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			Solid Mechanics Model
			=====================

			The solid mechanics model is a specific implementation of the :cpp:class:`Model
			<akantu::Model>` interface dedicated to handle the equations of motion or
			equations of equilibrium. The model is created for a given mesh. It will create
			its own :cpp:class:`FEEngine <akantu::FEEngine>` object to compute the
			interpolation, gradient, integration and assembly operations. A
			:cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>` object can simply
			be created like this::

			SolidMechanicsModel model(mesh);

			where ``mesh`` is the mesh for which the equations are to be
			solved. A second parameter called ``spatial_dimension`` can be
			added after ``mesh`` if the spatial dimension of the problem is
			different than that of the mesh.

			This model contains at least the following six ``Arrays``:

			:cpp:func:`blocked_dofs <akantu::SolidMechanicsModel::getBlockedDOFs>`:
			contains a Boolean value for each degree of freedom specifying whether that
			degree is blocked or not. A Dirichlet boundary condition can be prescribed
			by setting the blocked_dofs value of a degree of freedom to
			``true``. A Neumann boundary condition can be applied by setting the
			blocked_dofs value of a degree of freedom to ``false``. The
			displacement, velocity and acceleration are
			computed for all degrees of freedom for which the blocked_dofs
			value is set to ``false``. For the remaining degrees of freedom, the imposed
			values (zero by default after initialization) are kept.

			:cpp:func:`displacement <akantu::SolidMechanicsModel::getDisplacement>`:
			contains the displacements of all degrees of freedom. It can be either a
			computed displacement for free degrees of freedom or an imposed displacement
			in case of blocked ones (:math:`\vec{u}` in the following).

			:cpp:func:`velocity <akantu::SolidMechanicsModel::getVelocity>`:
			contains the velocities of all degrees of freedom. As displacement,
			it contains computed or imposed velocities depending on the nature of the
			degrees of freedom (:math:`\dot{\vec{u}}` in the following).

			:cpp:func:`acceleration <akantu::SolidMechanicsModel::getAcceleration>`:
			contains the accelerations of all degrees of freedom. As displacement,
			it contains computed or imposed accelerations depending on the nature of the
			degrees of freedom (:math:`\ddot{\vec{u}}` in the following).

			:cpp:func:`external_force <akantu::SolidMechanicsModel::getExternalForce>`:
			contains the external forces applied on the nodes
			(:math:`\vec{f}_{\st{ext}}` in the following).

			:cpp:func:`internal_force <akantu::SolidMechanicsModel::getInternalForce>`:
			contains the internal forces on the nodes (:math:`\vec{f}_{\mathrm{int}}` in
			the following).


			Some examples to help to understand how to use this model will be
			presented in the next sections.


			Model Setup
			-----------


			Setting Initial Conditions
			``````````````````````````

			For a unique solution of the equations of motion, initial
			displacements and velocities for all degrees of freedom must be
			specified:

			.. math::
			\vec{u}(t=0) & = \vec{u}_0\\
			\dot{\vec u}(t=0) & = \vec{v}_0

			The solid mechanics model can be initialized as
			follows::

			model.initFull()

			This function initializes the internal arrays and sets them to
			zero. Initial displacements and velocities that are not equal to zero
			can be prescribed by running a loop over the total number of
			nodes. Here, the initial displacement in :math:`x`-direction and the
			initial velocity in :math:`y`-direction for all nodes is set to :math:`0.1` and :math:`1`,
			respectively::

			auto & disp = model.getDisplacement();
			auto & velo = model.getVelocity();

			for (UInt node = 0; node < mesh.getNbNodes(); ++node) {
			disp(node, 0) = 0.1;
			velo(node, 1) = 1.;
			}

			.. _sect-smm-boundary:

			Setting Boundary Conditions
			```````````````````````````

			This section explains how to impose Dirichlet or Neumann boundary
			conditions. A Dirichlet boundary condition specifies the values that
			the displacement needs to take for every point :math:`x` at the boundary
			(:math:`\Gamma_u`) of the problem domain (:numref:`fig:smm:boundaries`):

			.. math::
			\vec{u} = \bar{\vec u} \quad \forall \vec{x}\in \Gamma_{u}


			A Neumann boundary condition imposes the value of the gradient of the
			solution at the boundary :math:`\Gamma_t` of the problem domain
			(:numref:`fig:smm:boundaries`):

			.. math::
			\vec{t} = \mat{\sigma} \vec{n} = \bar{\vec t} \quad
			\forall \vec{x}\in \Gamma_{t}

			.. _fig:smm:boundaries:
			.. figure:: figures/problem_domain.svg
			:align: center

			Problem domain :math:`\Omega` with boundary in three dimensions. The
			Dirchelet and the Neumann regions of the boundary are denoted with
			:math:`\Gamma_u` and :math:`\Gamma_t`, respecitvely.

			Different ways of imposing these boundary conditions exist. A basic
			way is to loop over nodes or elements at the boundary and apply local
			values. A more advanced method consists of using the notion of the
			boundary of the mesh. In the following both ways are presented.

			Starting with the basic approach, as mentioned, the Dirichlet boundary
			conditions can be applied by looping over the nodes and assigning the
			required values. :numref:`fig:smm:dirichlet_bc` shows a beam with a
			fixed support on the left side. On the right end of the beam, a load
			is applied. At the fixed support, the displacement has a given
			value. For this example, the displacements in both the :math:`x` and the
			:math:`y`-direction are set to zero. Implementing this displacement boundary
			condition is similar to the implementation of initial displacement
			conditions described above. However, in order to impose a displacement
			boundary condition for all time steps, the corresponding nodes need to
			be marked as boundary nodes using the function ``blocked``. While,
			in order to impose a load on the right side, the nodes are not marked.
			The detail codes are shown as follows

			.. code-block:: c++

			auto & blocked = model.getBlockedDOFs();
			const auto & pos = mesh.getNodes();

			UInt nb_nodes = mesh.getNbNodes();

			for (UInt node = 0; node < nb_nodes; ++node) {
			if(Math::are_float_equal(pos(node, _x), 0)) {
			blocked(node, _x) = true; // block dof in x-direction
			blocked(node, _y) = true; // block dof in y-direction
			disp(node, _x) = 0.; // fixed displacement in x-direction
			disp(node, _y) = 0.; // fixed displacement in y-direction
			} else if (Math::are_float_equal(pos(node, _y), 0)) {
			blocked(node, _x) = false; // unblock dof in x-direction
			forces(node, _x) = 10.; // force in x-direction
			}
			}


			.. _fig:smm:dirichlet_bc:
			.. figure:: figures/dirichlet.svg
			:align: center

			Beam with fixed support and load.


			For the more advanced approach, one needs the notion of a boundary in
			the mesh. Therefore, the boundary should be created before boundary
			condition functors can be applied. Generally the boundary can be
			specified from the mesh file or the geometry. For the first case, the
			function ``createGroupsFromMeshData`` is called. This function
			can read any types of mesh data which are provided in the mesh
			file. If the mesh file is created with Gmsh, the function takes one
			input strings which is either ``tag_0``, ``tag_1`` or
			``physical_names``. The first two tags are assigned by Gmsh to
			each element which shows the physical group that they belong to. In
			Gmsh, it is also possible to consider strings for different groups of
			elements. These elements can be separated by giving a string
			``physical_names`` to the function
			``createGroupsFromMeshData``

			.. code-block:: c++

			mesh.createGroupsFromMeshData<std::string>("physical_names").

			Boundary conditions support can also be created from the geometry by calling
			``createBoundaryGroupFromGeometry``. This function gathers all the elements on
			the boundary of the geometry.

			To apply the required boundary conditions, the function :cpp:func:`applyBC
			<akantu::BoundaryCondition::applyBC>` needs to be called on a
			:cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>`. This function
			gets a Dirichlet or Neumann functor and a string which specifies the desired
			boundary on which the boundary conditions is to be applied. The functors specify
			the type of conditions to apply. Three built-in functors for Dirichlet exist:
			:cpp:class:`FlagOnly <akantu::BC::Dirichlet::FlagOnly>`, :cpp:class:`FixedValue
			<akantu::BC::Dirichlet::FixedValue>` and :cpp:class:`IncrementValue
			<akantu::BC::Dirichlet::IncrementValue>`. The functor ``FlagOnly`` is used if a
			point is fixed in a given direction. Therefore, the input parameter to this
			functor is only the fixed direction. The ``FixedValue`` functor is used when a
			displacement value is applied in a fixed direction. The ``IncrementValue``
			applies an increment to the displacement in a given direction. The following
			code shows the utilization of three functors for the top, bottom and side
			surface of the mesh which were already defined in the Gmsh

			.. code-block:: c++

			model.applyBC(BC::Dirichlet::FixedValue(13.0, _y), "Top");
			model.applyBC(BC::Dirichlet::FlagOnly(_x), "Bottom");
			model.applyBC(BC::Dirichlet::IncrementValue(13.0, _x), "Side");

			To apply a Neumann boundary condition, the applied traction or stress should be
			specified before. In case of specifying the traction on the surface, the functor
			:cpp:class:`FromTraction <akantu::BC::Neumann::FromTraction>` of Neumann
			boundary conditions is called. Otherwise, the functor :cpp:class:`FromStress
			<akantu::BC::Neumann::FromStress>` should be called which gets the stress tensor
			as an input parameter

			.. code-block:: c++

			Vector<Real> surface_traction{0., 0., 1.};
			auto surface_stress(3, 3) = Matrix<Real>::eye(3);

			model.applyBC(BC::Neumann::FromTraction(surface_traction), "Bottom");
			model.applyBC(BC::Neumann::FromStress(surface_stress), "Top");

			If the boundary conditions need to be removed during the simulation, a
			functor is called from the Neumann boundary condition to free those
			boundary conditions from the desired boundary

			.. code-block:: c++

			model.applyBC(BC::Neumann::FreeBoundary(), "Side");

			User specified functors can also be implemented. A full example for
			setting both initial and boundary conditions can be found in
			``examples/boundary_conditions.cc``. The problem solved
			in this example is shown in Fig.~\ref{fig:smm:bc_and_ic}. It consists
			of a plate that is fixed with movable supports on the left and bottom
			side. On the right side, a traction, which increases linearly with the
			number of time steps, is applied. The initial displacement and
			velocity in :math:`x`-direction at all free nodes is zero and two
			respectively.

			.. _fig:smm:bc_and_ic:
			.. figure:: figures/bc_and_ic_example.svg
			:align: center
			:width: 75%

			Plate on movable supports.

			..
			\begin{figure}[!htb]
			\centering
			\includegraphics[scale=0.8]{figures/bc_and_ic_example}
			\caption{Plate on movable supports.\label{fig:smm:bc_and_ic}}
			\end{figure}

			As it is mentioned in Section \ref{sect:common:groups}, node and
			element groups can be used to assign the boundary conditions. A
			generic example is given below with a Dirichlet boundary condition::

			// create a node group
			NodeGroup & node_group = mesh.createNodeGroup("nodes_fix");

			/* fill the node group with the nodes you want */

			// create an element group using the existing node group
			mesh.createElementGroupFromNodeGroup("el_fix",
			"nodes_fix",
			spatial_dimension-1);

			// boundary condition can be applied using the element group name
			model.applyBC(BC::Dirichlet::FixedValue(0.0, _x), "el_fix");

			Material Selector
			`````````````````

			If the user wants to assign different materials to different
			finite elements groups in ``Akantu``, a material selector has to be
			used. By default, ``Akantu`` assigns the first valid material in the
			material file to all elements present in the model (regular continuum
			materials are assigned to the regular elements and cohesive materials
			are assigned to cohesive elements or element facets).

			To assign different materials to specific elements, mesh data information such
			as tag information or specified physical names can be used.
			:cpp:class:`MeshDataMaterialSelector <akantu::MeshDataMaterialSelector>` class
			uses this information to assign different materials. With the proper physical
			name or tag name and index, different materials can be assigned as demonstrated
			in the examples below::

			auto mat_selector =
			std::make_shared<MeshDataMaterialSelector<std::string>>("physical_names",
			model);
			model.setMaterialSelector(mat_selector);

			In this example the physical names specified in a GMSH geometry file will by
			used to match the material names in the input file.

			Another example would be to use the first (``tag_0``) or the second
			(``tag_1``) tag associated to each elements in the mesh::

			auto mat_selector = std::make_shared<MeshDataMaterialSelector<UInt>>(
			"tag_1", model, first_index);
			model.setMaterialSelector(*mat_selector);

			where ``first_index`` (default is 1) is the value of ``tag_1`` that will
			be associated to the first material in the material input file. The following
			values of the tag will be associated with the following materials.

			There are four different material selectors pre-defined in ``Akantu``.
			:cpp:class:`MaterialSelector <akantu::MaterialSelector>` and
			:cpp:class:`DefaultMaterialSelector <akantu::DefaultMaterialSelector>` is used
			to assign a material to regular elements by default. For the regular elements,
			as in the example above, :cpp:class:`MeshDataMaterialSelector
			<akantu::MeshDataMaterialSelector>` can be used to assign different materials to
			different elements.

			Apart from the ``Akantu``'s default material selectors, users can always
			develop their own classes in the main code to tackle various
			multi-material assignment situations.

			Static Analysis
			---------------

			The :cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>` class can
			handle different analysis methods, the first one being presented is the static
			case. In this case, the equation to solve is

			.. math::
			\mat{K} \vec{u} = \vec{f}_{\mathrm{ext}}
			:label: eqn-smm-static

			where :math:`\mat{K}` is the global stiffness matrix, :math:`\vec{u}` the
			displacement vector and :math:`\vec{f}_{\st{ext}}` the vector of external
			forces applied to the system.

			To solve such a problem, the static solver of the
			:cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>` object is used.
			First, a model has to be created and initialized. To create the model, a mesh
			(which can be read from a file) is needed, as explained in
			Section~\ref{sect:common:mesh}. Once an instance of a
			:cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>` is obtained, the
			easiest way to initialize it is to use the :cpp:func:`initFull
			<akantu::SolidMechanicsModel::initFull>` method by giving the
			:cpp:class:`SolidMechanicsModelOptions <akantu::SolidMechanicsModelOptions>`.
			These options specify the type of analysis to be performed and whether the
			materials should be initialized with :cpp:func:`initMaterials
			<akantu::SolidMechanicsModel::initMaterials>` or not

			.. code-block:: c++

			SolidMechanicsModel model(mesh);
			model.initFull(_analysis_method = _static);

			Here, a static analysis is chosen by passing the argument
			:cpp:enumerator:`_static <akantu::_static>` to the method. By default, the
			Boolean for no initialization of the materials is set to false, so that they are
			initialized during the ``initFull``. The method ``initFull`` also initializes
			all appropriate vectors to zero. Once the model is created and initialized, the
			boundary conditions can be set as explained in Section :ref:`sect-smm-boundary`.
			Boundary conditions will prescribe the external forces for some free degrees of
			freedom :math:`\vec{f}_{\st{ext}}` and displacements for some others. At this
			point of the analysis, the function
			:cpp:func:`solveStep <akantu::SolidMechanicsModel::solveStep>` can be called

			.. code-block:: c++

			auto & solver = model.getNonLinearSolver();
			solver.set("max_iterations", 1);
			solver.set("threshold", 1e-4);
			solver.set("convergence_type", SolveConvergenceCriteria::_residual);

			model.solveStep();

			This function is templated by the solving method and the convergence criterion
			and takes two arguments: the tolerance and the maximum number of iterations (100
			by default), which are :math:`10^{-4}` and :math:`1` for this example. The
			modified Newton-Raphson method is chosen to solve the system. In this method,
			the equilibrium equation (:eq:`eqn-smm-static`) is modified in order to apply a
			Newton-Raphson convergence algorithm:

			.. math::
			\mat{K}^{i+1}\delta\vec{u}^{i+1} &= \vec{r} \\
			&= \vec{f}_{\st{ext}} -\vec{f}_{\st{int}}\\
			&= \vec{f}_{\st{ext}} - \mat{K}^{i} \vec{u}^{i}\\
			\vec{u}^{i+1} &= \vec{u}^{i} + \delta\vec{u}^{i+1}~,

			where :math:`\delta\vec{u}` is the increment of displacement to be added from
			one iteration to the other, and :math:`i` is the Newton-Raphson iteration
			counter. By invoking the ``solveStep`` method in the first step, the global
			stiffness matrix :math:`\mat{K}` from (:eq:`eqn-smm-static`) is automatically
			assembled. A Newton-Raphson iteration is subsequently started, :math:`\mat{K}`
			is updated according to the displacement computed at the previous iteration and
			one loops until the forces are balanced
			(:cpp:enumerator:`SolveConvergenceCriteria::_residual
			<akantu::SolveConvergenceCriteria::_residual>`), i.e. :math:`\|\|\vec{r}\|\| <`
			:cpp:member:`threshold
			<akantu::NonLinearSolverNewtonRaphson::convergence_criteria>`. One can also
			iterate until the increment of displacement is zero
			(:cpp:enumerator:`SolveConvergenceCriteria::_solution
			<akantu::SolveConvergenceCriteria::_solution>`) which also means that the
			equilibrium is found. For a linear elastic problem, the solution is obtained in
			one iteration and therefore the maximum number of iterations can be set to one.
			But for a non-linear case, one needs to iterate as long as the norm of the
			residual exceeds the tolerance threshold and therefore the maximum number of
			iterations has to be higher, e.g. :math:`100`

			.. code-block:: c++

			solver.set("max_iterations", 100);
			model.solveStep();

			At the end of the analysis, the final solution is stored in the
			displacement vector. A full example of how to solve a static
			problem is presented in the code ``examples/static/static.cc``.
			This example is composed of a 2D plate of steel, blocked with rollers
			on the left and bottom sides as shown in :numref:`fig:smm:static`.
			The nodes from the right side of the sample are displaced by :math:`0.01\%`
			of the length of the plate.

			.. _fig:smm:static:
			.. figure:: figures/static.svg
			:align: center
			:width: 75%

			Numerical setup.

			The results of this analysis is depicted in
			:numref:`fig:smm:implicit:static_solution`.

			..
			\begin{figure}[!htb]
			\centering
			\includegraphics[width=.7\linewidth]{figures/static_analysis}
			\caption{Solution of the static analysis. Left: the initial
			condition, right: the solution (deformation magnified 50 times)}
			\label{fig:smm:implicit:static_solution}
			\end{figure}

			.. _fig:smm:implicit:static_solution:
			.. figure:: figures/static_analysis.png
			:align: center
			:width: 75%

			Solution of the static analysis. Left: the initial condition, right:
			the solution (deformation magnified 50 times).

			..
			Static implicit analysis with dynamic insertion of cohesive elements
			````````````````````````````````````````````````````````````````````

			In order to solve problems with the extrinsic cohesive method in the
			static implicit solution scheme, the function ``solveStepCohesive``
			has to be used::

			model.solveStepCohesive<_scm_newton_raphson_tangent,
			SolveConvergenceCriteria::_increment>(1e-13, error,
			25, false, 1e5,
			true);


			in which the arguments are: tolerance, error, max_iteration,
			load_reduction, tol_increase_factor, do_not_factorize. This
			function, first applies the Newton-Raphson procedure to solve the
			problem. Then, it calls the method ``checkCohesiveStress`` to
			check if cohesive elements have to be inserted. Since the approach is
			implicit, only one element is added, the most stressed one (see
			Section \ref{extrinsic_insertion}). After insertion, the
			Newton-Raphson procedure is applied again to solve the same
			incremental loading step, with the new inserted cohesive element. The
			procedure loops in this way since no new cohesive elements have to be
			inserted. At that point, the solution is saved, and the simulation
			can advance to the next incremental loading step. In case the
			convergence is not reached, the obtained solution is not saved and the
			simulation return to the main file with the error given by the
			solution saved in the argument of the function error. In this
			way, the user can intervene in the simulation in order to find anyhow
			convergence. A possibility is, for instance, to reduce the last
			incremental loading step. The variable load_reduction can be
			used to identify if the load has been already reduced or not. At the
			same time, with the variable tol_increase_factor it is
			possible to increase the tolerance by a factor defined by the user in
			the main file, in order to accept a solution even with an error bigger
			than the tolerance set at the beginning. It is possible to increase
			the tolerance only in the phase of loading reduction, i.e., when
			load_reduction = true. A not converged solution is never saved. In
			case the convergence is not reached even after the loading reduction
			procedure, the displacement field is not updated and remains the one
			of the last converged incremental steps. Also, cohesive elements are
			inserted only if convergence is reached. An example of the extrinsic
			cohesive method in the static implicit solution scheme is presented in
			``examples/cohesive_element/cohesive_extrinsic_implicit``.

			Dynamic Methods
			---------------

			Different ways to solve the equations of motion are implemented in the
			solid mechanics model. The complete equations that should be solved
			are:

			.. math:: \mat{M}\ddot{\vec{u}} + \mat{C}\dot{\vec{u}} + \mat{K}\vec{u} = \vec{f}_{\mathrm{ext}}
			:label: eqn-equation-motion

			where :math:`\mat{M}`, :math:`\mat{C}` and :math:`\mat{K}` are the mass,
			damping and stiffness matrices, respectively.

			In the previous section, it has already been discussed how to solve this
			equation in the static case, where :math:`\ddot{\vec{u}} = \dot{\vec{u}} = 0`.
			Here the method to solve this equation in the general case will be presented.
			For this purpose, a time discretization has to be specified. The most common
			discretization method in solid mechanics is the Newmark-:math:`\beta` method,
			which is also the default in ``Akantu``.

			For the Newmark-:math:`\beta` method, (:eq:`eqn-equation-motion`) becomes a
			system of three equations (see :cite:`curnier92a,hughes-83a` for more details):

			.. math::
			\begin{eqnarray}
			\mat{M} \ddot{\vec{u}}_{n+1} + \mat{C}\dot{\vec{u}}_{n+1} + \mat{K} \vec{u}_{n+1} &={\vec{f}_{\st{ext}}}_{\, n+1}\\
			\vec{u}_{n+1} &= \vec{u}_{n}
			+ \left(1 - \alpha\right) \Delta t \dot{\vec{u}}_{n}
			+ \alpha \Delta t \dot{\vec{u}}_{n+1}
			+ \left(\frac{1}{2} - \alpha\right) \Delta t^2 \ddot{\vec{u}}_{n}\\
			\dot{\vec{u}}_{n+1} &= \dot{\vec{u}}_{n}
			+ \left(1 - \beta\right) \Delta t \ddot{\vec{u}}_{n}
			+ \beta \Delta t \ddot{\vec{u}}_{n+1}
			\end{eqnarray}
			:label: eqn-equation-motion-discret

			In these new equations, :math:`\ddot{\vec{u}}_{n}`, :math:`\dot{\vec{u}}_{n}`
			and :math:`\vec{u}_{n}` are the approximations of :math:`\ddot{\vec{u}}(t_n)`,
			:math:`\dot{\vec{u}}(t_n)` and :math:`\vec{u}(t_n)`.
			Equation~(\ref{eqn:equation-motion-discret}) is the equation of motion
			discretized in space (finite-element discretization), and the equations above
			are discretized in both space and time (Newmark discretization). The
			:math:`\alpha` and :math:`\beta` parameters determine the stability and the
			accuracy of the algorithm. Classical values for :math:`\alpha` and :math:`\beta`
			are usually :math:`\beta = 1/2` for no numerical damping and :math:`0 < \alpha <
			1/2`.

			.. csv-table::
			:header: ":math:`\alpha`", "Method (:math:`\beta= 1/2`)", "Type"

			":math:`0`", "central difference", "explicit"
			":math:`\frac{1}{6}`", "Fox-Goodwin(royal road)", "implicit"
			":math:`\frac{1}{3}`", "Linear acceleration", "implicit"
			":math:`\frac{1}{2}`", "Average acceleration (trapeziodal rule)", "implicit"


			The solution of this system of equations,
			(:eq:`eqn-equation-motion-discret`)) is
			split into a predictor and a corrector system of equations. Moreover,
			in the case of a non-linear equations, an iterative algorithm such as
			the Newton-Raphson method is applied. The system of equations can be
			written as:

			- Predictor:

			.. math:: \vec{u}_{n+1}^{0} &= \vec{u}_{n} + \Delta t \dot{\vec{u}}_{n} + \frac{\Delta t^2}{2} \ddot{\vec{u}}_{n} \\
			\dot{\vec{u}}_{n+1}^{0} &= \dot{\vec{u}}_{n} + \Delta t \ddot{\vec{u}}_{n} \\
			\ddot{\vec{u}}_{n+1}^{0} &= \ddot{\vec{u}}_{n}

			- Solve:

			.. math:: \left(c \mat{M} + d \mat{C} + e \mat{K}_{n+1}^i\right)
			\vec{w} &= {\vec{f}_{\st{ext}}}_{\,n+1} - {\vec{f}_{\st{int}}}_{\,n+1}^i -
			\mat{C} \dot{\vec{u}}_{n+1}^i - \mat{M} \ddot{\vec{u}}_{n+1}^i\\
			&= \vec{r}_{n+1}^i

			- Corrector:

			.. math:: \ddot{\vec{u}}_{n+1}^{i+1} &= \ddot{\vec{u}}_{n+1}^{i} +c \vec{w} \\
			\dot{\vec{u}}_{n+1}^{i+1} &= \dot{\vec{u}}_{n+1}^{i} + d\vec{w} \\
			\vec{u}_{n+1}^{i+1} &= \vec{u}_{n+1}^{i} + e \vec{w}

			where :math:`i` is the Newton-Raphson iteration counter and :math:`c`, :math:`d` and :math:`e`
			are parameters depending on the method used to solve the equations


			.. csv-table::
			:header: "", ":math:`\vec{w}`", ":math:`e`", ":math:`d`", ":math:`c`"

			"in acceleration", ":math:`\delta\ddot{\vec{u}}`", ":math:`\alpha\beta\Delta t^2`", ":math:`\beta\Delta t`", ":math:`1`"
			"in velocity", ":math:`\delta\dot{\vec{u}}`", ":math:`\alpha\Delta t`", ":math:`1`", ":math:`\frac{1}{\beta\Delta t}`"
			"in displacement", ":math:`\delta\vec{u}`", ":math:`1`", ":math:`\frac{1}{\alpha\Delta t}`", ":math:`\frac{1}{\alpha\beta \Delta t^2}`"


			.. note:: If you want to use the implicit solver ``Akantu`` should be compiled at
			least with one sparse matrix solver such as Mumps :cite:`mumps`.


			Implicit Time Integration
			`````````````````````````

			To solve a problem with an implicit time integration scheme, first a
			:cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>` object has to be
			created and initialized. Then the initial and boundary conditions have to be
			set. Everything is similar to the example in the static case
			(Section~\ref{sect:smm:static}), however, in this case the implicit dynamic
			scheme is selected at the initialization of the model::

			SolidMechanicsModel model(mesh);
			model.initFull(_analysis_method = _implicit_dynamic);

			Because a dynamic simulation is conducted, an integration time step
			:math:`\Delta t` has to be specified. In the case of implicit simulations,
			``Akantu`` implements a trapezoidal rule by default. That is to say
			:math:`\alpha = 1/2` and :math:`\beta = 1/2` which is unconditionally
			stable. Therefore the value of the time step can be chosen arbitrarily
			within reason::

			model.setTimeStep(time_step);

			Since the system has to be solved for a given amount of time steps, the
			method ``solveStep()``, (which has already been used in the static
			example in Section~\ref{sect:smm:static}), is called inside a time
			loop::

			/// time loop
			Real time = 0.;

			auto & solver = model.getNonLinearSolver();
			solver.set("max_iterations", 100);
			solver.set("threshold", 1e-12);
			solver.set("convergence_type", SolveConvergenceCriteria::_solution);

			for (UInt s = 1; time <max_time; ++s, time += time_step) {
			model.solveStep();
			}

			An example of solid mechanics with an implicit time integration scheme is
			presented in ``examples/implicit/implicit_dynamic.cc``. This example consists of
			a 3D beam of
			:math:`10\mathrm{m}\times1\mathrm{m}\times1\mathrm{m}` blocked
			on one side and is on a roller on the other side. A constant force of
			:math:`5\mathrm{kN}` is applied in its middle.
			:numref:`fig-smm-implicit-dynamic` presents the geometry of this case. The
			material used is a fictitious linear elastic material with a density of
			:math:`1000 \mathrm{kg/m}^3`, a Young's Modulus of
			:math:`120 \mathrm{MPa}` and Poisson's ratio of :math:`0.3`. These values
			were chosen to simplify the analytical solution.

			An approximation of the dynamic response of the middle point of the
			beam is given by:

			.. math::

			u\left(\frac{L}{2}, t\right)
			= \frac{1}{\pi^4} \left(1 - cos\left(\pi^2 t\right) +
			\frac{1}{81}\left(1 - cos\left(3^2 \pi^2 t\right)\right) +
			\frac{1}{625}\left(1 - cos\left(5^2 \pi^2 t\right)\right)\right)

			.. _fig-smm-implicit-dynamic:
			.. figure:: figures/implicit_dynamic.svg
			:align: center
			:width: 75%

			Numerical setup.

			..
			\begin{figure}[!htb]
			\centering
			\includegraphics[scale=.6]{figures/implicit_dynamic}
			\caption{Numerical setup}
			\label{fig:smm:implicit:dynamic}
			\end{figure}

			Figure :numref:`fig-smm-implicit-dynamic_solution` presents the deformed
			beam at 3 different times during the simulation: time steps 0, 1000 and
			2000.

			.. _fig-smm-implicit-dynamic_solution:
			.. figure:: figures/dynamic_analysis.png
			:align: center
			:width: 60%

			Deformed beam at three different times (displacement :math:`\times
			10`).
			..
			\begin{figure}[!htb]
			\centering
			\setlength{\unitlength}{0.1\textwidth}
			\begin{tikzpicture}
			\node[above right] (img) at (0,0)
			{\includegraphics[width=.6\linewidth]{figures/dynamic_analysis}};
			\node[left] at (0pt,20pt) {:math:`0`}; \node[left] at (0pt,60pt) {:math:`1000`};
			\node[left] at (0pt,100pt) {:math:`2000`};
			\end{tikzpicture}

			\caption{Deformed beam at 3 different times (displacement are
			magnified by a factor 10).}
			\label{fig:smm:implicit:dynamic_solution}
			\end{figure}

			Explicit Time Integration
			`````````````````````````

			The explicit dynamic time integration scheme is based on the
			Newmark-:math:`\beta` scheme with :math:`\alpha=0` (see equations
			\ref{eqn:equation-motion-discret}-\ref{eqn:finite-difference-2}). In
			``Akantu``, :math:`\beta` is defaults to :math:`\beta=1/2`, see section
			\ref{sect:smm:Dynamic_methods}.

			The initialization of the simulation is similar to the static and
			implicit dynamic version. The model is created from the
			:cpp:class:`SolidMechanicsModel <akantu::SolidMechanicsModel>` class. In the initialization, the explicit
			scheme is selected using the ``_explicit_lumped_mass`` constant::

			SolidMechanicsModel model(mesh);
			model.initFull(_analysis_method = _explicit_lumped_mass);


			.. note::
			Writing ``model.initFull()`` or ``model.initFull();`` is
			equivalent to use the ``_explicit_lumped_mass`` keyword, as this
			is the default case.

			The explicit time integration scheme implemented in ``Akantu`` uses a
			lumped mass matrix :math:`\mat{M}` (reducing the computational cost). This
			matrix is assembled by distributing the mass of each element onto its
			nodes. The resulting :math:`\mat{M}` is therefore a diagonal matrix stored
			in the mass vector of the model.

			The explicit integration scheme is conditionally stable. The time step
			has to be smaller than the stable time step which is obtained in
			Akantu as follows::

			critical_time_step = model.getStableTimeStep();

			The stable time step corresponds to the time the fastest wave (the compressive
			wave) needs to travel the characteristic length of the mesh:

			.. math::
			\Delta t_{\st{crit}} = \frac{\Delta x}{c}

			where :math:`\Delta x` is a characteristic length (\eg the inradius in the case
			of linear triangle element) and :math:`c` is the celerity of the fastest wave in
			the material. It is generally the compressive wave of celerity :math:`c =
			\sqrt{\frac{2 \mu + \lambda}{\rho}}`, :math:`\mu` and :math:`\lambda` are the
			first and second Lame's coefficients and :math:`\rho` is the density. However,
			it is recommended to impose a time step that is smaller than the stable time
			step, for instance, by multiplying the stable time step by a safety factor
			smaller than one::

			const Real safety_time_factor = 0.8;
			Real applied_time_step = critical_time_step * safety_time_factor;
			model.setTimeStep(applied_time_step);

			The initial displacement and velocity fields are, by default, equal to zero if
			not given specifically by the user (see \ref{sect:smm:initial_condition}).

			Like in implicit dynamics, a time loop is used in which the
			displacement, velocity and acceleration fields are updated at each
			time step. The values of these fields are obtained from the
			Newmark:math:`-\beta` equations with :math:`\beta=1/2` and :math:`\alpha=0`. In ``Akantu``
			these computations at each time step are invoked by calling the
			function ``solveStep``::

			for (UInt s = 1; (s-1)*applied_time_step < total_time; ++s) {
			model.solveStep();
			}

			The method ``solveStep`` wraps the four following functions:

			- ``model.explicitPred()`` allows to compute the displacement
			field at :math:`t+1` and a part of the velocity field at :math:`t+1`, denoted by
			:math:`\vec{\dot{u}^{\st{p}}}_{n+1}`, which will be used later in the method
			``model.explicitCorr()``. The equations are:

			.. math::
			\vec{u}_{n+1} &= \vec{u}_{n} + \Delta t
			\vec{\dot{u}}_{n} + \frac{\Delta t^2}{2} \vec{\ddot{u}}_{n}\\
			\vec{\dot{u}^{\st{p}}}_{n+1} &= \vec{\dot{u}}_{n} + \Delta t
			\vec{\ddot{u}}_{n}

			- ``model.updateResidual()`` and ``model.updateAcceleration()`` compute the acceleration increment
			:math:`\delta \vec{\ddot{u}}`:

			.. math::
			\left(\mat{M} + \frac{1}{2} \Delta t \mat{C}\right)
			\delta \vec{\ddot{u}} = \vec{f_{\st{ext}}} - \vec{f}_{\st{int}\, n+1}
			- \mat{C} \vec{\dot{u}^{\st{p}}}_{n+1} - \mat{M} \vec{\ddot{u}}_{n}

			The internal force :math:`\vec{f}_{\st{int}\, n+1}` is computed from the
			displacement :math:`\vec{u}_{n+1}` based on the constitutive law.

			- ``model.explicitCorr()`` computes the velocity and
			acceleration fields at :math:`t+1`:

			.. math::
			\vec{\dot{u}}_{n+1} &= \vec{\dot{u}^{\st{p}}}_{n+1} + \frac{\Delta t}{2}
			\delta \vec{\ddot{u}} \\ \vec{\ddot{u}}_{n+1} &=
			\vec{\ddot{u}}_{n} + \delta \vec{\ddot{u}}

			The use of an explicit time integration scheme is illustrated by the example:
			``examples/explicit/explicit_dynamic.cc``. This example models the propagation
			of a wave in a steel beam. The beam and the applied displacement in the
			:math:`x` direction are shown in :numref:`fig:smm:explicit`.


			.. _fig:smm:explicit:
			.. figure:: figures/explicit.svg
			:align: center
			:width: 90%

			Numerical setup.

			..
			\begin{figure}[!htb] \centering
			\begin{tikzpicture}
			\coordinate (c) at (0,2);
			\draw[shift={(c)},thick, color=blue] plot [id=x, domain=-5:5, samples=50] ({\x, {(40 * sin(0.1pi3\x) exp(- (0.1pi3\x)(0.1pi3*\x) / 4))}});
			\draw[shift={(c)},-latex] (-6,0) -- (6,0) node[right, below] {:math:`x`};
			\draw[shift={(c)},-latex] (0,-0.7) -- (0,1) node[right] {:math:`u`};
			\draw[shift={(c)}] (-0.1,0.6) node[left] {:math:`A`}-- (1.5,0.6);

			\coordinate (l) at (0,0.6);
			\draw[shift={(0,-0.7)}] (-5, 0) -- (5,0) -- (5, 1) -- (-5, 1) -- cycle;
			\draw[shift={(l)}, latex-latex] (-5,0)-- (5,0) node [midway, above] {:math:`L`};
			\draw[shift={(l)}] (5,0.2)-- (5,-0.2);
			\draw[shift={(l)}] (-5,0.2)-- (-5,-0.2);

			\coordinate (h) at (5.3,-0.7);
			\draw[shift={(h)}, latex-latex] (0,0)-- (0,1) node [midway, right] {:math:`h`};
			\draw[shift={(h)}] (-0.2,1)-- (0.2,1);
			\draw[shift={(h)}] (-0.2,0)-- (0.2,0);
			\end{tikzpicture}

			\caption{Numerical setup \label{fig:smm:explicit}}
			\end{figure}

			The length and height of the beam are :math:`L={10}\textrm{m}` and :math:`h =
			{1}\textrm{m}`, respectively. The material is linear elastic, homogeneous and
			isotropic (density: \SI{7800}{\kilo\gram\per\cubic\metre}, Young's modulus:
			\SI{210}{\giga\pascal} and Poisson's ratio: :math:`0.3`). The imposed
			displacement follow a Gaussian function with a maximum amplitude of :math:`A =
			{0.01}\textrm{m}`. The potential, kinetic and total energies are computed. The
			safety factor is equal to :math:`0.8`.

			.. include:: ./constitutive-laws.rst

			.. include:: ./new-constitutive-laws.rst

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