2D Frame Elements¶

Bar2D_2N¶

class feastruct.fea.elements.frame2d.Bar2D_2N(nodes, material, section)[source]¶

Bases: feastruct.fea.elements.frame2d.FrameElement2D

Two noded, two dimensional bar element that can resist an axial force only. The element is defined by its two end nodes and uses two linear shape functions to obtain analytical results.

Variables:

nodes (list[Node]) – List of node objects defining the element

material (Material) – Material object for the element

efs (list[bool]) – Element freedom signature

f_int (list[ForceVector]) – List of internal force vector results stored for each analysis case

section (Section) – Section object for the element

__init__(nodes, material, section)[source]¶

Inits the Bar2D_2N class.

Parameters:

nodes (list[Node]) – List of node objects defining the element

material (Material) – Material object for the element

section (Section) – Section object for the element

apply_nfa()¶

Applies the element freedom signature to all nodes in the element to generate a node freedom allocation.

calculate_local_displacement(xi, u_el)[source]¶

Calculates the local displacement of the element at position xi given the displacement vector u_el.

Parameters:

xi (float) – Station location (0 < x < 1)

u_el (numpy.ndarray) – Element displacement vector

Returns:
Local displacement of the element (u, v, w)

Return type:
tuple(float, float, float)

get_afd(n, analysis_case)[source]¶

Returns the axial force diagram within the element for n stations for an analysis_case. Station locations, xis, vary from 0 to 1.

Parameters:

n (int) – Number of stations to sample the axial force diagram

analysis_case (AnalysisCase) – Analysis case

Returns:
Station locations, xis, and axial force diagram, afd - (xis, afd)

Return type:
tuple(numpy.ndarray, numpy.ndarray)

get_bmd(n, analysis_case)[source]¶

Returns the bending moment diagram within the element for n stations for an analysis_case. Station locations, xis, vary from 0 to 1.

Parameters:

n (int) – Number of stations to sample the bending moment diagram

analysis_case (AnalysisCase) – Analysis case

Returns:
Station locations, xis, and bending moment diagram, bmd - (xis, bmd)

Return type:
tuple(numpy.ndarray, numpy.ndarray)

get_buckling_results(analysis_case, buckling_mode=0)¶

Returns the eigenvalue corresponding to the buckling analysis defined by the analysis_case and the buckling_mode. Also returns an array of eigenvector values corresponding to each degree of freedom in the finite element.

Parameters:

analysis_case (AnalysisCase) – Analysis case relating to the buckling analysis

buckling_mode (int) – Buckling mode number

Returns:
Eigenvalue and eigenvectors (w, v). A tuple containing the eigenvalue w and an (n_nodes x n_dof) array of eigenvector values v.

Return type:
tuple(float, numpy.ndarray)

get_displacements(n, analysis_case)[source]¶

Returns a list of the local displacements, (u, v, w, ru, rv, rw), along the element for the analysis case and a minimum of n subdivisions. A list of the stations, xi, is also included. Station locations, xis, vary from 0 to 1.

Parameters:

analysis_case (AnalysisCase) – Analysis case relating to the displacement

n (int) – Minimum number of sampling points

Returns:
2D numpy array containing stations and local displacements. Each station contains an array of the following format: [xi, u, v, w, ru, rv, rw]

Return type:
numpy.ndarray

get_dofs()¶

Finds and returns a list of DoF objects corresponding to the degrees of freedom of the finite element.

Returns: A list of DoF objects, with a length of (n_nodes x n_dof)

Return type: list[list[DoF]]

get_element_loads(analysis_case)¶

Returns a list of element loads on a FrameElement for an analyis case.

Parameters: analysis_case (AnalysisCase) – Analysis case relating to the displacement

get_fint(analysis_case)¶

Returns the internal force vector relating to an AnalysisCase.

Parameters: analysis_case (AnalysisCase) – Analysis case relating to the internal force vector

Returns: Internal force vector

Return type: numpy.ndarray

Raises: Exception – If the force vector cannot be found for the analysis_case

get_frequency_results(analysis_case, frequency_mode=0)¶

Returns the eigenvalue corresponding to the frequency analysis defined by the analysis_case and the frequency_mode. Also returns an array of eigenvector values corresponding to each degree of freedom in the finite element.

Parameters:

analysis_case (AnalysisCase) – Analysis case relating to the frequency analysis

frequency_mode (int) – Frequency mode number

Returns:
Eigenvalue and eigenvectors (w, v). A tuple containing the eigenvalue w and an (n_nodes x n_dof) array of eigenvector values v.

Return type:
tuple(float, numpy.ndarray)

get_gdof_nums()¶

Returns an array of global degree of freedom numbers corresponding to the degrees of freedom of the finite element.

Returns: A integer array of global degrees of freedom, with a length of (1 x n), where n is n_nodes x n_dof

Return type: numpy.ndarray

get_geometric_properties()¶

Calculates geometric properties related to a frame element. Returns the following:

node_coords: An (n x 3) array of node coordinates, where n is the number of nodes for the given finite element

dx: A (1 x 3) array consisting of the x, y and z distances between the nodes

l0: The original length of the frame element

c: A (1 x 3) array consisting of the cosines with respect to the x, y and z axes

Returns: (node_coords, dx, l0, c)

Return type: tuple(numpy.ndarray, numpy.ndarray, float, numpy.ndarray)

get_geometric_stiff_matrix(analysis_case)[source]¶

Gets the geometric stiffness matrix for a two noded, 2D bar element. The stiffness matrix has been analytically integrated so numerical integration is not necessary. The geometric stiffness matrix requires an axial force so the analysis_case from a static analysis must be provided.

Parameters: analysis_case (AnalysisCase) – Analysis case from which to extract the axial force

Returns: 4 x 4 element geometric stiffness matrix

Return type: numpy.ndarray

get_internal_actions(analysis_case)[source]¶

Returns the internal actions for a two noded 2D bar element.

Parameters: analysis_case (AnalysisCase) – Analysis case

Returns: An array containing the internal actions for the element (N1, N2)

Return type: numpy.ndarray

get_mass_matrix()[source]¶

Gets the mass matrix for a for a two noded, 2D bar element. The mass matrix has been analytically integrated so numerical integration is not necessary.

Returns: 4 x 4 element mass matrix

Return type: numpy.ndarray

get_ndof()¶

Returns the number of active degrees of freedom for the element.

Returns: Number of active degrees of freedom for the element

Return type: int

get_nodal_displacements(analysis_case)¶

Returns an array of the nodal displacements for each degree of freedom in the finite element for the analysis_case.

Parameters: analysis_case (AnalysisCase) – Analysis case relating to the displacement

Returns: An (n_nodes x n_dof) array of degree of freedom displacements

Return type: numpy.ndarray

get_node_coords()¶

Returns a NumPy array of the cartesian coordinates defining the geometry of the finite element.

Returns: An (n x 3) array of node coordinates, where n is the number of nodes for the given finite element

Return type: numpy.ndarray

get_sampling_points(n, analysis_case, bm=False, defl=False)¶

Returns a list of sampling points along a 2D frame element given a minimum n points and an analysis case. The sampling points vary from 0 to 1.

Adds a sampling point at the following locations:

Concentrated element load

Point of zero shear force (if bm=True)

Point of zero rotation (if defl=True)

Parameters:

n (int) – Minimum number of sampling points

analysis_case (AnalysisCase) – Analysis case relating to the displacement

bm (bool) – Whether or not the sampling points are for the bending moment (i.e. include sfd roots)

defl (bool) – Whether or not the sampling points for transverse deflection (i.e. include rotation roots). N.B. the FrameElement must have a calculate_rotation method.

Returns:
List of sampling points

Return type:
numpy.ndarray

get_sfd(n, analysis_case)[source]¶

Returns the shear force diagram within the element for n stations for an analysis_case. Station locations, xis, vary from 0 to 1.

Parameters:

n (int) – Number of stations to sample the shear force diagram

analysis_case (AnalysisCase) – Analysis case

Returns:
Station locations, xis, and shear force diagram, sfd - (xis, sfd)

Return type:
tuple(numpy.ndarray, numpy.ndarray)

get_shape_function(eta)[source]¶

Returns the value of the shape functions N1 and N2 at isoparametric coordinate eta.

Parameters: eta (float) – Isoparametric coordinate (-1 < eta < 1)

Returns: Value of the shape functions (N1, N2) at eta

Return type: numpy.ndarray

get_stiffness_matrix()[source]¶

Gets the stiffness matrix for a two noded, 2D bar element. The stiffness matrix has been analytically integrated so numerical integration is not necessary.

Returns: 4 x 4 element stiffness matrix

Return type: numpy.ndarray

get_transformation_matrix()[source]¶

Returns the transformation matrix for a Bar2D_2N element.

Returns: Element transformation matrix

Return type: numpy.ndarray

map_to_isoparam(xi)¶

Maps a station value 0 < xi < 1 to the isometric parameter -1 < eta < 1.

Parameters: xi (float) – Station location (0 < x < 1)

Returns: Isoparametric coordinate (-1 < eta < 1)

Return type: float

map_to_station(eta)¶

Maps the isometric parameter -1 < eta < 1 to a station value 0 < xi < 1.

Parameters: xi (float) – Isoparametric coordinate (-1 < eta < 1)

Returns: Station location (0 < x < 1)

Return type: float

plot_axial_force(ax, analysis_case, scalef, n)¶

Plots the axial force diagram from a static analysis defined by case_id. N.B. this method is adapted from the MATLAB code by F.P. van der Meer: plotNLine.m.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case

scalef (float) – Factor by which to scale the axial force diagram

n (int) – Number of points at which to plot the axial force diagram

plot_bending_moment(ax, analysis_case, scalef, n)¶

Plots the axial force diagram from a static analysis defined by case_id. N.B. this method is adapted from the MATLAB code by F.P. van der Meer: plotMLine.m.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case

scalef (float) – Factor by which to scale the bending moment diagram

n (int) – Number of points at which to plot the bending moment diagram

plot_deformed_element(ax, analysis_case, n, def_scale, u_el=None)¶

Plots a 2D frame element in its deformed configuration for the displacement vector defined by the analysis_case. The deformation is based on the element shape functions. If a displacement vector, u_el, is supplied, uses this to plot the deformed element.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case relating to the displacement

n (int) – Number of linear subdivisions used to plot the element

def_scale (float) – Deformation scale

u_el (numpy.ndarray) – Element displacement vector of size (n_node x n_dof)

plot_element(ax, linestyle='-', linewidth=2, marker='.')¶

Plots the undeformed frame element on the axis defined by ax.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

linestyle (string) – Element linestyle

linewidth (int) – Element linewidth

marker (string) – Node marker type

plot_shear_force(ax, analysis_case, scalef, n)¶

Plots the axial force diagram from a static analysis defined by case_id. N.B. this method is adapted from the MATLAB code by F.P. van der Meer: plotVLine.m.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case

scalef (float) – Factor by which to scale the shear force diagram

n (int) – Number of points at which to plot the shear force diagram

save_fint(f, analysis_case)¶

Adds an internal force vector result to the FiniteElement.

Parameters:

f (numpy.ndarray) – Internal force vector

analysis_case (AnalysisCase) – Analysis case relating to the internal force vector

EulerBernoulli2D_2N¶

class feastruct.fea.elements.frame2d.EulerBernoulli2D_2N(nodes, material, section)[source]¶

Bases: feastruct.fea.elements.frame2d.FrameElement2D

Two noded, two dimensional frame element based on the Euler-Bernoulli beam formulation for relatively thin beams. The element is defined by its two end nodes and uses four cubic polynomial shape functions to obtain analytical results.

Variables:

nodes (list[Node]) – List of node objects defining the element

material (Material) – Material object for the element

efs (list[bool]) – Element freedom signature

f_int (list[ForceVector]) – List of internal force vector results stored for each analysis case

section (Section) – Section object for the element

class UniformDistributedLoad(element, q)[source]¶

Bases: feastruct.fea.bcs.ElementLoad

Class for the application of a uniformly distributed load to a EulerBernoulli2D_2N element.

Variables:

element (EulerBernoulli2D_2N) – EulerBernoulli2D_2N element to which the load is applied

q (float) – Value of the uniformly distributed load

__init__(element, q)[source]¶

Inits the UniformDistributedLoad class.

Parameters:

element (EulerBernoulli2D_2N) – EulerBernoulli2D_2N element to which the load is applied

q (float) – Value of the uniformly distributed load

apply_load(f_eq)[source]¶

a

get_internal_bmd(xi)[source]¶

a

get_internal_sfd(xi)[source]¶

a

nodal_equivalent_loads()[source]¶

a

plot_load()[source]¶

a

__init__(nodes, material, section)[source]¶

Inits the EulerBernoulli2D_2N class.

Parameters:

nodes (list[Node]) – List of node objects defining the element

material (Material) – Material object for the element

section (Section) – Section object for the element

apply_nfa()¶

Applies the element freedom signature to all nodes in the element to generate a node freedom allocation.

calculate_local_displacement(xi, u_el)[source]¶

Calculates the local displacement of the element at position xi given the displacement vector u_el.

Parameters:

xi (float) – Station location (0 < x < 1)

u_el (numpy.ndarray) – Element displacement vector

Returns:
Local displacement of the element (u, v, w)

Return type:
tuple(float, float, float)

calculate_rotation(xis, phi0, analysis_case)[source]¶

integrate bending moment to get rotations

vectorised to allow for fixed quadrature

calculate_transverse_displacement(xis, v0, phi0, analysis_case)[source]¶

integrate rotations to get transvere displacement

vectorised to allow for fixed quadrature

generate_udl(q)[source]¶

Returns a EulerBernoulli2D_2N UniformDistributedLoad object for the current element.

Parameters: q (float) – Value of the uniformly distributed load

Returns: UniformDistributedLoad object

Return type: UniformDistributedLoad

get_afd(n, analysis_case)[source]¶

Returns the axial force diagram within the element for a minimum of n stations for an analysis_case. Station locations, xis, vary from 0 to 1.

Parameters:

n (int) – Minimum number of stations to sample the axial force diagram

analysis_case (AnalysisCase) – Analysis case

Returns:
Station locations, xis, and axial force diagram, afd - (xis, afd)

Return type:
tuple(numpy.ndarray, numpy.ndarray)

get_bm(xis, analysis_case)[source]¶

Returns the bending moment within the element at xis for an analysis_case.

Parameters:

xis (numpy.ndarray) – Positions along the element to calculate the bending moment

analysis_case (AnalysisCase) – Analysis case

Returns:
Bending moments

Return type:
numpy.ndarray

get_bmd(n, analysis_case)[source]¶

Returns the bending moment diagram within the element for n stations for an analysis_case. An additional station is added at all locations where the shear force is zero to ensure that bending moment maxima/minima are captured. Station locations, xis, vary from 0 to 1.

Parameters:

n (int) – Number of stations to sample the bending moment diagram

analysis_case (AnalysisCase) – Analysis case

Returns:
Station locations, xis, and bending moment diagram, bmd - (xis, bmd)

Return type:
tuple(numpy.ndarray, numpy.ndarray)

get_buckling_results(analysis_case, buckling_mode=0)¶

Returns the eigenvalue corresponding to the buckling analysis defined by the analysis_case and the buckling_mode. Also returns an array of eigenvector values corresponding to each degree of freedom in the finite element.

Parameters:

analysis_case (AnalysisCase) – Analysis case relating to the buckling analysis

buckling_mode (int) – Buckling mode number

Returns:
Eigenvalue and eigenvectors (w, v). A tuple containing the eigenvalue w and an (n_nodes x n_dof) array of eigenvector values v.

Return type:
tuple(float, numpy.ndarray)

get_displacements(n, analysis_case)[source]¶

Returns a list of the local displacements, (u, v, w, ru, rv, rw), along the element for the analysis case and a minimum of n subdivisions. A list of the stations, xi, is also included. Station locations, xis, vary from 0 to 1.

An extra station is included if there is a point of zero rotation resulting in a local displacement maxima/minima.

Parameters:

analysis_case (AnalysisCase) – Analysis case relating to the displacement

n (int) – Minimum number of sampling points

Returns:
2D numpy array containing stations and local displacements. Each station contains an array of the following format: [xi, u, v, w, ru, rv, rw]

Return type:
numpy.ndarray

get_dofs()¶

Finds and returns a list of DoF objects corresponding to the degrees of freedom of the finite element.

Returns: A list of DoF objects, with a length of (n_nodes x n_dof)

Return type: list[list[DoF]]

get_element_loads(analysis_case)¶

Returns a list of element loads on a FrameElement for an analyis case.

Parameters: analysis_case (AnalysisCase) – Analysis case relating to the displacement

get_fint(analysis_case)¶

Returns the internal force vector relating to an AnalysisCase.

Parameters: analysis_case (AnalysisCase) – Analysis case relating to the internal force vector

Returns: Internal force vector

Return type: numpy.ndarray

Raises: Exception – If the force vector cannot be found for the analysis_case

get_frequency_results(analysis_case, frequency_mode=0)¶

Returns the eigenvalue corresponding to the frequency analysis defined by the analysis_case and the frequency_mode. Also returns an array of eigenvector values corresponding to each degree of freedom in the finite element.

Parameters:

analysis_case (AnalysisCase) – Analysis case relating to the frequency analysis

frequency_mode (int) – Frequency mode number

Returns:
Eigenvalue and eigenvectors (w, v). A tuple containing the eigenvalue w and an (n_nodes x n_dof) array of eigenvector values v.

Return type:
tuple(float, numpy.ndarray)

get_gdof_nums()¶

Returns an array of global degree of freedom numbers corresponding to the degrees of freedom of the finite element.

Returns: A integer array of global degrees of freedom, with a length of (1 x n), where n is n_nodes x n_dof

Return type: numpy.ndarray

get_geometric_properties()¶

Calculates geometric properties related to a frame element. Returns the following:

node_coords: An (n x 3) array of node coordinates, where n is the number of nodes for the given finite element

dx: A (1 x 3) array consisting of the x, y and z distances between the nodes

l0: The original length of the frame element

c: A (1 x 3) array consisting of the cosines with respect to the x, y and z axes

Returns: (node_coords, dx, l0, c)

Return type: tuple(numpy.ndarray, numpy.ndarray, float, numpy.ndarray)

get_geometric_stiff_matrix(analysis_case)[source]¶

Gets the geometric stiffness matrix for a two noded 2D Euler-Bernoulli frame element. The stiffness matrix has been analytically integrated so numerical integration is not necessary. The geometric stiffness matrix requires an axial force so the analysis_case from a static analysis must be provided.

Parameters: analysis_case (AnalysisCase) – Analysis case from which to extract the axial force

Returns: 6 x 6 element geometric stiffness matrix

Return type: numpy.ndarray

get_internal_actions(analysis_case)[source]¶

Returns the internal actions for a two noded 2D Euler-Bernoulli frame element.

Parameters: analysis_case (AnalysisCase) – Analysis case

Returns: An array containing the internal actions for the element (N1, V1, M1, N2, V2, M2)

Return type: numpy.ndarray

get_mass_matrix()[source]¶

Gets the mass matrix for a for a two noded 2D Euler-Bernoulli frame element. The mass matrix has been analytically integrated so numerical integration is not necessary.

Returns: 6 x 6 element mass matrix

Return type: numpy.ndarray

get_ndof()¶

Returns the number of active degrees of freedom for the element.

Returns: Number of active degrees of freedom for the element

Return type: int

get_nodal_displacements(analysis_case)¶

Returns an array of the nodal displacements for each degree of freedom in the finite element for the analysis_case.

Parameters: analysis_case (AnalysisCase) – Analysis case relating to the displacement

Returns: An (n_nodes x n_dof) array of degree of freedom displacements

Return type: numpy.ndarray

get_node_coords()¶

Returns a NumPy array of the cartesian coordinates defining the geometry of the finite element.

Returns: An (n x 3) array of node coordinates, where n is the number of nodes for the given finite element

Return type: numpy.ndarray

get_sampling_points(n, analysis_case, bm=False, defl=False)¶

Returns a list of sampling points along a 2D frame element given a minimum n points and an analysis case. The sampling points vary from 0 to 1.

Adds a sampling point at the following locations:

Concentrated element load

Point of zero shear force (if bm=True)

Point of zero rotation (if defl=True)

Parameters:

n (int) – Minimum number of sampling points

analysis_case (AnalysisCase) – Analysis case relating to the displacement

bm (bool) – Whether or not the sampling points are for the bending moment (i.e. include sfd roots)

defl (bool) – Whether or not the sampling points for transverse deflection (i.e. include rotation roots). N.B. the FrameElement must have a calculate_rotation method.

Returns:
List of sampling points

Return type:
numpy.ndarray

get_sf(xis, analysis_case)[source]¶

Returns the shear force within the element at xis for an analysis_case.

Parameters:

xis (numpy.ndarray) – Positions along the element to calculate the shear force

analysis_case (AnalysisCase) – Analysis case

Returns:
Shear forces

Return type:
numpy.ndarray

get_sfd(n, analysis_case)[source]¶

Returns the shear force diagram within the element for a minimum of n stations for an analysis_case. Station locations, xis, vary from 0 to 1.

Parameters:

n (int) – Minimum number of stations to sample the shear force diagram

analysis_case (AnalysisCase) – Analysis case

Returns:
Station locations, xis, and shear force diagram, sfd - (xis, sfd)

Return type:
tuple(numpy.ndarray, numpy.ndarray)

get_shape_function(eta)[source]¶

Returns the value of the shape functions Nu1, Nu2, Nv1 and Nv2 at eta.

Parameters: eta (float) – Isoparametric coordinate (-1 < eta < 1)

Returns: Value of the shape functions ((Nu1, Nu2), (Nv1, Nv2)) at eta

Return type: numpy.ndarray

get_stiffness_matrix()[source]¶

Gets the stiffness matrix for a two noded 2D Euler-Bernoulli frame element. The stiffness matrix has been analytically integrated so numerical integration is not necessary.

Returns: 6 x 6 element stiffness matrix

Return type: numpy.ndarray

get_transformation_matrix()[source]¶

Returns the transformation matrix for an EulerBernoulli2D_2N element.

Returns: Element transformation matrix

Return type: numpy.ndarray

map_to_isoparam(xi)¶

Maps a station value 0 < xi < 1 to the isometric parameter -1 < eta < 1.

Parameters: xi (float) – Station location (0 < x < 1)

Returns: Isoparametric coordinate (-1 < eta < 1)

Return type: float

map_to_station(eta)¶

Maps the isometric parameter -1 < eta < 1 to a station value 0 < xi < 1.

Parameters: xi (float) – Isoparametric coordinate (-1 < eta < 1)

Returns: Station location (0 < x < 1)

Return type: float

plot_axial_force(ax, analysis_case, scalef, n)¶

Plots the axial force diagram from a static analysis defined by case_id. N.B. this method is adapted from the MATLAB code by F.P. van der Meer: plotNLine.m.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case

scalef (float) – Factor by which to scale the axial force diagram

n (int) – Number of points at which to plot the axial force diagram

plot_bending_moment(ax, analysis_case, scalef, n)¶

Plots the axial force diagram from a static analysis defined by case_id. N.B. this method is adapted from the MATLAB code by F.P. van der Meer: plotMLine.m.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case

scalef (float) – Factor by which to scale the bending moment diagram

n (int) – Number of points at which to plot the bending moment diagram

plot_deformed_element(ax, analysis_case, n, def_scale, u_el=None)¶

Plots a 2D frame element in its deformed configuration for the displacement vector defined by the analysis_case. The deformation is based on the element shape functions. If a displacement vector, u_el, is supplied, uses this to plot the deformed element.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case relating to the displacement

n (int) – Number of linear subdivisions used to plot the element

def_scale (float) – Deformation scale

u_el (numpy.ndarray) – Element displacement vector of size (n_node x n_dof)

plot_element(ax, linestyle='-', linewidth=2, marker='.')¶

Plots the undeformed frame element on the axis defined by ax.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

linestyle (string) – Element linestyle

linewidth (int) – Element linewidth

marker (string) – Node marker type

plot_shear_force(ax, analysis_case, scalef, n)¶

Plots the axial force diagram from a static analysis defined by case_id. N.B. this method is adapted from the MATLAB code by F.P. van der Meer: plotVLine.m.

Parameters:

ax (matplotlib.axes.Axes) – Axis object on which to draw the element

analysis_case (AnalysisCase) – Analysis case

scalef (float) – Factor by which to scale the shear force diagram

n (int) – Number of points at which to plot the shear force diagram

save_fint(f, analysis_case)¶

Adds an internal force vector result to the FiniteElement.

Parameters:

f (numpy.ndarray) – Internal force vector

analysis_case (AnalysisCase) – Analysis case relating to the internal force vector