FAQ 003430 EN
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CSA S16:19 Stability Considerations and the New Annex O.2
Structure stability is not a new phenomenon when referring to steel design. The Canadian steel design standard CSA S16 and the most recent 2019 release is no exception.
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.
- How does the calculation of the moments of inertia differ when the cross-section consists of several unconnected or connected partial cross-sections?
- When determining the effective cross-section properties according to EN 1993‑1‑1, EN 1993‑1‑5, or EN 1999̩1‑1, SHAPE‑THIN displays a warning message saying that the effective widths are only determined for straight elements. What does it mean?
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Why are my steel members not being designed for stability in RF-STEEL AISC?
- My section is classified as Class 4 and non-designable in RF-/STEEL CSA. However, my manual calculation shows a different class. Why the difference?
- I have defined temperature loads, strain loads, or a precamber. As soon as I modify stiffnesses, the deformations are no longer plausible.
- Can the properties, such as B. the cross -section or the surface thickness as well as the material of a surface of an existing element for a new element?
- I am trying to manually check the deformations from the CRANEWAY add-on module. However, I obtain great deviations. How to explain the differences?
- What should be considered when using a failure of columns under tension in the RF‑/DYNAM Pro – Equivalent Loads add-on module?
- Why is there no stability analysis displayed in the results despite the activation of the stability analysis in RF‑/STEEL EC3?
- How can I model and design a crane runway girder with Dlubal Software?
