What does the design information mean: Geometry error left side: End plate of the girder: Lambda2 >1.4 Column flange: Lambda2 >1.4 I cannot find an explanation in the manual or online.
Do you have a program for designing columns restrained in concrete? It is not about the design of the bucket, but about the required embedment depth, the provided concrete stress, the check of the shear stress in the column, and so on.
I used double members for the member input. Do I have to consider anything else, or is it better to enter a member with double cross-section properties?
I have to dimension a wall bracket as a steel brackets that I have modeled as surface components in RFEM 5. Which add-on module can I use to design it?
I would like to design banisters, so I have created a set of members for this. The cross-section is a hollow section. Can the stability analysis be carried out on the entire structure, or do I have to convert it into an equivalent member design with the specification of all supports in STEEL EC3?
During the calculation, I get a warning that some elements are connected to the buckling panel, but are not defined like stiffeners (see Image 01). What should I do?
When calculating a connection using the FRAME‑JOINT Pro add-on module, a message appears saying that the value is out of the valid range (existing value: 160, minimum value 200). What does this message mean?
What are the options in RFEM 5 or RSTAB 8 for determining the ideal elastic critical moment for lateral-torsional buckling for any cross-sections and systems/loads? Is it also possible to design flat steel (brackets, flat steel stringers of staircases)?
When designing a beam, I would like to neglect the torsion included in the stability analyses using the filters described in Knowledge Base article #001498.
I define the filter, but the torsion warning appears at the same x‑location again. Do the design internal forces change, or why is that?
The design of the premature weld failure at the fin plate is governing for the design of a pinned beam connection with JOINTS. What exactly does the design of the premature weld failure consider, and is it necessary to perform it in every case?