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  1. 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.

  2. 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.
  3. Structure for the First Design Step and the Selected Connection

    Influence of Slip of Standardized Joints in Steel Structures

    This article deals with the stiffness of standardized joints according to the DSTV (German Steel Construction Association)/DASt (German Committee for Structural Steelwork) standards, often used in steel construction, and its effects on structural analysis and design results according to DIN EN 1993-1-1.
  4. 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 idealised member model in line with the method mentioned above, using a FEM model.

  5. Figure 01 - Example

    Imperfections According to EN 1993-1-1 Clause 5.3.2: Bow Imperfection

    According to EN 1993‑1‑1 [1], it is necessary to use the equivalent geometric imperfections with values that reflect the possible effects of all types of imperfections. EN 1993‑1‑1, Clause 5.3, specifies basic imperfections for the global analysis of frames as well as member imperfections.

  6. Imperfections According to EN 1993-1-1, Section 5.3.2: Global Initial Sway Imperfection

    According to EN 1993-1-1 [1], it is necessary to use the equivalent geometric imperfections with values that reflect the possible effects of all types of imperfections. EN 1993-1-1, Section 5.3, specifies basic imperfections for global analysis of frames as well as member imperfections.

  7. Figure 01 - Structural System

    Design of Tapered Column According to EN 1993-1-1

    The following structure is covered as Example IV.10 in [1] ‘Comment on Eurocode 3’. For a support with linearly varying cross‑section, the sufficient ultimate limit state design (cross‑section check and stability analysis) is to be performed. Due to the unequal structural component, it is necessary to perform the stability analysis (from the main support direction) using the method according to Section 6.3.4, or alternatively, according to the second‑order analysis.

  8. RF-/FE-LTB: Imperfections


    Stability analysis according to the second‑order theory requires imperfections to be applied.

  9. 1 - Graphical Evaluation of Interaction

    Plastic Design of Cross-Sections According to EN 1993-1-1

    RF-/STEEL EC3 allows you to perform plastic designs of cross‑sections according to EN 1993‑1‑1 [1], Chap. 6.2. You should pay attention to the interaction of loading due to bending and axial force for I‑sections, which is regulated in Chap.

  10. Critical Load Factor of Tapered Steel Frame 3: FE Model and RF-STABILITY

    Critical Load Factor of Tapered Steel Frame 3: FE Model and RF-STABILITY

    The following post verifies the determined mode shapes or critical load factors of the previous beam structures using an FE model in RFEM (surface elements) and RF‑STABILITY.

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