Preventing Singularities on Nodal and Line Supports of Plate Structures
Boundary conditions of a plate support can be quickly entered as singular and line supports in the FEA software. However, if the flexibility of the supports is not considered when modelling the structure, it is often necessary to take a closer look at the support definitions during the design using stresses or the determination of the required reinforcement at the latest.
While the results at locations (except the discontinuity location) are getting more and more precise with an increasingly refine FE mesh and barely change in the end, the result values at the nodal support and the ends of the line supports are constantly increasing. Usually, the consequences of this are non-designable locations or very high results. Therefore, it is necessary to either argue these singularities or specify the boundary conditions more precisely.
If there is a column under the plate, it is defined as a nodal support in 2D modelling. In order to avoid singular supports in an FE node with rigid supports, you can either manually enter spring constants or automatically determine the foundation coefficients using the 'Column in Z' option.
An elastic support can be considered automatically by setting a few parameters.
In this case, there are three options:
- Elastic surface foundation: In the program, an elastic surface foundation is taken into account with the column dimensions. However, this option inevitably causes that the column head is partially restrained by vertical force pairs such as support springs in the x and y direction.
- Elastic nodal support: For the stiffness increased via the column, a surface with double plate thickness is applied for the calculation and singularly supported with the determined spring constants.
- Nodal support with adapted FE mesh: Also in this, a double thickness is applied internally. However, the support is carried out as a rigid support in Z.
The last two options allow you to also use a hinged or semi-rigid support at the column head and all three options allow you to use a hinged, semi-rigid or rigid support at the column base.
The determined spring constants are displayed directly on the right side below the graphics, reflecting all changes. Furthermore, there is the option to consider a different column head cross-section as well as the shear stiffness of the column. The shear stiffness is activated by default and reduces the horizontal support springs as well as the rotational springs of the support.
For all three options, the column cross-section is taken from the design of surfaces performed in the add-on modules, such as RF-STEEL Surfaces, RF-CONCRETE Surfaces or RF-LAMINATE. Thus, the design always applies the connection internal forces, which leads to more economical results.
Also in RFEM, the results within the column area are not displayed. However, if these are required, you can activate the corresponding check box in the Results navigator.
If there is a hinged connection of two plates (via a line release) over the nodal supports, it should be noted that due to the internal consideration of an additional surface, the line release is suspended and thus no restraining moments arise on the plate edges.
This can only be avoided by either suspending one of the surfaces in front of the "columns" or by selecting a "normal" elastic hinged nodal support. If the elastic nodal support is selected and the parameters are specified when defining the column, you can simply open the 'Edit Nodal Support' dialog box and disable the 'Column in Z' option. Thus, the previously determined spring constants are taken automatically.
If the plate is supported on walls, it is defined as a line support in 2D modelling. In the finite element analysis, the line support is internally divided into the nodal supports at each FE-mesh point. The program then determines the support force for each nodal support. By using smoothing options that allow considering the influence of the adjacent nodal supports, a linear distribution between the individual support points is created. To also avoid too high peak values in the case of line supports, you can select the 'Wall in Z' option.
Especially in the case of wall pillars, the qualitative distribution of support reactions, taking into account the elasticity, can be quite different.
In contrast to the nodal supports as columns, the results within the column area are not hidden for line supports of a wall.
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Figure 01 - Support Reactions
Figure 02 - Required Reinforcement - rigid
Figure 03 - Column in Z
Figure 04 - Required Reinforcement - Spring
Figure 05 - Result Within Column
Figure 06 - Restraint on Supports
Figure 07 - Solution of Line Release
Figure 08 - Wall in Z
Figure 09 - Elastic Support Reactions
Figure 10 - Wall Pillar