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Many of the stone monuments in the Angkor archaeological site, a UNESCO World Heritage Site, are currently ruins. The condition of the intact monuments is worsening quickly.
Thus, international experts are looking intensively into the causes of the poor technical condition of these important monuments and trying to find suitable solutions to rescue them. The Czech research team is participating in saving these monuments in Angkor as well, with the five‑year research project "Thermal Imaging and Structural Analysis of Sandstone Monuments in Angkor".
The main objective of the project is represented by an analysis of the stone structures' loading due to environmental temperature changes and the influence of this loading on the static safety of the monuments. In addition to the research work on-site in Angkor, the project includes numerical simulations of the structural behavior of the stone structures, which are mainly subjected to temperature effects.
The structural engineering software RFEM for FEM analysis and design by Dlubal Software was used to create numerical models and carry out the structural analysis.
Thus, international experts are looking intensively into the causes of the poor technical condition of these important monuments and trying to find suitable solutions to rescue them. The Czech research team is participating in saving these monuments in Angkor as well, with the five‑year research project "Thermal Imaging and Structural Analysis of Sandstone Monuments in Angkor".
The main objective of the project is represented by an analysis of the stone structures' loading due to environmental temperature changes and the influence of this loading on the static safety of the monuments. In addition to the research work on-site in Angkor, the project includes numerical simulations of the structural behavior of the stone structures, which are mainly subjected to temperature effects.
The structural engineering software RFEM for FEM analysis and design by Dlubal Software was used to create numerical models and carry out the structural analysis.
Czech research team in Angkor
Project Manager
Dr. Karel Kranda
Academy of Sciences of the Czech Republic
Nuclear Physics Institute
neutron.ujf.cas.cz
Head of Research
Doc. Ing. Jan Pašek, Ph.D.
Faculty of Civil Engineering of the Czech Technical University (CTU) in Prague
Department of Building Structures
kps.fsv.cvut.cz
Team Members
Ing. Jiří Svoboda
Ing. Hansley Pravin Gaya
Otakar Veverka
Pyramid
No Download Possible
Customer Project / View Only
| Number of Nodes | 1947 |
| Number of Lines | 4441 |
| Number of Surfaces | 2804 |
| Number of Solids | 497 |
| Number of Load Cases | 2 |
| Total Weight | 3.333 tons |
| Dimensions (Metric) | 2.018 x 2.018 x 1.614 m |
| Dimensions (Imperial) | 6.62 x 6.62 x 5.3 feet |
| Program Version | 4.04.10 |
Length: 01:06:40 min
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Plate girder is an economical choice for long spans construction. I-section steel plate girder typically has a deep web to maximize its shear capacity and flange separation, yet thin web to minimize the self-weight. Due to its large height-to-thickness (h/tw) ratio, transverse stiffeners may be required to stiffen the slender web.
In this article, you will learn how to model and design cable structures in RFEM 6 or RSTAB 9.
This article describes and explains the influence of bending stiffness of cables on their internal forces. Furthermore, the text provides information on how this influence can be reduced.
The ASCE 7-22 Standard [1], Sect. 12.9.1.6 specifies when P-delta effects should be considered when running a modal response spectrum analysis for seismic design. In the NBC 2020 [2], Sent. 4.1.8.3.8.c gives only a short requirement that sway effects due to the interaction of gravity loads with the deformed structure should be considered. Therefore, there may be situations where second-order effects, also known as P-delta, must be considered when carrying out a seismic analysis.
In the Stress-Strain Analysis add-on, you can use the option to specify sign-dependent limit stresses by stress component.
Get a better understanding of the stress distribution within member cross-sections by using clipping planes.
Various design parameters of the cross-sections can be adjusted in the serviceability limit state configuration. The applied cross-section condition for the deformation and crack width analysis can be controlled there.
For this, the following settings can be activated:
- Crack state calculated from associated load
- Crack state determined as an envelope from all SLS design situations
- Cracked state of cross-section - independent of load
In the "Deflection and Design Support" tab under "Edit Member", the members can be clearly segmented using optimized input windows. Depending on the supports, the deformation limits for cantilever beams or single-span beams are used automatically.
By defining the design support in the corresponding direction at the member start, member end, and intermediate nodes, the program automatically recognizes the segments and segment lengths to which the allowable deformation is related. It also automatically detects whether it is a beam or a cantilever due to the defined design supports. The manual assignment, as in the previous versions (RFEM 5), is no longer necessary.
The "User-Defined Lengths" option allows you to modify the reference lengths in the table. The corresponding segment length is always used by default. If the reference length deviates from the segment length (for example, in the case of curved members), it can be adjusted.
What is the component-based finite element method (CBFEM)?
Can I calculate a composite beam with RFEM 6?
Is it possible to perform stability analysis according to EN 1999‑1‑1 in RSECTION 1?
Is it possible to perform stability analysis according to EN 1993‑1‑1 in RSECTION 1?
How can I deactivate the automatic self-weight for a particular member in my model?
Is it possible to consider the eccentricity of unsymmetrical line welds for the stress analysis in RFEM 6?
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