Comparison of seismic assessment procedures for masonry arch bridges

Abstract This work delves into the seismic assessment of masonry bridges through a detailed analysis of an existing triple-arched bridge. Firstly, the effectiveness of the nonlinear static analysis is evaluated by means of a comparison with a comprehensive set of 84 nonlinear dynamic analyses. Secondly, the choice of the control node on the finite element structural model is investigated, in order to understand its influence on the prediction of seismic capacity. Although the node located at the top level is usually considered to characterize the force–displacement response of common structures, such a choice is not suitable for the considered case-study. The node located at the level of the bridge’s centre of mass proves to be a better choice since it ensures a more reliable estimation of the seismic capacity. The critical discussion of the numerical analyses results gives useful indications towards an improved procedure for the seismic assessment of the considered structural typology.

[1]  Iunio Iervolino,et al.  REXEL: computer aided record selection for code-based seismic structural analysis , 2010 .

[2]  Miguel Cervera,et al.  Structural Analysis of Masonry Historical Constructions. Classical and Advanced Approaches , 2010 .

[3]  Nenad Bićanić,et al.  Computational framework for discontinuous modelling of masonry arch bridges , 2001 .

[4]  Alemdar Bayraktar,et al.  Assessment of nonlinear seismic performance of a restored historical arch bridge using ambient vibrations , 2011 .

[5]  Luca Pelà,et al.  Control node identification in nonlinear seismic analysis of masonry arch bridges , 2010 .

[6]  Nathan M. Newmark,et al.  A Method of Computation for Structural Dynamics , 1959 .

[7]  Peter Fajfar,et al.  A Nonlinear Analysis Method for Performance-Based Seismic Design , 2000 .

[8]  Sashi K. Kunnath,et al.  Assessment of current nonlinear static procedures for seismic evaluation of buildings , 2007 .

[9]  Mervyn J. Kowalsky,et al.  Displacement-based seismic design of structures , 2007 .

[10]  Helmut Krawinkler,et al.  PROS AND CONS OF A PUSHOVER ANALYSIS OF SEISMIC PERFORMANCE EVALUATION , 1998 .

[11]  Herbert A. Sturges,et al.  The Choice of a Class Interval , 1926 .

[12]  Enrique Hernández-Montes,et al.  AN ENERGY-BASED FORMULATION FOR FIRST-AND MULTIPLE-MODE NONLINEAR STATIC (PUSHOVER) ANALYSES , 2004 .

[13]  Gabriele Milani,et al.  Seismic vulnerability of historical masonry buildings: A case study in Ferrara , 2008 .

[14]  Amr S. Elnashai,et al.  Static pushover versus dynamic collapse analysis of RC buildings , 2001 .

[15]  G. J. Hahn,et al.  Statistical models in engineering , 1967 .

[16]  Miguel Cervera,et al.  A crack-tracking technique for localized damage in quasi-brittle materials , 2010 .

[17]  Thomas E. Boothby,et al.  Three-dimensional modelling and full-scale testing of stone arch bridges , 2001 .

[18]  Luca Pelà,et al.  Seismic assessment of masonry arch bridges , 2009 .

[19]  N. Gucci,et al.  A non-destructive technique for the determination of mortar load capacityin situ , 1995 .

[20]  Aurelio Ghersi,et al.  On the evaluation of seismic response of structures by nonlinear static methods , 2009 .

[21]  L. Pelà.  Continuum damage model for nonlinear analysis of masonry structures , 2009 .

[22]  W. G. Cochran.  The $\chi^2$ Test of Goodness of Fit , 1952 .

[23]  Antonio Brencich,et al.  Assessment of Multispan Masonry Arch Bridges. I: Simplified Approach , 2004 .

[24]  Donato Sabia,et al.  Experimental identification of a multi-span masonry bridge: The Tanaro Bridge , 2008 .

[25]  Gianmarco De Felice,et al.  Assessment of the load-carrying capacity of multi-span masonry arch bridges using fibre beam elements , 2009 .

[26]  Katalin Bagi,et al.  Discrete element analysis of a stone masonry arch , 2009 .

[27]  Alessandra Aprile,et al.  Assessment of Cracking and Collapse for Old Brick Masonry Columns , 2001 .

[28]  Aftab A. Mufti,et al.  Damping mechanisms and damping ratios in vibrating unreinforced stone masonry , 2010 .

[29]  M. Cervera,et al.  Continuum damage model for orthotropic materials: Application to masonry , 2011 .

[30]  Giuseppe Maddaloni,et al.  A Note on Selection of Time-Histories for Seismic Analysis of Bridges in Eurocode 8 , 2009 .

[31]  Giuseppe Maddaloni,et al.  Comparison between non-linear dynamic analysis performed according to EC8 and elastic and non-linear static analyses , 2007 .

[32]  Temel Türker,et al.  Finite-Element Analysis and Vibration Testing of a Two-Span Masonry Arch Bridge , 2010 .