- More than 45,000 users in 95 countries
- One software package for all application areas
- Free support provided by experienced engineers
- Short learning time and intuitive handling
- Excellent price/performance ratio
- Flexible modular concept, extensible according to your needs
- Scalable license system with single and network licenses
- Proven software used in many well-known projects
Why Dlubal Software?
Wind Simulation & Wind Load Generation
With the stand-alone program RWIND Simulation, wind flows around simple or complex structures can be simulated by means of a digital wind tunnel.
The generated wind loads acting on these objects can be imported to RFEM or RSTAB.
In RF-PUNCH Pro, column head reinforcements can be arranged at point-punching punching locations, thus increasing the shear force resistance of a reinforced concrete floor. In the following article, we will show the punching shear design with the optional application of column head reinforcement.
When evaluating line support forces, implausible diagrams sometimes arise at first glance. In particular, for variable loads at locations that also have a nodal support, at division points and edge locations of supported lines, the results show sometimes unexpected support reactions. Using the function of the linear smooth distribution in the Project Navigator - Display does not always lead to the expected result diagram.
Steel fiber reinforced concrete is nowadays mainly used for industrial floors or hall floors, for foundation plates with low loads, basement walls and basement floors. Since the publication of the first guideline by the German Committee for Reinforced Concrete (DAfStb) about steel fiber reinforced concrete in 2010, the structural engineer can use standards for the design of the composite material steel fiber reinforced concrete, which makes the use of fiber reinforced concrete increasingly popular in construction. This article explains the individual material parameters of the steel fiber reinforced concrete and how to deal with these material parameters in the FEM program RFEM.
When modeling a reinforced concrete rib with a masonry wall above, there is the risk that the rib is underdesigned if the structural behavior of the masonry is not correctly considered and the connection between masonry wall and downstand beam is not modeled sufficiently accurate. This article deals with this issue and shows possible modeling options of such a structure. In this example, the reinforcement is determined only from the internal forces and without any secondary minimum reinforcement.
RF-PUNCH Pro performs the punching shear design on concentrated load application locations (column connection, nodal support and nodal load) as well as on wall ends and wall corners.
When modeling with finite elements, you sooner or later come up with the question of how two surfaces (2D elements) lying on top of each other can be modeled. Hence, both surfaces are quite often modeled in the same plane. The possible consequences of this approach and whether there are better solutions are described below.
Using RF-CONCRETE Members, concrete column design is possible according to ACI 318-14. Accurately designing concrete column shear and longitudinal reinforcement is important for safety considerations. The following article will confirm the reinforcement design in RF-CONCRETE Members using step-by-step analytical equations per the ACI 318-14 standard including required longitudinal steel reinforcement, gross cross-sectional area, and tie size/spacing.
When introducing and transferring horizontal loads such as wind or seismic loads, there are increasing difficulties in 3D models. To avoid such issues, some standards (for example ASCE 7, NBC) require the simplification of the model by using diaphragms that distribute the horizontal loads to structural components transferring loads, but cannot transfer bending themselves (called "Diaphragm").
When performing control calculations and comparing the internal forces and the resulting required reinforcement of downstand beams, it might happen that large differences occur. Although the same load assumptions and spans are applied, some programs or the manual calculation display very differently internal forces compared to the FEA model. The differences already occur in the case of the centric member and without considering the internal forces components from the possible effective slab widths.
In accordance with Sect. 188.8.131.52.1 and Sect. 10.14.1.2 out of the ACI 318-14 and CSA A23.3-14 respectively, RFEM effectively takes into consideration concrete member and surface stiffness reduction for various element types. Available selection types include cracked and uncracked walls, flat plates and slabs, beams, and columns. The multiplier factors available within the program are taken directly from Table 184.108.40.206.1(a) and Table 10.14.1.2.
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