Diemersteiner Tal - Free Form
In 2019, an extraordinary pavilion was constructed in Diemersteiner Tal near Kaiserslautern (Germany). The structure is constructed entirely out of timber and did not require any metal fasteners.
Technical University of Kaiserslautern, Germany
Jun. Prof. Dr. Christopher Robeller
"Digital Timber Construction DTC"
Technical University of Kaiserslautern
CLTECH GmbH & Co. KG
The pavilion is located at the Technical University of Kaiserslautern Architecture Faculty’s new timber research campus. The structure serves as the building entrance.
The structural analysis and design for this unique and one-of-a-kind building was carried out by PIRMIN JUNG. For the cross-laminated timber (CLT) surface design as well as the connections, the engineers of PIRMIN JUNG used the finite element program RFEM. The Digital Timber Construction DTC research group at the Technical University of Kaiserslautern was headed by Jun. Prof Dr. Christopher Robeller. This group developed a software to manufacture light timber CLT panel structures.
The wooden pavilion is approximately 13 ft high and spans over 39 ft. Three large arched wings stem from the domed roof and connect to the foundation. The shell structure consists of 3.94 in. thick CLT panels. Because the components are subjected to little bending and rather mainly to compression, fewer materials were required.
The pentagonal to heptagonal arch components required a mathematical algorithm. More than 200 unique geometrical surfaces about 24 in. in width were created through computer calculations. These small components were manufactured from scrap pieces typically deemed as waste during the production of multi-story building wall elements.
The adjacent panels are connected with glued-in beech dowels and X-fix connectors, which are plywood dovetail-shaped timber-to-timber connectors. The X-fix connectors resist the tension and shear forces resulting from the adjacent in-plane surface displacement. They also ensure a gap-free connection for the panels during assembly. The glued in beech dowels fix the plates and transfer the transverse forces acting perpendicular to the plates.
The entire project was completed in eight weeks short weeks including from the initial planning to the final construction. The production and assembly itself took only eight days. Load tests using six OSB panels with a 4.59 ft height (corresponding to a weight of about 17 tons) were able to verify the dome’s mathematically proven high load-bearing capacity after having completed the construction.
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Arbitrary point load distributions often occur in the load definition of member structures.
- General stress analysis
- Graphical and numerical results of stresses and stress ratios fully integrated in RFEM
- Flexible design with different layer compositions
- High efficiency due to few entries required
- Flexibility due to detailed setting options for calculation basis and extent
- Based on the selected material model and the layers contained, a local overall stiffness matrix of the surface in RFEM is generated. The following material models are available:
- Hybrid (for combinations of material models)
- Option to save frequently used layer structures in a database
- Determination of basic, shear and equivalent stresses
- In addition to the basic stresses, the required stresses according to DIN EN 1995-1-1 and the interaction of those stresses are available as results.
- Stress analysis for structural parts of almost any shape
- Equivalent stresses calculated according to different approaches:
- Shape modification hypothesis (von Mises)
- Maximum shear stress criterion (Tresca)
- Maximum principal stress criterion (Rankine)
- Principal strain criterion (Bach)
- Calculation of transversal shear stresses according to Mindlin, Kirchhoff, or user-defined specifications
- Serviceability limit state design by checking surface displacements
- User-defined specifications of limit deflections
- Possibility to consider layer coupling
- Detailed results of individual stress components and ratios in tables and graphics
- Results of stresses for each layer in the model
- Parts list of designed surfaces
- Possible coupling of layers entirely without shear
- Where do I find the setting to specify the entered structural component as a "wall" or "slab"?
- The protocol lacks information on the limit time for the assessment of fire resistance R in the RF-TIMBER Pro add-on module. Can this information be added to the report?
- How can I model a timber-concrete composite floor?
- I would like to convert the load from a surface load to a line load, that is, to apply it to the individual beams. How can I do this without using an auxiliary area?
- I have defined temperature loads, strain loads, or a precamber. As soon as I modify stiffnesses, the deformations are no longer plausible.
- Can the properties, such as B. the cross -section or the surface thickness as well as the material of a surface of an existing element for a new element?
- I have selected all available members for design in RF-/TIMBER Pro. Why are tapered members not designed?
- Is it possible to set user-defined values when viewing solid stress results?
- When performing the fire resistance design with TIMBER Pro, I get the error 10001. How can I fix the error?
- In RF-/TIMBER AWC and RF-/TIMBER CSA, I receive the error that says torsion limit exceeded. How do I bypass this error message?
Programs Used for Structural Analysis
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
Timber design according to Eurocode 5, SIA 265 and/or DIN 1052
Stability analysis according to the eigenvalue method
Generation of equivalent geometric imperfections and pre-deformed initial structures for nonlinear calculations