The European standard for the design of concrete structures that are likely to lose stability requires taking into account the effects of second order theory. This effect increases the impact of a bending moment due to member deformation and additional eccentricity. Slender members can be calculated by the use of a non-linear method. This approach shows a deficit in global reliability for cases where the concrete columns fail due to the loss of stability before reaching the design resistance in the critical cross-sections. Buckling is a brittle failure which occurs without any warning, and the probability of its formation is markedly influenced by the slenderness of the column. Here, the calculation results are presented and compared with the results from an experiment which was carried out in cooperation with STRABAG Bratislava LTD at the Central Laboratory of the Faculty of Civil Engineering SUT in Bratislava. The columns were designed according to the methods stated in STN EN 1992-1-1, namely, a general non-linear method. The focus of this study is to compare multiple approaches based on codes used in Germany (DIN 1045-1, 2001) and Austria (ÖNORM B 4700, 2001) with the present European code mentioned above. The paper aims to compare the global reliability of slender concrete columns with variable slendernesses of 90 and 160.
In diesem Beitrag werden Berechnungen und vergleichende experimentelle Ergebnisse des Stabilitätsverlusts von schlanken Stahlbetonstützen aus einer Versuchsreihe präsentiert. Das primäre Ziel der Arbeit war der Vergleich der Bemessungsmethoden bei der Ermittlung der globalen Zuverlässigkeit schlanker Stahlbetonstützen. Der Schlankheitsgrad der Stützen betrug λ > 90, wobei die untersuchten Stützen nach EN 1992‐1‐1 dimensioniert wurden. Die oben erwähnten experimentellen Untersuchungen dienten zudem als Grundlage für die Bewertung und Kalibrierung der deterministischen und probabilistischen nichtlinearen Modellbildung. Diese probabilistische Modellbildung der Normalkraft‐Momenten (N‐M)‐Beziehung und des Stabilitätsversagens ist eine Grundlage für die Entwicklung eines objektivierten Bemessungsansatzes und der zugehörigen Teilsicherheitsbeiwerte.
The subject of this article is a comparison of the calculation methods for slender reinforced concrete columns, which are likely to lose stability, and therefore it is necessary to take into account the influence of the second order theory. The columns were calculated by the nominal curvature method [1] Chap.5.8.8 and the general nonlinear method [1] Chap.5.8.6 (3). Our comparison was aimed on the reliability of the design of the columns and the cost of the column. The analysis was made for the columns we selected from the halls built in practice. For this reason, we have asked for co-operation with Statika Čížek s.r.o.. This company has designed lot of hall objects during numerous years of its practise. In this study, we proposed a selected column located in a particular hall object. Parameters of the selected column have been slightly modified against the practical design. Reinforcement of selected column was designed using the curvature method. This proposal was then subjected to "optimization", where the task was to minimize the amount of concrete and minimize the amount of reinforcement with usage of a general nonlinear method. Then we compared the results of this analysis in terms of reliability and cost of production. This article aims to alert authorized engineers to be careful with usage of the general non-linear method in practice. It is questionable, whether saving money on the cost of building structure is worthwhile to design columns with significantly lower reliability. Sometimes even with the risk of a loss of stability that belongs to the category - brittle failures
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