RF-/STEEL Plasticity | Design and Results
The cross-section resistance design considers all internal force combinations.
If cross-sections are designed according to the PIF method, the internal forces of the cross-section, which are acting in the system of the principal axes related to the centroid or the shear center, are transformed into a local system of coordinates that rests in the web center and is oriented in the web direction.
The individual internal forces are distributed on the top and bottom flange as well as on the web and the limit internal forces of the cross‑section parts are determined. Provided that the shear stresses and the flange moments can be absorbed, the axial load bearing capacity and the ultimate load capacity for bending of the cross‑section are determined by means of the remaining internal forces and compared with the existing force and moment. If the shear stress or the flange resistance is exceeded, the design cannot be performed.
The Simplex Method determines the plastic enlargement factor with the relevant internal force combination using the SHAPE‑THIN calculation. The reciprocal value of the enlargement factor represents the design ratio of the cross‑section.
Elliptical cross-sections are analyzed for their plastic load‑bearing capacity on the basis of an analytical nonlinear optimization procedure. This method is similar to the Simplex Method. Separate design cases enable flexible analysis of selected members, sets of members, and actions as well as of individual cross‑sections.
You can adjust design-relevant parameters such as calculation of all cross‑sections according to the Simplex Method.
The results of the plastic design are displayed in RF‑/STEEL EC3 as usual. The respective result tables include internal forces, cross‑section classes, overall design, and other result data.
- Can the properties, such as B. the cross -section or the surface thickness as well as the material of a surface of an existing element for a new element?
- I have defined temperature loads, strain loads, or a precamber. As soon as I modify stiffnesses, the deformations are no longer plausible.
- I am trying to manually check the deformations from the CRANEWAY add-on module. However, I obtain great deviations. How to explain the differences?
- Why is there no stability analysis displayed in the results despite the activation of the stability analysis in RF‑/STEEL EC3?
- How can I model and design a crane runway girder with Dlubal Software?
- Why do I get large differences for the design of a longitudinally stiffened buckling panel in comparison with the German and Austrian National Annex?
- How can I perform the stability analysis in RF‑/STEEL EC3 for a flat bar supported on edges, such as 100/5? Although the cross-section is rotated by 90° in RFEM/RSTAB, it is displayed as lying flat in RF‑/STEEL EC3.
- How can I create a curved or arched section?
- How are the signs for the release results of a line release and line hinges interpreted?
- How is the rotational stiffness of a buckling stiffener determined in PLATE‑BUCKLING?