Doubravka Lookout Tower in Prague - Kyje, Czech Republic
In June 2018, a new and unique lookout tower by world-famous architect Martin Rajniš opened in the Prague municipal district of Kyje. When designing the tower, maximum emphasis was placed on the use of natural and renewable material.The lookout tower structure is constructed with acacia logs 3.15 in diameter. The main supporting structure includes three legs, where a spiral staircase is also suspended. The tower legs are made of a lattice structure in the shape of an elongated barrel. At the top, the legs are interconnected with three steel hoops and a triangular steel structure.The tower is 77.1 ft high with the observation platform located 65.5 feet above ground elevation. The observation tower can hold up to 9 people during typical operations.
|Investor||Landia Management s.r.o|
|Operator||Prague 14 Municipal District|
Huť architektury Martin Rajniš s.r.o.
Prof. Ing. arch. Martin Rajniš
STATIC Solution s.r.o.
Ing. Tomáš Fremr, Ph.D.
The RFEM model was initially created by importing the architectural model from AutoCAD. End releases were conservatively applied to all members even though many members overlap.
The RFEM calculation included a second-order analysis with the Picard method. For the design, a possible progressive collapse of the structure was taken into consideration where one of the highly loaded elements may fail (break). The model was also used to verify the various construction stages when installing the structure with cranes.
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In this article, the adequacy of a 2x4 dimension lumber subject to combined bi-axial bending and axial compression is verified using RF-/TIMBER AWC add-on module. The beam-column properties and loading are based on example E1.8 of AWC Structural Wood Design Examples 2015/2018.
Look-out Tower Model (Left) and Deformation Image (Right) in RFEM (© Ingenieurbüro Braun GmbH & Co. KG)
The cross-section resistance design analyzes tension and compression along the grain, bending, bending and tension/compression as well as the strength in shear due to shear force.
The design of structural components at risk of buckling or lateral-torsional buckling is performed according to the Equivalent Member Method and considers the systematic axial compression, bending with and without compressive force as well as bending and tension. Deflection of inner spans and cantilevers is compared to the maximal allowable deflection.
Separate design cases allow for a flexible and stability analysis of members, sets of members, and loads.
Design-relevant parameters such as the stability analysis type, member slendernesses, and limit deflections can be freely adjusted.
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- I would like to carry out the flexural buckling design for timber components with imperfections and internal forces according to the second-order analysis. Is it sufficient to activate this in Details of the RF‑/TIMBER Pro add-on module or is it necessary to make additional settings?
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- Is it possible to save the structures of the manufacturer-specific cross-laminated timber plates in the RF‑LAMINATE add-on module?
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- When calculating a cable using the STEEL EC3 add‑on module, there is the error message "Incorrect characteristic stresses for material No. 1! Please correct this in Table 1.2."
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