Probabilistic model and analysis of coupled train-ballasted track-subgrade system with uncertain structural parameters

Mao, Jian Feng; Xiao, Yuan; Yu, Zhi; Tutumluer, Erol; Zhu, Zhi hui

doi:10.1007/s11771-021-4765-z

Cited by 11 publications

(3 citation statements)

References 39 publications

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“…Since the wheel-sets were in full contact with the rail beams, the wheel–rail interaction consisted of normal contact forces formulated by the Hertz theory of normal elastic contact [ 26 ] and tangential contact forces formulated by the Kalker linear rolling contact theory [ 27 ]. More details about wheel–rail interaction, contact forces, and wheel–rail creep force models are not included herein due to space limitation and can be found elsewhere [ 28 , 29 , 30 ]. Despite either two-dimensional (2D) or 3D half-train models prevail in the existing literature (e.g., [ 31 ]), the 3D full-train model capable of considering spatial motion and wheel/rail interaction more realistically was developed in this study.…”

Section: Numerical Modelling Of the 3d Train-ballasted Track-subgrade...mentioning

confidence: 99%

“…Since the focus of this study was on the influence of rail fastener failure, only a preselected deterministic sample of track irregularity spectrum was considered, i.e., the classic German low-interference track irregularity spectrum, as shown in Figure 5 . The method of obtaining this spectrum can be found elsewhere [ 30 , 33 ]. Note that in Figure 5 , the “level irregularity” denotes the irregularity of rail surface along the track extension direction, whereas the “direction irregularity” denotes the irregularity of track centerline along the track extension direction.…”

Section: Numerical Modelling Of the 3d Train-ballasted Track-subgrade...mentioning

confidence: 99%

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Evaluating the Effect of Rail Fastener Failure on Dynamic Responses of Train-Ballasted Track-Subgrade Coupling System for Smart Track Condition Assessment

et al. 2022

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Rail fasteners are among the key components of ballasted track of high-speed railway due to their functionality of fixing rails to sleepers. The failure of rail fastening system hinders the transmission of train loads to underlying track substructure and therefore endangers the operation safety and longevity of ballasted track. This paper first established a three-dimensional (3D) numerical model of the train-ballasted track-subgrade coupling system by integrating multibody dynamics (MBD) and finite element method (FEM). Numerical simulations were then performed to investigate the effects of different patterns of rail fastener failure (i.e., consecutive single-side, alternate single-side, and consecutive double-side) on critical dynamic responses of track structures, train running stability, and operation safety. The results show that the resulting influences of different patterns of rail fastener failure descend in the order of consecutive double-side failure, consecutive single-side failure, and alternate single-side failure. As the number of failed fasteners increases, the range where dynamic responses of track structures are influenced extends, and the failure of two consecutive single-side fasteners exerts a similar influence as that of four alternate single-side fasteners. The failure of single-side fasteners affects dynamic responses of the intact side of track structures relatively insignificantly. The influence of rail fastener failure on track structures exhibits hysteresis, thus indicating that special attention needs to be paid to locations behind failed fasteners during track inspection and maintenance. The occurrence of the failure of two or more consecutive fasteners demands timely maintenance work in order to prevent aggravated deterioration of track structures. The findings of this study could provide useful reference and guidance to smart track condition assessment and condition-based track maintenance.

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Section: Numerical Modelling Of the 3d Train-ballasted Track-subgrade...mentioning

confidence: 99%

Section: Numerical Modelling Of the 3d Train-ballasted Track-subgrade...mentioning

confidence: 99%

Evaluating the Effect of Rail Fastener Failure on Dynamic Responses of Train-Ballasted Track-Subgrade Coupling System for Smart Track Condition Assessment

et al. 2022

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“…This method often suffers from poor calculation efficiency. Alternatively, several random vibration analysis methods have been developed, including the pseudo-excitation method (Wu and Zhang, 2022), the probability density evolution method (Mao et al, 2021), the explicit time-domain method (Yu et al, 2021). These methods exhibit high efficiency in obtaining probabilistic information about the dynamic response of the TB coupling system, such as mean values, standard deviations, or the probability density function.…”

Section: Introductionmentioning

confidence: 99%

Vertical stiffness limit of 400 km/h high-speed railway simple-supported bridge considering excitation randomness

Chen,

Xiang,

Zhu

et al. 2024

Advances in Structural Engineering

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Vertical stiffness of the bridge is of paramount importance in guaranteeing optimal driving performance for high-speed railway (HSR) trains. Initially, the Auto Regression and Moving Average model with eXogenous input (ARMAX) model is employed as the surrogate model for the train-bridge (TB) coupling system. Then, the framework for analyzing vertical bridge stiffness is proposed employing the surrogate model, and the relationship between the train response affected by excitation randomness and the vertical stiffness indicators of the bridge is established. Finally, the influence of various factors such as train speed, train type, car body mass, and bridge span on stiffness limit of 400 km/h HSR simple-supported bridge (SSB) is examined. The results indicate that the surrogate model offers a notable advantage in computational efficiency, while maintaining a satisfactory accuracy in predicting the train response. With higher train speeds, lighter car body masses, and longer spans, the demand for stricter bridge stiffness limits becomes more pronounced. Based on the driving performance of the train types analyzed, the recommended stiffness limit is proposed for the prestressed concrete simply supported beam (SSB) bridges used in HSR, with a span length of less than 40 m and operating at a speed of 400 km/h.

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Dynamic responses of train under deformation caused by underpass shield tunnel construction based on stochastic field theory

Tang

Peng

Deng

et al. 2023

J. Cent. South Univ.

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Probabilistic model and analysis of coupled train-ballasted track-subgrade system with uncertain structural parameters

Cited by 11 publications

References 39 publications

Evaluating the Effect of Rail Fastener Failure on Dynamic Responses of Train-Ballasted Track-Subgrade Coupling System for Smart Track Condition Assessment

Evaluating the Effect of Rail Fastener Failure on Dynamic Responses of Train-Ballasted Track-Subgrade Coupling System for Smart Track Condition Assessment

Vertical stiffness limit of 400 km/h high-speed railway simple-supported bridge considering excitation randomness

Dynamic responses of train under deformation caused by underpass shield tunnel construction based on stochastic field theory

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