Influence of the ballasted track on the dynamic properties of a truss railway bridge

Bornet, Lucie; Andersson, Andréas; Zwolski, J.; Battini, Jean‐Marc

doi:10.1080/15732479.2014.912242

Cited by 28 publications

(12 citation statements)

References 15 publications

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“…The uniformly distributed loads have also been chosen due to the entire external surface of the railway bridge being penetrated by thermal radiation. The critical review [26][27][28][29][30][31][32][33] has…”

Section: Accepted Manuscriptmentioning

confidence: 99%

Numerical investigation into thermal load responses of railway transom bridge

Mirza

Kaewunruen

Dinh

et al. 2016

Engineering Failure Analysis

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Australian railway networks suffer a large fluctuation of extreme heats each year due to their wide variety of geographical conditions. Depending on climatic, cloud and radiation conditions, an ambient temperature of 20C could induce an equivalent thermal load absorption of track components as much as 30C to 35C or even more. As such, relatively high turnover of timber sleepers (crossties in a plain track), bearers (skeleton ties in a turnout), and transoms (bridge cross beams) can often be observed due to their unstable deformation and rapid deterioration. This paper investigates an application for the replacement of aging timber transoms mounted on existing railway bridges using fiber reinforced foamed urethane (FFU) transom beams, which are proven to provide environmental, safety and financial benefits. Clear benefits of the FFU material are the maintainability and constructability, especially for existing railway bridges. In this study, numerical simulations using finite element package ABAQUS have been carried out to illustrate the effect of thermal loads on the structural behavior of a railway transom bridge. The model was developed using a case study of an actual railway bridge in Kiama, Australia and it has been validated by field data measurements. It is found that nonlinear structural behavior of the bridge components exists at highly elevated temperatures. The better insight into the thermal load responses will lead to safer and more reliable rail stress adjustment practice, preventing rail misalignment or buckling.

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Section: Accepted Manuscriptmentioning

confidence: 99%

Numerical investigation into thermal load responses of railway transom bridge

Mirza

Kaewunruen

Dinh

et al. 2016

Engineering Failure Analysis

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“…In [17] the authors describe the weak coupling observed between the successive SS spans of a viaduct, and relate it to the proximity of the rails and the ballast to the center of gravity of the deck cross section. Also, the additional stiffness attributable to the ballast is evaluated in a truss railway bridge from experimental tests performed before and after the installation of the platform in [23]. The authors describe how the natural frequencies and mode shapes identified are affected by the additional ballast stiffness.…”

Section: Introductionmentioning

confidence: 99%

Ballasted track interaction effects in railway bridges with simply-supported spans composed by adjacent twin single-track decks

Quesada

Moliner

Romero

et al. 2021

Engineering Structures

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This paper is devoted to track-bridge interaction phenomena in railway bridges of short simply-supported (SS) spans composed by ballasted tracks. These structures may experience high vertical acceleration levels under operating conditions. In particular, the coupling effect exerted by the ballast track shared by structural parts that are theoretically independent, such as consecutive simply-supported spans or twin adjacent single-track decks, is investigated. Experimental evidence shows that in these cases there may be an important vibration transmission from the loaded to the unloaded track, and that the interlocked ballast granules couple some of the lowest modes of vibration to an important extent. To this end a detailed three-dimensional (3D) Finite Element (FE) model of an existing bridge is implemented where the ballast in weakly connected regions is simulated as transversely isotropic material, in order to represent in a simplified manner the degraded state due to the relative motion between the disconnected structural parts. First, the bridge numerical model is updated from the ambient vibration response of the structure previously measured by the authors. Second, a sensitivity analysis is performed on the properties of the degraded ballast and their effect on the first five modes of vibration of the bridge is discussed. Finally, the response of the bridge under operating conditions is computed numerically, compared with the response measured experimentally in the time and frequency domains and conclusions are extracted regarding the model adequacy.

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“…In view of ballasted-CRTS II ballastless track transition section on the bridge of Beijing-Shanghai high-speed railway, Liu [1] proposed the recommended value of reasonable length of transition section. In numerical and experimental analyses of a steel truss railway bridge from Bornet [19] , it is found that the stiffness of the ballast (modelled by its Young's modulus) and the continuity of the ballast and the track before and after the bridge do not have any significant effects for the first vertical bending and the first torsional modes, but have a significant effect on the second vertical bending mode. The displacement reducing of the ballastless track for high-speed railway bridge due to track constraints was investigated by shaking table tests for earthquake simulation [20] .…”

Section: Introductionmentioning

confidence: 99%

Control of Difference of Seismic Response Across Different Spans of High-Speed Railway Multi-Spans Simply Supported Bridge

Zhang

Jiang

Zhou

et al. 2021

Preprint

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In this paper, the Difference of Seismic Response across Different Spans (DSR) in the longitudinal distribution of High-Speed Railway Multi-spans Simply Supported Bridge (HSRSB) under longitudinal earthquake excitation is investigated, and an evaluation method which can intuitively reflect the difference of seismic response is proposed. A feasible way to strengthen the connection stiffness between adjacent girders is proposed to control DSR. The rationality of the finite element model used is verified by comparing the numerical results with the experimental ones, showing a satisfactory agreement. Comparing the seismic response of a bridge model considering the subgrade-track constraints (BCTM) and a bridge model without subgrade-track constraints (BWTM), it is found that the DSR in the longitudinal distribution causes some new disadvantages, which are neglected in BWTM. The BCTM considering DLC generates a model called BCDM. The effect of the number of span on DSR are studied based on BCDM. The analysis of this model showed that DLC suppresses the DSR and reduces the seismic response of most bridge components. It also transfers the seismic disadvantage from the bridge part to the subgrade-track structure. As it is more convenient and cost-effective to repair the base plate of the subgrade than the bridge components after earthquake seismic event, this disadvantage transfer is in favor of forming a new anti-seismic system that subgrade-track structure is used to protect the bridge part.

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Influence of the ballasted track on the dynamic properties of a truss railway bridge

Cited by 28 publications

References 15 publications

Numerical investigation into thermal load responses of railway transom bridge

Numerical investigation into thermal load responses of railway transom bridge

Ballasted track interaction effects in railway bridges with simply-supported spans composed by adjacent twin single-track decks

Control of Difference of Seismic Response Across Different Spans of High-Speed Railway Multi-Spans Simply Supported Bridge

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