With the nonlinear-elastic material model in RFEM 5, you can calculate and carry out a stress analysis of surfaces and solids with nonlinear material properties.
KB 000601 | Using Nonlinear Elastic Material Model
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With the nonlinear elastic material model in RFEM 5, you can calculate and carry out a stress analysis of surfaces and solids with nonlinear material properties.
Supports contributing to a load reduction only under compression or tension can be defined as nonlinear supports in RFEM and RSTAB. It is not always easy for the user to select the correct nonlinearity for "failure under tension" or "failure under compression".
The RFEM5 and RSTAB8 programs offer a "Spring" option when defining a member under the member types.
If nonlinear effects - such as failing supports, foundations, member nonlinearities, or contact solids - are used in the model, you can deactivate them in the global calculation parameters.
It is possible to specify nonlinearities of member end releases (yielding, tearing, slippage, and so on) and supports (including friction). There are special dialog boxes available for determining the spring stiffnesses of columns and walls based on the geometry specifications.
Use the "Independent mesh preferred" option in the FE mesh settings to create an independent FE mesh for the integrated objects. This allows you to generate a significantly more detailed and precise FE mesh for individual objects that are integrated into one another.
In the "Edit Section" dialog box, you can display the buckling shapes of the Finite Strip Method (FSM) as a 3D graphic.
In RFEM 6 and RSTAB 9, you have the option to enter "Visual Objects" as guide objects. You can import the file formats 3ds, stl, and obj.
These objects allow you to create a better reference to the dimensions.
How does the "Orthotropic Plastic" material model work in RFEM?
There are two different add-on modules for a response spectrum analysis in RF‑/DYNAM Pro. What can be the reasons for the different results of both add-on modules?
I would like to define a line support with ineffective tension and apply the tension force on this line using a nodal support instead. Why does the line support still receive a tension force?
I obtain different results when comparing the deformation analysis in the RF‑CONCRETE add-on modules and another calculation program. What could be the reason for this?
In a nonlinear structural system, some load cases do not converge. However, load combinations can be calculated without problems. Why?
How can I incrementally apply the load of a load case to the model?
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