Second Order Structural Theory for the Stability Analysis of Columns

Abstract

Stability analysis in civil engineering is traditionally centred on the stability of individual components of a structure, rather than on the stability of the assemblage of structural components. This may be explained by the lack of adequate tools for the stability analysis of complete structures in the past. Recently, the necessity of the development of general rational methods of stability analysis with a model of the complex structure is widely recognized. These methods should reliably predict the overall stability of the structure, the interaction between the components of the structure in providing restraint against instability of individual members, and the local stability of each individual member. Development of such theories and corresponding algorithms require a thorough investigation. The aim of this paper is to investigate the instability of single columns without large deflections by means of the second order structural theory and to study the influence of imperfections on the behaviour of such structural elements.

The trends and practical look of advanced steel frame structures

“…As the trend of steel frame analysis method is from first-order elastic analysis to second-order inelastic analysis which is an advanced analysis. Elastic structural analysis is developed to calculate the internal forces at each member of the structure, whereas inelastic structural analysis is utilized to predict the ultimate strength of each isolated member [3][4][5]. The comparison between the load-displacement curves of several structural analysis is shown in Figure 1 because it includes the key factors influencing steel frame behavior.…”

On the structural stability of timber members to Eurocode

“…At any rate, the concept of global analysis of the whole structure can still be considered of interest to investigate further. Galishnikova et al (2018) investigated the instability of single columns without large deflections by means of the second-order structural theory including the influence of imperfections on the behavior of such structural elements. However, the study does not discuss how these effects can be included the interaction formulae for flexural buckling.…”