Steel Frame Structure
Model to Download
Model for FAQ 002507
SHAPE-THIN determines the effective cross-sections according to EN 1993-1-3 and EN 1993-1-5 for cold-formed sections. You can optionally check the geometric conditions for the applicability of the standard specified in EN 1993‑1‑3, Section 5.2.
The effects of local plate buckling are considered according to the method of reduced widths and the possible buckling of stiffeners (instability) is considered for stiffened sections according to EN 1993-1-3, Section 5.5.
As an option, you can perform an iterative calculation to optimize the effective cross-section.
You can display the effective cross-sections graphically.
Read more about designing cold-formed sections with SHAPE-THIN and RF-/STEEL Cold-Formed Sections in this technical article: Design of a Thin-Walled, Cold-Formed C-Section According to EN 1993-1-3.
- My aim is to mesh a circular hole plate in a mapped way. Is such a meshing possible in RFEM?
- I design a cross-section created in the SHAPE‑THIN program by using the design add-on module, but the program shows the error message "ER006 Invalid type of c/t-part for cross-section of type General." What can I do?
- How do I display some results of all load cases in the printout report, but other results of the selected load cases only?
- Why are the equivalent member designs grayed out in the Stability tab when activating the plastic designs by using the partial internal force method (RF‑/STEEL Plasticity)?
- Where do I find the setting to specify the entered structural component as a "wall" or "slab"?
- I have defined temperature loads, strain loads, or a precamber. Once I modify stiffnesses, the deformations are no longer plausible.
- Is it possible to transfer properties, such as the cross-section, or the surface thickness as well as the material of a surface, of an existing element to a new element?
- I would like to calculate and design "temporary structures." What do I need for this?
- I would expect the results from my load combination (CO) set to a linear analysis to equal the summation of the results from my load cases (LC) also set to a linear analysis. Why do the results not match?
- A rigid member should only be able to absorb tensile forces or only compressive forces. What are the options for considering these nonlinearities in the calculation?