Railway Station Building, Karlovy Vary, Czech Republic
Customer Project
![[CS] CP 001190 | Railway Station Building, Karlovy Vary, Czech Republic](/-/media/Images/netgenium/thumbnails/2/9/6/6/5/2966550/2966550.png?la=en-US&mw=280&mlid=1DD540DAEC2D4F72B75C48E0DEA09BA7&hash=B5E0CA20C423D20E307FFEAF2D3AC0F402BBD1F6)
The station building is an organic shape steel structure consisting of three connected parts. The left and right building portions are formed by curved Vierendeel truss beams extruding from the main Vierendeel truss down to the reinforced concrete foundation. These main trusses are supported by a row of columns with additional vertical bracing.
| Structural analysis |
Ing. Jan Marik, Ph.D. Ing. Jan Seifert
|
| Architectural Design | PETR FRANTA architects & associ., Spol. sro |
Model Parameters
Model
The building’s central portion is supported by two rows of centrally spaced columns on the left and right to form an entryway that also serves as a glass atrium. The center roof is formed by two lateral Vierendeel trusses and a massive middle truss supported by the elevator shaft at the span center. The beams, which support the glass panels, are placed between the trusses. The beams and trusses further form a lattice structure.
The right and left parts of the building are also formed by Vierendeel trusses. At the structure base, the trusses frame into the concrete footing with a pinned connection. The roof interior is supported by the center lateral main trusses. These trusses are further supported by multiple columns with additional vertical bracing. At the building’s entrance, a pedestrian bridge is suspended from the steel roof members joining together the two outer portions of the structure.
The rear wall at the platform side connects all parts of the building forming the gable wall. This wall consists of columns and intermediate beams complete with an aluminum facade. There also exists interior wall bracing. The overhang extends the roof beyond the plane of this longitudinal wall.
The columns are pinned at the base and at the top are horizontally connected to a lattice truss formed by the gable beam upper chords and the first truss with diagonal members spanning between the chords. Around the building exterior, there are windows anchored directly to the horizontally spanning beams. The cladding includes load-bearing trapezoidal sheeting, an insulating layer, and standing seam sheets (Kalzip). In the areas with greatest curvature, additional short struts are inserted between the Vierendeel trusses to ensure sufficient surface curvature for the trapezoidal sheet cladding.
The Vierendeel trusses are comprised of round tube chords (steel S355) and vertical webs manufactured with sheet metal P12 (steel S235). The load-bearing trapezoidal sheeting, as well as spacer elements throughout the roof, the horizontally spanning beams used to anchor the windows, and other elements used to transfer the vertical load tangential component to the cladding surface prevent the upper chord from out-of-plane buckling. For the lower chord, both the upper chord’s elastic support through the vertical webs and the spacer elements connecting the beam’s lower chords contribute against out-of-plane buckling.
Project Location
Karlovy Vary, Czech RepublicKeywords
Steel structure RFEM STEEL EC3
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Design of neck welds of welded I-sections and box sections
The RF-/STEEL EC3 add-on module can perform the design of fillet welds for all parametric, welded cross-sections of the cross-section library.
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 asymmetric cross-section and get the message: "Non-designable: ER051) Moment about z‑axis on asymmetric cross-section, taper or set of members." Why?
- Why is there no stability analysis displayed in the results despite the activation of the stability analysis in RF‑/STEEL EC3?
- In RF‑/STEEL EC3, is the "Elastic design (also for Class 1 and Class 2 cross-sections)" option under "Details → Ultimate Limit State" considered for a stability analysis when activated?
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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? - I would like to perform a stability analysis of the upper flange in a long truss. What is the best way to proceed?
- 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?
- 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?
Programs Used for Structural Analysis
Add-on Module
Design of steel members according to Eurocode 3
1,480.00 USD
