Modeling of the Beam-To-Column Dowel Connection for a Single-Story RC Precast Building

Abstract

As widely known, connections performance under seismic loads can significantly affect the structural response of RC precast buildings. Within the scientific community, an increasing number of studies has been carried out on this topic, in the light of the recent earthquake aftermaths all over Europe. Indeed, connections turned out to be the weakest part of the precast structures and their failure often provoked the global collapse of the whole building. The present study aims at assessing the seismic behavior of a single-story RC precast building in terms of global collapse implementing two different models of the beam-to-column connection, a simplified and a refined one. A lumped plasticity approach is used to simulate the structural nonlinear behavior at the column base. In order to assess the refined connection model, a preliminary scheme with an isolated single dowel is validated by comparing the pushover outcomes with experimental results from literature. Nonlinear static and dynamic analyses are performed on two models of a 3D single-story RC precast building, one implementing the simple beam-to-column connection model and the other one implementing the refined mode. The comparison clearly shows that the differences are negligible if the global collapse limit state is considered.

P-Delta Effects Assessment in Precast Structures Via Inelastic Performance Based Spectra

“…(b) Drift Limit Spectra (DLS). These spectra primarily address drift limits, which can regard both serviceability (related to nonstructural damage (Rodriguez et al 2023;Zito et al 2022)) and damage limit states (concerning connections damage (Labò et al 2022;Cavalieri et al 2023;Magliulo et al 2021)). Therefore, categorizing these spectra a priori in a manner similar to the previous item can be more challenging due to the range of potential drift limit scenarios.…”

Modelling and Seismic Response Analysis of Non-residential Single-storey Existing Precast Buildings in Italy

“…The friction coefficient was evaluated following Magliulo et al (2011) for neoprene-concrete friction as a function of the normal stress acting on the sliding surface. For the dowel connections at the beam-column joints and at the roof element-beam joints, the parameters of the force-displacement curve were evaluated in accordance with Bressanelli et al (2021) and Magliulo et al (2021) on the basis of the results of experimental tests and analytical formulations (Dei Poli et al, 1992;Kremmyda et al,2014Kremmyda et al, , 2017Zoubek et al, 2015;Ferreira and El Debs, 2000;Sousa et al, 2020a). The implementation of the dowel connections in OpenSees was carried out by calibrating the ModIMKPeakOriented.…”

“…Previous work was devoted to evaluate the failure rates for Italian buildings designed following modern anti-seismic regulations (Iervolino et al, 2018), therefore estimating the implicit risk of codeconforming buildings. At this regard, specific works on precast RC structures can be found in Magliulo et al (2018Magliulo et al ( , 2021, Gajera et al (2021), and Bressanelli et al (2021).…”

Seismic Risk and Finite Element Modelling Influence of an Existing One-Storey Precast Industrial Building

“…The seismic design and assessment of such buildings may be carried out following both traditional and displacement-based approaches (Biondini and Toniolo, 2009;Biondini et al, 2010;Colombo et al, 2016;Belleri, 2017;Torquati et al, 2018;Belleri and Labò, 2021;Bosio et al, 2020;Sousa et al, 2020). Considering the modelling strategies in the case of new buildings, specific considerations on this structural typology can be found in Magliulo et al (2018Magliulo et al ( , 2021, Gajera et al (2021), Bressanelli et al (2019Bressanelli et al ( , 2021, Rodrigues et al (2021), Zoubek et al 2014, De Stefani andScotta (2022). During past earthquakes, the main seismic vulnerabilities observed were related to the loss of support of beam and roof elements, to the failure of RC forks at the top of the columns, to the failure of dowel connections, to the overturning of RC cladding panels among others (Belleri et al, 2015;Bournas et al, 2014;Minghini et al, 2016;Nastri et al, 2017;Palanci et al, 2017;Savoia et al, 2012;Belleri et al, 2017;Scotta et al, 2015;Toniolo and Colombo 2012;Menichini et al, 2020).…”