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  1. 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.

  2. 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.

  3. 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.

  4. 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.

  5. 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.
  6. Figure 01 - Structure

    Entering Lateral Supports and Their Effects in RF-/STEEL EC3

    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.
  7. Figure 01 - Structure

    Stability Analysis of Steel Column According to EN 1993-1-1

    This article is about the stability analysis of a steel column with axial compression according to EN 1993-1-1 Clause 6.3.1. Additionally, a variation study is carried out aiming at steel optimization.
  8. Figure 01 - Structure, Loading, Internal Forces

    Cross-Section Design of Two-Span Beam

    The cross-section class of a two-span beam will be designed in the following. In addition, the necessary cross-section designs will be performed. The global stability failure will be excluded due to sufficient stabilizing measures.
  9. Figure 01 - Structure with Loading

    Consideration of Holes in Tension Design

    For the tension design according to Clause 6.2.3 EN 1993-1-1, the following formulas are given to determine the tension resistance.

    $\begin{array}{l}\mathrm{Equation}\;6.6:\;{\mathrm N}_{\mathrm{pl},\mathrm{Rd}}\;=\;\frac{\mathrm A\;\cdot\;{\mathrm f}_\mathrm y}{{\mathrm\gamma}_{\mathrm M0}}\\\mathrm{Equation}\;6.7:\;{\mathrm N}_{\mathrm u,\mathrm{Rd}}\;=\;\frac{0.9\;\cdot\;{\mathrm A}_\mathrm{net}\;\cdot\;{\mathrm f}_\mathrm u}{{\mathrm\gamma}_{\mathrm M2}}\end{array}$
  10. Figure 01 - System

    Pipes under internal pressure load

    Piping systems are exposed to a variety of loads. Among the most authoritative is the internal pressure. This article will therefore deal with the stresses and deformations resulting from a pure internal pressure load in the pipe wall or for the pipe.

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