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  1. Figure 01 - Dimmed Option of Increasing Material Factor ε if Stability Analysis Active

    Determination of Effective Widths According to EN 1993-1-5, Annex E

    Eurocode 3 provides Table 5.2 for the classification of cross-section parts supported on one or two sides and various load situations. Generally, the determination of effective widths is based on the limit stresses of the structural steel used. However, in DIN 18800, the b/t limits were determined on the basis of the actual stresses in the cross-section. Thus, unfavorable limits may arise, especially for stresses below the yield strength, according to Eurocode 3.

  2. Figure 01 - Eccentricities

    Considering Member and Surface Eccentricities

    In the case of a parallel offset of the structural plane of members and surfaces, or in the case of applying an axial offset to members, the function of eccentricities may be useful.

  3. Figure 01 - Fire Curve Concepts According to DIN EN 1991-1-2

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

    Using 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 DIN EN 1992-1-2. The different fire exposures are explained in this article.

  4. Figure 01 - Basic Shapes of Membrane Structures [4]

    Specific Requirements of Membrane Structures

    This paper is focused on the specific aspects of designing membrane structures. These structures have specific requirements such as form-finding and cutting patterns generation. These topics are the focus of many research works and there are many methods proposed to achieve the desired results. However in this paper these issues will be discussed more from the practical point of view than from the theoretical one. The paper will be followed by examples, which will complement the discussed topic and show the special attention required during the design process.

  5. Figure 01 - Model A

    Influence of Connection Stiffnesses on Design of Members and Connections

    Building in existing structures has always been an area of expertise for engineers. Additional loads often have to be added to the existing buildings. In this case, steel girders with end plates and dowel connections are frequently used.

  6. Figure 01 - Weld Stresses in Fatigue Design

    Fatigue Limit State Design of Rail Welds of Crane Girders According to EN 1993-6

    Based on the technical article about the ultimate limit state design of rail welds, the following explanation refers to the process of fatigue design of rail welds. In particular, this article explains in detail the effects of considering the eccentric wheel load of ¼ of the rail head width.

  7. Figure 01 - Internal Stresses, Neutral Axis Position and Crack Depth in Case of Cooling Slab on Both Sides [2]

    Determination of Minimum Reinforcement for Centric Restraint on Thick Structural Components According to DIN EN 1992-1-1

    In general, avoiding cracking in concrete structures is neither possible nor necessary. However, cracking must be limited in a way that the proper use, appearance and durability of the structure are not affected. Therefore, limiting the crack width does not mean preventing crack formation, but restricting the crack width to harmless values.

  8. Figure 01 - Support Conditions for Surface Elastic Foundation

    Soil Model of Foundation Overlap

    previous article presented different variants of surface elastic foundations in addition to the traditional subgrade reaction modulus method. The following article describes another method for surface foundation. This method considers the adjacent ground areas by means of a foundation overlap. In this case, foundation parameters refer to the continuing works by Pasternak and Barwaschow.

  9. Figure 01 - Typical Data Exchange Scenario for BIM in Structural Engineering

    Building Information Modeling and Structural Analysis Software: Scenarios and Success Factors for Data Exchange

    Building Information Modeling describes one of the most important issues in the construction software industry. This process is not new and it’s a well‑known fact that reliable planning in the early stages of a project has a significant positive effect on the project’s total cost. For more than twenty years, 3D models in the steel construction industry have been utilised so that 2D production documents could be created automatically or the related NC data could be sent directly to automatic production.

    In a similar fashion, structural calculations for entire 3D models are considered state of the art. For construction software, the digital models trigger an important question about data exchange and how these models can be used efficiently for various engineering software. The pure physical geometry models are not only important, but a number of other models with additional structural components should be taken into consideration. Such models consist of structural or analytical models which include mechanical material properties, boundary conditions, or loads which cannot be easily recognised with a pure physical architectural model.

    These differences may cause issues when using BIM data exchange in structural engineering. Therefore, high expectations arise when it comes to BIM and structural analysis. These hurdles also present a great challenge for the developers of engineering software. This article explains the fundamental problems of data exchange and provides applicable solutions tested in practice.

  10. 1 - System

    Stiffening of Structures

    Buildings must be designed and dimensioned in such a way that both vertical and horizontal loads are conducted safely and without large deformations in the building. Examples of horizontal loads are wind, unintentional inclination, earthquakes, or a blast.

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