There are several methods for considering the interaction between compression and bending for slender steel members. This is covered by the interaction formula and the general method, currently. For stainless steel, the structural design standards have been developed largely in-line and refer to carbon steel design guidelines. The current stainless steel interaction formula of axial force and bending moment given in EN 1993-1-4 was derived on limited results available. On the other hand, the general method may be used without any change for stainless steel according to the Eurocode despite the non-linear stress-strain behaviour, which obviously could lead to some drawbacks. Hence, the main objective of this paper is to compare the analysis results with existing Eurocode design formulas, the general method and some formula taken from experimental and parametric studies, showing their possible applicability, weaknesses and the need of further development. The conclusions are not applicable for stainless steel only, but they may be used for other non-linear materials such as aluminium alloys to some extent.
Behaviour of stainless steel square hollow section and rectangular hollow section (SHS and RHS) members loaded by compression and major axis bending is investigated in this research. All of the three main stainless steel groups are considered, namely austenitic, ferritic and duplex. Comprehensive numerical parametric study was conducted by using finite element software Abaqus. Numerical model was validated based on the experimental data. Together 20 experiments were conducted consists of both SHS and RHS specimens. Results of the numerical parametric study provided sufficient amount of data on the basis of which the new interaction factor formulae were developed. The new formulae have no dependency on the material properties and cross-section slenderness and the evaluation of the stainless steel beam-columns design considering the new interaction factor calculation is presented herein.
The presented research shows behaviour of slender stainless steel members loaded by compression and bending which is demonstrated on square and rectangular hollow sections (SHS/RHS) made of austenitic stainless steel. An initial numerical parametric study in FE software Abaqus is given and its results are compared to the existing design procedures and design standard rules. The investigated parameters are mainly the column slenderness, section slenderness, ratio between the applied bending moment and the axial compressive force. The necessity of having additional design rules for stainless steels is firstly demonstrated on the values of interaction factors ky which are significantly higher for stainless steel members due to the material non-linearity with decreased stiffness even at lower stress levels. As an alternative, the General Method is used for comparison to the Abaqus GMNIA model results. The limitation of the method when used for members of non-linear material behaviour is shown and a simple and safe modification of global analysis method is suggested.
Presented paper is focused on the design of timber joints with inserted steel sheet. Topicality of the problematic is presented together with a description of joints with the inner steel plate design and failure modes. The design resistance calculation is described in detail. The numerical model created in finite element software Abaqus is described. The analytical model was considered according to code EN 1995code EN -1-1 (2006. The aim of this research is to show and compare numerical results of the timber joint with the current codified procedure provided by EN 1995EN -1-1 (2006, the general method and some proposals developed by other researchers recently. Furthermore, research results provide backgroung for the numerical software creation dealing with steel-timber joints. The numerical model validation made based on the analytical model is presented. Experimental programme is presented and its data serve for numerical model validation, as well.
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