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KB 000514 | Improved Cross-Section Optimization
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First Steps with RFEM
Description
When optimizing cross -sections in the add -on modules, you can also select any defined cross -section favorites lists - in addition to the cross -sections from the same cross -section row as the original cross -section.
Keywords
Dlubal Knowledge Base Optimization cross-section table Favorites list Dlubal KB Knowledge Base Technical Contribution
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Improved Cross-Section Optimization
When optimizing cross -sections in the add -on modules, you can also select any defined cross -section favorites lists - in addition to the cross -sections from the same cross -section row as the original cross -section.
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.
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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?
- Is it possible to set user-defined values when viewing solid stress results?
- Why do I get large differences for the design of a longitudinally stiffened buckling panel in comparison with the German and Austrian National Annex?
