Role of wall panel connections on the seismic performance of precast structures

Experimental and Numerical Assessment of the Service Behaviour of an Innovative Long-Span Precast Roof Element

“…Recent research activity specifically devoted to precast structures performed at European level mainly focused on the seismic performances of the structure and the connections (Biondini and Toniolo 2010;Toniolo 2012;Biondini et al 2013;Colombo et al 2014;Belleri et al 2014;Dal Lago et al 2016b;Ercolino et al 2016), but also innovative materials attracted growing attention (Crossett et al 2015;Dal Lago et al 2016c). The latter subject requires a new definition of the main parameters used for the prediction of the long-term behaviour of the member, or the introduction of explicit mechanical approaches, as suggested by Bischoff (2005) and Knight et al (2015).…”

Cyclic shear tests on RC precast beam-to-column connections retrofitted with a three-hinged steel device

“…For instance, during the Emilia earthquakes 40 (2012), most of the failures were caused either by the absence of mechanical connections for the 41 structural elements (Magliulo et al 2014b) or by the inadequacy of the connections between the 42 structure and the nonstructural components (Biondini et al 2013), i.e. the cladding panels.…”

Rintc Project: Nonlinear Analyses of Italian Code-Conforming Precast R/C Industrial Buildings for Risk of Collapse Assessment

“…However, few studies have been performed for RC precast buildings in terms of seismic assessment [6] and risk study of existing precast buildings [7]. Several experimental tests were performed on new buildings and connection systems [8][9][10]; on the contrary, the code improvements have not been fully investigated as well as their influence on the global seismic vulnerability. Moreover, an important scientific debate has been opened on the safety of this structural typology in the last years because of two main reasons: 1) the widespread damage in precast buildings due to recent seismic events in Europe [11,12] and the significant changes in the current codes for the design of this structural typology.…”