Estimation of the cyclic capacity of beam-to-column dowel connections in precast industrial buildings

Abstract

The behaviour of precast systems depends on the performance of the specific connections between the precast elements. In European precast design practice, the most common type of connection between beams and columns is a dowel connection. Such connections are subject to the following types of potential failure mechanism: (a) local failure characterized by the simultaneous yielding of the dowel and crushing of the surrounding concrete, and (b) global failure, characterized by spalling of the concrete between the dowel and the edge of the column or the beam. In this paper both types of failure of dowel connections are studied, although somewhat more attention is paid to the less investigated global failure. The local failure mechanism has been relatively well investigated, and the results have been presented in several studies. Thus only some minor changes are proposed in connection with the prediction of the related strength. On the other hand, the majority of existing procedures for the estimation of global strength are over-conservative since they neglect the influence of stirrups, or else only take them into account implicitly. None of these methods explicitly take into account the fact that the global failure of the dowel connection is changed by the presence of stirrups from brittle to ductile. In the paper, a new procedure for the estimation of resistance against global failure is proposed. Taking into account an appropriate strut and tie model of the connections, the influence of stirrups on this resistance as well as on the type of the failure is taken into account explicitly. Comparisons that were performed between the analytically calculated strength and the experimental results obtained have clearly shown that both of the proposed procedures for the estimation of resistance against local and global failure agree very well with the experimental results.

Seismic Response of Precast Industrial Buildings

“…The procedure was tested against the experimental results obtained within the SAFECAST procedure (Zoubek et al 2014a, b). Very good match with the experimental results was demonstrated.…”

“…The behaviour of this connection is now fully understood and the design formulas and the design methodology are provided. Note that the design procedure for the connection with the dowels close to the edge of the column was recently improved (Zoubek et al 2014a, b) and considerably modified in comparison with the formulas given in the Design guidelines. 6.…”

Seismic performance assessment of new dry‐assembled prefabricated composite shear wall system with beam‐only connection

“…As we all know, prefabricated structures, whose components are normally precast in building factories and then transported to the site to install, are attracting more and more attentions both at home and abroad . It was revealed that the prefabricated structure has significant advantages of green environmental protection, high construction efficiency, and low human cost . Even so, application of the prefabricated structure in China is still restricted due to severe anti‐seismic requirements in most seismic areas.…”

Empirical seismic fragility for the precast RC industrial buildings damaged by the 2012 Emilia (Italy) earthquakes

“…The intensity of the ground motion was quantified by the maximum horizontal peak ground acceleration, which was obtained from ShakeMaps. Some buildings might have two floors or intermediate floors in specific areas, typically along one of the two short edges, where offices are usually located.Modern seismic design codes require adequate structural ductility and compliance with capacity design, with particular regard to connections between precast members [20][21][22][23]. With reference to Italian buildings, mainly comprising low-rise to mid-rise masonry and RC structures, Rota et al [9] proposed typological fragility curves based on earthquake damage data collected in the past 30 years.…”

“…Modern seismic design codes require adequate structural ductility and compliance with capacity design, with particular regard to connections between precast members [20][21][22][23]. However, up until 2005, the region struck by the Emilia earthquakes was not considered as a seismic area by building codes.…”