In general, two types of launching bearings are used for launching: sliding rockers and systems with hydraulic bearings. During incremental launching, the centre of the webs of the superstructure is not perfectly in line with the centre of the launching bearings due to unavoidable tolerances. These eccentricities are not considered in the current design against plate buckling according to EN 1993‐1‐5 [2]. Furthermore, there is a significant difference between the different types of launching bearings due to their boundary conditions. At the Technical University of Munich, large‐scale buckling tests of longitudinally stiffened plates under biaxial stresses with different types of launching bearings and eccentric load introduction were carried out. The results from the validated numerical model and parameter study of the influence due to different types of launching bearings on the buckling behaviour are shown. The results are compared with the buckling verification according to the reduced stress method proposed in EN 1993‐1‐5:2019 [2]. A proposal is given that makes it possible to consider an eccentric load in the buckling verification while keeping the economical aspects in mind.
In general, today two types of launching bearings are used in the construction of large steel and steel concrete composite bridges. These are sliding rockers and systems with hydraulic bearings. During incremental launching, the center of the webs of the superstructure is not perfectly in line with the center of the launching bearings due to unavoidable tolerances. In contrast to sliding rockers, the hydraulic bearings are not supported linearly in the transverse direction and the buckling behaviour may be affected by eccentricities. There is currently no scientific explanation for this assumption. The advantages and disadvantages of the respective systems are under discussion. At the Technical University, large‐scale buckling tests were carried out on longitudinally stiffened plates under biaxial stresses with different launching bearings and eccentric load introduction. In this paper we present the test results and discuss the advantages and disadvantages of the respective systems. Based on the experimental results, a numerical model was validated. The test results as well as the results from the validated numerical model will show the influence on the buckling behaviour from the respective launching bearings.
This paper describes the principles of multi-level Finite Element modeling for design of structural steel joints. The integral part of the design by Finite Elements is the Validation and Verification of the model and its results. For models by shell and solid elements it is mesh sensitivity study. In component bases finite element method (CBFEM), the steel plates are considered by materially nonlinear analysis (MNA). Their resistance in plastic stage is limited by strains. The behavior of components, for example, of bolts, anchor bolts, welds etc., is treated by introducing nonlinear springs representing its behavior in terms of initial stiffness, ultimate resistance and deformation capacity. To show this process a contribution is prepared, which summarizes the history of achievements of Finite Element Analyses (FEA) in structural steel joints. This paper shows differences between the research-oriented and design-oriented models and the current trends in modeling of connection components. Both have their roles in advanced analyses. The Validation and Verification are demonstrated on model of block shear during potential failure mode for gusset plate connection and for the base plates loaded by bending moments around both axes. The summary shows the potential in design of elements including their joints.
Component based finite element design of steel jointsThis paper describes the principles of multi-level finite element modelling for design of structural steel joints. The internal part of the design by finite elements is the validation and verification of the model and its results. For models by shell and solid elements is mesh sensitivity study. In component bases finite element design (CBFEB) are the steel plates considered by geometrically and materially non-linear analysis (GMNA). Its resistance in elastoplastic stage is limited by strains. The behaviour of components, e. g. of bolts, anchor bolts, welds etc., is treated by introducing nonlinear springs representing its behaviour in term of initial stiffness, ultimate resistance and deformation capacity. To show this process a contribution is prepared, which summarises the history of achievements of finite element analyses (FEA) in structural steel connections. This paper shows differences of the research-oriented and design-oriented models and the currents trends in modelling of connection components. Both have their roles in advanced analyses. The validation and verification is demonstrated on model of block shear during potential failure mode for gusset plate connection and for the base plates loaded by bending moments to both axes. The summary shows the potential in design of elements including its connection.
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