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Abstract
Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. For more than 10 years, the University of Liege is strongly involved in researches further investigating the response of structures to such exceptional events [1, 2]. The present paper gives a global overview on recent or on-going developments performed at the University of Liege in the field of robustness of steel building structures subjected to impact loading leading to the loss of a column. The conducted studies are founded on a combination of experimental, numerical and analytical approaches with the final aim to propose simplified procedures useful for practitioners and allowing ensuring an appropriate level of robustness to structures for the considered scenario.
Highlights
Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under an exceptional event
According to Eurocodes and some other national design codes, the structural integrity of civil engineering structures should be guaranteed through appropriate measures and one way to guarantee it is to ensure an appropriate robustness of the structure, which may be defined as the ability of a structure to remain globally stable in case of exceptional event leading to local damages
Global design approaches such as the activation of alternative load paths or the key element method are provided in modern codes and standards, no easy-to-apply practical guidelines are provided
Summary
Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under an exceptional event. The proposed analytical model is founded on the definition of a substructure able to reflect the behaviour of the global frame (Fig. 2) and allows predicting the response of a 2D frame further to a column loss using the following assumptions:. The analytical model allowing predicting the response of the so-defined substructure is detailed in [3] In this model, one of the main parameters affecting the response of the substructure is the behaviour of the yielded zone which appears first under bending moment and it is submitted to bending moment and axial load while the catenary action is developing. (2) with elastic-perfectly plastic behaviour laws assigned to each spring The use of this multi-layer spring model allows considering situations for which the yielded zone is developed in beam cross-sections or at the level of beam-to-column joints. The comparison analytical prediction vs. experimental result is given in Fig. (3) as an example; as a conclusion of the above mentioned comparisons, it can be said that a very good accuracy of the analytical model is observed
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