Choosing the element's dimensionality

Plane stress elements can be used when the thickness of a body or domain is small relative to its lateral (in-plane) dimensions. The stresses are functions of planar coordinates alone, and the out-of-plane normal and shear stresses are equal to zero.

Plane stress elements must be defined in the X–Y plane, and all loading and deformation are also restricted to this plane. This modeling method generally applies to thin, flat bodies. For anisotropic materials the Z-axis must be a principal material direction.

Plane strain elements can be used when it can be assumed that the strains in a loaded body or domain are functions of planar coordinates alone and the out-of-plane normal and shear strains are equal to zero.

Plane strain elements must be defined in the X–Y plane, and all loading and deformation are also restricted to this plane. This modeling method is generally used for bodies that are very thick relative to their lateral dimensions, such as shafts, concrete dams, or walls. Plane strain theory might also apply to a typical slice of an underground tunnel that lies along the Z-axis. For anisotropic materials the Z-axis must be a principal material direction.

Since plane strain theory assumes zero strain in the thickness direction, isotropic thermal expansion may cause large stresses in the thickness direction.

Generalized plane strain elements provide for the modeling of cases in Abaqus/Standard where the structure has constant curvature (and, hence, no gradients of solution variables) with respect to one material direction—the “axial” direction of the model. The formulation, thus, involves a model that lies between two planes that can move with respect to each other and, hence, cause strain in the axial direction of the model that varies linearly with respect to position in the planes, the variation being due to the change in curvature. In the initial configuration the bounding planes can be parallel or at an angle to each other, the latter case allowing the modeling of initial curvature of the model in the axial direction. The concept is illustrated in Figure 1. Generalized plane strain elements are typically used to model a section of a long structure that is free to expand axially or is subjected to axial loading.

Figure 1. Generalized plane strain model.

Each generalized plane strain element has three, four, six, or eight conventional nodes, at each of which x- and y-coordinates, displacements, etc. are stored. These nodes determine the position and motion of the element in the two bounding planes. Each element also has a reference node, which is usually the same node for all of the generalized plane strain elements in the model. The reference node of a generalized plane strain element should not be used as a conventional node in any element in the model. The reference node has three degrees of freedom 3, 4, and 5: ($\mathrm{\Delta }{u}_z$, $\mathrm{\Delta }{\varphi }_x$, and $\mathrm{\Delta }{\varphi }_y$). The first degree of freedom ($\mathrm{\Delta }{u}_z$) is the change in length of the axial material fiber connecting this node and its image in the other bounding plane. This displacement is positive as the planes move apart; therefore, there is a tensile strain in the axial fiber. The second and third degrees of freedom ($\mathrm{\Delta }{\varphi }_x$, $\mathrm{\Delta }{\varphi }_y$) are the components of the relative rotation of one bounding plane with respect to the other. The values stored are the two components of rotation about the X- and Y-axes in the bounding planes (that is, in the cross-section of the model). Positive rotation about the X-axis causes increasing axial strain with respect to the y-coordinate in the cross-section; positive rotation about the Y-axis causes decreasing axial strain with respect to the x-coordinate in the cross-section. The x- and y-coordinates of a generalized plane strain element reference node ($X_0$ and $Y_0$ discussed below) remain fixed throughout all steps of an analysis. From the degrees of freedom of the reference node, the length of the axial material fiber passing through the point with current coordinates (x, y) in a bounding plane is defined as

where

t

is the current length of the fiber,

$t_0$

is the initial length of the fiber passing through the reference node (given as part of the element section definition),

$\mathrm{\Delta }{u}_z$

is the displacement at the reference node (stored as degree of freedom 3 at the reference node),

$\mathrm{\Delta }{\varphi }_x$ and $\mathrm{\Delta }{\varphi }_y$

are the total values of the components of the angle between the bounding planes (the original values of $\mathrm{\Delta }{\varphi }_x$, $\mathrm{\Delta }{\varphi }_y$ are given as part of the element section definition—see Defining the elements section properties: the changes in these values are the degrees of freedom 4 and 5 of the reference node), and

$X_0$ and $Y_0$

are the coordinates of the reference node in a bounding plane.

The strain in the axial direction is defined immediately from this axial fiber length. The strain components in the cross-section of the model are computed from the displacements of the regular nodes of the elements in the usual way. Since the solution is assumed to be independent of the axial position, there are no transverse shear strains.

Regular axisymmetric elements for structural applications allow for only radial and axial loading and have isotropic or orthotropic material properties, with $\theta$ being a principal direction. Any radial displacement in such an element will induce a strain in the circumferential direction (“hoop” strain); and since the displacement must also be purely axisymmetric, there are only four possible nonzero components of strain (${\epsilon }_{rr}$, ${\epsilon }_{zz}$, ${\epsilon }_{\theta \theta }$, and ${\gamma }_{rz}$).

Axisymmetric solid elements with twist are available only in Abaqus/Standard for the analysis of structures that are axially symmetric but can twist about their symmetry axis. This element family is similar to the axisymmetric elements discussed above, except that it allows for a circumferential loading component (which is independent of $\theta$) and for general material anisotropy. Under these conditions, there may be displacements in the $\theta$-direction that vary with r and z but not with $\theta$. The problem remains axisymmetric because the solution does not vary as a function of $\theta$ so that the deformation of any r–z plane characterizes the deformation in the entire body. Initially the elements define an axisymmetric reference geometry with respect to the r–z plane at $\theta =0$, where the r-direction corresponds to the global X-direction and the z-direction corresponds to the global Y-direction. Figure 3 shows an axisymmetric model consisting of two elements. The figure also shows the local cylindrical coordinate system at node 100.

Figure 3. Reference and deformed cross-section in an axisymmetric solid with twist.

The motion at a node of an axisymmetric element with twist is described by the radial displacement $u_r$, the axial displacement $u_z$, and the twist $\varphi$ (in radians) about the z-axis, each of which is constant in the circumferential direction, so that the deformed geometry remains axisymmetric. Figure 3(b) shows the deformed geometry of the reference model shown in Figure 3(a) and the local cylindrical coordinate system at the displaced location of node 100, for a twist ${\varphi }^{100}$.

The formulation of these elements is discussed in Axisymmetric elements.

Generalized axisymmetric elements with twist cannot be used in contour integral calculations and in dynamic analysis. Elastic foundations are applied only to degrees of freedom $u_r$ and $u_z$.

These elements should not be mixed with three-dimensional elements.

Axisymmetric elements with twist and the nodes of these elements should be used with caution within rigid bodies. If the rigid body undergoes large rotations, incorrect results may be obtained. It is recommended that rigid constraints on axisymmetric elements with twist be modeled with kinematic coupling (see Kinematic coupling constraints).

Stabilization should not be used with these elements if the deformation is dominated by twist, since stabilization is applied only to the in-plane deformation.