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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. Balanced and Unbalanced Snow Loads for Curved Roofs According to the ASCE 7-16

    The ASCE 7-16 standard requires both balanced and unbalanced snow load case scenarios for a structure's design consideration. While this may be more intuitive for flat or even gable/hip type roofs, the determination of snow loads is increasingly more difficult for arch roofs due to complex geometry. However, with guidance from the ASCE 7-16 on snow load calculations for curved roofs and RFEM's efficient load application tools, it's possible to consider both balanced and unbalanced snow loads for a reliable and safe structure design.

  3. Approximate Consideration of P-Delta Effects with Amplification Factors in RF-DYNAM Pro - Equivalent Loads

    P-Delta Effects and Seismic Design According to the ASCE 7-16 and NBC 2015

    As gravity loads act on a structure, lateral displacement occurs. In turn, a secondary overturning moment is generated as the gravity load continues to act on the elements in the laterally displaced position. This effect is also known as "P-Delta (Δ)." Sect. 12.9.1.6 of the ASCE 7-16 Standard and the NBC 2015 Commentary specify when P-Delta effects should be considered during a modal response spectrum analysis.

  4. 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.

  5. Structure and Wind Load Due to Friction

    Wind Force Due to Friction

    The wind, which blows parallel to the surfaces of a structure, can generate friction forces on these surfaces. This effect is mainly important for very large structures.

  6. Selecting the Definition Type for Concrete Stiffness Modification According to the ACI 318-14

    Concrete Stiffness Modification in RFEM According to ACI 318-14 and CSA A23.3-14

    In accordance with Sect. 6.6.3.1.1 and Sect. 10.14.1.2 out of the ACI 318-14 and CSA A23.3-14 respectively, RFEM effectively takes into consideration concrete member and surface stiffness reduction for various element types. Available selection types include cracked and uncracked walls, flat plates and slabs, beams, and columns. The multiplier factors available within the program are taken directly from Table 6.6.3.1.1(a) and Table 10.14.1.2.

  7. Load Transfer with Intermediate Ceiling

    Determining the Contact Force Between Two Inclined Objects

    This article describes how to determine the contact force between two objects behaving like walls that are inclined at a certain angle on top of each other. To determine this contact force, define a nodal release. Since a nodal release requires certain conditions, this article shows two examples.

  8. 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.

  9. 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.

  10. 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.

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