Linear elasticity
Linear elasticity is the mathematical study of how solid objects deform and become internally stressed due to prescribed loading conditions. Linear elasticity models materials as continua. Linear elasticity is a simplification of the more general nonlinear theory of elasticity and is a branch of continuum mechanics. The fundamental "linearizing" assumptions of linear elasticity are: infinitesimal strains or "small" deformations (or strains) and linear relationships between the components of stress and strain. In addition linear elasticity is valid only for stress states that do not produce yielding. These assumptions are reasonable for many engineering materials and engineering design scenarios. Linear elasticity is therefore used extensively in structural analysis and engineering design, often with the aid of finite element analysis.
Mathematical formulation
Equations governing a linear elastic boundary value problem are based on three tensor partial differential equations for the balance of linear momentum and six infinitesimal straindisplacement relations. The system of differential equations is completed by a set of linear algebraic constitutive relations.
Direct tensor form
In direct tensor form that is independent of the choice of coordinate system, these governing equations are:^{[1]}
 Equation of motion, which is an expression of Newton's second law:
 Straindisplacement equations:
 Constitutive equations. For elastic materials, Hooke's law represents the material behavior and relates the unknown stresses and strains. The general equation for Hooke's law is
where is the Cauchy stress tensor, is the infinitesimal strain tensor, is the displacement vector, is the fourthorder stiffness tensor, is the body force per unit volume, is the mass density, represents the nabla operator, represents a transpose, represents the second derivative with respect to time, and is the inner product of two secondorder tensors (summation over repeated indices is implied).
Cartesian coordinate form
 Note: the Einstein summation convention of summing on repeated indices is used below.
Expressed in terms of components with respect to a rectangular Cartesian coordinate system, the governing equations of linear elasticity are:^{[1]}
Engineering notation  where the subscript is a shorthand for and indicates , is the Cauchy stress tensor, are the body forces, is the mass density, and is the displacement.
 These are 3 independent equations with 6 independent unknowns (stresses).
 Straindisplacement equations:
Engineering notation  where is the strain. These are 6 independent equations relating strains and displacements with 9 independent unknowns (strains and displacements).
 Constitutive equations. The equation for Hooke's law is:
 where is the stiffness tensor. These are 6 independent equations relating stresses and strains. The requirement of the symmetry of the stress and strain tensors lead to equality of many of the elastic constants, reducing the number of different elements to 21^{[2]} .
An elastostatic boundary value problem for an isotropichomogeneous media is a system of 15 independent equations and equal number of unknowns (3 equilibrium equations, 6 straindisplacement equations, and 6 constitutive equations). Specifying the boundary conditions, the boundary value problem is completely defined. To solve the system two approaches can be taken according to boundary conditions of the boundary value problem: a displacement formulation, and a stress formulation.
Cylindrical coordinate form
In cylindrical coordinates () the equations of motion are^{[1]}
The straindisplacement relations are
and the constitutive relations are the same as in Cartesian coordinates, except that the indices ,, now stand for ,,, respectively.
Spherical coordinate form
In spherical coordinates () the equations of motion are^{[1]}
The strain tensor in spherical coordinates is
Isotropic homogeneous media
In isotropic media, the stiffness tensor gives the relationship between the stresses (resulting internal stresses) and the strains (resulting deformations). For an isotropic medium, the stiffness tensor has no preferred direction: an applied force will give the same displacements (relative to the direction of the force) no matter the direction in which the force is applied. In the isotropic case, the stiffness tensor may be written:
where is the Kronecker delta, K is the bulk modulus (or incompressibility), and is the shear modulus (or rigidity), two elastic moduli. If the medium is inhomogeneous, the isotropic model is sensible if either the medium is piecewiseconstant or weakly inhomogeneous; in the strongly inhomogeneous smooth model, anisotropy has to be accounted for. If the medium is homogeneous, then the elastic moduli will be independent of the position in the medium. The constitutive equation may now be written as:
This expression separates the stress into a scalar part on the left which may be associated with a scalar pressure, and a traceless part on the right which may be associated with shear forces. A simpler expression is:^{[3]}
 ^{[4]}
where λ is Lamé's first parameter. Since the constitutive equation is simply a set of linear equations, the strain may be expressed as a function of the stresses as:^{[5]}
which is again, a scalar part on the left and a traceless shear part on the right. More simply:
where ν is Poisson's ratio and E is Young's modulus.
Elastostatics
Elastostatics is the study of linear elasticity under the conditions of equilibrium, in which all forces on the elastic body sum to zero, and the displacements are not a function of time. The equilibrium equations are then
Engineering notation (tau is shear stress)
This section will discuss only the isotropic homogeneous case.
Displacement formulation
In this case, the displacements are prescribed everywhere in the boundary. In this approach, the strains and stresses are eliminated from the formulation, leaving the displacements as the unknowns to be solved for in the governing equations. First, the straindisplacement equations are substituted into the constitutive equations (Hooke's Law), eliminating the strains as unknowns:
Differentiating yields:
Substituting into the equilibrium equation yields:
or (replacing double (dummy) (=summation) indices k,k by j,j and interchanging indices, ij to, ji after the, by virtue of Schwarz' theorem)
where and are Lamé parameters. In this way, the only unknowns left are the displacements, hence the name for this formulation. The governing equations obtained in this manner are called NavierCauchy equations or, alternatively, the elastostatic equations.
Derivation of NavierCauchy equations in Engineering notation First, the direction will be considered. Substituting the straindisplacement equations into the equilibrium equation in the direction we have Then substituting these equations into the equilibrium equation in the direction we have
Using the assumption that and are constant we can rearrange and get:
Following the same procedure for the direction and direction we have
These last 3 equations are the NavierCauchy equations, which can be also expressed in vector notation as
Once the displacement field has been calculated, the displacements can be replaced into the straindisplacement equations to solve for strains, which later are used in the constitutive equations to solve for stresses.
The biharmonic equation
The elastostatic equation may be written:
Taking the divergence of both sides of the elastostatic equation and assuming the body forces has zero divergence (homogeneous in domain) () we have
Noting that summed indices need not match, and that the partial derivatives commute, the two differential terms are seen to be the same and we have:
from which we conclude that:
Taking the Laplacian of both sides of the elastostatic equation, and assuming in addition , we have
From the divergence equation, the first term on the left is zero (Note: again, the summed indices need not match) and we have:
from which we conclude that:
or, in coordinate free notation which is just the biharmonic equation in .
Stress formulation
In this case, the surface tractions are prescribed everywhere on the surface boundary. In this approach, the strains and displacements are eliminated leaving the stresses as the unknowns to be solved for in the governing equations. Once the stress field is found, the strains are then found using the constitutive equations.
There are six independent components of the stress tensor which need to be determined, yet in the displacement formulation, there are only three components of the displacement vector which need to be determined. This means that there are some constraints which must be placed upon the stress tensor, to reduce the number of degrees of freedom to three. Using the constitutive equations, these constraints are derived directly from corresponding constraints which must hold for the strain tensor, which also has six independent components. The constraints on the strain tensor are derivable directly from the definition of the strain tensor as a function of the displacement vector field, which means that these constraints introduce no new concepts or information. It is the constraints on the strain tensor that are most easily understood. If the elastic medium is visualized as a set of infinitesimal cubes in the unstrained state, then after the medium is strained, an arbitrary strain tensor must yield a situation in which the distorted cubes still fit together without overlapping. In other words, for a given strain, there must exist a continuous vector field (the displacement) from which that strain tensor can be derived. The constraints on the strain tensor that are required to assure that this is the case were discovered by Saint Venant, and are called the "Saint Venant compatibility equations". These are 81 equations, 6 of which are independent nontrivial equations, which relate the different strain components. These are expressed in index notation as:
Engineering notation
The strains in this equation are then expressed in terms of the stresses using the constitutive equations, which yields the corresponding constraints on the stress tensor. These constraints on the stress tensor are known as the BeltramiMichell equations of compatibility:
In the special situation where the body force is homogeneous, the above equations reduce to
A necessary, but insufficient, condition for compatibility under this situation is or .^{[1]}
These constraints, along with the equilibrium equation (or equation of motion for elastodynamics) allow the calculation of the stress tensor field. Once the stress field has been calculated from these equations, the strains can be obtained from the constitutive equations, and the displacement field from the straindisplacement equations.
An alternative solution technique is to express the stress tensor in terms of stress functions which automatically yield a solution to the equilibrium equation. The stress functions then obey a single differential equation which corresponds to the compatibility equations.
Solutions for elastostatic cases
Thomson's solution  point force in an infinite isotropic medium The most important solution of the NavierCauchy or elastostatic equation is for that of a force acting at a point in an infinite isotropic medium. This solution was found by William Thomson (later Lord Kelvin) in 1848 (Thomson 1848). This solution is the analog of Coulomb's law in electrostatics. A derivation is given in Landau & Lifshitz.^{[6]}^{:§8} Defining where is Poisson's ratio, the solution may be expressed as
where is the force vector being applied at the point, and is a tensor Green's function which may be written in Cartesian coordinates as:
It may be also compactly written as:
and it may be explicitly written as:
In cylindrical coordinates () it may be written as:
where r is total distance to point.
It is particularly helpful to write the displacement in cylindrical coordinates for a point force directed along the zaxis. Defining and as unit vectors in the and directions respectively yields:
It can be seen that there is a component of the displacement in the direction of the force, which diminishes, as is the case for the potential in electrostatics, as 1/r for large r. There is also an additional ρdirected component.
BoussinesqCerruti solution  point force at the origin of an infinite isotropic halfspace Another useful solution is that of a point force acting on the surface of an infinite halfspace. It was derived by Boussinesq^{[7]} and a derivation is given in Landau & Lifshitz.^{[6]}^{:§8} In this case, the solution is again written as a Green's tensor which goes to zero at infinity, and the component of the stress tensor normal to the surface vanishes. This solution may be written in Cartesian coordinates as [note: a=(12ν) and b=2(1ν), ν== Poissons ratio]:
Other solutions:
 Point force inside an infinite isotropic halfspace^{[8]}
 Contact of two elastic bodies: the Hertz solution.^{[9]} See also the page on Contact mechanics.
Elastodynamics – the wave equation
Elastodynamics is the study of elastic waves and involves linear elasticity with variation in time. An elastic wave is a type of mechanical wave that propagates in elastic or viscoelastic materials. The elasticity of the material provides the restoring force of the wave. When they occur in the Earth as the result of an earthquake or other disturbance, elastic waves are usually called seismic waves.
The wave equation of elastodynamics is simply the equilibrium equation of elastostatics with an additional inertial term:
If the material is isotropic and homogeneous (i.e. the stiffness tensor is constant throughout the material), the elastodynamic wave equation has the form:
The elastodynamic wave equation can also be expressed as
where
is the acoustic differential operator, and is Kronecker delta.
In isotropic media, the stiffness tensor has the form
where is the bulk modulus (or incompressibility), and is the shear modulus (or rigidity), two elastic moduli. If the material is homogeneous (i.e. the stiffness tensor is constant throughout the material), the acoustic operator becomes:
For plane waves, the above differential operator becomes the acoustic algebraic operator:
where
are the eigenvalues of with eigenvectors parallel and orthogonal to the propagation direction , respectively. The associated waves are called longitudinal and shear elastic waves. In the seismological literature, the corresponding plane waves are called Pwaves and Swaves (see Seismic wave).
Anisotropic homogeneous media
For anisotropic media, the stiffness tensor is more complicated. The symmetry of the stress tensor means that there are at most 6 different elements of stress. Similarly, there are at most 6 different elements of the strain tensor . Hence the fourthorder stiffness tensor may be written as a matrix (a tensor of second order). Voigt notation is the standard mapping for tensor indices,
With this notation, one can write the elasticity matrix for any linearly elastic medium as:
As shown, the matrix is symmetric, this is a result of the existence of a strain energy density function which satisfies . Hence, there are at most 21 different elements of .
The isotropic special case has 2 independent elements:
The simplest anisotropic case, that of cubic symmetry has 3 independent elements:
The case of transverse isotropy, also called polar anisotropy, (with a single axis (the 3axis) of symmetry) has 5 independent elements:
When the transverse isotropy is weak (i.e. close to isotropy), an alternative parametrization utilizing Thomsen parameters, is convenient for the formulas for wave speeds.
The case of orthotropy (the symmetry of a brick) has 9 independent elements:
Elastodynamics
The elastodynamic wave equation for anisotropic media can be expressed as
where
is the acoustic differential operator, and is Kronecker delta.
Plane waves and Christoffel equation
A plane wave has the form
with of unit length. It is a solution of the wave equation with zero forcing, if and only if and constitute an eigenvalue/eigenvector pair of the acoustic algebraic operator
This propagation condition (also known as the Christoffel equation) may be written as
where denotes propagation direction and is phase velocity.
See also
Continuum mechanics  

Laws


References
 1 2 3 4 5 Slaughter, W. S., (2002), The linearized theory of elasticity, Birkhauser.
 ↑ Belen'kii; Salaev (1988). "Deformation effects in layer crystals". Uspekhi Fizicheskikh Nauk. 155: 89. doi:10.3367/UFNr.0155.198805c.0089.
 ↑ Aki, Keiiti; Richards, Paul G. (2002). Quantitative Seismology (2 ed.). Sausalito, California: University Science Books.
 ↑ Continuum Mechanics for Engineers 2001 Mase, Eq. 5.122
 ↑ Sommerfeld, Arnold (1964). Mechanics of Deformable Bodies. New York: Academic Press.
 1 2 Landau, L.D.; Lifshitz, E. M. (1986). Theory of Elasticity (3rd ed.). Oxford, England: Butterworth Heinemann. ISBN 075062633X.
 ↑ Boussinesq, Joseph (1885). Application des potentiels à l'étude de l'équilibre et du mouvement des solides élastiques. Paris, France: GauthierVillars.
 ↑ Mindlin, R. D. (1936). "Force at a point in the interior of a semiinfinite solid". Physics. 7 (5): 195–202. Bibcode:1936Physi...7..195M. doi:10.1063/1.1745385.
 ↑ Hertz, Heinrich (1882). "Contact between solid elastic bodies". Journal für die reine und angewandte Mathematik. 92.