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This project is a building in the city of Sfax (Tunisia) with a covered area of approximately 1,431.6 ft², consisting of a ground floor and an office floor. In this thesis, two options were analyzed.
Two-Story Building in Containers | Graduation Thesis
| Number of Nodes | 1391 |
| Number of Lines | 2195 |
| Number of Members | 2185 |
| Number of Surfaces | 56 |
| Number of Solids | 0 |
| Number of Load Cases | 6 |
| Number of Load Combinations | 32 |
| Number of Result Combinations | 4 |
| Total Weight | 26.299 tons |
| Dimensions (Metric) | 18.306 x 5.856 x 7.430 m |
| Dimensions (Imperial) | 60.06 x 19.21 x 24.38 feet |
You can download this structural model to use it for training purposes or for your projects. However, we do not assume any guarantee or liability for the accuracy or completeness of the model.
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The deformations of the FE nodes are always the first result of an FE calculation. It is possible to calculate strains, internal forces, and stresses based on these deformations and the stiffness of the elements.
With the "Generate Model - Members" → "3D Cell" function, it is very easy to generate containers (shipping containers, office containers, mobile homes, and so on) with regular and irregular distribution of the cells.
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.
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.
This feature also contributes to the clearly-arranged display of your results. Clipping planes are intersecting planes that you can place freely throughout the model. The zone in front of or behind the plane is consequently hidden in the display. This way, you can clearly and simply show the results in an intersection or a solid, for example.
The results of solid stresses can be displayed as colored 3D points in the finite elements.
How can I additionally model welds for the connection of two surfaces with a contact solid?
I have calculated a box girder. Which surface results or surface stresses can I use to evaluate the buckling behavior of the web plates?
Why are there different equivalent stresses in RFEM 5 and RF‑STEEL, although the same CO is considered?
How can I perform a stability/buckling analysis on a plate structure?
What is the meaning of the "Activate Weld Design" option in the detailed settings of RF‑/STEEL EC3?
When I apply an area load to a surface with an opening, the load is not not accounted for at the opening. Is it possible to automatically consider the area load as a line load around the opening perimeter?
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