Ground Vibration Generated by a Load Moving Along a Railway Track

Sheng, Xiaozhen; Jones, Chris; Petyt, M.

doi:10.1006/jsvi.1999.2406

Cited by 269 publications

(174 citation statements)

References 16 publications

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“…Due to continuity of the displacements and equilibrium of the stresses across the interfaces, it follows that a transfer matrix for the entire ground can be found be simple multiplication of the layer transfer matrices. This method was utilized, for example, by Sheng et al [21] for analysis of railways. …”

Section: Semi-analytical Model Based On Green's Function For a Stratummentioning

confidence: 99%

Efficiency of Nearly Periodic Structures for Mitigation of Ground Vibration

Andersen¹,

Peplow²,

Bucinskas³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Semi-analytical Model Based On Green's Function For a Stratummentioning

confidence: 99%

Efficiency of Nearly Periodic Structures for Mitigation of Ground Vibration

Andersen¹,

Peplow²,

Bucinskas³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…The second model is a simplified model where the ballast is represented by distributed springs and dampers while the embankment is modelled as an Euler-Bernoulli beam ( figure 3). Similar simplified models of the ballast and the embankment have been frequently used in the literature [9,10,11,12,17,19,20]. In the following, the dynamic characteristics of the track and the soil that have been provided by the SNCF [32] within the frame of a benchmark study are used to define the parameters of both models.…”

Section: A Ballasted Track On An Embankmentmentioning

confidence: 99%

“…The following power spectral density (PSD) function is assumed for the random track unevenness:S rzz (n y ) =S rzz (n y0 ) n y n y0 −w (10) whereS rzz (n y0 ) is the reference value of the PSD at n y0 = 1/(2π) m −1 and w is the exponent that determines how strong the PSD function decreases with increasing cyclic wavenumber n y . The coefficientsS rzz (n y0 ) and The dynamic axle loads are computed using a compliance formulation in a frame of reference that moves with the train [33].…”

Section: The Free Field Vibrations Due To the Passage Of A Tgvamentioning

confidence: 99%

“…Aubry et al [8] have applied a 2.5D procedure to study the response of an infinitely long beam, coupled to an elastic halfspace, due to a moving load. The methodology has been applied by Sheng et al [9,10] to an infinite layered beam model for the track, coupled to a layered halfspace. More recently, this model has been elaborated to account for dynamic train-track interaction [11,12].…”

Section: Introductionmentioning

confidence: 99%

“…More recently, this model has been elaborated to account for dynamic train-track interaction [11,12]. In the model presented by Sheng et al [9,10,11,12], the tractions at the interface between the 2 [9,10,11,12,17,19,20]. The transfer functions between the track and the free field are compared and subsequently used to predict free field vibrations during the passage of the TGVA at a site in Reugny (France).…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

A 2.5D coupled FE-BE model for the prediction of railway induced vibrations

Galvín

François

Schevenels

et al. 2010

Soil Dynamics and Earthquake Engineering

172

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Ground vibrations induced by railway traffic at grade and in tunnels are often studied by means of two-and-half dimensional (2.5D) models that are based on a Fourier transform of the coordinate in the longitudinal direction of the track. In this paper, the need for 2.5D coupled finite element-boundary element models is demonstrated in two cases where the prediction of railway induced vibrations is considered.A recently proposed novel 2.5D methodology is used where the finite element method is combined with a boundary element method, based on a regularized boundary integral equation. In the formulation of the boundary integral equation, the Green's functions of a layered elastic halfspace are used, so that no discretization of the free surface or the layer interfaces is required. In the first case, two alternative models for a ballasted track on an embankment are compared. In the first model, the ballast and the embankment are modelled as a continuum using 2.5D solid elements, whereas a simplified beam representation is adopted in the second model. The free field vibrations predicted by both models are compared to those measured during a passage of the TGVA at a site in Reugny (France). A very large difference is found for the free field response of both models that is due to the fact that the deformation of the cross section of the embankment is disregarded in the simplified representation. In the second case, the track and free field response due to a harmonic load in a tunnel embedded in a layered halfspace are considered. A simplified methodology based on the use of the full space Green's function in the tunnel-soil interaction problem is investigated. It is shown that the rigorous finite element-boundary element method is required when the distance between the tunnel and the free surface and the layer interfaces of the halfspace is small compared to the wavelength in the soil.

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The dynamic behaviour of a finite railway under the high-speed multiple moving forces by using finite element method

Shih

2000

Commun. Numer. Meth. Engng.

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Based on the equivalence between the resonant frequency, the critical moving speed, the frequency spectrum and the maximum forced vibration response of the 'ÿnite' railway and those of the 'inÿnite' one, an inÿnite railway is replaced by a ÿnite one so that the ÿnite element method is available for the dynamic analysis of the 'ÿnite' railway subjected to the high-speed multiple moving forces. To agree with the practical situations, the dynamic behaviour of the 'discontinuous' railway is also investigated in addition to the traditional 'continuous' one. The in uence of the moving-load speed, the total number of moving loads and the spacing between any two adjacent moving loads on the dynamic behaviours of the continuous railway and the discontinuous railway is studied.

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Ground Vibration Generated by a Load Moving Along a Railway Track

Cited by 269 publications

References 16 publications

Efficiency of Nearly Periodic Structures for Mitigation of Ground Vibration

Efficiency of Nearly Periodic Structures for Mitigation of Ground Vibration

A 2.5D coupled FE-BE model for the prediction of railway induced vibrations

The dynamic behaviour of a finite railway under the high-speed multiple moving forces by using finite element method

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