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In Jeddah, Saudi Arabia, a 2,645.5-ton mosque was moved in its entirety over a distance of 394 ft.
This was the first time in Saudi Arabia that an entire building was to be moved to a different location.
Techniek en Methode B.V. Netherlands
www.tenm.nu
RFEM calculation models of the foundation plate d = 1.31 ft for different transport phases (© Techniek en Methode)
This was the first time in Saudi Arabia that an entire building was to be moved to a different location.
Techniek en Methode B.V. Netherlands
www.tenm.nu
RFEM calculation models of the foundation plate d = 1.31 ft for different transport phases (© Techniek en Methode)
Foundation Plate
No Download Possible
Customer Project / View Only
| Number of Nodes | 109 |
| Number of Lines | 94 |
| Number of Surfaces | 2 |
| Number of Load Cases | 2 |
| Number of Load Combinations | 2 |
| Total Weight | 631.995 tons |
| Dimensions (Metric) | 28.000 x 28.000 x 0.000 m |
| Dimensions (Imperial) | 91.86 x 91.86 x 0 feet |
| Program Version | 5.04.00 |
Length: 02:50:31 min
Length: 00:00:35 min
Knowledge Base
Length: 00:01:09 min
Knowledge Base
Length: 00:00:37 min
Length: 00:00:17 min
Length: 02:48:58 min
Knowledge Base
Length: 00:01:17 min
Knowledge Base
Length: 00:00:47 min
Length: 00:00:55 min
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RF-CONCRETE Members for RFEM or CONCRETE for RSTAB propose an automatically created reinforcement to the user if the "Design the provided reinforcement" option is selected in Window 1.6 "Reinforcement".
In RFEM 5 and RSTAB 8, you can design foundations according to EN 1992‑1‑1 and EN 1997‑1 in the RF‑/FOUNDATION Pro add‑on module.
Concrete on its own is characterized by its compressive strength. An important part of reinforced concrete is reinforcing steel, which contributes to both the compressive and the tension resistance of the concrete. Welded wire fabric is generally located in the tension areas of the beams or surface elements (hollow core ceiling, wall, shell) to transfer the tensile forces induced by external loading.
The most recent standard ACI 318‑19 redefines the long-term relation for the determination of the concrete shear resistance Vc. With the new method, the member height, the longitudinal reinforcement ratio, and the normal stress now influence the shear strength, Vc. This article describes the shear design updates, and the application is demonstrated using an example.
In the Concrete Design add-on for RFEM 6, you can perform the fire design of reinforced concrete slabs and walls according to the simplified table method (EN 1992‑1‑2, Section 5.4.2 and Tables 5.8 and 5.9).
In the Concrete Design add-on, you have the option to define an existing vertically oriented punching shear reinforcement. This is then taken into account in the punching shear design.
Do you have individual column sections and angled wall geometries, and need punching shear design for them?
No problem. In RFEM 6, you can perform punching shear design not only for rectangular and circular sections, but for any cross-section shape.
In the Concrete Design add-on, you can perform the simplified fire resistance design according to Sections 5.3.2 and 5.6 of EN 1992‑1‑2 for columns and beams.
The following design checks are available for the simplified fire resistance design:
- Columns: Minimum cross-sectional dimensions for rectangular and circular sections according to Table 5.2a as well as Equation 5.7 for calculating time of fire exposure
- Beams: Minimum dimensions and center distances according to Tables 5.5 and 5.6
You can determine the internal forces for the fire resistance design according to two methods.
- 1 Here, the internal forces of the accidental design situation are included directly into the design.
- 2 The internal forces of the design at normal temperature are reduced by the factor Eta,fi (ηfi), then used in the fire resistance design.
Furthermore, it is possible to modify the axis distance according to Eq. 5.5.
In RF‑CONCRETE Surfaces, I obtain a high amount of reinforcement in relation to a lever arm that is almost zero. How is such a small lever arm of internal forces created?
When converting from the manual definition of reinforcement areas to the automatic arrangement of reinforcement according to Window 1.4, the result of the deformation calculation differs, although the basic reinforcement has not been modified. What is the reason for this change?
Why do I get a discontinuous area in the distribution of internal forces? In the area of the supported line, the shear force VEd shows a jump, which does not seem plausible.
I obtain different results when comparing the deformation analysis in the RF‑CONCRETE add-on modules and another calculation program. What could be the reason for this?
For the design, I can only select the surrounding reinforcement for a rectangular cross-section. Why?
What does the "Crack formation in the first 28 days" option mean?
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