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A family house with a remarkable roof structure was built in Upper Austria in 2014. The circular centerpiece of the building is covered by a tent roof. It was built as a visible wooden structure, and together with the light‑flooded glass facade, it is a real eye‑catcher.
Two Dlubal customers were involved in the project. The engineering office Wagner used RSTAB to create the structural analysis for the roof structure, and WIEHAG GmbH was responsible for the timber structures.
Roof Structure
Ing.-Büro Wagner GmbH, Gangkofen, Germany
s.wagner@ingbuero-wagner.com
RSTAB Model of Tented Roof Connecting Two Pergolas (© IB Wagner)
Model Used in
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Tented Timber Roof Structure, Austria
No Download Possible
Customer Project / View Only
| Number of Nodes | 259 |
| Number of Members | 329 |
| Number of Load Cases | 9 |
| Number of Load Combinations | 159 |
| Number of Result Combinations | 2 |
| Total Weight | 8.052 tons |
| Dimensions (Metric) | 16.648 x 24.997 x 5.131 m |
| Dimensions (Imperial) | 54.62 x 82.01 x 16.83 feet |
| Program Version | 8.02.00 |
Duration: 00:00:32 min
General
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For reinforced concrete components and structures whose structural behavior is significantly influenced by the second-order effects, Eurocode 2 provides the general method based on a nonlinear determination of internal forces according to the second-order analysis (5.8.6), as well as an approximation method based on the nominal curvature (5.8.8).
The aim of this technical article is to perform a design according to the general design method of Eurocode 2, using the example of a slender reinforced concrete column.
The aim of this technical article is to perform a design according to the general design method of Eurocode 2, using the example of a slender reinforced concrete column.
This technical article addresses the direct deformation analysis of reinforced concrete beams considering the long-term effects of creep and shrinkage. The direct calculation according to Eurocode 2 (EN 1992-1-1, Section 7.4.3) is explained using a single-span beam. Particular emphasis is placed on tension stiffening, behavior in the cracked state based on the distribution factor (damage parameter), and consideration of shrinkage and creep behavior.
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This article provides a comprehensive overview of essential seismic analysis methods, explaining their principles and applications, as well as the scenarios in which they are most effective
This article provides a step-by-step guide to the design of shear walls in RFEM 6.
The "Nonlinear Material Behavior" add-on includes the Anistropic | Damage material model for concrete structural components. This material model allows you to consider concrete damage for members, surfaces, and solids.
You can define an individual stress-strain diagram via a table, use the parametric input to generate the stress-strain diagram, or use the predefined parameters from the standards. Furthermore, it is possible to consider the tension stiffening effect.
For the reinforcement, both nonlinear material models "Isotropic | Plastic (Members)" and "Isotropic | Nonlinear Elastic (Members)" are available.
It is possible to consider the long-term effects due to creep and shrinkage using the "Static Analysis | Creep & Shrinkage (Linear)" analysis type that has been recently released. Creep is taken into account by stretching the stress-strain diagram of the concrete using the factor (1+phi), and shrinkage is taken into account as the pre-strain of the concrete. More detailed time step analyses are possible using the "Time-Dependent Analysis (TDA)" add-on.
In the Concrete Design add-on, you can determine the required longitudinal reinforcement for the direct crack width analysis (w k).
For the design of reinforced concrete members, there is the option to automatically determine the number or diameter of rebars.
For concrete design, you can display the reinforcement results in tables separately by design situation.
How can I display the results from RF‑PUNCH Pro exactly in the critical perimeter with a result value?
Why is the effective depth different with the effective depth used in shear checks?
How can I check the determination of the required reinforcement?
I have created a model in which the ceiling slab is lined with ribs. When I assign a Rib member type to the boundary line of the surface and align it to the bottom edge of the surface, the boundary line is automatically pulled towards the center of gravity of the rib, that is, downwards under the slab. Is there a way to change this so that my lines still appear at the edge of the surface?
Is it possible to view the tangential and radial analysis results and reinforcement requirements rather than orthogonal for a circular slab?
How can I perform member design by case for different settings in the design configuration?
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