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  1. Temperature-Time Curve Diagram According to the Simplified Natural Fire Model

    Structural Fire Design According to EN 1993-1-2 (Parametric Fire Exposure)

    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.

  2. Model, Dimensions, and Loading

    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.

  3. Window 1.5 Effective Lengths - Members

    Fire Resistance Design According to DIN EN 1993-1-2

    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.

  4. Stresses and Classification

    Classification and Ultimate Limit State Design of SHAPE-THIN Cross-Sections

    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.

  5. Cantilever with Lateral Support

    Influence of the Parameters for Lateral-Torsional Buckling on the Design in RF-/STEEL EC3

    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.

  6. Stress Analysis of the End Plate According to the Hypothesis of von Mises with RF-STEEL Surfaces

    Designing End Plate Connection of Hollow Sections Under Tension According to the CIDECT Method and by Means of the FEM Model

    A site joint consisting of hollow sections with end plates will be designed. It is the bottom chord of a truss which has to be divided for transport reasons.

  7. Dlubal Online Service

    Seismic Loads on Buildings in Germany

    DIN EN 1998-1 with the National Annex DIN EN 1998-1/NA specifies how to determine seismic loads. The standard applies to structural engineering in seismic areas.

  8. Structural System, Loading, Internal Forces

    Elastic-Plastic Cross-Section Design

    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.

  9. Deformations as the First Result of an FEM Calculation

    Internal Forces Diagram/Surface Stresses - Smoothing Options

    The deformations of the FE nodes are always the first result of an FE calculation. Based on these deformations and the stiffness of the elements, it is possible to calculate strains, internal forces, and stresses.

  10. Figure 01 - Structural System and Loading

    Comparing Critical Load Factors for Lateral-Torsional Buckling According to Different Methods and Modules

    The 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.

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