- 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.
Fire resistance analysis by means of a parametric temperature-time curve according to DIN EN 1991-1-2
With RF-/STEEL EC3, nominal temperature-time curves can be used in RFEM or RSTAB. The standard time-temperature curve (ETK), the external fire curve and the hydrocarbon fire curve are implemented. Moreover, the program provides the option to directly specify the final temperature of steel.
In this technical article, a hinged column with a centrally acting axial force and a linear load that acts on the major axis is designed according to EN 1993-1-1 with the aid of the RF-/STEEL EC3 add-on module. Column head and column base are assumed as a lateral and torsional restraint. The column is not held against rotation between the supports. The cross-section of the column is an HEB 360 from S235.
With RF-/STEEL EC3, you can apply nominal temperature-time curves in RFEM or RSTAB. The standard time-temperature curve (ETK), the external fire curve and the hydrocarbon fire curve are implemented. Moreover, the program provides the option to directly specify the final temperature of steel. This steel temperature can be calculated using the parametric temperature-time curve, as described in the Annex to EN 1992‑1‑2. The different fire exposures are explained in this article.
Comparing the Stability Analysis of a Column Containing Internal Forces from Load Combinations with an Enveloping Result Combination
This example will show what you should consider when you perform column design for bending and compression with regard to the internal forces from load combinations and result combinations.
The fire resistance design can be performed according to EN 1993-1-2 in RF-/STEEL EC3. The design is carried out according to the simplified calculation method for the ultimate limit state. Claddings with different physical properties can be selected as fire protection measures. You can select the standard temperature-time curve, the external fire curve, and the hydrocarbon curve to determine the gas temperature.
When designing a steel cross-section according to Eurocode 3, it is important to assign the cross-section to one of the four cross-section classes. Classes 1 and 2 allow for a plastic design, classes 3 and 4 are only for elastic design. In addition to the resistance of the cross-section, the structural component's sufficient stability has to be analyzed.
The input windows in RF-/STEEL EC3 distinguish between the flexural and lateral-torsional buckling analysis. In the following, an example will show the parameters for lateral-torsional buckling.
The following article describes designing a two-span beam subjected to bending by means of the RF-/STEEL EC3 add-on module according to EN 1993-1-1. The global stability failure will be excluded due to sufficient stabilizing measures.
Comparing Critical Load Factors for Lateral-Torsional Buckling According to Different Methods and ModulesThe critical factor for lateral-torsional buckling or the critical buckling moment of a single-span beam will be compared according to different stability analysis methods.
When designing steel columns or steel beams, it is usually necessary to carry out cross-section and stability analyses. In most cases, cross-section design can be carried out without giving further details; the stability design, however, needs additional user-defined specifications. To a certain extent, the member is cut out from the structure and therefore, the support conditions have to be specified. This is particularly important to determine the ideal critical moment for lateral torsional buckling Mcr. In addition, the correct effective lengths Lcr have to be defined. They are necessary for the internal calculation of the slenderness ratios.
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