Steel Beam as Secondary Beam
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Steel Beam as Secondary Beam
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Graphical display of the results from RF -STEEL EC3 - ultimate limit state designs
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Graphical Display of Results from RF-/STEEL EC3 - Fire Resistance Designs
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Graphical Display of Results from RF-/STEEL EC3 - Serviceability Limit State Designs
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Filter Option for Detailed Results in RF-STEEL EC3
Description
The final results of the design of members and sets of members in the add-on module RF-/STEEL EC3 can be displayed graphically in the work window of RFEM and RSTAB. This model shows how the results contained there are displayed by selecting the corresponding design case in the load case menu.
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Result display Filter design case
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The final results of the design of members and sets of members in the add-on module RF-/STEEL EC3 can be displayed graphically in the work window of RFEM and RSTAB. By selecting the corresponding design case in the load case menu, the results contained there are displayed.
SHAPE-THIN | Cold-Formed Sections
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?
- 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?
- 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? - I cannot see any members if the RF-/STEEL EC3 add-on module is selected as a "load case," why?
- To which axes refer the support rotations and support eccentricities in RF‑/STEEL EC3 Warping Torsion?
- What does the load application point in RF-/STEEL EC3 Warping Torsion refer to?
- Why do I get different design results for a load combination (CO) and a result combination (RC) in STEEL EC3 in spite of the same internal forces?
