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Designs are performed in iterative steps by eigenvalue calculation of the ideal buckling values for the individual stress conditions as well as of the buckling value for the simultaneous effects of all stress components.

The buckling analysis is based on the method of reduced stresses, comparing the acting stresses with a limit stress condition reduced from the yield condition of von Mises for each buckling panel. The design is based on a single global slenderness ratio determined by the entire stress field. Therefore, the analysis of single loading and subsequent merging using interaction criterion is omitted.

In order to determine the plate buckling behavior, which is similar to the behavior of a buckling member, the module calculates eigenvalues of the ideal panel buckling values using freely assumed longitudinal edges. Then, slenderness ratios and reduction factors are determined according to EN 1993-1-5, Chapter 4 or Annex B, or DIN 18800, Part 3, Table 1. Finally, the analysis is performed in accordance with EN 1993-1-5, Chapter 10, or DIN 18800, Part 3, Eq. (9), (10) or (14).

The buckling panel is discretized in finite quadrilateral or, if necessary, triangular elements. Each element node has six degrees of freedom.

The bending component of a triangular element is based on the LYNN-DHILLON element (2nd Conf. Matrix Meth. JAPAN – USA, Tokyo) according to the bending theory of Mindlin. However, the membrane component is based on the BERGAN-FELIPPA element. The quadrilateral elements consist of four triangular elements while the inner node is eliminated.

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Stand-Alone Steel Structures
PLATE-BUCKLING 8.xx - Stand-Alone

Stand-Alone Program

Plate buckling analysis of rectangular plates with or without stiffeners

Price of First License
900.00 USD
RFEM Steel and Aluminium Structures

Add-on Module

Plate buckling analysis of rectangular plates with or without stiffeners

Price of First License
900.00 USD