Expansion of the Orly Sud Airport, Paris, France
The expansion of the Orly Sud Airport aims at increasing the airport's capacity and increasing passenger mobility between arrivals and departures, especially for low-cost airlines. The expansion project in the south terminal was initiated by the company Groupe ADP.
Vinci Construction France
www.vinci-construction.fr and Blocotelha
Vinci Construction France
www.vinci-construction.fr and SETAL
The extension of the Orly Sud terminal is a metal frame structure with a footprint of approximately 541 ft long by 147.6 ft wide and a total height of 69 ft. The floors are in a mixed structure. The façades are made mainly of high-rise glass products. Stability is ensured by porticos in the transverse direction as well as by porticos and Saint Andrew's crosses in the longitudinal direction.
Modeling and verification in RFEM
All the structural elements (stability, floor beams, purlins, headers, etc.) of the structure were modeled in RFEM, i.e. more than 105,877.5 psi for a weight of around 1,653.5 tons. The power of RFEM made it possible to calculate the whole in the second order, taking into account the global imperfections in the elements of stability.
The nonlinear analysis represents a total of more than 250 combinations, taking into account the different directions of the global imperfections. The analysis converges with a number of load combination increments equal to 4.
Stability checks were performed in the RF-STEEL EC3 module and the RF-STEEL Warping Torsion extension for a profile analysis with torque.The company in charge of manufacturing the metal frame was able easily to extract the forces at the nodes of the fasteners for the realization of this one using RFEM Viewer, the viewer version of the software.
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Steel Hall with Cold-Formed Z-Sections as Purlins and Design acc. EC 3 with British National Annex
This technical article deals with the stability analysis of a roof purlin, which is connected without stiffeners by means of a bolt connection on the lower flange to have a minimum manufacturing effort.
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 design an eccentrically modeled wall beam in RF‑/STEEL Warping Torsion, which is loaded transversely with a distributed load. While the bending moments in the main program result in zero at the member start and member end due to the hinges, the RF‑/STEEL Warping Torsion add-on module displays moments at these locations, which incorrectly reduces the span moment.
How do I get the boundary moments equal to zero at this point?
- How can I design any SHAPE‑THIN cross-section in detail in RFEM or RSTAB?
- When entering data in the RF‑/STEEL EC3 add-on module, I get the error message "Incorrect location of the intermediate lateral restraint". Why?
- How can I perform a lateral-torsional buckling analysis for unsymmetric steel cross-sections?
- 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?
What are the options in RFEM or RSTAB for determining the ideal elastic critical moment for any cross-sections and systems/loads?
Is it also possible to design flat steel (brackets, flat steel stringers of staircases)?
- Are boundary conditions transferred from RFEM/RSTAB when performing the analysis in RF‑/STEEL Warping Torsion or General Method in RF‑/STEEL EC3?
- I used double members when entering members. Do I have to consider anything else or is it better to enter a member with double cross-section properties?
- In RF-/STEEL EC3, I get an error message saying that the node with a support does not exist in the set of members. What is the reason?
Programs Used for Structural Analysis
Design of steel members according to Eurocode 3
Module Extension for STEEL EC3 and RF-STEEL AISC
Warping torsion analysis according to the second-order theory with 7 degrees of freedom