Experiment and simulation research of the groundborne vibration for a highspeed train
Kai Cui^{1} , Dong Lv^{2}
^{1}Key Laboratory of Highspeed Railway Engineering of the Ministry of Education, Southwest Jiaotong University, Chengdu, P. R. China
^{2}School of Civil Engineering, Southwest Jiaotong University, Chengdu, P. R. China
^{1}Corresponding author
Journal of Vibroengineering, Vol. 18, Issue 3, 2016, p. 17831797.
https://doi.org/10.21595/jve.2016.16673
Received 29 November 2015; received in revised form 13 April 2016; accepted 21 April 2016; published 15 May 2016
JVE Conferences
In order to study the effect of the operational loads on the groundborne vibration of the highspeed train, a traintrack coupling model with considering the vertical and horizontal effects is established and applied to calculate the impact of different operational speeds on vibration acceleration. As shown in the results, the vibration acceleration is largely affected by different frequencies generated from different train speeds. By means of an indoor dynamic triaxial test, the impact of different vibration frequencies of a train on soil body is simulated. And a large number of medium and lowfrequency vibration tests are conducted according to the settings of load form, drainage requirement and vibration number of train vibration loads. The experimental results are analyzed to study the effect of different frequencies on dynamic characteristics, and a dynamic straintime calculation formula, that takes the frequency factor into consideration, is proposed. Meanwhile, the improved formula that considered frequency is substituted into the finite element model (FEM) of the train, so as to analyze the impact of different vibration frequencies on the settlement, is applied. As shown in the results, the proposed improved formula, that considered the frequency, is good at prediction. The effect of vibration efficiency on the engineering can be reflected by a simulated highspeed train model. Based on the simulation model, a reinforcement measure is conducted for the groundborne, and it is calculated that the settlement is obviously reduced and the service time of the train groundborne is increased. This paper can provide a reference for a theoretical research and engineering practice.
Keywords: highspeed train, vibration frequency, indoor dynamic triaxial test, finite element model.
1. Introduction
With the economic development, the highspeed train has become one of main transport. Being stable, timely and secure, this transport means plays an important role in production and life due to its maximum operating speed which is over 200 km/h [1]. However, in the longterm vibration process, the highspeed train would impact the surrounding environment and produce uneven settlement on the soft soil groundborne. Zarembski indicated that the longterm vibration would affect the water resistance and durability of railway buildings and structures, as well as the track regularity, ride comfort and normal operation [2]. As a result, Liang made a research on the dynamic characteristics of soft soil of the train [3].
Under the effect of vibration loads, there are many factors affecting the dynamic characteristics of soft soil [4]. In consideration of various influencing factors, Pan has proposed a method to calculate vibration loads [5]. In order to calculate vibration loads accurately, Feng has established a traintrack coupling model that considers multiple factors, and compared the calculation value with the experimental value for verification [6]. In addition, the effect of different vibration factors on evaluation indexes is calculated, and a comparative analysis is conducted by Ma [7]. There are many researches regarding characteristics of the dynamic strain. Monismith C. has established an exponentially calculation formula of dynamic straintime relationship curve, which could explain the dynamic straintime relationship better. However, fewer factors are considered here [8]. Based on this, Li D. and Chai J. C. make improvements through considering confining pressure, vibration amplitude and other factors and conduct a verification analysis, which does not consider the frequency impact [911].
A wheeltrack coupling model with considering the vertical and horizontal effects is presented in this paper. And by means of calculation and analysis, the impact of the train speed on the acceleration is obtained. Meanwhile, the dynamic straintime relationship curve is improved, a dynamic straintime relationship curve with considering the frequency factor is established, and parameter analysis is also carried out, whose calculation results can be applied to analyze the impact of different factors on characteristics of soft soil better. In addition, FEM software is used to simulate the groundborne settlement of highspeed trains under the vibration load effect, thereby obtaining the initial dynamic stress. The settlement value is then obtained from the established dynamic straintime formula with considering frequencies, and the comparison and verification between the experimental value and calculation value are conducted. Finally, in order to reduce sedimentation and improve the service time of soft soil, the reinforcement measure is taken for soft soil and FEM is used to calculate the settlement value. It is found in the result that the settlement can be effectively reduced and the service time of soft soil can be improved by this reinforcement measure.
2. Impact factor analysis
2.1. Establishment of wheeltrack coupling model
In the operation system, the wheeltrack system is a complex dynamic interaction [12]. Under the vibration loads, the periodical vibration loads will cause track vibration. The vibration on the contact point between the wheel and track is also caused by the load, and it also causes the elastic wheeltrack deformation in the normal direction and creeping wheeltrack slip change in tangential direction of the contact point. Besides, the wheeltrack coupling vibration will be affected by the vibration of wheeltrack force, thus affecting the system vibration. Therefore, a dynamic model for wheeltrack coupling analysis needs to be established. The wheeltrack coupling vibration can be divided into the vertical direction, horizontal direction and longitudinal direction [13]. The dynamic characteristics of the linear segment are mainly studied in this paper, and the vertical and horizontal effects are primarily considered. The coupling model diagram can be seen in Fig. 1.
According to the reference [2], the wheeltrack coupling dynamic model is shown as below:
where $x$ is the operating train distance, $A$ is the coefficient matrix, $\upsilon $ is the train speed, and $t$ is the operating train time. ${P}_{c1}$ is the force between the first wheelset and the track, while ${P}_{c2}$ is the force between the second wheelset and the track. ${m}_{w}$ is the mass of the wheelset. As known from nonlinear Herz contact theory [4], the wheeltrack force is as follows:
where $\delta y\left(t\right)$ is the compressive modulus of elasticity between the wheel and track, and $G$ is the wheeltrack contact parameter, which is related to the elastic modulus of wheel radius $R$, wheel and track material as well as the Poisson’s ratio. For conetread wheel, $G=4.75{R}^{0.149}\times 1{0}^{8}$, and for worntype wheel, $G=3.86{R}^{0.115}\times 1{0}^{8}$.
The compressive modulus of elasticity between the wheel and track includes the hydrostatic pressure of the wheel, which can be directly determined by the displacement of the wheel and track at the wheeltrack contact point, as shown below:
wherein, ${y}_{wi}\left(t\right)$ is the displacement of $i$th wheel at time $t$, and ${y}_{r}({x}_{pi},t)$ is the displacement of the wheel under the $i$thwheel displacement at time $t$. With displacement irregularity input of ${y}_{0}\left(t\right)$ in the wheeltrack interface, the wheeltrack force can be displayed as below:
wherein, $a$ is the depth of the irregularity, while $l$ means the length of the irregularity. The impact of track irregularity is primarily considered in the paper, and other secondary factors are thus ignored; it is regarded that the wheel and track are in consistent contact during the operation process of the train, where the track irregularity is represented by the continuously unsmooth harmonic. Two wheels of a bogie have different positions in the irregular track surface, so as the wheeltrack force is also different. According to the fixed wheelbase of the bogie, the irregularities of the first and second wheelsets are as follows:
wherein, ${l}_{1}$ is the irregular distance between the first wheelset. The spectrum of the track irregularity is obtained from experiment, which can be substituted into the above equations so as to obtain the vibration acceleration under the wheeltrack coupling.
Fig. 1. Vertical and horizontal contact models between wheels and track
Fig. 2. Track irregularity experiment
2.2. Impacts of different speeds
There are three dynamic performance indexes to evaluate the safety and comfort of a train, which is acceleration, limited value of wheelrail force and rate of wheel load reduction. In the paper, the index of acceleration is focused [14].
The track irregularity can be obtained from a bogiemounted pitchrate gyro. Sensors were mounted on the bogie, axleboxes, as shown in Fig. 2. The spectrum of the irregularity of two wheelsets can be obtained under the operating condition, whose results are shown in Fig. 3.
Fig. 3. Spectrum of track irregularity of two wheelsets
a) Spectrum of track irregularity of first wheelset
b) Spectrum of track irregularity of second wheelset
The mass of the same train is fixed. Under the same condition, the impact of different train speeds is actually the impact of vibration frequency on the groundborne [15]. The spectrum of the track irregularity obtained in the experiment is imported into the mentioned wheeltrack coupling model of the train, so as to obtain the impact of the train speed on the acceleration, as shown in Fig. 4.
Fig. 4(a), (b) and (c) are corresponding to the accelerationtime relationship curves at the speed of 100 km/h, 200 km/h and 400 km/h, respectively. It can be obtained that the larger the train speed is, the greater the vertical acceleration and impact will be. And as the train mass is fixed under the same condition, the impact of the train speed on the train is also the impact of the vibration frequency on the train.
3. Analysis and calculation of indoor test
3.1. Test equipment
Fig. 5 is the dynamic triaxial equipment produced by UK GDS Company, which applies 5 Hz/10 kN/38100 mm dynamic triaxial system (DYNTTS). The maximum diameter of the sample size is 300 mm, and the maximum confining pressure is 5 MPa. Therefore, the dynamic confining pressure test can be performed. In the vibration test, the soil body can be loaded with axial vibration force and set halfsine wave and other waves.
Fig. 4. Vibration acceleration under different speed
a) Speed = 100 km/h
b) Speed = 200 km/h
c) Speed = 400 km/h
3.2. Test process
Sample preparation: Soil is selected from an open space [16] near the highspeed train, and the soil is divided into silt and soft soil. The static pressure method is chosen to get the soft soil by mean of a thinwall soil sampler. The sample preparation is made from the obtained undisturbed soil with the help of a cylinder with the cutting diameter of 3.8 cm and height of 8 cm [17].
Fig. 5. Standard dynamic triaxial equipment
Fig. 6. Sample preparation process
Experiment: The prepared soil sample is placed into an experimental instrument. The counterpressure method is applied for saturation. And the reinforcement is set as 50 kPa, 100 kPa and 200 kPa, respectively.
The calculation value of vibration loadtime relationship curve is studied. Through computation, the vibration waveform changing with time can be acquired. A fitting can be further made and it can be found that the halfsine wave is most consistent with the vibration loadtime relationship curve [18], as shown in Fig. 7. Fitting is conducted on the experimental curve, because the waveform of the actual vibration load is difficult simulated in the indoor test. As only sine waves are provided by the experimental instrument for loading, as a result, sine waves are thus applied in the paper for fitting. Therefore, it can be shown that in the indoor test of the highspeed train vibration load, although waveforms are not completely consistent, the minimum and maximum peak loads are basically accordant with very similar change. Among them, the fitting function is shown as Eq. (9), and parameters and standard deviations are shown as Table 1. It can be seen that the smaller the standard deviations are, the better the fitting effect will be:
wherein, $A>\text{0}$. Other parameters can be found in Table 1.
Fig. 7. Calculation value and fitting value of excitation force
When vibration loads are added, the amplitude is implemented normalized process. The dynamic stress ratio is firstly defined as follows:
where ${\sigma}_{d}$ is the amplitude of dynamic stress. ${\sigma}_{3}$ is the confining pressure of the reinforcement. CSR is set to 0.1 and 0.2, and halfsine wave is selected as the vibration waveform. In order to analyze the effects of different frequencies, the vibration frequency is set to 0.25, 0.5, 1, 2.5, and 5 Hz, respectively, with the vibration number of 3,000 times.
Table 1. Parameters of sine fitting curve
Parameters

Value

Standard deviation

$xc$

0.076

0.00173

$x$

0.079

0.00003

$w$

82.02

0.025

${y}_{0}$

105.82

0.26

3.3. Analysis of experimental results
By the indoor dynamic triaxial test, the vibration load of the highspeed train is simulated [19] to obtain that the dynamic straincycles relationship curve of different frequencies and dynamic stresses is a cluster of fluctuating curve, which is studied in many papers. MONISMITH has proposed an exponential strain curve as follows:
where $A$ and $b$ are parameters of the model determined by the least square method. $N$ is the number of vibration.
Meanwhile, Chai J. C. has made a normalized process for the stress amplitude and confining pressure as follows:
where ${\sigma}_{d}$ is the load amplitude, and ${\sigma}_{s}$ is the effective confining pressure. $a$ and $b$ are parameters of the model determined by the least square method. $N$ is the number of vibration.
A more classic relationship model between strain and the number of vibration is shown in Eq. (12), which has been verified by experiments since it had been proposed [11]. Such a model is applied since more comprehensive factors are considered in the model. Besides the soil, the influence factors of dynamic characteristics for soil include dynamic load amplitude, confining pressure, the number of vibration and vibration frequency. However, all the influence factors except the vibration frequency are taken into account in Eq. (12) proposed by Chai J. C. To describe the impacts of different train speeds, Eq. (12) was improved in the paper so that the impact of vibration frequency could be considered. Numerical value of the model parameters is shown in Table 2, which is determined by Eq. (12) based on the least square method.
Table 2. Parameters of CHAI J C model
Confining pressure / kPa

Frequency / Hz

$A$

$B$

$m$

50

0.25

0.22

0.11

1.4

0.5

0.38

0.14

1.7


1

0.37

0.13

1.5


2.5

0.43

0.21

1.5


5

0.51

0.24

1.6


150

0.25

0.47

0.19

1.8

0.5

0.46

0.21

2.3


1

0.53

0.24

2.4


2.5

0.56

0.23

2.5


5

0.59

0.29

2.3


200

0.25

0.55

0.23

3.7

0.5

0.53

0.24

3.2


1

0.64

0.27

2.8


2.5

0.67

0.30

3.2


5

0.71

0.34

3.4

In the experimental process, only the original soil structure is applied, and the GDS dynamic triaxial instrument is employed to change the vibration load amplitude, confining pressure, vibration frequency and the number of vibration. After obtaining the original experiment data, the model parameters in Eq. (12) and Table 2 are used for calculations. Finally, curves in Figs. 810 can be obtained.
As can be seen from Fig. 8 to Fig. 10, the straincycles relationship curve is divided into three parts: The first stage is the rapid and elastic growth process. The second phase is the strengthened growth process, whose curve presents a slow increase and a turning point at this time. It is the elastoplastic stage. The third stage is the steady growth segment with a stable curve. With the increase of confining pressure, the stress amplitude is increased significantly. In addition, under the same confining pressure and different vibration frequencies, the strain value becomes smaller with the increasing frequency.
Fig. 8. Stresscycles relationship of different frequency under 50 kPa
Fig. 9. Stresscycles relationship of different frequency under 100 kPa
Fig. 10. Stresscycles relationship of different frequency under 200 kPa
3.4. Accumulative strain analysis with considering frequencies
The impact of frequency cannot be considered in Eq. (11). Based on CHAI J C’s formula, a straintime model with considering frequencies is established as follows:
where ${\sigma}_{d}/{\sigma}_{s}=\text{0.2}$, ${A}_{f}$ is the functional expression of frequencies. $a$, $b$ and $m$ are selected with the following values 0.84, 0.13 and 2.0 by referring Table 3.
To establish a relationship between parameter ${A}_{f}$ and the frequency [20], the least square method is used to calculate, obtaining a relationship curve as shown in Fig. 11.
Fig. 11. Parameter ${A}_{f}$ – frequencies relationship under different pressure
In the figure, ${\sigma}_{s}/{\sigma}_{d}=\text{0.2}$ is chosen for research. The curve is conducted for the calculation and analysis, thus acquiring a calculation formula of parameter ${A}_{f}$:
wherein, $f$ is the vibration frequency; $m$, $n$ and $l$ are calculating parameters of the formula, as shown in Table 4.
Table 3. Parameters suggested by Li and Seling
Type of soil

$a$

$b$

$m$

CH (high liquid limit clay)

1.2

0.18

2.4

CL (low liquid limit clay)

1.1

0.16

2.0

MH (high liquid limit silt)

0.84

0.13

2.0

ML (low liquid limit clay)

0.64

0.10

1.7

Table 4. Calculation parameters
Confining pressure / kPa

$m$

$n$

$l$

50

39.2

8.85

–0.21

100

18.1

2.6

–0.14

200

10.6

2.1

–0.08

4. Analysis for finite element calculation
4.1. Establishment of highspeed train model
Targeting at a highspeed train project, a research is carried out in the paper. The tested road structure is the earthfilled embankment. And the geometrical dimensions of the model are as follows. The length of top groundborne layer is 13.4 m, thickness of the groundborne and embankment is 2.9 m, and the design slope gradient is 1:1.5, with the length of 25 m and depth of 15 m recommended according to the references [21]. Boundary conditions are as follows: the left and right displacement is constrained in $X$direction, and the displacement in the bottom is fixed. The vibration load amplitude was set in the load modulus during the loading process, and the near sine load is selected. There are 1621 nodes and 2500 elements in the model. CPE4P fournode pore pressure element is applied as the element type of the model. And the plastic constitutive modules that come with the software are used as the material: namely the MohrCoulomb material model, which has been set in the Property modulus of ABAQUS software as shown below. The figure is not beautiful enough. In addition, considering the length of the paper, as a result, it is not included in the paper. The parameters have been chosen with the following values: cohesion $c=$11 kPa, internal friction angle $\phi =$9°, and dilatancy angle $\psi =$0°. The permeability coefficient would be $k=\mathrm{}$10^{9} m/s without a dilatancy phenomenon, the elastic modulus would be 207000 MPa, and the Poisson's ratio would be 0.3 [22].
In the analysis by means of experiments and theoretical calculations, the applied load is close to sine wave as shown in Fig. 7. Therefore, the load close to the sine wave should also be applied in the finite element model for more realistic simulation of this process. The load schematic diagram as shown in Fig. 12 is also presented by setting different parameters in ABAQUS software. For clear description, the corresponding control equations are also added in the paper. These parameters can be determined by Eq. (9) and Table 1 in the paper:
wherein, ${A}_{0}$, ${A}_{n}$, ${B}_{n}$ are constant values; $\omega $ is the circular frequency; $t$ is the vibration time and ${t}_{0}$ is the initial time.
Fig. 12. Load vibration waveform added into finite element model
The acceleration vibration load is a uniform load with the amplitude of 30 kPa. In order to facilitate its comparison with the experimental part, the number of vibration is set to 10 million times.
The CPE4P fournode pore pressure element is applied in the model. According to its stability condition, meshes are set under the Mesh module, and FEM of the groundborne is established, as shown in Fig. 13.
Fig. 13. Finite element model of the groundborne
4.2. Comparative analysis of settlement value
After the initial verification, the model is submitted for the finite element calculation, and stress contour is obtained as shown in Fig. 14.
In consideration of the long operation for the current highspeed train, the groundborne has been compacted densely under the longterm vibration loads [23]. Therefore, the initial vibration times in Fig. 13 are assumed to be 10 million times, and initial value of the longterm deformation is set to 0. That is to say, only vertical deformation produced from more than 10 million times of vibration loads is studied [24]. As can be seen from Fig. 16, the vertical deformation of groundborne is occurred slowly with the increase of the vibration times, and the average vertical deformation is about 0.08 mm to 0.14 mm for every one million times. Its stresstimes relationship is also shown in Fig. 15. As can be seen from Fig. 15, when the vibration times increases to one million, the stress change is close to sine curve, which is similar to the applied loads in Fig. 12. Fig. 12 is the load applied into the finite element model. As shown in the figure, the load is similar to a sine curve. When the load is just applied into the finite element model, with the increasing time of the applied load, the foundation will bear the increasing vibration times and stress, as shown in Fig. 15. However, the load applied into the foundation will decrease as time continues to go on. In the meanwhile, the foundation will bear gradually decreasing stress. In this case, the final stress curve is obtained and shown in Fig. 15. The foundation stress calculated by reference [25] is similar to the result of this paper. The above analysis proves that Fig. 15 is reliable.
Fig. 14. Results of finite element simulation for the groundborne
Fig. 15 is substituted into Eq. (13) established herein, and then the layering method is applied to calculate the final settlement. Finally, the calculation value is also compared with the experimental value, as shown in Fig. 16. As can be seen from the result, the experimental value is consistent with the calculated value. As a result, the improved formula is reliable.
Fig. 15. Relationship curve between stress and vibration times for the groundborne
4.3. Reinforcement measure and calculation analysis
Through the above mentioned calculation, it is found that the predicted value is closer to the experimental value, and the FEM of groundborne can make accurate prediction and calculation. In order to control and prevent settlement, the reinforcement measurement is taken [26]. There are a lot of holes in the foundation as shown in Fig. 17. Then, the concrete is injected into the holes. The watercement ration is 0.55 and density is about 1.62 g/cm^{3}. In addition, 0.20 % citric acid solution is added, and the temperature is maintained at 29 C°, finding that the initial setting time of the slurry is 1.65 hours, and calculi rate of slurry solution is 96 %. The flow rate of the injected slurry reaches 12 L/min. The single injection of the slurry solution is 150 L and 225 L, respectively [2729]. Finally, the corresponding computation results can be obtained as shown in Fig. 18.
Fig. 16. Settlementvibration times curves of the groundborne
Fig. 17. Schematic diagrams of reinforcement strategy
Fig. 18. Results of finite element simulation for the groundborne after reinforcement
Fig. 19. Relationship curve between stress and vibration times for groundborne before and after reinforcement
It is obtained from the finite element calculation that the stress value of the reinforced for the groundborne is shown as Fig. 19, reaching 22.9 kPa in the maximum value. It is about half of maximum stress value before the reinforcement. The stresstimes waveforms before and after reinforcement is similar.
Similar to the above method, the finite element stress value of the reinforced groundborne [30, 31] is substituted into Eq. (13), and layered method is applied to calculate the settlement value, as shown in Fig. 20. The settlement value is controlled obviously.
It can be obtained through the calculation and comparison that the reinforced groundborne is reduced by half in terms of the final settlement. It thus indicates that the uneven settlement can be effectively controlled by the reinforcement measure. As a result, the impacts of longterm vibration on groundborne can be prevented.
Fig. 20. Settlement value of groundborne before and after reinforcement
5. Conclusions
1. The traintrack coupling model considering vertical and horizontal contacts is established, and the impact of the speed on the train acceleration is then analyzed.
2. Soil is extracted on the site of the groundborne, and the indoor dynamic triaxial test is then carried out in order to simulate the load condition of the soft soil under the vibration load effect during operation. Different frequencies and vibration loads are set to get a dynamic strain curve and conduct regular research and analysis. In addition, improvements are made based on the calculation formula of this model, the impact of vibration frequency is considered, and the parameter analysis is conducted.
3. The improved exponential strain formula with considering frequency is then used in engineering. FEM is applied to simulate groundborne, obtaining a stress value of the groundborne. After the substitution, the corresponding dynamic strain is calculated. The layered method is applied to calculate the settlement value during operation, which is compared with the experimental value. As shown from the result, the improved model is suitable for analyzing the settlement calculation of the groundborne.
4. In order to control and prevent settlement, the reinforcement measure is conducted. And the verified FEM is applied to calculate the reinforced stress and settlement values and compare them with the original results. As shown from the result, the performance of the groundborne is significantly improved after the reinforcement.
Acknowledgements
This project is supported by the National Natural Science Foundation of China (Grant No. 41572245).
References
 Wu Chengjie The influence of regional subsidence in SuzhouWuxiChangzhou and Shanghai areas on BeijingShanghai highspeed railway and its prevention countermeasures. Journal of Railway Engineering Society, 2007, p. 912, (in Chinese). [Search CrossRef]
 Zarembski A. N. Dynamic loading of the track structure. RT&S, Vol. 85, Issue 10, 1989, p. 1113. [Search CrossRef]
 Liang B., Zhu D., Cai Y. Dynamic analysis of the vehicle subgrade model of a vertical coupled system. The Journal of Sound and Vibration, Vol. 245, 2001, p. 7992. [Publisher]
 Wei W., Yang X. L., Zhou B., et al. Combined energy minimization for image reconstruction from few views. Mathematical Problems in Engineering, Vol. 16, Issue 7, 2012, p. 22132223. [Publisher]
 Li Jianqiang, He Suiqiang, Ming Zhong An intelligent wireless sensor networks system with multiple servers communication. International Journal of Distributed Sensor Networks, Vol. 7, 2015, p. 19. [Publisher]
 Feng Junhe, Yan Weiming Numerical simulation for train stochastic vibration loads. Journal of Vibration and Shock, Vol. 27, Issue 2, 2008, p. 4952, (in Chinese). [Search CrossRef]
 Ma Liheng, Liang Qinghuai, Gu Aijun, Jiang Hui Experimental study and numerical analysis on vibrations of subgrades of ShanghaiNanjing intercity highspeed railway. Journal of the China Railway Society, Vol. 36, Issue 1, 2014, p. 8893, (in Chinese). [Search CrossRef]
 Chen J., Lin Q., Shen L. L. An immuneinspired evolution strategy for constrained optimization problems. International Journal on Artificial Intelligence Tools, Vol. 20, Issue 3, 2011, p. 549561. [Publisher]
 Li D., Selig E. T. Cumulative plastic deformation for finegrained sub grade soils. Journal of Geotechnical Engineering, Vol. 122, Issue 12, 1996, p. 10061013. [Publisher]
 Wei W., Yang X. L., Shen P. Y., et al. Holes detection in anisotropic sensornets: topological methods. International Journal of Distributed Sensor Networks, Vol. 21, Issue 9, 2012, p. 32163229. [Publisher]
 Chai J. C., Miura N. Trafficloadinduced permanent deformation of road on soft subsoil. Journal of Geotechnical and Geoenvironmental Engineering, Vol. 128, Issue 10, 2002, p. 907916. [Publisher]
 Zhu Zexuan, Xiao Jun, Li Jian Qiang, Wang Fangxiao, Zhang Qingfu Global path planning of wheeled robots using multiobjective memetic algorithms. Integrated ComputerAided Engineering, Vol. 22, 2015, p. 387404. [Publisher]
 Heckle M., Hauck G., Wettschureck R. Structureborne sound and vibration from rail traffic. Journal of Sound and Vibration, Vol. 193, Issue 1, 1996, p. 175184. [Publisher]
 Yan Q., Yu F. R., Gong Q., Li J. SoftwareDefined Networking (SDN) and Distributed Denial of Service (DDoS) attacks in cloud computing environments: a survey, some research issues, and challenges. IEEE Communications Survey and Tutorials, Vol. 18, Issue 1, 2016, p. 602622. [Publisher]
 Jinbao Yao, Xia He, Chen, et al. The impact of running trains on nearby buildings vibration test research and numerical analysis. China Railway Science, Vol. 30, Issue 5, 2009, p. 129134. [Search CrossRef]
 Li Guohe, Jing Zhidong, Xu Zailiang A discussion of the correlation between land subsidence and groundwater level variation along the BeijingShanghai high speed railway. Hydrogeology and Engineering Geology, Vol. 35, Issue 6, 2008, p. 9094, (in Chinese). [Search CrossRef]
 Wei W., Qiang Y., Zhang J. A bijection between latticevalued filters and latticevalued congruences in residuated lattices. Mathematical Problems in Engineering, Vol. 36, Issue 8, 2013, p. 42184229. [Publisher]
 Huang Bo, Ding Hao, Chen Yunmin cumulative deformation behavior of softclay in cyclic undrained tests. Chinese Journal of Geotechnical Engineering, Vol. 27, Issue 2, 2008, p. 331338, (in Chinese). [Search CrossRef]
 Tang Yiqun, Zhao Hua, Wang Yuandong, Li Renjie Characteristics of strain accumulation of reinforced soft clay around tunnel under subway vibration loading. Journal of Tongji University (Natural Sciences), Vol. 7, 2011, p. 972977, (in Chinese). [Search CrossRef]
 Liu Ruimin, Ye Yincan, Chen Xiao Ling Study on the dynamic behavior of silt in shallow layer of Hang Zhou Bay. Journal of Marine Science, Vol. 31, Issue 3, 2013, p. 4954, (in Chinese). [Search CrossRef]
 Dai Renping Study on cumulative settlement of crossriver tunnel of Hangzhou metro line 1. Modern Urban Transit, Vol. 3, 2014, p. 5760, (in Chinese). [Search CrossRef]
 Lin Q., Chen J. A novel micropopulation immune multiobjective optimization algorithm. Computers and Operations Research, Vol. 40, Issue 6, 2013, p. 15901601. [Publisher]
 Wang Jun, Cai Yuanqiang, Xu Changjie, et al. Study on strain degradation model in saturated soft clay under cyclic loading. Chinese Journal of Rock Mechanics and Engineering, Vol. 26, Issue 8, 2007, p. 17131719, (in Chinese). [Search CrossRef]
 Liu Tianjun, Mo Haihong Strain rate of saturated soft clay under long term cyclic loading. Journal of South China University of Technology (Natural Science Edition), Vol. 36, Issue 10, 2008, p. 3742, (in Chinese). [Search CrossRef]
 Wang Tingting Study on the Dynamic Characteristics of Soft Soil and the LongTerm Settlement Induced by the Dynamic Load. Thesis, Southeast University, Nanjing, 2014, (in Chinese). [Search CrossRef]
 Xu Yiqing, Tang Yiqun Experimental study on dynamic elastic modulus of reinforcing soft clay around subway tunnel under vibration load. Engineering Mechanics, Vol. 7, 2012, p. 250255, (in Chinese). [Search CrossRef]
 Satoh T., Fushimi M., Tatsumi Y. Inversion of straindependent nonlinear characteristics of soils using weak and strong motions observed by borehole sites in Japan. Bulletin of the Seismological Society of America, Vol. 91, Issue 2, 2001, p. 365380. [Publisher]
 Wong K. W., Lin Q., Chen J. Error detection in arithmetic coding with artificial markers. Computers and Mathematics with Applications, Vol. 62, Issue 1, 2011, p. 359366. [Publisher]
 Du Z. H., Zhu Y. Y., Liu W. X. Combining quantumbehaved PSO and K2 algorithm for enhance gene network construction. Current Bionfinormatics, Vol. 8, Issue 1, 2013, p. 133137. [Search CrossRef]
 Chen J. Y., Lin Q. Z., Hu Q. B. Application of novel clonal algorithm in multiobjective optimization. International Journal of Information Technology and Decision Making, Vol. 9, Issue 2, 2010, p. 239266. [Publisher]
 Lin Q., Wong K. W., Chen J. An enhanced variablelength arithmetic coding and encryption scheme using chaotic maps. Journal of Systems and Software, Vol. 86, Issue 5, 2013, p. 13841389. [Publisher]