Research on Mechanical Performance of CRTS III Plate‐Type Ballastless Track Structure under Temperature Load Based on Probability Statistics

Yu, Zhiwu; Xie, Ying; Tian, Xiuquan

doi:10.1155/2019/2975274

Cited by 16 publications

(8 citation statements)

References 1 publication

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“…In China, the unit-plate ballastless track mainly includes CRTS I type double-block ballastless track, CRTS III type ballastless track, etc. [20][21][22]. This work took CRTS I type double-block ballastless track as an example to carry out experimental research.…”

Section: Description Of the Test Rigmentioning

confidence: 99%

Experimental Study on Vibration Characteristics of Unit-Plate Ballastless Track Systems Laid on Long-Span Bridges Using Full-Scale Test Rigs

Zheng

Sheng

Zhu

et al. 2020

Sensors

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In this work, we present a series of hammering tests on full-scale unit-plate ballastless tracks used for long-span bridges. There is no denying that it is a new attempt to pave ballastless tracks on high-speed railway long-span bridges; the related issues deserve to be studied, and especially the vibration characteristics. Hence, the vibration characteristics and transmission rules of the ballastless track with geotextile or rubber isolation layers are explored, and the vibration reduction effect of the rubber isolation layer is analyzed. The main conclusions are as follows: the isolation layers change vibration modes and transmission characteristics of ballastless tracks; the introduction of the rubber isolation layer makes the excited vibration frequency range of the ballastless track concentrated; and the vibrations of the ballastless track with the rubber isolation layers are stable. Moreover, the rubber isolation layer has an obvious attenuation effect on vibration transmission in ballastless track structures. When the vibration is transmitted from the rail to the bridge deck, the vibration level differences of the ballastless track with rubber isolation layers are 20 dB larger than that of the ballastless track with the geotextile isolation layers. The vibration attenuation rate of the rubber isolation layer is about ten times larger than that of geotextile isolation layer.

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Section: Description Of the Test Rigmentioning

confidence: 99%

Experimental Study on Vibration Characteristics of Unit-Plate Ballastless Track Systems Laid on Long-Span Bridges Using Full-Scale Test Rigs

Zheng

Sheng

Zhu

et al. 2020

Sensors

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“…In the case of substituting the guaranteed rate of 99% when T 0 � 100 into equation (5), the daily maximum temperature and the daily maximum temperature difference can thus be calculated through the probability distributions expressed in equations (3) and (4), which are 45°C and 16°C, respectively. According to the hourly temperature of Wuhan in the summer of 2018, the fitted temperature variation function is studied and shown in equation (6). By substituting the maximum and minimum air temperature in 100-year return period into equation (6), the hourly representative values of the extreme air temperature can be obtained easily:…”

Section: Determination Of the Extreme Representative Values Ofmentioning

confidence: 99%

“…According to the hourly temperature of Wuhan in the summer of 2018, the fitted temperature variation function is studied and shown in equation (6). By substituting the maximum and minimum air temperature in 100-year return period into equation (6), the hourly representative values of the extreme air temperature can be obtained easily:…”

Section: Determination Of the Extreme Representative Values Ofmentioning

confidence: 99%

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Analysis of Sunshine Temperature Field of Steel Box Girder Based on Monitoring Data

Hao

Zhong³

et al. 2020

Advances in Civil Engineering

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In this study, based on the recorded meteorological data of the bridge site, a spatial-temporal temperature model of a 3-span steel box girder is developed through applying the thermal analysis software TAITHERM. Firstly, the rationality and dependability of the proposed spatial-temporal temperature model are adequately verified by means of implementing the comparison with the measurement data. Then the temperature distribution of the steel box girder is analyzed and discussed in detail. The analytical results show that the time of the bottom of pavement reaching the daily maximum temperature lags behind the top of pavement by 2 or 3 hours due to the thermal insulation effect of pavement, and the maximum vertical temperature gradient of the structure exceeds the existing standards. Moreover, with the help of the analytical model, a parametric study of comprehensively meteorological factors is also performed. The results of the sensitivity analysis indicate that solar radiation is the most significant factor affecting the maximum vertical temperature gradient of the steel box girder, followed by air temperature and wind speed. After that, with the representative values of the extreme meteorological parameters during 100-year return period in Wuhan City in China being considered as the thermal boundary conditions, the temperature distribution of the steel box girder is further studied for investigation purpose. The results demonstrate that the heat conduction process of the steel box girder has distinct “box-room effect,” and it is of great necessity to consider both the actual weather conditions at the bridge site and the “box-room effect” of steel box girder when calculating thermal behaviors of bridge structures. Finally, it is related that the particular method proposed in this paper possesses a satisfactory application prospect for temperature field analysis upon various types of bridges in different regions.

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“…The temperature distributions in concrete box-girder bridges were analyzed [11][12][13][14][15] and empirical formulas were proposed to predict the maximum vertical and lateral temperature gradients. As one of the most significant factors producing interfacial cracks [16] and longitudinal buckling [17] in ballastless tracks, the temperature distribution has a great influence on the thermal behavior of ballastless tracks [18][19][20][21][22]. The main causes of the structural diseases in ballastless track structures are the variation of the ambient temperature and the difference in thermal behavior between the cement emulsified asphalt mortar (the CA mortar) and the concrete [23][24][25].…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of the Temperature Distribution in CRTS-II Ballastless Tracks on a High-Speed Railway Bridge

Zhao¹,

Zhou²,

Zhang³

et al. 2020

Applied Sciences

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To study the temperature distribution in the China Railway Track System Type II ballastless slab track on a high-speed railway (HSR) bridge, a 1:4 scaled specimen of a simply-supported concrete box girder bridge with a ballastless track was constructed in laboratory. Through a rapid, extreme high temperature test in winter and a conventional high temperature test in summer, the temperature distribution laws in the track on the HSR bridge were studied, and the vertical and transverse temperature distribution trend was suggested for the track. Firstly, the extreme high temperature test results showed that the vertical temperature and the vertical temperature difference distribution in the track on HSR bridge were all nonlinear with three stages. Secondly, the extreme high temperature test showed that the transverse temperature distribution in the track was of quadratic parabolic nonlinear form, and the transverse temperature gradient in the bottom base was significantly higher than that of the other layers of the track. Thirdly, the three-dimensional temperature distribution in the track on HSR bridge was a nonlinear, three-stage surface. Furthermore, similar regularities were also obtained in the conventional high temperature test, in which the temperature span ranges were different from those of the extreme high temperature test. In addition, the conventional high temperature test also showed that under the natural environment conditions, the internal temperature gradient in the track layers changed periodically (over a period of 24 h).

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Research on Mechanical Performance of CRTS III Plate‐Type Ballastless Track Structure under Temperature Load Based on Probability Statistics

Cited by 16 publications

References 1 publication

Experimental Study on Vibration Characteristics of Unit-Plate Ballastless Track Systems Laid on Long-Span Bridges Using Full-Scale Test Rigs

Experimental Study on Vibration Characteristics of Unit-Plate Ballastless Track Systems Laid on Long-Span Bridges Using Full-Scale Test Rigs

Analysis of Sunshine Temperature Field of Steel Box Girder Based on Monitoring Data

Experimental Study of the Temperature Distribution in CRTS-II Ballastless Tracks on a High-Speed Railway Bridge

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