Assessment Of Masonry Arch Bridges Research Articles

Reliability-based assessment of masonry arch bridges

The paper presents a methodology for the probabilistic assessment of masonry arches at the serviceability and Ultimate Limit States. First, it explains the definition of the different failure modes and corresponding limit state functions that may occur depending on the type of masonry construction (single-ring and multi-ring). The most reported modes of failure are the four-hinge mechanism, the ring separation in multi-ring arches and the slippage at the foundations. Because of the lack of reliable material data (in the statistic sense) or available response models, only those more prone to be analyzed using reliability-based methods are shown in this paper: four-hinge mechanism and ring separation. The possibility of fatigue failure of masonry arch bridges under service loads and the proposal of reliability-based assessment methods at the ultimate level of the four-hinge mechanism are also analyzed. Finally, the proposed methodology is applied to an existing bridge.

Assessment of masonry arch railway bridges using non-destructive in-situ testing methods

The paper presents methods of inspection and testing for masonry arch railway bridges. An overview of a selection of available non-destructive, minor-destructive and monitoring methods is given and their efficacy for the assessment of masonry arch bridges is discussed. The principles of in-situ load tests are described and a methodology for the assessment of masonry arch railway bridges is shown through case studies. Results of a testing programme are demonstrated where the efficiency of various non-destructive testing methods has been studied. It is shown that non-destructive investigation and non-destructive in-situ load-testing can provide valuable information on the condition of bridges and help verify basic input parameters for structural analysis and assessment.

Assessment of the load-carrying capacity of multi-span masonry arch bridges using fibre beam elements

An approach that makes use of non-linear beam elements with fibre cross-section has been used for modelling the ultimate behaviour of multi-span masonry arch bridges. The proposed approach proves able to take into account the interaction among the spans and the non-linear material behaviour with low computational effort. In order to validate the use of the model for the assessment of masonry arch bridges, the load-carrying capacity for typical multi-span railway bridges has been evaluated and the results compared to experimental results and to currently used limit analysis methods. It is shown that, by parity of constitutive assumption, the method provides the same results as limit analysis, both in terms of maximum load prediction and hinges position at collapse; however, taking the effective ductility capacity into account, a strong reduction in load-carrying capacity with respect to classical limit analysis was found, depending on rise-to-span arch ratio, piers slenderness and backfill height. The approach is then applied to a seven span viaduct of the Italian railway network, for which the effective mechanical properties of masonry were identified through an experimental campaign on brickwork samples according to the effective material properties surveyed on site.

Seismic assessment of masonry arch bridges

In this paper, the seismic performance of existing masonry arch bridges is evaluated by using nonlinear static analysis, as suggested by several modern standards such as UNI ENV 1998-1 2003, OPCM 3274 2004, and FEMA 440 2005. The use of inelastic pushover analysis and response spectrum approaches becomes more difficult when structures other than the framed ones are investigated. This paper delves into the application of this methodology to masonry arch bridges by presenting two particular case studies. The need for experimental tests in order to calibrate the materials and the dynamic properties of the bridge is highlighted, in order to correctly model the most critical regions of the structure. The choice of the control node in the pushover analysis of masonry arch bridges and its influence on seismic safety evaluation is investigated. The ensuing discussion emphasizes important results, such as the unsuitability of the typical top node of the structure for describing the bridge seismic capacity. Finally, the seismic safety of the two bridges under consideration is verified by presenting an in-depth vulnerability analysis.

Load rating assessment of masonry arch bridges

Simple formulas are developed for the mass scale load rating assessment of masonry arch bridges in terms of four geometrical parameters of the bridge. The ultimate load limit state and the repeated load limit state constitute the theoretical background. The formulas are constructed as the minimum squares best suited to a set of linear and nonlinear finite element solutions of a representative selection of the country's bridge stock. The formulas are quadratic in the arch span and linear in the arch rise, arch thickness and fill depth. The method can be used for other countries' masonry arch bridge stock; the data processing programme is portable. The structure of the formulas and the country's bridge stock representation can be adapted to local conditions. Nevertheless, new representations of bridge instances require rather demanding non-linear finite element solutions up until total collapse. This is the most laborious part of the formula's development.

Mechanism based Assessment of Masonry Arch Bridges

The masonry arch bridges are treated as a separate class of structures for the structural assessment. Till date a number of methods for the assessment of masonry arch bridges exist but every method has got its own limitations of use, and none of them are generally accepted. Among the problems of development of such an approach, the problem of selection of a suitable failure criterion for the prediction of the collapse load is critical. The interaction of the axial force and the moments play a key role in the failure of arch bridges. In view of this experimentally investigated results of the axial force moment interaction are reported here, along with the implementation of the same through a developed FORTRAN program for the prediction of load carrying capacity of the masonry arch bridges. The application of the method has been demonstrated on the bridges tested in field, and the load carrying capacity has been compared with the other available methods of the assessment as reported in the literature.

Increasing the reliability of the assessment of masonry arch bridges by non-destructive testing

The paper presents methods of inspection of masonry arch railway bridges. Results of a test program are demonstrated where the efficiency of various non-destructive testing methods for the inspection of arches was studied. It is shown that non-destructive investigation can provide valuable information regarding the condition of the bridge and help establishing basic input parameters for structural analysis and condition assessment.

Mechanism based Assessment of Masonry Arch Bridges

The masonry arch bridges are treated as a separate class of structures for the structural assessment. Till date a number of methods for the assessment of masonry arch bridges exist but every method has got its own limitations of use, and none of them are generally accepted. Among the problems of development of such an approach, the problem of selection of a suitable failure criterion for the prediction of the collapse load is critical. The interaction of the axial force and the moments play a key role in the failure of arch bridges. In view of this experimentally investigated results of the axial force moment interaction are reported here, along with the implementation of the same through a developed FORTRAN program for the prediction of load carrying capacity of the masonry arch bridges. The application of the method has been demonstrated on the bridges tested in field, and the load carrying capacity has been compared with the other available methods of the assessment as reported in the literature.

Closure to “Assessment of Multispan Masonry Arch Bridges. I: Simplified Approach” by Antonio Brencich and Ugo De Francesco

Closure to a discussion of an article with the aforementioned title, published in this journal (Vol. 9, No. 6, November/December 2004), is presented. Based on the discussion concerning arch/fill interaction, the authors amend the loading conditions of the benchmark case presented in their original paper. They also respond to the discussers' points concerning the assessment of masonry arch bridges, arch geometry and masonry ductility.

Discussion of “Assessment of Multispan Masonry Arch Bridges. I: Simplified Approach” by Antonio Brencich and Ugo De Francesco

A discussion of an article with the aforementioned title, published in this journal (Vol. 9, No. 6, November/December 2004), is presented. The discussers primarily are concerned that the authors' proposed nonlinear approach to bridge assessment does not adequately take into account arch/fill interaction. The discussers also raise points concerning the limit load to be considered in the assessment of masonry arch bridges, arch geometry, and masonry ductility.

Experimentally-based assessment of masonry arch bridges

This paper presents a summary of a continuing research programme intended for the development of generally applicable assessment procedures for masonry arch bridges, for which the assumptions and assessment results can be justified by experimental observations. The research is being undertaken in three phases. Phase I consists of experimental testing of bridges under service loads for the purpose of observation of bridge behaviour. A further purpose of the experimental programme is to provide data for the validation of three-dimensional non-linear finite-element models. In Phase II, three-dimensional non-linear finite-element models capable of capturing the principal features of the bridge response, based on a prescribed procedure and using standardised values of strength and stiffness, were developed. In Phase III the application of a two-dimensional model for the assessment of stone masonry bridges was considered. The assessment method used is based on a prescribed procedure using standardised values of strength and stiffness, which can be implemented in any general structural analysis programme. This phase also included a comparison of the proposed assessment method with other methods in common use.

Experimentally-based assessment of masonry arch bridges

This paper presents a summary of a continuing research programme intended for the development of generally applicable assessment procedures for masonry arch bridges, for which the assumptions and assessment results can be justified by experimental observations. The research is being undertaken in three phases. Phase I consists of experimental testing of bridges under service loads for the purpose of observation of bridge behaviour. A further purpose of the experimental programme is to provide data for the validation of three-dimensional non-linear finite-element models. In Phase II, three-dimensional non-linear finite-element models capable of capturing the principal features of the bridge response, based on a prescribed procedure and using standardised values of strength and stiffness, were developed. In Phase III the application of a two-dimensional model for the assessment of stone masonry bridges was considered. The assessment method used is based on a prescribed procedure using standardised values of strength and stiffness, which can be implemented in any general structural analysis programme. This phase also included a comparison of the proposed assessment method with other methods in common use.

Integrity assessment of masonry arch bridges using the dynamic stiffness technique

This paper describes a programme of research into the application of the dynamic stiffness technique, based upon the frequency response function, for investigating the integrity of masonry arches. Brief accounts are given of the theoretical basis, the test procedure and the analysis technique. The experimental programme is discussed and various results are presented which demonstrate the influence of applied loading on the dynamic stiffness of prototype masonry arches. The results obtained from a sound and a defective arch are compared. It is concluded that the dynamic stiffness technique provides a rapid and effective means of assessing the physical condition of masonry arches.