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  1. 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.
  2. 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.
  3. 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.
  4. 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.
  5. 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.

    $\begin{array}{l}\mathrm{Equation}\;6.6:\;{\mathrm N}_{\mathrm{pl},\mathrm{Rd}}\;=\;\frac{\mathrm A\;\cdot\;{\mathrm f}_\mathrm y}{{\mathrm\gamma}_{\mathrm M0}}\\\mathrm{Equation}\;6.7:\;{\mathrm N}_{\mathrm u,\mathrm{Rd}}\;=\;\frac{0.9\;\cdot\;{\mathrm A}_\mathrm{net}\;\cdot\;{\mathrm f}_\mathrm u}{{\mathrm\gamma}_{\mathrm M2}}\end{array}$
  6. 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.
  7. Figure 01 - System

    Lateral Torsional Buckling of a Principal Beam with I-Section According to EN 1993-1-1

    This example is described in technical literature [1] as example 9.5 and in [2] as example 8.5. A lateral-torsional buckling analysis must be performed for a principal beam. This beam is a uniform structural member. Therefore, the stability analysis can be carried out according to clause 6.3.3 of DIN EN 1993-1-1. Due to the uniaxial bending, it would also be possible to perform the design by the general method according to clause 6.3.4. Additionally, the determination of the moment Mcr is validated with an idealized member model in line with the method mentioned above, using a FEM model.

  8. Figure 01 - Defining "Limit Values for Stability Analysis"

    Limit Values for Stability Analysis in RF-/STEEL EC3

    As of the program version X.11, the filter options of small compression forces or moments for stability analysis in RF‑/STEEL EC3 have been revised. The revision of these filter options in the “Stability” tab of the “Details” dialog box allows you to work in the module transparently since they are now independent of the design.

  9. Figure 01 - Thermal Expansion of Steel

    Structural Fire Design According to DIN EN 1993-1-2 (Thermal Material Properties)

    Using RF-/STEEL EC3, you can apply nominal temperature‑time curves in RFEM or RSTAB. For this, the standard time‑temperature curve (ETK), the external fire curve and the hydrocarbon fire curve are implemented in the program. Based on these temperature curves, the add‑on module can calculate the temperature in the steel cross‑section and thus perform the fire design using the determined temperatures. This article explains the thermal behavior of structural steel as this is a direct impact on the calculation of component temperatures in RF‑/STEEL EC3.

  10. Figure 01 - Structural System

    COM interface in VBA | 4.2 Frame Optimization

    Part 4.1 of this article series described the connection of the RF‑/STEEL EC3 add‑on module and the members and load combinations to be designed were already defined. This part will focus on the optimization of cross‑sections in the module and the transfer to RFEM. The elements already explained in the previous parts are not described again.

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