Shock and Vibration
Volume 2015 (2015), Article ID 404627, 12 pages
http://dx.doi.org/10.1155/2015/404627

Research Article

Vibration and Long-Term Performance Analysis of Pile-Plank-Supported Low Subgrade of Ballastless Track under Excitation Loads

Junjie Huang,1,2 Qian Su,1,2 Ting Liu,¹ and Xun Wang¹

¹School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China
²MOE Key Laboratory of High-Speed Railway Engineering, Southwest Jiaotong University, Chengdu 610031, China

Received 20 November 2014; Revised 19 January 2015; Accepted 24 March 2015

Academic Editor: Luigi Garibaldi

Copyright © 2015 Junjie Huang et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Abstract.

Pile-plank structures are widely applied for high-speed railway built in soft ground in China. It can be used as a reinforcement to improve the behavior of subgrade by providing vertical confinement to increase their stiffness and strength and reduce the subgrade settlement of ballastless track. However, the use of pile-board structure for soft ground reinforcement of high-speed railway is hindered by the existing gap between applications and theories. To verify vibration characteristics and long-term performance of pile-plank-supported low subgrade of ballastless track and the benefit of pile-board structure, an experimental study was conducted on low subgrade of pile-board under excitation loads using both in situ frequency sweeping and cyclic loading experiments. The frequency sweeping experimental results show that the pile-plank-supported low subgrade has smooth stiffness along the longitudinal subgrade and can effectively control the progressive effects of train speed on dynamic stiffness of the subgrade, which ensures driving safety and comfort. The cycle loading experimental results show that the pile-plank-supported low subgrade has favorable long-term dynamic stability, and its dynamic response is uniform along the longitudinal subgrade.

1. Introduction

With the increasing speed of trains, there is a requirement for more analyses of train-induced vibrations. A number of new numerical or semianalytical methods and experimental approaches for the analysis of vibrations induced by high-speed trains have been developed in recent years. Thach et al. [1] study vibration behaviors of this embankment system under high-speed train passage which are investigated through three-dimensional finite element simulation. Li et al. [2] study dynamic responses of frozen embankment under train load. And the railway engineering community has researched vibrations of the ground and structures (e.g., subgrade structures and tracks) induced by high-speed train (HST) passage on ballasted and ballastless tracks. These studies have included some analysis of the track subgrade vibrations and the effects of vibration on structures under the track subgrade.

Recently, Su and Cai [3] presented a spatial time-varying model of a subgrade-track-vehicle coupling system for dynamic analysis of subgrade. In the spatial model, the dynamic equation of the coupling system is founded with the energy theory. Under the continued harmonic irregularity, dynamic analyses were performed and used as the verification of the model. Galvín and Domínguez [4, 5] established a three-dimensional model for the analysis of train-induced vibrations. The model can represent local soil conditions and discontinuities such as underpasses. They compared the numerical results at several points near the track with experimental results from certification testing of the high-speed train line between Córdoba and Málaga [6].

Most analyses and calculation methods developed so far have addressed track subgrade vibrations induced by railway traffic; knowledge on the dynamic behaviors of track subgrade while trains are in service is rather limited in the literature. Some researchers have studied such effects based on precommercial service testing, full-scale model tests, and in situ forced vibration tests. In 1995, Deutsche Bahn AG developed dynamic stability test system with an adjustable frequency range of 5–45 Hz, as shown in Figure 1. Several experiments were conducted on railway networks in Germany and Netherlands using the equipment [7]. Japan Railway’s Railway Technical Research Institute (JR) conducted a repeated impact test of track subgrade with an excitation force range of 9.8–98.0 kN under a fixed frequency of 7 Hz, as shown in Figure 2, and performed several experiments to analyze the dynamic characteristics of ballastless track subgrade [8, 9]. China Academy of Railway Sciences developed a dynamic vibration test system with maximum excitation frequency of 30 Hz and analyzed vibration characteristics of a bridge-subgrade transition section of a high-speed railway using in situ dynamic load experiments conducted by the dynamic vibration test system [10]. Yang and Zhou [11] studied the engineering characteristics of high and low subgrades of the Chinese He-Ning high-speed railway under simulative dynamic loads using cyclic loading equipment (the SBZ 60) with a maximum excitation force of 300 kN and a frequency range of 9–30 Hz, as shown in Figure 3. Wang et al. [12] conducted several in situ cyclic load experiments to analyze dynamic performance of red mudstone subgrade of ballasted track on the Dazhou-Chengdu railway line under different cyclic loads with and without the influence of rainfall.

Figure 1: Deutsche Bahn AG dynamic stability test system.

Figure 2: Platform of the repeated impact test conducted by Japan Railway’s Railway Technical Research Institute.

Figure 3: The SBZ 60 cyclic loading equipment.

Note that previous research mainly focused on the dynamic performance of subgrade supported by composite foundation or replacement ground. Limited studies concerned the influence of foundation stiffness on the vibration behaviors of the track slab-subgrade- foundation interaction. More specifically, the variation in dynamic behaviors with railway traffic and its impact on total life cycle of the subgrade structures and associated resonance-like phenomenon are yet to be investigated.

The outline of this paper is as follows. First, the pile-plank-supported low subgrade of ballastless track is introduced. In that subgrade, the subgrade bed comprises coarse particles, which is located between the ballastless track and the pile-plank structure. The subgrade structure resembles a sandwich, with the ballastless track on the top and the pile-plank structure on the bottom and coarse particles in the center. Second, we describe the method of investigating the vibration characteristics of the pile-plank-supported low subgrade of the ballastless track on a high-speed railway to confirm safe operation. The method included two in situ experiments. The first experiment analyzed the vibrations of the pile-plank-supported low subgrade using frequency scanning prior to train operation. The second analyzed the dynamic performance of the subgrade during operation via application of simulated high-speed train dynamic loads on the foundation slab of the ballastless track.

2. Pile-Plank-Supported Low Subgrade

Pile-plank structures are widely used to reduce the subgrade settlement of ballastless track built in soft ground (e.g., on the Wuhan-Guangzhou, Beijing-Shanghai, and Shanghai-Hangzhou high-speed railways and other lines). A typical pile-plank structure for a rail track comprises the ballastless track structure, a subgrade bed interlayer, and the pile-planks. When the subgrade height is less than the thickness of the subgrade bed, the subgrade bed is located between the ballastless track structure and the embedded pile-plank structure. In this paper, this system is called a pile-plank-supported low subgrade of ballastless track and is shown in Figure 4.

Figure 4: Geometry of the coarse particle sandwich structure of low subgrade.

The subgrade bed is formed by a top layer filled with graded broken stone and a bottom layer filled with coarse particle soil, the stiffness of which is much smaller than the pile-plank structure bearing plank and the track slab, and forms a weak interlayer. The pile-plank-supported low subgrade of ballastless track can produce coupling action against each structure layer under high-speed train dynamic loads. The systemic coupling vibration effect increases the complexity of the stress state for the pile-plank-supported low subgrade of ballastless track, which is a problem not encountered by the low subgrade supported by other composite foundation strengthening technologies.

In this paper, the vibration characteristics and dynamic stability of pile-plank-supported low subgrade are studied using simulated high-speed train dynamic loads at the construction site shown in Figure 4.

The pile-plank structure comprises piles and bearing plank. At the study site, three spans compose one unit. The lengths of mid-span, side span, and cantilever are 8.0 m, 7.0 m, and 2.5 m, respectively. Pile diameter and length are 0.8 m and 46.0 m, respectively. Bearing plank width and thickness are 13.0 m and 0.8 m, respectively. The subgrade bed that is filled directly on the bearing plank is divided into a top layer and bottom layer, as described above. The top layer thickness is 0.40 m, and that of the bottom layer is 1.07 m. It is essential that foundation coefficient is greater than 150 MPa/m and dynamic deformation modulus is greater than 40 MPa for the coarse particle soil compaction quality of the bottom layer. The top layer requires that foundation coefficient is greater than 190 MPa/m and dynamic deformation modulus is greater than 55 MPa. After the subgrade bed is constructed, the ballastless track structure is laid on the surface of the subgrade bed top layer. Foundation slab expansion joints (0.02 m wide) are set at 20 m intervals along the longitudinal route.

3. Field Vibration Experimental Scheme

After subgrade filling, a reinforced concrete slab (2.22 m wide) was laid on the right line of the test section to simulate the ballastless track foundation slab, as shown in Figure 5(a). The in situ loading experiments were conducted on the right line for the mid-span and cantilever end of the pile-plank structure. The test section position is shown in Figure 6(a). The loading test comprises frequency sweeping and cyclic loading experiments.

(a)

(b)

Figure 5: Field vibration experiment.

(a) Longitudinal section of track center line

(b) Cross section of mid-section in the middle span

(c) Cross section of cantilever end

Figure 6: Test site and instrumentation.

A dynamic test system (DTS-1) used for simulating high-speed train dynamic load was placed on the reinforced concrete slab and connected by anchor screw, as shown in Figure 5(b). The frequency sweeping experiments were conducted on each loading test section followed by cyclic loading experiments. Loading parameters of the experiments are summarized in Tables 1 and 2, respectively.

Table 1: Loading indices of frequency sweeping test.

Vibration exciter weight (kN)
Vibration frequency (Hz)
Maximum excitation force (kN)

134.22
5
2.58

7
5.06

9
8.36

11
12.48

13
17.43

15
23.21

17
29.81

19
37.23

21
45.48

23
54.56

25
64.46

Table 2: Loading indices of cyclic loading test.

Vibration exciter weight (kN)
Vibration frequency (Hz)
Maximum excitation force (kN)
Excitation number of cycles (×10⁶)

134.22
20
41.25
2.0

3.1. Vibration Equipment

The dynamic loading test system (DTS-1) developed by Professor Su Qian of Southwest Jiaotong University was used for in situ frequency sweeping and cyclic loading experiments. The system mainly comprises a vibration exciter, transmission system, cooling system, and electrical control system. It can simulate high-speed train dynamic loads with a frequency range of 5–50 Hz and a maximum excitation force 340 kN, as shown in Figure 7.

Figure 7: The structure of the vibrating table.

The system uses the biaxial inertia vibration principle. The two output shafts of the vibration exciter rotate in the same speed oppositely and output biaxial centrifugal force. The inertial forces synthesized by biaxial centrifugal force produced in the horizontal and vertical direction are 0 kN and the excitation force system needed, respectively. The excitation force varies by sine rule when the system is running at the same frequency. The maximum value of the excitation force can be obtained as follows:

where is the total quality of two off-center components (kg); is eccentricity of off-center components (m); and is rotating frequency of the shaft and represents vibration frequency (Hz).

The excitation force is not the dynamic load applied on the subgrade surface, but the disturbing force of the vibration exciter, including vibrating table and activity counter weight. Based on the Winkler-Voigt model, a freedom vibration mode of single degree is established for the in situ dynamic loading test system, as shown in Figure 8. represents stiffness and is damping. The subgrade dynamic stress induced by the vibration exciter is mainly codetermined by the counter weight and excitation force value of vibration exciter and the subgrade stiffness and structure form. The subgrade dynamic stress experiment required can be obtained by debugging the total quality of two off-center components under condition of the maximum value of the excitation force less than vibration exciter weight, when the vibration frequency, counter weight of vibration exciter, and subgrade site are fixed.

Figure 8: Freedom vibration mode of single degree for the in situ dynamic loading test system.

3.2. Loading Parameters and Procedure

The time-history curve of the dynamic stress for the subgrade surface of ballastless track can be obtained by the in situ dynamic test at the speed of 350 km/h. Then through Fourier transformation for the time-history curve, the frequency response curve can be obtained, which indicates the real axle load acting on the subgrade of ballastless track. As shown in Figure 8, the frequency of the dynamic stress for the subgrade surface is between 0 and 15.51 Hz. The field test of the Nuremberg-Ingolstadt railway in Germany also showed load frequency on ballastless track subgrade that was less than 15.0 Hz [13].

The frequency corresponding to the dynamic stress amplitude peak of the subgrade surface is the main frequency of subgrade surface dynamic stress when the train passes. With reference to Figure 9, a mathematical relationship is found as follows:

Figure 9: The frequency spectrum curve of dynamic soil pressure at the surface of subgrade ( = 350 km/h).

The frequency of subgrade surface dynamic stress induced by train load is calculated by the following formula:

where is the dynamic load frequency (Hz); is train speed (km/h); and is the perturbation wavelength.

The perturbation wavelength is a set of lengths, including the carriage length, distance between bogie centers, and wheelbase length. The frequency induced by train load is  Hz, calculated by formula (3) under the condition of the perturbation wavelength taken as train carriages, when the carriage length is 25.0 m and train speed is 350 km/h, which indicates that the frequency corresponding to the dynamic stress amplitude peak of the subgrade surface is coincident with the main loading frequency. The main frequency of train load on subgrade vibration is coincident with the fundamental frequency induced by train carriage length, so the train carriage length is the basic perturbation wavelength determining the dominant frequency of load on subgrade. Therefore, in the numerical calculation and indoor and outdoor tests, the frequency of dynamic load acting on subgrade load is determined on the basis of train speed and carriage length. The test is for the design speed of 450 km/h; the frequency induced by train load is  Hz, calculated by formula (3). Correspondingly,  Hz. In view of the above, the frequency of cyclic loading experiments is 20 Hz. In order to achieve vibration characteristics under more frequencies, the excitation frequency range of frequency sweeping experiments is approximately 5–25 Hz.

The counterweight of the vibration exciter was 134.22 kN in both the frequency sweeping and cyclic loading experiments, and the eccentricity and total mass of off-center components were also the same (36.28 kg and 144 mm, resp.). In the frequency sweeping experiments, the output excitation force of the vibration exciter increased from 5.16 kN to 128.91 kN with the frequency increase from 5 Hz to 25 Hz. The output excitation force for the frequency sweeping experiments is a variable frequency disturbance force. Consequently, the natural vibration frequency of the pile-plank-supported low subgrade is analyzed by the relationship between vibration frequency and unit amplitude obtained by dividing the vertical vibration displacement of embankment by excitation force.

The output excitation force of the vibration exciter is 41.25 kN when the frequency of the cyclic loading experiment is 20 Hz. Based on verification tests performed before the cyclic loading experiments, the dynamic soil pressure of the subgrade surface of the mid-span and cantilever end of the pile-plank structure is approximately 18 kPa, which corresponds to the results of the numerical calculation and field test [3, 14, 15] shown in Table 3. Therefore, we can conclude that the dynamic soil pressure in the cyclic loading experiments is consistent with that induced by trains.

Table 3: Dynamic soil stress measured at subgrade bed surface.

Railway line
Vehicle model
Track type
Train speed (km/h)
Dynamic soil pressure (kPa)

Germany Cologne-Rhine new line [13]
ICE-3
Ballastless slab track
140~326
15.0~20.0

Germany Nuremberg-Ingolstadt line [13]
ICE-3
220~297
13.0~20.0

China Wuhan-Guangzhou line [18]
CRH-2
280~350
14.6~16.9

Full-scale model tests [19]
CRH-3
5~360
18.2~19.6

The frequency sweeping experiments were conducted with different excitation frequency, and the loading time at each frequency was 180 seconds. The data acquisition time was 10 s from the start of the second minute at each loading frequency. The excitation time of the cyclic loading experiment was 2 million for simulating wheel load numbers during one year.

3.3. Testing Content and Method

The dynamic soil pressure, displacement, vibration velocity, and acceleration for the subgrade bed were tested in both the frequency sweeping and cyclic loading experiments, besides cumulative settlement of the embankment under cyclic loading condition. Therefore, the corresponding test sensors were buried during the construction process, as shown in Figure 6. The dynamic data was gathered by a dynamic acquisition system during field tests.

4. Experimental Results

4.1. Induced Vibration Characteristics due to Frequency Sweeping Test

The low subgrade vibration response of the mid-span and cantilever end of the pile-plank structure is showed in Figures 10 and 11. There was an increase of loading frequency from 5 Hz to 25 Hz in the frequency sweeping experiments.

Figure 10: Vertical acceleration on the soil versus vibration exciter input frequency.

(a)

(b)

(c)

(d)

(e)

(f)

Figure 11: Vertical velocity, dynamic displacement, and dynamic soil pressure of subgrade versus vibration frequency. (a), (c), and (e) show vibration force acting on section II-II. (b), (d), and (f) show vibration force acting on section I-I.

From Figures 10 and 11, the dynamic soil pressure, vertical displacement, vibration velocity, and acceleration of the pile-plank-supported low subgrade in the mid-span and cantilever end of the pile-plank structure increase exponentially with excitation force frequency (from 5 Hz to 25 Hz), but the peaks in vibration response parameters do not appear.

Vibrations of the low subgrade are almost the same when the same frequency excitation force outputted by the vibration exciter is applied on the low subgrade surface of the mid-span and cantilever end of the pile-plank structure. Although excitation force frequency reaches 25.0 Hz (maximum excitation force = 64.46 kN), the maximum dynamic soil pressure of the low subgrade surface of the mid-span of the pile-plank structure is 25.148 kPa and that of the cantilever end is 26.586 kPa. The maximum vertical vibration acceleration in the two locations is 0.349 g and 0.318 g, the maximum vertical vibration velocity is 12.820 mm/s and 13.423 mm/s, and the maximum dynamic displacement is 0.095 mm and 0.108 mm. These results indicate that the pile-plank-supported low subgrade of ballastless track has smooth stiffness along the longitudinal subgrade.

Figure 12 shows the unit amplitude versus excitation frequency. Figure 12 shows that the unit amplitude of the low subgrade surface of the mid-span and cantilever end of the pile-plank structure slowly increases when excitation frequency is less than 11.0 Hz and increases significantly later. The peak of unit amplitude does not appear in the range of approximately 5.0–25.0 Hz. This suggests that the resonance-like phenomenon does not occur on the pile-plank-supported low subgrade under excitation frequency ranges of 5–25 Hz.

Figure 12: Unit amplitude of the subgrade surface versus vibration frequency.

The resonance frequency range of low subgrade structure of ordinary ballasted track and ballastless track is 15.0–17.0 Hz [1, 16, 17] under dynamic train load. When excitation force frequency from 5 Hz to 25 Hz was imposed, the resonance-like phenomenon did not occur on the pile-plank-supported low subgrade of ballastless track on this site. Analysis suggests that the pile-plank structure limits the subgrade mass being vibrated and changes the transfer mechanism of subgrade dynamic load, making the pile-plank-supported low subgrade vibrations different from other subgrades of ordinary ballasted and ballastless track.

The dynamic stiffness of the subgrade reflects its ability to resist dynamic deformation under train running. Larger dynamic stiffness is associated with stability of the track structure and driving comfort. The dynamic stiffness can be calculated as follows:

where is the peak value of subgrade surface dynamic stress and is subgrade surface dynamic displacement corresponding to the peak value of subgrade surface dynamic stress. and are measured from the sensors buried in the subgrade surface under the vibration exciter.

Figure 13 shows dynamic stiffness versus excitation frequency at the study site. The dynamic stiffness of the low subgrade in both sections decreased slightly at first with the increase in excitation frequency and then stabilized when excitation frequency reached more than 17.0 Hz. The ultimate value was 245–310 MPa/m. These results indicate that the pile-plank-supported low subgrade of ballastless track can efficiently control the effect of speed increases on dynamic stiffness of subgrade, so as to ensure driving comfort and safety.

Figure 13: Dynamic stiffness of the subgrade versus vibration frequency.

4.2. Dynamic Performance under Cyclic Loading

Figure 14 shows dynamic soil pressure, vertical displacement, vibration velocity, and acceleration of the low subgrade supported by the pile-plank structure. These values are compared with excitation time of the cyclic loading experiment.

(a)

(b)

(c)

(d)

Figure 14: Vibration response of the low subgrade versus vibration times: vertical acceleration (a), vertical velocity (b), dynamic displacement (c), and dynamic soil pressure (d) of the low subgrade versus vibration times.

Dynamic soil pressure, vertical displacement, vibration velocity, and acceleration of the low subgrade at the mid-span and cantilever end of the pile-plank structure fluctuate at the preliminary stage of loading and tend to stablity when the excitation time is more than 1.0 million. The vertical displacement, vibration velocity, and acceleration of the low subgrade in both sections are approximately the same, which indicates that the pile-plank-supported low subgrade has smooth stiffness along the longitudinal subgrade under the condition of the same thickness of subgrade bed.

Figures 14(b) and 14(c) show that the vertical vibration velocity of the low subgrade surface at the loading center at the mid-span and cantilever end of the pile-plank structure is 8.25–9.16 m/s and 7.82–8.64 m/s, respectively. Dynamic displacement is less than 0.067 mm when the vibration responses of the pile-plank-supported low subgrade approach stability. The vertical vibration velocity and displacement of the low subgrade decrease rapidly along the longitudinal subgrade and are close to zero when transmitted to the cross section of the pile bearing position, as shown in Figure 15. Thus, the vibration of the low subgrade occurs in the loading span of the pile-plank structure.

(a)

(b)

Figure 15: Distribution of vertical velocity (a) and dynamic displacement (b) of the low subgrade beneath the foundation plate along the longitudinal subgrade.

Variations of vertical vibration acceleration and dynamic soil pressure of the low subgrade under the center of the vibration exciter are shown in Figure 16, under different excitation times. Figure 16(a) shows that the vertical vibration acceleration of the low subgrade at the mid-span and that at cantilever end of the pile-plank structure that is transmitted from the subgrade surface to the bottom surface of the subgrade bed top layer decay on average by 38.0% and 40.3%, respectively (at the two locations). They decay on average by 76.9% and 76.6% in transmitting to the bottom surface of the subgrade bed bottom layer. Note that, with the increase of subgrade depth, the vibration acceleration of the low subgrade rapidly decreases because of the geometrical effect of the subgrade structure and the damping effect of the subgrade bed. The above results show that the subgrade bed filled with graded broken stone for a top layer and coarse particle soils for a bottom layer has a good vibration buffer effect.

(a)

(b)

Figure 16: Distribution of vertical acceleration (a) and dynamic soil pressure (b) of the low subgrade under vibration loading along depth.

With the increase of excitation time, the low subgrade surface dynamic soil pressure at the mid-span and cantilever end gradually approach stability after the cyclic loading of 0.8 million and 1.16 million, respectively. The stable values are in the range of 17.84–19.14 kPa and 17.43–19.04 kPa, respectively, which indicates that the dynamic soil pressure of the low subgrade surface in both sections is approximately the same under the same excitation conditions. As shown in Figure 16(b), the dynamic soil pressure of the low subgrade decreases rapidly along the depth of subgrade. After the excitation times of 1.2 million and 2 million, the dynamic soil pressure transmitted from the subgrade surface to the bottom surface of the subgrade bed top layer and to the bottom surface of the subgrade bed bottom layer decays at least by 28.6% and 70.8%, respectively, at the mid-span section. At the cantilever end, the decay percentage is at least 34.2% and 69.8%, respectively, after the excitation times of 1.0 million and 2.0 million. The in situ measured results of the dynamic soil pressure of the ordinary subgrade structure on the Wuhan-Guangzhou (WGHSR) and Beijing-Shanghai (BSHSR) high-speed railways at the speed of 300 km/h and the experimental results in this paper are contrasted in Figure 17.

Figure 17: Dynamic soil pressure of subgrade along depth of subgrade.

Figure 17 shows that the attenuation coefficient of dynamic soil pressure of pile-plank-supported low subgrade along subgrade depth decreases faster than that of ordinary subgrade supported by composite foundation on the Beijing-Shanghai and Wuhan-Guangzhou high-speed railways. This indicates that the pile-plank structure changes the transfer rules of dynamic soil stress of the low subgrade, and the dynamic soil stress is transmitted to the pile-plank structure rapidly, improving the whole dynamic stability of the subgrade.

Figure 18 shows the curves of the low subgrade cumulative settlement at the mid-span and cantilever end of the pile-plank structure alongside vibration times. The low subgrade cumulative settlement in both sections increases rapidly at the preliminary stage of loading and then tends to be stable after excitation times reach 0.9 and 1.0 million, respectively. After the excitation time reaches 2 million, the maximum cumulative settlements of the low subgrade surface in both sections are 0.36 mm and 0.31 mm, respectively. This illustrates that settlement and uneven settlement of pile-plank-supported low subgrade meet design requirements for ballastless track subgrade on high-speed railways.

Figure 18: Cumulative settlement of subgrade in different stages.

Dynamic stiffness of the low subgrade surface at the mid-span and cantilever end of the pile-plank structure under different excitation times can be calculated by formula (4). Figure 19 shows the variation of dynamic stiffness of the low subgrade surface with the excitation times. The dynamic stiffness of the low subgrade surface in both sections fluctuates at first and then tends to be stable as excitation time increases. Under excitation force of 41.25 kN (vibration frequency 20 Hz), the dynamic stiffness of the subgrade surface at the mid-span and cantilever end of the pile-plank structure is in the range of 291.16–322.55 MPa/m and 272.92–296.71 MPa/m, respectively. After this, it stabilizes. The subgrade surface dynamic stiffness distribution of pile-plank-supported low subgrade is uniform along the longitudinal subgrade. The results show that the flexible subgrade bed weakens the effect that any stiffness differences of the pile-plank structure along the longitudinal subgrade have on the subgrade surface stiffness, ensuring the uniform distribution of dynamic stiffness of ballastless track in the longitudinal direction.

Figure 19: Dynamic rigidity of subgrade versus vibration times.

5. Conclusions

This paper presents an experimental study to investigate vibration characteristics and long-term performance of pile-plank-supported low subgrade of ballastless track under excitation loads. This study was conducted based on typical conditions in field for the construction of ballastless track subgrade over soft ground. A typical pile-plank structure for a rail track comprises the ballastless track structure, a subgrade bed interlayer, and the pile-planks.

In situ frequency sweeping and cyclic loading experiments are used in this study. The results of frequency sweeping experiments show that the vibrations of the low subgrade at the mid-span and cantilever end of the pile-plank structure are almost the same, and the resonance-like phenomenon does not occur on the low subgrade under excitation with frequency ranging from 5 to 25 Hz. The dynamic stiffness of the subgrade surface in both sections gradually tends to stablity when the excitation frequency reaches 17 Hz, and the ultimate stiffnesses are almost identical. These results indicate that the low subgrade has smooth stiffness along the longitudinal subgrade.

The results from cyclic loading experiments show that vibration responses of the pile-plank-supported low subgrade gradually tend to stablity after 1 million cycles of cyclic loading. The maximum subgrade surface settlement is less than 0.36 mm after 2 million cycles of cyclic loading. These results indicate that the pile-plank-supported low subgrade of ballastless track has favorable long-term dynamic stability.

Conflict of Interests

The authors declare that there is no conflict of interests regarding the publication of this paper.

Acknowledgments

The work described in this paper was supported by the National Natural Science Foundation of China (Grant no. 51378441), the Fundamental Research Funds for the Central Universities (Grant no. 2682014CX063), and the Program for New Century Excellent Talents in University (Grant no. NCET-12-0941).

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