FAQ 004170 EN
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Fire resistance Fire resistance design Time Duration Temperature Temperature analysis
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![[CS] Assessment of cold formed steel sections according to Eurocode 3](/-/media/Images/netgenium/thumbnails/2/4/5/9/2/2459200.png?la=en&mw=348&mlid=7CF9488DF3FD44B2A237A71364421BA2&hash=65AA6A1F3180696154F9E8F9FF0DCC04694BFCEB)
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Load application point of positive shear loads
Every now and then, the question arises to determine the correct load application point of the positive shear loads in RF-/STEEL EC3 and RF-/STEEL AISC.
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.
- I would like to perform a stability analysis of the upper flange in a long truss. What is the best way to proceed?
- Which cross-sections can I design with the "RF‑/STEEL Cold-Formed Sections" add-on module?
- What is the difference between the RF‑/STEEL and RF‑/STEEL EC3 add-on modules?
- I perform a stability analysis of a beam for lateral-torsional buckling. Why is the modified reduction factor χLT,mod used in the design according to DIN EN 1993‑1‑1, 6.3.3 Method 2? Is it possible to deactivate this?
- I need to define different types of lateral intermediate restrains for a single element in RF-/STEEL EC3. Is this possible?
- I compare the flexural buckling design according to the equivalent member method and the internal forces according to the linear static analysis with the stress calculation according to the second-order analysis including imperfections. The differences are very large. What is the reason?
- Is it possible to design member groups using the EC3 add-on module?
- Is it possible to use the RF‑/STEEL EC3 add-on module itself to specify the internal forces, for example, from another calculation or program?
- 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)?
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I design a set of members by using the equivalent member method in RF‑/STEEL EC3, but the calculation fails. The system is unstable, delivering the message "Non-designable - ER055) Zero value of the critical moment on the segment."
What could be the reason?
Associated Products
Main Program
Structural engineering software for finite element analysis (FEA) of planar and spatial structural systems consisting of plates, walls, shells, members (beams), solids and contact elements
3,540.00 USD
Main Program
The structural engineering software for design of frame, beam and truss structures, performing linear and nonlinear calculations of internal forces, deformations, and support reactions
2,550.00 USD
Add-on Module
Design of steel members according to Eurocode 3
1,480.00 USD
Add-on Module
Design of steel members according to Eurocode 3
1,480.00 USD
