Office Building Palmovka Open Park IV - Arch Hall, Czech Republic
Customer Project
![[CS] CP 001188 | Office Building Palmovka Open Park IV - Arch Hall, Czech Republic](/-/media/Images/netgenium/thumbnails/2/9/6/6/5/2966534/2966534.png?la=en-US&mw=578&mlid=B52B10C7BC974BC7B106A51943225F05&hash=8BABEA65F8BF3789775029B5BC3AE7C4375F3AB8)
The arched hall includes a 72 ft x 177 ft rectangular floor plan, height of 33 ft and roof radius of 66 ft. The structure houses large offices with additional storage space available.
| Structural Analysis |
Ing. Pavel Korejčík Ing. Jan Seifert
|
| Architectural Design | Aulík Fišer Architekti s.r.o. |
Model Parameters
Model
The large hall building is comprised of a steel arched roof supported on steel columns which further tie into the reinforced concrete foundation.
The steel structure is entirely covered at both the ceiling and wall locations. Only the steel frame tie rods and continuous purlins in the place of the skylights are visible. Portions of the original structure are still utilized throughout the building, but do not serve any structural capacity. This includes specifically the timber arched trusses with tie rods and struts, steel lattice columns, and roof skylights.
Structure
The main structural components include ten steel frames 32.5 ft in height, spanning 79.6 ft, spaced 18 ft on-center. The frames are laterally restrained and consist of columns, tie rods, and arched lattice rafters. Geometrically, the steel frames are asymmetrical due to the various column distances from the arch axis.The steel frame columns are reinforced HEA sections, the tie rods are flat bars, and the frame rafters are round tubes. The frame rafter includes a triangular lattice arch truss (one top chord and two bottom chords), struts (crossbeams), and diagonal bracing between the bottom chords. The trusses further connect at the base to the reinforced HEA columns. Purlins constructed from IPE sections (welded I-beams) connect to the undersides of the arch trusses.
Project Location
Prague, Palmovka, Czech RepublicKeywords
Steel structure Arched hall Office building
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In RF-/STEEL EC3, sets of members are calculated according to the General Method (EN 1993-1-1, Cl. 6.3.4) together with the stability analysis. To do this, it is necessary to determine the correct support conditions for the equivalent structure with four degrees of freedom.
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 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?
- Why are some load cases displayed in red in RF‑STEEL EC3?
- 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)?
- 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?
Programs Used for Structural Analysis
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
Add-on Module
Design of steel members according to Eurocode 3
1,480.00 USD
