Abstract
This study investigates the nonlinear dynamic response of the masonry bridge ‘Ponte delle Torri’ in Spoleto, aiming at assessing the seismic performance of the structure and evaluating the occurring damaging mechanisms. A 3D Finite Element (FE) macromechanical procedure implemented in the FE program FEAP is adopted to model the bridge. To reproduce the typical nonlinear microcracking process evolving in masonry material when subjected to external loads, an isotropic damage model is used. This is based on a scalar damage variable introduced in the stress-strain constitutive law and equally degrading all the components of the elastic constitutive operator. A nonlocal integral definition of the damage associated variable, that is the equivalent strain measure governing its evolution, is adopted to overcome the mesh dependency problems of the FE solution typically occurring in the presence of strain softening behavior. Based on the results of a recent study by some of the authors, a single equivalent pier is analyzed, whose geometry and boundary conditions are selected so that its response can provide useful information on the out-of-plane dynamic behavior of the overall bridge. To perform the seismic assessment, a set of recorded accelerograms is properly selected to simulate the seismic history of the Spoleto site. The nonlinear dynamic response of the structure is evaluated and monitored in terms of top displacement time history, evolution of the global damage index, and distribution of the damage variable. First, a set of analyses is performed by imposing the selected ground motions one by one on the initial undamaged configuration for the structure with the aim of emphasizing the damaging effects on its dynamic response. Then, the accelerograms are arranged in sequence to reproduce the seismic history of the site and analyze the influence of accumulated damage on the dynamic amplification of the response. A critical comparison of the bridge response to the sequence of accelerograms and the single records is made, and the interaction between the damaged structure dynamic response and the signal characteristic is highlighted, as well.
Highlights
Masonry arch bridges are widespread in European roadway and railway networks
This study investigates the nonlinear dynamic response of the masonry bridge ‘Ponte delle Torri’ in Spoleto, aiming at assessing the seismic performance of the structure and evaluating the occurring damaging mechanisms
Pushover analyses are widely used at present to evaluate the structural global response and nonlinear collapse mechanisms, these were satisfactorily employed for the seismic assessment of framed structures [5], while being much less explored for masonry arch bridges [3]
Summary
Masonry arch bridges are widespread in European roadway and railway networks. Most of them represent ancient constructions and constitute an invaluable part of the world architectural and historical heritage. Nonlinear dynamic analyses are certainly preferred when the aim is to accurately evaluate the seismic performances of the structures accounting for the interaction between the nonlinear damage and plastic mechanisms evolving during the earthquake and their dynamic response [9] This method, computationally expensive, has recently taken hold to study the complex dynamic behavior of masonry arch bridges, as this represents the most advanced deterministic analysis tool available. The adopted damage constitutive law and the FE procedure are illustrated, while Section 5 contains the results of the nonlinear dynamic analyses performed on the equivalent single pier in terms of displacement time history and damage index evolution.
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