case, the undeformed and deformed configurations of the body can be assumed identical. The infinitesimal strain theory is used in the analysis of deformations of materials exhibiting elastic behavior, such as materials found in mechanical and civil engineering applications, e.g. concrete and steel.

Largedisplacement or largerotation theory, which assumes small strains but large rotations and displacements.
In each of these theories the strain is then defined differently. The engineering strain is the most common definition applied to materials used in mechanical and structural engineering, which are subjected to very small deformations. On the other hand, for some materials, e.g. elastomers and polymers, subjected to large deformations, the engineering definition of strain is not applicable, e.g. typical engineering strains greater than 1%,^{[6]} thus other more complex definitions of strain are required, such as stretch, logarithmic strain, Green strain, and Almansi strain.
Engineering strain
The Cauchy strain or engineering strain is expressed as the ratio of total deformation to the initial dimension of the material body in which the forces are being applied. The engineering normal strain or engineering extensional strain or nominal strain e of a material line element or fiber axially loaded is expressed as the change in length ΔL per unit of the original length L of the line element or fibers. The normal strain is positive if the material fibers are stretched and negative if they are compressed. Thus, we have

\ e=\frac{\Delta L}{L}=\frac{\ell L}{L}
where \ e is the engineering normal strain, L is the original length of the fiber and \ \ell is the final length of the fiber. Measures of strain are often expressed in parts per million or microstrains.
The true shear strain is defined as the change in the angle (in radians) between two material line elements initially perpendicular to each other in the undeformed or initial configuration. The engineering shear strain is defined as the tangent of that angle, and is equal to the length of deformation at its maximum divided by the perpendicular length in the plane of force application which sometimes makes it easier to calculate.
Stretch ratio
The stretch ratio or extension ratio is a measure of the extensional or normal strain of a differential line element, which can be defined at either the undeformed configuration or the deformed configuration. It is defined as the ratio between the final length ℓ and the initial length L of the material line.

\ \lambda=\frac{\ell}{L}
The extension ratio is approximately related to the engineering strain by

\ e=\frac{\ellL}{L}=\lambda1
This equation implies that the normal strain is zero, so that there is no deformation when the stretch is equal to unity.
The stretch ratio is used in the analysis of materials that exhibit large deformations, such as elastomers, which can sustain stretch ratios of 3 or 4 before they fail. On the other hand, traditional engineering materials, such as concrete or steel, fail at much lower stretch ratios.
True strain
The logarithmic strain ε, also called, true strain or Hencky strain. Considering an incremental strain (Ludwik)

\ \delta \varepsilon=\frac{\delta \ell}{\ell}
the logarithmic strain is obtained by integrating this incremental strain:

\ \begin{align} \int\delta \varepsilon &=\int_{L}^{\ell}\frac{\delta \ell}{\ell}\\ \varepsilon&=\ln\left(\frac{\ell}{L}\right)=\ln (\lambda) \\ &=\ln(1+e) \\ &=ee^2/2+e^3/3 \cdots \\ \end{align}
where e is the engineering strain. The logarithmic strain provides the correct measure of the final strain when deformation takes place in a series of increments, taking into account the influence of the strain path.^{[4]}
Green strain
The Green strain is defined as:

\ \varepsilon_G=\frac{1}{2}\left(\frac{\ell^2L^2}{L^2}\right)=\frac{1}{2}(\lambda^21)
Almansi strain
The EulerAlmansi strain is defined as

\ \varepsilon_E=\frac{1}{2}\left(\frac{\ell^2L^2}{\ell^2}\right)=\frac{1}{2}\left(1\frac{1}{\lambda^2}\right)
Normal strain
Twodimensional geometric deformation of an infinitesimal material element.
As with stresses, strains may also be classified as 'normal strain' and 'shear strain' (i.e. acting perpendicular to or along the face of an element respectively). For an isotropic material that obeys Hooke's law, a normal stress will cause a normal strain. Normal strains produce dilations.
Consider a twodimensional infinitesimal rectangular material element with dimensions dx \times dy , which after deformation, takes the form of a rhombus. From the geometry of the adjacent figure we have

\mathrm{length}(AB) = dx \,
and

\begin{align} \mathrm{length}(ab) &= \sqrt{\left(dx+\frac{\partial u_x}{\partial x}dx \right)^2 + \left( \frac{\partial u_y}{\partial x}dx \right)^2} \\ &= dx~\sqrt{1+2\frac{\partial u_x}{\partial x}+\left(\frac{\partial u_x}{\partial x}\right)^2 + \left(\frac{\partial u_y}{\partial x}\right)^2} \\ \end{align}\,\!
For very small displacement gradients the squares of the derivatives are negligible and we have

\mathrm{length}(ab)\approx dx +\frac{\partial u_x}{\partial x}dx
The normal strain in the x\,\!direction of the rectangular element is defined by

\varepsilon_x = \frac{\text{extension}}{\text{original length}} = \frac{\mathrm{length}(ab)\mathrm{length}(AB)}{\mathrm{length}(AB)} = \frac{\partial u_x}{\partial x}
Similarly, the normal strain in the y\,\!direction, and z\,\!direction, becomes

\varepsilon_y = \frac{\partial u_y}{\partial y} \quad , \qquad \varepsilon_z = \frac{\partial u_z}{\partial z}\,\!
Shear strain
Shear strain

Common symbols

γ or ϵ

SI unit

1, or radian

Derivations from
other quantities

γ = τ / G

The engineering shear strain is defined as (\gamma_{xy}) the change in angle between lines \overline {AC}\,\! and \overline {AB}\,\!. Therefore,

\gamma_{xy}= \alpha + \beta\,\!
From the geometry of the figure, we have

\begin{align} \tan \alpha & =\frac{\tfrac{\partial u_y}{\partial x}dx}{dx+\tfrac{\partial u_x}{\partial x}dx}=\frac{\tfrac{\partial u_y}{\partial x}}{1+\tfrac{\partial u_x}{\partial x}} \\ \tan \beta & =\frac{\tfrac{\partial u_x}{\partial y}dy}{dy+\tfrac{\partial u_y}{\partial y}dy}=\frac{\tfrac{\partial u_x}{\partial y}}{1+\tfrac{\partial u_y}{\partial y}} \end{align}
For small displacement gradients we have

\cfrac{\partial u_x}{\partial x} \ll 1 ~;~~ \cfrac{\partial u_y}{\partial y} \ll 1
For small rotations, i.e. \alpha\,\! and \beta\,\! are \ll 1\,\! we have \tan \alpha \approx \alpha,~\tan \beta \approx \beta\,\!. Therefore,

\alpha \approx \cfrac{\partial u_y}{\partial x} ~;~~ \beta \approx \cfrac{\partial u_x}{\partial y}
thus

\gamma_{xy}= \alpha + \beta = \frac{\partial u_y}{\partial x} + \frac{\partial u_x}{\partial y}\,\!
By interchanging x\,\! and y\,\! and u_x\,\! and u_y\,\!, it can be shown that \gamma_{xy} = \gamma_{yx}\,\!
Similarly, for the y\,\!z\,\! and x\,\!z\,\! planes, we have

\gamma_{yz}=\gamma_{zy} = \frac{\partial u_y}{\partial z} + \frac{\partial u_z}{\partial y} \quad , \qquad \gamma_{zx}=\gamma_{xz}= \frac{\partial u_z}{\partial x} + \frac{\partial u_x}{\partial z}\,\!
The tensorial shear strain components of the infinitesimal strain tensor can then be expressed using the engineering strain definition, \gamma\,\!, as

\underline{\underline{\boldsymbol{\varepsilon}}} = \left[\begin{matrix} \varepsilon_{xx} & \varepsilon_{xy} & \varepsilon_{xz} \\ \varepsilon_{yx} & \varepsilon_{yy} & \varepsilon_{yz} \\ \varepsilon_{zx} & \varepsilon_{zy} & \varepsilon_{zz} \\ \end{matrix}\right] = \left[\begin{matrix} \varepsilon_{xx} & \gamma_{xy}/2 & \gamma_{xz}/2 \\ \gamma_{yx}/2 & \varepsilon_{yy} & \gamma_{yz}/2 \\ \gamma_{zx}/2 & \gamma_{zy}/2 & \varepsilon_{zz} \\ \end{matrix}\right]\,\!
Metric tensor
A strain field associated with a displacement is defined, at any point, by the change in length of the tangent vectors representing the speeds of arbitrarily parametrized curves passing through that point. A basic geometric result, due to Fréchet, von Neumann and Jordan, states that, if the lengths of the tangent vectors fulfil the axioms of a norm and the parallelogram law, then the length of a vector is the square root of the value of the quadratic form associated, by the polarization formula, with a positive definite bilinear map called the metric tensor.
Description of deformation
Deformation is the change in the metric properties of a continuous body, meaning that a curve drawn in the initial body placement changes its length when displaced to a curve in the final placement. If none of the curves changes length, it is said that a rigid body displacement occurred.
It is convenient to identify a reference configuration or initial geometric state of the continuum body which all subsequent configurations are referenced from. The reference configuration need not be one the body actually will ever occupy. Often, the configuration at t = 0 is considered the reference configuration, κ_{0}(B). The configuration at the current time t is the current configuration.
For deformation analysis, the reference configuration is identified as undeformed configuration, and the current configuration as deformed configuration. Additionally, time is not considered when analyzing deformation, thus the sequence of configurations between the undeformed and deformed configurations are of no interest.
The components X_{i} of the position vector X of a particle in the reference configuration, taken with respect to the reference coordinate system, are called the material or reference coordinates. On the other hand, the components x_{i} of the position vector x of a particle in the deformed configuration, taken with respect to the spatial coordinate system of reference, are called the spatial coordinates
There are two methods for analysing the deformation of a continuum. One description is made in terms of the material or referential coordinates, called material description or Lagrangian description. A second description is of deformation is made in terms of the spatial coordinates it is called the spatial description or Eulerian description.
There is continuity during deformation of a continuum body in the sense that:

The material points forming a closed curve at any instant will always form a closed curve at any subsequent time.

The material points forming a closed surface at any instant will always form a closed surface at any subsequent time and the matter within the closed surface will always remain within.
Affine deformation
A deformation is called an affine deformation if it can be described by an affine transformation. Such a transformation is composed of a linear transformation (such as rotation, shear, extension and compression) and a rigid body translation. Affine deformations are also called homogeneous deformations.^{[7]}
Therefore an affine deformation has the form

\mathbf{x}(\mathbf{X},t) = \boldsymbol{F}(t)\cdot\mathbf{X} + \mathbf{c}(t)
where \mathbf{x} is the position of a point in the deformed configuration, \mathbf{X} is the position in a reference configuration, t is a timelike parameter, \boldsymbol{F} is the linear transformer and \mathbf{c} is the translation. In matrix form, where the components are with respect to an orthonormal basis,

\begin{bmatrix} x_1(X_1,X_2,X_3,t) \\ x_2(X_1,X_2,X_3,t) \\ x_3(X_1,X_2,X_3,t) \end{bmatrix} = \begin{bmatrix} F_{11}(t) & F_{12}(t) & F_{13}(t) \\ F_{21}(t) & F_{22}(t) & F_{23}(t) \\ F_{31}(t) & F_{32}(t) & F_{33}(t) \end{bmatrix} \begin{bmatrix} X_1 \\ X_2 \\ X_3 \end{bmatrix} + \begin{bmatrix} c_1(t) \\ c_2(t) \\ c_3(t) \end{bmatrix}
The above deformation becomes nonaffine or inhomogeneous if \boldsymbol{F} = \boldsymbol{F}(\mathbf{X},t) or \mathbf{c} = \mathbf{c}(\mathbf{X},t).
Rigid body motion
A rigid body motion is a special affine deformation that does not involve any shear, extension or compression. The transformation matrix \boldsymbol{F} is proper orthogonal in order to allow rotations but no reflections.
A rigid body motion can be described by

\mathbf{x}(\mathbf{X},t) = \boldsymbol{Q}(t)\cdot\mathbf{X} + \mathbf{c}(t)
where

\boldsymbol{Q}\cdot\boldsymbol{Q}^T = \boldsymbol{Q}^T \cdot \boldsymbol{Q} = \boldsymbol{\mathit{1}}
In matrix form,

\begin{bmatrix} x_1(X_1,X_2,X_3,t) \\ x_2(X_1,X_2,X_3,t) \\ x_3(X_1,X_2,X_3,t) \end{bmatrix} = \begin{bmatrix} Q_{11}(t) & Q_{12}(t) & Q_{13}(t) \\ Q_{21}(t) & Q_{22}(t) & Q_{23}(t) \\ Q_{31}(t) & Q_{32}(t) & Q_{33}(t) \end{bmatrix} \begin{bmatrix} X_1 \\ X_2 \\ X_3 \end{bmatrix} + \begin{bmatrix} c_1(t) \\ c_2(t) \\ c_3(t) \end{bmatrix}
Displacement
Figure 1. Motion of a continuum body.
A change in the configuration of a continuum body results in a displacement. The displacement of a body has two components: a rigidbody displacement and a deformation. A rigidbody displacement consists of a simultaneous translation and rotation of the body without changing its shape or size. Deformation implies the change in shape and/or size of the body from an initial or undeformed configuration \ \kappa_0(\mathcal B) to a current or deformed configuration \ \kappa_t(\mathcal B) (Figure 1).
If after a displacement of the continuum there is a relative displacement between particles, a deformation has occurred. On the other hand, if after displacement of the continuum the relative displacement between particles in the current configuration is zero, then there is no deformation and a rigidbody displacement is said to have occurred.
The vector joining the positions of a particle P in the undeformed configuration and deformed configuration is called the displacement vector u(X,t) = u_{i}e_{i} in the Lagrangian description, or U(x,t) = U_{J}E_{J} in the Eulerian description.
A displacement field is a vector field of all displacement vectors for all particles in the body, which relates the deformed configuration with the undeformed configuration. It is convenient to do the analysis of deformation or motion of a continuum body in terms of the displacement field. In general, the displacement field is expressed in terms of the material coordinates as

\ \mathbf u(\mathbf X,t) = \mathbf b(\mathbf X,t)+\mathbf x(\mathbf X,t)  \mathbf X \qquad \text{or}\qquad u_i = \alpha_{iJ}b_J + x_i  \alpha_{iJ}X_J
or in terms of the spatial coordinates as

\ \mathbf U(\mathbf x,t) = \mathbf b(\mathbf x,t)+\mathbf x  \mathbf X(\mathbf x,t) \qquad \text{or}\qquad U_J = b_J + \alpha_{Ji}x_i  X_J \,
where α_{Ji} are the direction cosines between the material and spatial coordinate systems with unit vectors E_{J} and e_{i}, respectively. Thus

\ \mathbf E_J \cdot \mathbf e_i = \alpha_{Ji}=\alpha_{iJ}
and the relationship between u_{i} and U_{J} is then given by

\ u_i=\alpha_{iJ}U_J \qquad \text{or} \qquad U_J=\alpha_{Ji}u_i
Knowing that

\ \mathbf e_i = \alpha_{iJ}\mathbf E_J
then

\mathbf u(\mathbf X,t)=u_i\mathbf e_i=u_i(\alpha_{iJ}\mathbf E_J)=U_J\mathbf E_J=\mathbf U(\mathbf x,t)
It is common to superimpose the coordinate systems for the undeformed and deformed configurations, which results in b = 0, and the direction cosines become Kronecker deltas:

\ \mathbf E_J \cdot \mathbf e_i = \delta_{Ji}=\delta_{iJ}
Thus, we have

\ \mathbf u(\mathbf X,t) = \mathbf x(\mathbf X,t)  \mathbf X \qquad \text{or}\qquad u_i = x_i  \delta_{iJ}X_J = x_i  X_i
or in terms of the spatial coordinates as

\ \mathbf U(\mathbf x,t) = \mathbf x  \mathbf X(\mathbf x,t) \qquad \text{or}\qquad U_J = \delta_{Ji}x_i  X_J =x_J  X_J
Displacement gradient tensor
The partial differentiation of the displacement vector with respect to the material coordinates yields the material displacement gradient tensor \ \nabla_{\mathbf X}\mathbf u. Thus we have:

\begin{align} \mathbf{u}(\mathbf{X},t) & = \mathbf{x}(\mathbf{X},t)  \mathbf{X} \\ \nabla_\mathbf{X}\mathbf{u} & = \nabla_\mathbf{X}\mathbf{x}  \mathbf{I} \\ \nabla_\mathbf{X}\mathbf{u} & = \mathbf{F}  \mathbf{I} \\ \end{align}

or

\begin{align} u_i & = x_i  \delta_{iJ} X_J = x_i  X_i\\ \frac{\partial u_i}{\partial X_K} & = \frac{\partial x_i}{\partial X_K}\delta_{iK} \\ \end{align}

where \mathbf{F} is the deformation gradient tensor.
Similarly, the partial differentiation of the displacement vector with respect to the spatial coordinates yields the spatial displacement gradient tensor \ \nabla_{\mathbf x}\mathbf U. Thus we have,

\begin{align} \mathbf U(\mathbf x,t) &= \mathbf x  \mathbf X(\mathbf x,t) \\ \nabla_{\mathbf x}\mathbf U &= \mathbf I  \nabla_{\mathbf x}\mathbf X \\ \nabla_{\mathbf x}\mathbf U &= \mathbf I \mathbf F^{1}\\ \end{align}

or

\begin{align} U_J& = \delta_{Ji}x_iX_J =x_J  X_J\\ \frac{\partial U_J}{\partial x_k} &= \delta_{Jk}\frac{\partial X_J}{\partial x_k}\\ \end{align}

Examples of deformations
Homogeneous (or affine) deformations are useful in elucidating the behavior of materials. Some homogeneous deformations of interest are

uniform extension

pure dilation

simple shear

pure shear
Plane deformations are also of interest, particularly in the experimental context.
Plane deformation
A plane deformation, also called plane strain, is one where the deformation is restricted to one of the planes in the reference configuration. If the deformation is restricted to the plane described by the basis vectors \mathbf{e}_1, \mathbf{e}_2, the deformation gradient has the form

\boldsymbol{F} = F_{11}\mathbf{e}_1\otimes\mathbf{e}_1 + F_{12}\mathbf{e}_1\otimes\mathbf{e}_2 + F_{21}\mathbf{e}_2\otimes\mathbf{e}_1 + F_{22}\mathbf{e}_2\otimes\mathbf{e}_2 + \mathbf{e}_3\otimes\mathbf{e}_3
In matrix form,

\boldsymbol{F} = \begin{bmatrix} F_{11} & F_{12} & 0 \\ F_{21} & F_{22} & 0 \\ 0 & 0 & 1 \end{bmatrix}
From the polar decomposition theorem, the deformation gradient, up to a change of coordinates, can be decomposed into a stretch and a rotation. Since all the deformation is in a plane, we can write^{[7]}

\boldsymbol{F} = \boldsymbol{R}\cdot\boldsymbol{U} = \begin{bmatrix} \cos\theta & \sin\theta & 0 \\ \sin\theta & \cos\theta & 0 \\ 0 & 0 & 1 \end{bmatrix} \begin{bmatrix} \lambda_1 & 0 & 0 \\ 0 & \lambda_2 & 0 \\ 0 & 0 & 1 \end{bmatrix}
where \theta is the angle of rotation and \lambda_1,\lambda_2 are the principal stretches.
Isochoric plane deformation
If the deformation is isochoric (volume preserving) then \det(\boldsymbol{F}) = 1 and we have

F_{11} F_{22}  F_{12} F_{21} = 1
Alternatively,

\lambda_1\lambda_2 = 1
Simple shear
A simple shear deformation is defined as an isochoric plane deformation in which there are a set of line elements with a given reference orientation that do not change length and orientation during the deformation.^{[7]}
If \mathbf{e}_1 is the fixed reference orientation in which line elements do not deform during the deformation then \lambda_1 = 1 and \boldsymbol{F}\cdot\mathbf{e}_1 = \mathbf{e}_1. Therefore,

F_{11}\mathbf{e}_1 + F_{21}\mathbf{e}_2 = \mathbf{e}_1 \quad \implies \quad F_{11} = 1 ~;~~ F_{21} = 0
Since the deformation is isochoric,

F_{11} F_{22}  F_{12} F_{21} = 1 \quad \implies \quad F_{22} = 1
Define \gamma := F_{12}\,. Then, the deformation gradient in simple shear can be expressed as

\boldsymbol{F} = \begin{bmatrix} 1 & \gamma & 0 \\ 0 & 1 & 0 \\ 0 & 0 & 1 \end{bmatrix}
Now,

\boldsymbol{F}\cdot\mathbf{e}_2 = F_{12}\mathbf{e}_1 + F_{22}\mathbf{e}_2 = \gamma\mathbf{e}_1 + \mathbf{e}_2 \quad \implies \quad \boldsymbol{F}\cdot(\mathbf{e}_2\otimes\mathbf{e}_2) = \gamma\mathbf{e}_1\otimes\mathbf{e}_2 + \mathbf{e}_2\otimes\mathbf{e}_2
Since \mathbf{e}_i\otimes\mathbf{e}_i = \boldsymbol{\mathit{1}} we can also write the deformation gradient as

\boldsymbol{F} = \boldsymbol{\mathit{1}} + \gamma\mathbf{e}_1\otimes\mathbf{e}_2
See also
References

^ Truesdell, C. and Noll, W., (2004), The nonlinear field theories of mechanics: Third edition, Springer, p. 48.

^ H.C. Wu, Continuum Mechanics and Plasticity, CRC Press (2005), ISBN 1584883634

^ Lubliner, Jacob (2008). Plasticity Theory (Revised Edition  Berkeley Authentication Required). Dover Publications. ISBN .

^ ^{a} ^{b} Rees, David (2006). Basic Engineering Plasticity  An Introduction with Engineering and Manufacturing Applications. ButterworthHeinemann. ISBN .

^ "Earth."Encyclopædia Britannica from Encyclopædia Britannica 2006 Ultimate Reference Suite DVD .[2009].

^ Rees, David (2006). Basic Engineering Plasticity  An Introduction with Engineering and Manufacturing Applications. ButterworthHeinemann. p. 41. ISBN .

^ ^{a} ^{b} ^{c} Ogden, R. W., 1984, Nonlinear Elastic Deformations, Dover.
Further reading

Bazant, Zdenek P.; Cedolin, Luigi (2010). ThreeDimensional Continuum Instabilities and Effects of Finite Strain Tensor, chapter 11 in "Stability of Structures", 3rd ed.. Singapore, New Jersey, London: World Scientific Publishing. ISBN .

Dill, Ellis Harold (2006). Continuum Mechanics: Elasticity, Plasticity, Viscoelasticity. Germany: CRC Press. ISBN .

Hutter, Kolumban; Klaus Jöhnk (2004). Continuum Methods of Physical Modeling. Germany: Springer. ISBN .

Jirasek, M; Bazant, Z.P. (2002). Inelastic Analysis of Structures. London and New York: J. Wiley & Sons. ISBN .

Lubarda, Vlado A. (2001). Elastoplasticity Theory. CRC Press. ISBN .

Macosko, C. W. (1994). Rheology: principles, measurement and applications. VCH Publishers. ISBN .

Mase, George E. (1970). Continuum Mechanics. McGrawHill Professional. ISBN .

Mase, G. Thomas; George E. Mase (1999). Continuum Mechanics for Engineers (Second ed.). CRC Press. ISBN .

NematNasser, Sia (2006). Plasticity: A Treatise on Finite Deformation of Heterogeneous Inelastic Materials. Cambridge: Cambridge University Press. ISBN .

Prager, William (1961). Introduction to Mechanics of Continua. Boston: Ginn and Co. ISBN .
This article was sourced from Creative Commons AttributionShareAlike License; additional terms may apply. World Heritage Encyclopedia content is assembled from numerous content providers, Open Access Publishing, and in compliance with The Fair Access to Science and Technology Research Act (FASTR), Wikimedia Foundation, Inc., Public Library of Science, The Encyclopedia of Life, Open Book Publishers (OBP), PubMed, U.S. National Library of Medicine, National Center for Biotechnology Information, U.S. National Library of Medicine, National Institutes of Health (NIH), U.S. Department of Health & Human Services, and USA.gov, which sources content from all federal, state, local, tribal, and territorial government publication portals (.gov, .mil, .edu). Funding for USA.gov and content contributors is made possible from the U.S. Congress, EGovernment Act of 2002.
Crowd sourced content that is contributed to World Heritage Encyclopedia is peer reviewed and edited by our editorial staff to ensure quality scholarly research articles.
By using this site, you agree to the Terms of Use and Privacy Policy. World Heritage Encyclopedia™ is a registered trademark of the World Public Library Association, a nonprofit organization.