Condition assessment of a heritage arch bridge using a novel model updation technique

Banerji, P.; Chikermane, Sanjay

doi:10.1007/s13349-011-0013-9

Cited by 24 publications

(10 citation statements)

References 11 publications

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“…When performing a pushover analysis of masonry structures, PERPETUATE guidelines [43] suggest that two or more load distribution patterns should be adopted to acquire an accurate response. Since the mass of masonry structures is distributed nonuniformly, a mode shape proportional force distribution load pattern cannot be adopted for the seismic evaluation [25,43]. Moreover, studies suggest that the mass-based force distribution load pattern provides more reliable results for seismic evaluation [6,44].…”

Section: Pushover Analysis Proceduresmentioning

confidence: 99%

Seismic vulnerability assessment and fragility curves for a multistorey gallery arch bridge

Shimpi¹,

Sivasubramanian²,

Singh

et al. 2021

SN Appl. Sci.

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The masonry bridges on the Kalka Shimla Mountain Railway line, which have multiple arch galleries in the form of Roman aqueducts, are spectacular. The Kalka Shimla Mountain Railway line is situated in severe seismic zones (Indian Standard 1893:2016). This research assesses the seismic vulnerability of masonry arch Bridge No. 541 situated on the Kalka Shimla Mountain Railway line. This bridge is the tallest on the route. In particular, it assesses the seismic vulnerability of the bridge using finite element (FE) analysis. For this purpose, an FE model for the bridge is developed using the ABAQUS FE-based environment. The experimental field study conducted on the bridge using an ambient vibration test (AVT) and dynamic parameters (frequency and mode shapes) is evaluated by operational modal analysis (OMA). Further, the FE model is updated by modifying the elastic mechanical property of the stone masonry to match the analytical modal frequency with the results of the AVT and OMA. The updated model is then used to perform a pushover analysis and nonlinear dynamic analysis to estimate the seismic performance of the bridge. Furthermore, fragility curves are developed for the bridge to estimate the damage state for specific seismicity. The study shows that the bridge is vulnerable to Zone IV seismicity and needs some retrofitting in specific locations such as the pier–abutment joints.

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Section: Pushover Analysis Proceduresmentioning

confidence: 99%

Seismic vulnerability assessment and fragility curves for a multistorey gallery arch bridge

Shimpi¹,

Sivasubramanian²,

Singh

et al. 2021

SN Appl. Sci.

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“…Damage identification and retrofitting of the exiting bridges is important as the cost of the monitoring and condition assessment exercise is nominal when compared with the cost, in terms of resources used and revenue lost for replacing such a bridge based on its age [27]. Structural Analysis Program (SAP2000) was used for generating the analytical model of the bridge (Fig.…”

Section: Retrofittingmentioning

confidence: 99%

Time–frequency and wavelet-based study of an old steel truss bridge before and after retrofitting

Walia

Patel

Vinayak

et al. 2015

J Civil Struct Health Monit

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Signal-processing techniques have been widely used in structural health monitoring and nondestructive evaluation. Wavelet analysis, a relatively new mathematical and signal-processing tool, for damage detection in various civil and mechanical structures. It is a time-frequency analysis that provides more detailed information about nonstationary signals which traditional Fourier analysis miss. This paper aims to provide the damage identification in an existing 100-year-old deck-type steel truss bridge using-frequency-and time-frequency-based approaches. The dynamic testing of steel bridge was carried out using accelerometers for the damaged state and after partial retrofitting under similar environmental conditions and instrumental set up. The comparison is carried out using power spectral density, short-time Fourier transform, and wavelet packet transform with respect to both the upstream and the downstream trusses of the bridge. Higher and uniform dissipation of energy at resonatingfrequency of the respective node after retrofitting showed intactness of joints. The variations of power spectral density in the first mode of the upstream and the downstream trusses clearly revealed improvements in the bridge signifying the importance of generating a signature of bridge before and after retrofitting. The status upgradations for the upstream and the downstream trusses obtained were different due to differential levels of damage in the bridge. Also, after retrofitting, the structural elemental behavior obtained was not the same as desired.

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“…The other parameters of the model, namely the elastic properties of steel and concrete, are considered as constant parameters in this study. For the seven parameters, a classic optimisation can be computationally intractable and it has been shown (Banerji and Chikermane, 2012) that an engineering partition of the problem can in some cases give better results than classic optimisation techniques.…”

Section: Model Updatingmentioning

confidence: 99%

Structural monitoring for asset management of railway bridges

Banerji¹,

Chikermane²,

Scott³

et al. 2014

Proceedings of the Institution of Civil Engineers - Bridge Engi

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This paper demonstrates the advantages of site monitoring to aid modelling of the existing condition of a railway bridge with structural problems and to assess the current structure and future remediation. The authors undertook monitoring and assessment on a major 28-span post-tensioned prestressed concrete box-girder bridge on a strategically important railway line in India. The bridge exhibited significant longitudinal web cracking, which restricted its load-carrying capacity to relatively light urban passenger rolling stock. Monitoring of rail traffic was supplemented by full-scale load tests for both static and dynamic loading. Optical strain sensors and electric resistance strain gauges were used for strain measurement and piezoelectric sensors were used to record accelerations. Sensors were also installed to record crack widths. A programme of numerical modelling was undertaken with finite-element models developed for both cracked and uncracked conditions. Results were compared with field data and the models were then refined to achieve a representative model for use as a predictive tool for future assessment and structural remediation of the bridge.

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Condition assessment of a heritage arch bridge using a novel model updation technique

Cited by 24 publications

References 11 publications

Seismic vulnerability assessment and fragility curves for a multistorey gallery arch bridge

Seismic vulnerability assessment and fragility curves for a multistorey gallery arch bridge

Time–frequency and wavelet-based study of an old steel truss bridge before and after retrofitting

Structural monitoring for asset management of railway bridges

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