Modelling the influence of subgrade material parameters on the response of railway line under moving train loads
Aynalem Mekonnen^{1} , Abraham Teklebrhan^{2}
^{1}School of Civil Engineering, Ethiopian Institute of TechnologyMekelle, Mekelle University, Mekelle, Tigray, Ethiopia
^{2}School of Electrical and Computer Engineering, Ethiopian Institute of TechnologyMekelle, Mekelle University, Mekelle, Tigray, Ethiopia
^{1}Corresponding author
Journal of Vibroengineering, Vol. 20, Issue 3, 2018, p. 15011510.
https://doi.org/10.21595/jve.2017.18725
Received 5 June 2017; received in revised form 18 November 2017; accepted 28 November 2017; published 15 May 2018
JVE Conferences
The subgrade of the railway track subjected to dynamic loading is governed by its dynamic material parameters, the basic dynamic material parameters are unit weight, Young’s modulus, Poisson’s ratio and the material damping. However, there is a need to identify the parameters of the subgrade that has significant effect on the dynamic response of the railway track to achieve the specified technical requirements because the behavior of the subgrade cannot be easily estimated or verified. Hence, this paper uses threedimensional finite elements ABAQUS coupled with Artificial NonReflecting Boundary to investigate the effect of varying the unit weight, Young’s modulus, Poisson's ratio and the damping ratio of the subgrade in the surface vibration induced at the embankment railway track in terms of Peak Vertical Velocity due to moving of the train loads. The input soil parameters used are soft clay, stiff clay, loose and dense uniform sand to demonstrate the parametric study. The predicated results show that both the Young’s modulus and damping ratio of the subgrade have quite significant effect on the induced surface vibrations of railway track; while the influence of both unit weight and Poisson’s ratio are very small. Hence to fulfill the technical requirement of the railway track, special attention regarding to the Young’s modulus and the damping ratio of the subgrade should be paid.
 A numerical model using ABAQUS was established to analyze train induced vibrations.
 Nonreflecting boundary was defined at the far end.
 The variation in surface vibrations by varying four different set of subgrade parameters were evaluated
 The computational model is verified with the previous published work.
Keywords: dynamic, parameter, finite element, peak vertical velocity, embankment, train load.
1. Introduction
Railway is regarded as one of the most crucial means of transportation and is widely used in several applications. Meanwhile, the infrastructure that carries the trains need to be understood to carry the vibration induced from moving train loads so as to alleviate disturbances in the structures, surrounding, and the significant deterioration of the adjacent subgrades [1]. The maintenance and renewal costs of a typical railway track substructures represent 5060 % of the total costs over its entire service life [2]. The subgrade is the weakest and most unstable part in railway line works. If the subgrade does not have sufficient stability, it will be impossible to maintain proper track alignment, profile (surface) and cross level.
In the last a few decades, many published reports have included the results of dynamic motion of subgrade due to train operation. For instance, the effect of variable subsoil conditions has been studied [2], railway embankments on layered ground is studied [3], the dynamic behavior of the rail track has been examined [4], numerical modeling of ground borne vibrations from high speed rail lines on embankments is presented [5], threedimensional dynamic analyses of trackembankmentground system subjected to high speed train loads is developed [6] and prediction model for low frequency vibration from high speed railways on soft ground is observed [7]. Thus, the proposed models have been examined that the railway track is more vulnerable to larger deformations concentrated in the soft soil and shows a greater stability in case of stiff soils, but the studies did not consider the influence of material parameters.
This paper mainly focused on the comparison of results obtained through numerical models of railway vibrations under different choice of subgrade parameters. Therefore, we are looking for an attribute which can separate the influence of parameters from general soil types. Moreover, the goal is to identify the parameters that cause high vibration levels which have never been done in more detail manner so far, and evaluate the variation in the induced surface vibrations for different set of parameters. The analysis is performed using the commercial finite element package, ABAQUS after imported 3D solid elements from CATIA software.
Fig. 1. a) Railway embankment in Ethiopia (AwashKombolchaHaragebaya railway project), b) track with different components [8]
a)
b)
2. Modeling approach
2.1. Geometry of the model
In order to examine the subgrade response due to the surface vibration a model involving all components of the track structure (rail, railpad, sleepers, substructures (ballast, subballast and subgrade), and vehicle parameters considering the axle spacing, axle load and diameter of the wheel are required. The track was modeled in a configuration similar to that found in newly built tracks in Ethiopia railway Projects. The rail used in this simulation was UIC54 rail supported by concrete sleepers laid at 0.60 m centers. The sleepers were then supported by 0.15 m layer of ballast, 0.15 m layer of subballast, finally 16 m subgrade was considered. All the track components are modeled as three dimensional solid elements except the railpads. The rail pads were modeled as spring element which have vertical stiffness (${K}_{pad}$) and viscous damping (${C}_{pad}$).
Due to excessive computational time to solve the 3D dynamic problem through numerical models, only half of the track is modeled means symmetry with respect to the center line is assumed. The length of the track considered is limited to 12 sleepers based on Kumaran et al works [9] with two moving railcar wheels as indicated in [10]. Besides, the sleeper is considered as solid element. The slope of the embankment adopted in the model was $H:V=$ 3.5.
Fig. 2. Model of rail (UIC54)
Fig. 3. Model of half sleeper
2.2. Material model
The rail, sleeper, wheel, subballast, ballast and the subgrade are considered as linear elastic and damped material. The Young’s modulus ($E$) of the soil is varying with depth, the subgrade soil was divided in 3 different layers; i.e. 2.5 m of the embankment, 2 m formation layer (Ground 1) and 11.5 m of base soil layers (Ground 2). In addition, the damping ratio for the soil varies from 1 % to 20 % [11]. Note that all the subgrade parameters in Table 1 are the base set parameters. For further investigation they will be varied to determine their influence on the surface vibration levels. Generally, the subgrade and subsoil layers used are shown below in Table 1.
Fig. 4. Wheelrail contact interface: a) model of wheelrail contact, b) realwheelrail contact
a)
b)
Fig. 5. Finite element model track overview (longitudinal view)
Table 1. The material properties used for the subgrade and subsoil layers to implement the scenario
Component

Layer

$z$ (m)

$E$ (MPa)

$\rho $ [kg/m^{3}]

$\nu $

$\mathrm{\Phi}$ (^{о})

$\zeta $ (%)

Soft clay

Embankment

2.5

2.5

1330

0.3

5

20

Ground 1

2.0

7.5

1330

0.3

5

20


Ground 2

11.5

12.5

1330

0.3

5

20


Stiff clay

Embankment

2.5

15

1730

0.3

5

20

Ground 1

2.0

20

1730

0.3

5

20


Ground 2

11.5

25

1730

0.3

5

20


Loose sand

Embankment

2.5

10

1470

0.3

24

20

Ground 1

2.0

15

1470

0.3

24

20


Ground 2

11.5

20

1470

0.3

24

20


Dense sand

Embankment

2.5

50

1800

0.4

36

20

Ground 1

2

55

1800

0.4

36

20


Ground 2

11.5

65

1800

0.4

36

20

2.3. Interface modeling
Surfacetosurface contact elements were model using master and slave surface interface elements. The basic Coulomb friction model with the penalty friction formulation was used to simulate the frictional force response at the contact interface. The model specifies the shear behavior in terms of normal and tangential [12]; i.e. ${\tau}_{crit}=\mu p$, where. ${\tau}_{crit}$ is the critical shear stress at contact surface, $\mu $ is the coefficient of friction and, $p$ is the contact pressure between the two surfaces. The maximum allowable frictional stress is related to contact pressure by coefficient of friction between contacting bodies [13].
Based on direct shear tests on various surface materials, Durgunoglu and Mitchell [14, 15], suggested using $\delta /\varphi =$ 0.5 for most penetration in practice, where $\varphi =$ Peak angle of effective internal friction and $\delta $ is the angle of interface friction. Besides, According to Susila and Hrychiw [16], coefficient of friction ($\mu $) between different components found to be a function of angle of internal friction; i.e. $\mu =\mathrm{t}\mathrm{a}\mathrm{n}\left(0.5\varphi \right)$. The coefficient of friction between the substructure components of the track is assumed to be a function of angle of internal friction. The contact between wheel and rail, sleeper and rail, sleeper and granular soils is used as indicated in [17].
2.4. Element type and mesh size
The track components were modeled using linear fournode tetrahedron and Eightnode linear brick elements with 3D deformable solid. Refined elements were used on the railhead contact with wheel sets and perimeter of the wheel tread, since the vibration is predominantly induced by the interaction between the moving wheels and rails [18]. Four mesh sizes with the element size of 0.05 m, 0.15 m and 0.75 m and 1 m were considered.
Fig. 6. Mesh detail: a) wheel, b) rail, c) isometric view of the whole model
a)
b)
c)
2.5. Loading procedure
The axle load and spacing used for simulations can be different in various literatures. Nevertheless, the Ethiopia Railways Corporation used two axle loads of 250 kN and 1.83 m axle spacing for design of rail seat load for the case of freight car. Accordingly, two moving wheel loads of 125 kN are applied, which are 1.83 m apart in order to model the passage of freight car on a conventional line. The wheel loads remain for 0.03 s in its starting position during loading. After 0.03 s the wave induced by the mass loading have disappeared, do not affect the results anymore and the load variation in the initial state was removed. Afterwards the wheel starts to move along the rail for $t=$ 0.178 s. The computation must end later, in order to stabilize the vibrations in the surrounding media. Hence, the remaining load parameters $t=$ 0.292 s were used to stabilize the vibrations. The maximum necessary displacement imposed by the boundary condition manager is 4.94 m, obtained for the speed of 120 km/h. In general, the following steps were used to apply the train loads and to study the dynamic response of subgrade of the track system.
2.6. Boundary conditions
To minimize unrealistic reflections of the waves from the boundary, Artificial NonReflecting Boundary was defined at the far end of the model. For the implementation of Artificial NonReflecting boundary, a region in 8 m width is added to the end of the model in each direction. These regions were divided into four sections with varying damping ratios as shown in Fig. 8. The Rayleigh damping coefficients are specified as gradually increasing from the first section to the last one. These boundary consisted of soil elements with high damping ratio ($\zeta =$ 0.70.8). To calibrate the model, the contour plots of velocities are plotted at different times with and without an Artificial NonReflecting boundary. Surface velocity field move with the train along model at specific time is used for comparison that corresponds to the end of the movement of the train loads. It is observed that the waves reflect back in the regular model. However, in the model with artificial boundary only very small portion of waves reflect back. See Fig. 9 below.
Fig. 7. Sequence of application of the wheel loadings in the model
a) Applying gravity and wheel load (the wave induced by the mass loading)
b) The wave induced by the mass loading disappeared after $t=$ 0.03 s
c) Rolling and translating wheels along the rail for $t=$ 0.178 s
d) End of the movement of the wheels
e) The vibrations were stabilized at total time $t=$ 0.5 s
The boundary conditions considered here was translation degree of freedom with restricting both vertical and horizontal movements on the bottom part of the subgrade and horizontal movements on the far end of the model and along the axis of symmetry were used. The finite length boundary condition was used at the far end of the rail and the sleeper is constrained such that the displacements were restrained orthogonal to the lateral boundaries of the model. The profiles of the crosssection and the boundary conditions for the model were demonstrated in Fig. 8.
Fig. 8. Schematics of the finite element model
Table 2. The Rayleigh damping factors $\alpha $ and $\beta $ for different sections
Section name

$\alpha $ (1/s)

$\beta $ (s)

S1

2.5

0.3

S2

5

0.7

S3

15

1.5

S4

20

2

Fig. 9. The contour plot of total velocity in: a) the original model, b) the model with artificial nonreflecting boundary at $t=$ 0.2 s
a)
b)
3. Validation of the computational model
Ground vibrations induced from railway track and other random dynamic overload accounts for inertial effects, damping and time dependent load all require nonlinear dynamic analysis because the model may exhibit large displacement (nonlinear geometry), especially to the presence of soft soils. In order to consider all these effects, the powerful computational finite element Package ABAQUS is used for dynamic analysis.
However, there are no direct validations of the predictions against practical measurements. Only comparisons are taken out with the published Thack et al work [3], which is used finite element package ABAQUS, and verified by Krylov’s analytical solution. The geometry, parameters and locations used for verifications are shown in [3]. Fig. 10(a) and Fig. 10(b), proved that the computational model can simulate the investigation with excellent accuracy, since the vertical displacement at three locations transversely spaced out the rail o m, 5 m and 10 m due to the passage of the wheelset is similar in shape, timing and magnitude. Note that the main focus of this study is to compare the peak responses obtained by different choice of parameters.
Fig. 10. Comparison between: a) modeling result [3], b) modeling result of this paper
a)
b)
4. Response evaluations
Ground vibrations for engineering purposes are usually quantified in terms of Peak Particle Velocity (PPV) [19]. PPV can be defined in several different ways, one of these are peak vertical value (VZ, Max), since the peak particle velocities in three mutually perpendicular directions, may not occur simultaneously [20]. Besides, the table of participation factor for the modal analysis indicated that the embankment railway starts vibrating predominately in the vertical direction. Therefore, to study the dynamic effect of the subgrade soil conditions, comparisons on the Peak Vertical Velocity (PVV) are made based on the predicated result by varying material parameters. The analysis has been analyzed in time domain at A1 (at the surface of the subgrade) due to moving of train loads.
Fig. 11. Evaluation point
5. Results and discussions
5.1. The effect of varying the unit weight of the soil
The unit weight was varied between two reasonable and expected values. For example, from 1330 kg/m^{3 }to 1500 kg/m^{3 }for soft clay 1470 kg/m^{3} to 1570 kg/m^{3} for loose sand 1730 kg/m^{3} to 1900 kg/m^{3 }for the stiff clay and 1800 kg/m^{3} to 2000 kg/m^{3} for the dense sand i.e. in step of 50100 kg/m^{3}. As the results shown in Fig. 1214 and 15, it can be concluded that unit weight has a minor influence on the response of the model with the PVV only varying to 1.62 %, 4.16 %, 1.2 % and 4.25 % for the soft clay, stiff clay, loose sand and dense sand, respectively.
Fig. 12. Vibration levels in the evaluation point A1 for different density of the subgrade (soft clay)
Fig. 13. Vibration levels in the control point A1 for different density of the subgrade (loose sand)
5.2. The effect of varying the Young’s modulus of the soil
The Young’s modulus of the soil may have different values and was varied between 10 MPa to 30 MPa for loose sand and 50 MPa to 80 MPa for dense uniform sand. In addition, the Young’s modulus of the soft clay varied between 2.5 MPa to 8 MPa and 15 MPa to 40 MPa for the stiff clay [4].
Fig. 14. Vibration levels in the evaluation point A1 for different density of the subgrade (stiff clay)
Fig. 15. Vibration levels in the evaluation point A1 for different density of the subgrade (dense sand)
Fig. 16. Vibration levels in the evaluation point A1 for different Young’s modulus of the subgrade (clay)
Fig. 17. Vibration levels in the evaluation point A1 for different Young’s modulus of the subgrade (sand)
5.3. The effect of varying the Poisson’s ratio of the soil
The Poisson’s ratio $\left(\nu \right)$ of the soil was varied between 0.1 to 0.3 for clay soil and 0.3 to 0.4 for commonly used sand soil [21]. Results are shown in Fig. 18 and Fig. 19. Similar to the effect of the density, the Poisson’s ratio of the subgrade shows only small influence on the PVV. An approximate variation of 6.93 % for the soft clay and 12 % for the stiff clay was observed. Similarly, the PVV variation for the loose sand and dense is calculated as 5.56 % and 8.16 %, respectively.
Fig. 18. Vibration levels in the evaluation point A1 for different Poisson’s ratio of the subgrade (soft and stiff clay)
Fig. 19. Vibration levels in the evaluation point A1 for different Poisson’s ratio of the subgrade (loose and dense sand)
5.4. The effect of varying the damping ratio of the soil
The analyses were performed for the damping ratio of subgrade as 1 %; 5 %; 10 %; 15 %; 20 % and comparison for similar soil type are made.
When compared with the other parameters, soil damping does have very high influence on the vibration levels of all soil types. Fig. 20 and 21, show that the variation of PVV for $\zeta =$ 1 % and $\zeta =$ 20 % is rounded to 42.5 %, 58.6 %, 60.66 % and 71.11 % for the soft clay, loose sand, stiff clay, dense sand, respectively.
Fig. 20. Vibration levels in the evaluation point A1 for different damping ratio of the subgrade (soft and stiff clay)
Fig. 21. Vibration levels in the Evaluation point A1 for different damping ratio of the subgrade (loose and dense sand)
6. Conclusions
This study consists of dynamic analysis of embankment railway project using finite element package ABAQUS. The effect of four group of subgrade parameters; including the unit weight, Young’s modulus, Poisson’s ratio and the damping ratio on the maximum value of vertical velocity were investigated.
Based on the results of parametric study, it can be concluded that the Young’s modulus has quite significant effect on the surface vibration levels. Meanwhile, low Young’s modulus of the subgrade material, can result in a large amplification of the surface vibrations within the railway track, i.e. a Young’s modulus of 35 MPa for clay and 65 MPa for sand soil is deemed most efficient in minimizing the vibration induced at the railway track. Moreover, it is found that the damping ratio of the subgrade has much greater influence on the surface vibration levels than the Young’s modulus. Conversely, the effects of both unit weight and Poisson’s ratio on the surface vibrations are insignificant compared to the effect of Young’s modulus and damping ratio. Hence to fulfill the technical requirement of the railway track, special attention regarding to the Young's modulus and the damping ratio of the subgrade should be paid.
Acknowledgements
The work was carried out at the school of civil engineering, University of Mekelle, Ethiopian Institute of TechnologyMekelle. The authors acknowledge the provision of valuable discussions with Abdulziz Osman, Assistant professor at Ethiopian Institute of TechnologyMekelle, Mekelle, Tigray, Ethiopia, Argaw Asha (Ph. D), Director of Ethiopian Institute of Construction, Addis Ababa, Ethiopia, and Ahmed Mohamed (Ph. D), Assistant professor at Ethiopian Institute of Technology – Mekelle, Mekelle, Tigray, Ethiopia. Financial supports were provided by Ethiopia Roads Authority and University of Mekelle.
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