I would like to define a constant temperature load over the cross-section height. Why is it not possible to select the load direction in the local x-direction of the member for this?
The calculation of a critical load factor according to the second-order analysis in RSTAB results in a value that differs significantly from the result of RSBUCK.
In a cable structure with prestress, the support forces are smaller than the prestressing force. I have analyzed two structural systems: Example 1 is defined with a straight cable, while the cable in Example 2 has a rise. Why are there recognizable differences here?
When calculating my model with a floor slab, I obtain very large shear forces displayed in the slab and very large, unrealistic support forces displayed on the support ends, which makes the slab non-designable. Why?
I am designing a two-hinged frame using FE‑LTB. I have defined the columns and the beam as sets of members.Why is the restraining moment of the beam in the columns not taken into account?
Is it possible to align the FE mesh manually in RFEM?In my example, there are "rigid" triangular elements at the edge, where quadrangular elements would be more realistic.