Users:General FEM Analysis/Elements Reference/Shell8

Latest revision as of 15:14, 12 January 2017

General Description

Triangular Shell8 elements

Quadrilateral Shell8 elements

Element Type

• This shell element is a "degenerated" shell element with 6 (external) degrees of freedom per node
• It is Reissner-Mindlin kinematics.
• It comprises enhancements according to the EAS method and the ANS method.
• It is able to consider a varying nodal thickness over the model.

Degrees of Freedom

The degrees of freedom are:

• the 3 translatoric components of the shell midplaine in the global cartesian frame (the 3 "classical" translatoric DOFs): They are named Disp_X, Disp_Y, Disp_Z.
• the three deformation components of the nodal director (See also figure on the right). They are named Dir_Diff_Shell8_X, Dir_Diff_Shell8_Y and Dir_Diff_Shell8_Z. This is a unique property of this element. Thus the element cannot be coupled with globally oriented rotatoric DOFs of other element types.

A seventh degree of freedom is added on the element level via the Enhanced Assumed Strain Method. That's why the element is called to be a "7 parameter formulation". However, this seventh nodal degree of freedom is condensed out on the element level and thus does not show up on the global level (No loads and no BCs can be applied on it).

Input Parameters

Parameter Description

Example of a Complete Input Block

EL-PROP 1 : SHELL8
MAT=EL-MAT 1        
THICKNESS=0.1 
INT_TYPE_SHELL8 = FULL
SDC= 1.0
EAS = 4,4,4,0,4 
ANS = Q
FORCE = RST_ORTHO

Element Loading

Pressure

Dead Load

Snow Load

Theory

The theory and finite element formulation is originally based on the work of Norbert Büchter ^[1], ^{[2] [3]}. Detailed investigations and additional remarks, especially in the context of a layer-wise formulation, can be found at ^{[4] [5]}. For the correct use of the Shell8 and the interpretation of related results, the following aspects should be considered:

Degrees of Freedom, Rotational DOFs, Moment Loads

The degrees of freedom consist of the three displacements of the midsurface (according to standard shell theory), and the three components of the deformation of the director (difference vector of director in actual geometry and director in reference geometry). Rotations are not used. This has to be taken into account at the formulation of BCs and Loads, especially at clamped supports and moment loads. Thus fixing the nodal DOF Dir_Diff_Shell8_X does not mean that the rotation around the x-axis is fixed, but it means that the x-component of the difference vector is zero. The same holds for the input of moment loads, which can be considered as a pair of forces in the respective direction. Moment loads are not implemented yet for the Shell8.

Deformation in Thickness Direction

The three components of the deformation of the director also comprise a possible deformation in thickness direction (change of thickness). The three DOFs Dir_Diff_Shell8_X, Dir_Diff_Shell8_Y and Dir_Diff_Shell8_Z could be converted in two rotations and one deformation in thickness direction. However, the thickness deformation does not necessarily coincide with the 6th degree of freedom (Dir_Diff_Shell8_Z)! This would only be true, if the shell midplaine would be parallel to the xy-plane. In general, the thickness deformation is that component of the difference vector, which is parallel to the director (i.e. a linear combination of all three cartesian components).

In case of a fixed support, also the thickness deformation is fixed. This is correct in the context of real physical clamped supports, but it is wrong in the context of clamped supports that model symmetry conditions.

EAS Enhancement, 7-parameter formulation

In case of a nonzero Poisson ratio, the 6 nodal DOFs are not sufficient in order to describe a shell theory which is assymptotically correct for bending situations. That's why a seventh parameter is introduced via the EAS method. The interpolation of this parameter within the element is described by value 3 of the parameter EAS of the property block. It has to be at least constant, i.e. the value must be at least =1. In general, for quadrilateral element a bilinear interpolation is recommended ( i.e. EAS = x,x,4,x,x), for triangular elements a constant or linear interpolation is suggested (see table above).

Element Technology

The are different kind of locking effects for shells. An overview is given at ^[5].

• (Bi-)linear elements (3 noded, 4-noded) are almost completely free of membrane locking, thus EAS is not really necessary here. For this reason, these elements are in the context of shells superior to elements of higher order. EAS does not completely eliminate membrane locking, but pushes it back to values of a higher critical parameter (higher slenderness)

• transverse shear locking must always be tackled, either by EAS or by ANS. Only in the context of extremely thick structures, this can be turned down

• Also thickness locking must always be tackled, either by EAS or by ANS.

• The in-plane bending behaviour of (bi-)linear elements is very bad. If such kind of deformations are expected to show up, then the use of EAS is recommended for the 4-noded element. However, this locking behaviour cannot be eliminated for the 3-noded triangular element. However, the related locking phenomena (in-plane shear locking, volumetric locking) are usually less critical for shells compared to the aforementioned ones.

Mesh Generation

As the DOF formulation is based on the difference vector, the physical meaning of the fourth up to sixth degree of freedom is dependent on the position and orientation of the director. Thus it has to be made sure that a director is uniquely defined at each node. Due to that it is important that the director is always pointing to one side of the shell surface.

A Full Example

The following example describes a simple cantilever problem discretized by SHELL8 elements. The respective input file can be found here:

http://www.develop.caratplusplus.de/upload_from_server/benchmark_examples/elements/shell8_quad_lin_canti_I/shell8_canti_2x20_elem_load.dat

The problem computes three computation cases (dead load, snow load and pressure load). The boundary conditions are visualized by the figure below.

Simple cantilever problem using SHELL8 elements

The basic goal of each linear static analysis is the computation of the displacement field. For load case 1 this result is depicted in the figure below, whereas the deformation in z-direction is additionally visualized by the color plot.

Displacement of cantilever problem

It can be seen that the support region does not show any deformation whereas the tip region deforms by a value of 8.76.

Often the stress distribution is visualized by color plots. Shell structures require the specification of the layer on which the stresses are computed. The picture below shows the first principle stress on the top of the cantilever.

First principle stress of cantilever problem (top layer)

It can be seen that the stresses show maximum values at the support region of the cantilever. At the tip they are nearly zero. In contrast to analytical results the stresses are not exactly zero in numerical models. The reason is the stress computation at the Gauss points. These points are situated inside the elements and not exactly at the tip of the cantilever.

Benchmarks

The main benchmark files in the Carat++-repository are

'../examples/benchmark_examples/elements/shell8_quad_circle_pressure/cbm_shell8_circle.txt'

'../examples/benchmark_examples/elements/shell8_quad_lin_arch_I/cbm_mesh_2x30.dat'

'../examples/benchmark_examples/elements/shell8_quad_lin_canti_I/cbm_shell8_canti_2x20_elem_load.dat'

'../examples/benchmark_examples/elements/shell8_quad_nonlin_beam_I/cbm_shell8_canti_2x20_elem_load.dat'

'../examples/benchmark_examples/elements/shell8_rafter_snowload/cbm_RAFTER.dat'

'../examples/benchmark_examples/elements/shell8_tria_lin_canti_I/cbm_shell8_canti_tria1000_dead_load.dat'

References

1. ↑ Büchter, N.: Zusammenführung von Degenerationskonzept und Schalentheorie bei endlichen Rotationen, Dissertation, Bericht Nr. 14, Institut für Baustatik, Universität Stuttgart, 1992
2. ↑ Büchter, N., Ramm, E.: 3d-Extension of Nonlinear Shell Equations Based on the Enhanced Assumed Strain Concept, in: C. Hirsch, ed., Computational Methods in Applied Sciences, Elsevier, 39-59, 1992.
3. ↑ Büchter, N., Ramm, E., Roehl, D., Three-Dimensional Extension of Nonlinear Shell Formulation Based on the Enhances Assumed Strain Concept, International Journal for Numerical Methods in Engineering, 37, 2551-2568, 1994.
4. ↑ Braun, M., Nichtlineare Analysen von geschichteten, elastischen Flächentragwerken, Dissertation, Bericht Nr. 19, Institut für Baustatik, Universität Stuttgart, 1995.
5. ↑ ^{5.0 5.1} Bischoff, M., Theorie und Numerik einer dreidimensionalen Schalenformulierung, Dissertation, Bericht Nr. 30, Institut für Baustatik, Universität Stuttgart, 1999.