Research Article  Open Access
Zhiping Zeng, Jundong Wang, Huatuo Yin, Shiwen Shen, Abdulmumin Ahmed Shuaibu, Weidong Wang, "Experimental Investigation on the Vibration Reduction Characteristics of an Optimized HeavyHaul Railway LowVibration Track", Shock and Vibration, vol. 2019, Article ID 1539564, 17 pages, 2019. https://doi.org/10.1155/2019/1539564
Experimental Investigation on the Vibration Reduction Characteristics of an Optimized HeavyHaul Railway LowVibration Track
Abstract
Heavyhaul railway has been developed rapidly in many countries in the world due to its great social and economic benefits. One of the key technologies for heavyhaul railway is the reduction of vibration on the track structures and its surrounding due to impact load induced by the train in service. The vibration behaviors of two kinds of lowvibration track (LVT) systems for heavyhaul railway are investigated in this paper. Firstly, two indoor fullscale lowvibration track models (new LVT and traditional LVT), which include rail, fastener, bearing block, rubber boot, track slab, and foundation base, were constructed according to design drawings. Secondly, the vibration responses of the different track components under the impact excitation of a dropping wheelset were measured. Thirdly, the timedomain characteristics of each track component of the two LVTs were compared by the acquired vibration timehistory curves. Finally, the frequencydomain distribution was analyzed, and the vibration reduction performance was evaluated by the comprehensive timefrequency analysis results. The results show the new LVT has lower vibration acceleration, shorter duration of vibration period, lower vibration frequency of track components, and most importantly an obvious vibration reduction effect on the ground. The research results are useful to further optimize the design of LVT to reduce the vibration under train impact load.
1. Introduction
Heavyhaul railways have great freight conveying capacity and have created great social and economic benefits [1–3]. To sustain these benefits, there is need to design improved track structure systems that will focus primarily on accommodating increased axle loads, faster operating speeds, and reduced track maintenance cycles [4–6]. Therefore, reducing the wheelrail impact load is crucial for the track structure design. It is widely accepted that these wheels cause large dynamic forces and that there is a limit to the magnitude of force which may be applied to the track [7, 8].
In recent years, many researchers have explored on exploration influence of dynamic impact on the track structures. Newton and Clark [8] focused primarily on the stresses in the rail due to a wheel flat. They estimated the forces of interaction between the wheel and rail using a linear track model and compared these forces with measured data for a rail irregularity. Wu and Thompson [9] studied wheeltrack impact using a nonlinear track FEM at different train speeds on three types of rail pad. Dukkipati and Dong [10] established an FE model of the wheelrail system and studied the relationship between the stiffness of the pad under slab and the wheelrail impact force as well as the stress and strain on the rail. Bian et al. [5] explored the relationships between the impact force and the wheel flat size.
Other scholars have done a lot of study on how to reduce the vibration of the track structures. Werning et al. [11] optimized the shape of wheels to realize the lownoise potential in freight railway. Liu et al. [12] developed a compound trackabsorber model to study the effectiveness of the rail absorber and the influence of its bending modes and concluded that rail vibration energy could be substantially reduced in the corresponding frequency region. Costa et al. [13] discussed the effects of the ballast mat stiffness and location in depth on the reduction of highfrequency vibrations transmitted to the ground. Hussein and Hunt [14] considered three different arrangements of supports for floatingslab tracks to control vibration from underground railways. Auersch [15] investigated the vibration characteristics of the floatingslab track and found that it has a dominating platemat resonance and a strong highfrequency reduction. Wang and Zeng [16] used rubbermodified asphalt concrete as a material for highspeed railway track slab underlayment to minimize the vibrations. The abovementioned literature provides a research basis for wheelrail impact and a reference for the optimization and design of track structure to improve the influence of wheelrail impact.
During heavyhaul railway operations, there are some unfavorable phenomena in the ballasted track due to dynamic impact. For example, the ballast is broken or even powdered and the sleeper could fail [17–20]. Thus, it is necessary to perform frequent maintenance to keep the track functional at all times. However, the ballasted track maintenance and repair is usually very difficult in long tunnel because of the small working space that inhibits the size of large machine and lack of ventilation. Compared with the ballasted track, the ballastless track has the advantages of lower deformation and less maintenance and has been highlighted on the highspeed railway [21, 22]. Due to these advantages, the ballastless track has gained popularity in heavyhaul railway in China [23]. Because the lowvibration track (LVT) structure can effectively reduce the impact loads of heavyhaul railways due to wheelrail and the vibration level of the tunnel foundation, thus, it was applied in the tunnel of the Inner Mongolia–Huazhong Coal Transportation HeavyHaul Railway in China. But the bearing block system of the LVT is susceptible to excessive deformation, which results in wheelrail impact and uneven forces distribution in elastic members, poor maintenance of the geometrical position of the line, and increased construction and maintenance costs.
In order to further improve the vibration damping performance of the LVT and reduce the vibration level of the track components caused by the wheelrail impact as well as justify the need to reduce vibration of the traditional LVT (TLVT) (TLVT), this paper proposes a new LVT (NLVT). This study aims at evaluating the vibration characteristics of the NLVT and TLVT systems under impact excitation. Two fullscale indoor models were established, and the vertical vibration was obtained using the wheelset dropping impact test method. In addition, the dynamic performance of the track structure was obtained and compared in the time and frequency domains [24–26]. The first section of the paper gives an overview of the fullscale model, the second section introduces the test method adopted in this paper, while the third, fourth, and fifth sections analyze the transmission attenuation of the vertical impact acceleration along the longitudinal, vertical, and lateral directions of the track, respectively.
2. Overview of the FullScale Model
This paper presents the vibration characteristics under impact excitations of the two LVTs. The NLVT was designed based on the TLVT. For the purpose to improve vibration characteristics of the TLVT, the NLVT is optimized for the size of the bearing block, the rubber pad under the bearing block, and the rubber boot. The short side slope of the bearing block is adjusted from 1 : 17 to 1 : 4.85; the rubber boot and the rubber pad under the bearing block in the NLVT are integrated. The images of the NLVT and TLVT bearing blocks and rubber boots are shown in Figure 1.
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The overall structural dimensions of the LVT have adopted the existing design size. The construction procedure of the models was completely the same as the construction of the real LVT structure in order to ensure the experiment can reflect real operating condition exactly. The cross section of the two LVTs in a straight section in tunnel is shown in Figures 2(a) and 2(b).
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The LVTs were constructed in the Key Laboratory of Engineering Structure of HeavyHaul Railway in Central South University of China. The dimensions of the track slab and the foundation base are 6580 mm × 2800 mm × 400 mm and 6800 mm × 3000 mm × 200 mm, respectively. Each LVT includes 11 pairs of bearing blocks, and the fastener spacing is 600 mm. The design and the physical maps of the fullscale model are shown in Figures 3(a), 3(b), 4(a), and 4(b), respectively.
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3. Overview of Experiment Methods
3.1. Test Method
The wheelset dropping test method of the Japan National Railways Institute of Technology was used to compare the vibration characteristics of the track structure [27, 28]. This method measures the dynamic response of the track components such as the rail, the bearing block, the track slab, the foundation base, and the ground, when the wheelset impacts the rail with free dropping at the heights of 20 mm [29]. During the experiment, a heavyhaul train wheelset was used to analyze and compare the impact vibration response characteristics of the two track structures. The actual wheelset was placed directly above the fastener No. 6 in the middle of the fullscale model, as shown in Figure 5.
By testing the acceleration amplitude of each track structural component from the rail to the ground, the vibration transmission and the impact attenuation performance between the adjacent track structures can be analyzed. The vibration parameters of the track structure such as the elastic coefficient and the damping coefficient can be calculated using the wheelrail impact time and the rebound fall off time.
3.2. Arrangement Plan of Measurement Points
To investigate the attenuation and transmission law of the vertical impact acceleration along the track longitudinal line, the acceleration sensors are arranged on the rails, the bearing blocks, and the track slab beneath the rail from No. 1 to No. 11, respectively. The measuring points are arranged symmetrically with the bearing block No. 6, and the specific arrangement is shown in Figure 6.
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To investigate the attenuation and transmission law of the vertical impact acceleration along the track vertical line, the acceleration sensors are arranged on the rail, the bearing block, the track slab, the foundation base and the ground. The specific arrangement is shown in Figure 7.
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To explore the attenuation and transmission law of the vertical impact acceleration along the track lateral line, the acceleration sensors are arranged on the bearing block and the track slab surface. The specific arrangement and the numbers of the acceleration sensors are shown in Figure 8.
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3.3. Acquisition Instrument and Parameters
The appropriate range and sensitivity of these sensors are selected according to the location of the measuring positions. For example, the range and sensitivity of rail acceleration sensor are ±10000 (m/s^{2}) and 40.2 mV/(m·s^{−2}), respectively, while those of the bearing block acceleration sensor are ±500 (m/s^{2}) and 1050 mV/(m·s^{−2}), respectively. The vibration signal acquisition instrument and analysis system, IMC, are produced by Integrated Measurement and Control Company in Germany. In order to collect more accurate data, the acquisition frequency of each parameter was set to 20000 Hz. Before the timedomain analysis, a lowpass filter was used. The cutoff frequency of the lowpass filter of the rail and the bearing block accelerations are 10000 Hz and 5000 Hz, respectively. As for the acceleration of the track slab, foundation base, and ground, the cutoff frequency is 1000 Hz.
In this paper, the attenuation of the impact vibration along the longitudinal, vertical, and lateral directions of the track are analyzed from the time and frequency domains of the impact vibration signal. The timedomain analysis compares the peak value, the root mean square (RMS) value, and the period duration of the track structure impact vibration signal. Therefore, the law of impact vibration transmission and attenuation characteristics of the track structure with time are studied. The frequencydomain analysis compares the spectrum distribution of the impact vibration, the power spectral density (PSD), and the vibration level along track vertical line (VL_{z}). Therefore, the law of the impact vibration transmission and attenuation characteristics of track structure with frequency is analyzed.
4. Analysis of Transmission and Attenuation of Impact Vibration along the Track Longitudinal Line
4.1. TimeDomain Analysis of the Law of Longitudinal Transmission along the Track
The acceleration peak is proportional to the surface impact force of the track structure, which can reflect the impact force level of the instantaneous track structure surface. The vibration transmission attenuation of the two LVT structures under the wheelrail impact is analyzed by measuring the acceleration of the rails, the bearing blocks, and the track slab at the fastener from No. 1 to No. 11. According to the experimental results, the dynamic response of the track structure on both sides of the impact point is basically symmetrical, so the average measurement results on both sides of the impact point are analyzed. The peak acceleration distributions at the rails, bearing blocks, and track slab are shown in Figures 9(a)–9(c).
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As shown in Figures 9(a)–9(c), the NLVT acceleration peaks of the rail, support block, and track slab at the point of impact are reduced by 3%, 9.5%, and 11.1% compared to the TLVT, which means that the NLVT can improve the stress state of the wheelrail impact point and reduce the peak of the track structure. The NLVT acceleration amplitude longitudinal attenuation speed is slower than the TLVT. For the LVTs, the impact vibration on the rail, the bearing block, and the track slab reaches the same level at the distance of 1.8–2.4 m. This shows that the NLVT vibrational energy is transmitted more along the longitudinal direction of the track.
The velocities are obtained by numerically integrating the acceleration signals using a highpass digital filter with a cutoff frequency of 1 Hz to eliminate the DC component and avoid baseline drifting. The velocity and acceleration curves at the other fastener are basically the same as No. 6, so the attenuation curves of the bearing block and the track slab at the point of the wheelsetrail impact are analyzed. The vertical vibration velocity and the acceleration timedomain curves of the bearing block and the track slab are shown in Figure 10.
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As shown in Figure 10(a), the peak distribution of the vibration velocity of the NLVT bearing block and the track slab is 240.1 mm/s and 16.2 mm/s, respectively, which is 3.3% and 14.8% smaller than that of the TLVT. As shown in Figure 10(b), the decay time of the first period and the total attenuation time for the NLVT are 33.97 ms and 118.67 ms, respectively. For the TLVT, the values are 46.53 ms and 97.85 ms, respectively, which is 37.0% and 21.3% longer than that of the NLVT. The NLVT has a shorter decay duration and a lower vibration peak, which indicates that the NLVT can reduce the impact on the track structure when the wheelset dropping impact occurs.
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4.2. FrequencyDomain Analysis of the Law of Longitudinal Transmission along the Track
The Fourier transform is used to convert the timedomain signal into the frequency domain to obtain the PSD distribution curve of the vibration signals at the rail, the bearing block, and the track slab at each fastener. A random signal usually has finite average power and is characterized by an average power spectral density as follows:where represents the fast Fourier transformation (FFT) output of a random vibration signal and is the total duration of the input signal, 0.15 seconds is used in this paper. The analysis results of the vibration signal at the rail, the bearing block, and the track slab from No. 1 to No. 6 are shown in Figures 11(a)–11(f).
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As shown in Figures 11(a)–11(f), the PSD distribution of the two LVTs is different when the wheelrail impact occurs. The PSD of the NLVT rail, which is concentrated on the 590–670 Hz, is lower than 600–700 Hz of the TLVT, and the number of NLVT peaks in this frequency band is lower and less than that of the TLVT. The PSD distribution of the bearing block concentrates in the frequency ranges of 80–120 Hz and 220–320 Hz for the NLVT and 80–130 Hz and 200–260 Hz for the TLVT. The PSD distribution of the NLVT track slab is mainly concentrated near 150 Hz and 250 Hz, while that of the TLVT is mainly distributed in the frequency bands of 100 Hz, 130 Hz, and 230–290 Hz. The frequency distribution of the NLVT is concentrated more than that of the TLVT, while the vibration level is lower.
The PSD of the NLVT amplitude decays faster and has lower frequency compared to the TLVT, when the vibration traverses from the fastener No.6 (track slab center) to the fastener No. 1 (track slab end), indicating that the NLVT can reduce the impact vibration along the longitudinal direction of the line faster than the TLVT.
5. Analysis of the Transmission and Attenuation of Impact Vibration along the Track Vertical Line
5.1. TimeDomain Analysis of the Law of Vertical Transmission along the Track
The timedomain curve of each track structure under the impact of the dropping wheelset is shown in Figures 12(a)–12(e). The two LVTs structures are attenuated to lower vibration levels after 34 cycles. The vibration amplitude of the NLVT fourth cycle is close to the normal; the NLVT vibration cycle is obviously shorter than that of the TLVT. The peak attenuation amplitude of the NLVT bearing block and the track slab is larger than that of the TLVT, and the difference between the rail and the track slab is not significant, indicating that the NLVT can attenuate the structural vibration more quickly and reduce the vibration level of the track structure more dramatically.
The vertical transmission and attenuation law of the impact vibration can be obtained by analyzing the acceleration amplitude of the impact acceleration at each track structure component of the fastener No. 6. The average acceleration and the RMS at the fastener from No. 1 to No. 6 are shown in Figure 13. The acceleration RMS values are computed with where is the width of the time window; 0.15 seconds is used in this paper.
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It can be seen from Figures 13(a) and 13(b) that the difference between the peak value and the RMS of the rails and the ground of the two LVT structures is obvious. The peak value and the RMS of the NLVT in the bearing block, the track slab, and the ground are smaller than that of the TLVT. This is extremely obvious at the ground, where the reduction is more than 30%, which is beneficial for reducing the vibration level of the tunnel base and the lining structure.
Using the wheelrail impact experiment results of different dropping wheelset heights, the two structural elastic coefficients K and the damping coefficients C are calculated as shown in Table 1. As can be seen from Table 1, the elastic coefficients of the NLVT and the TLVT are 37.7–45.2 kN/mm and 47.4–55.2 kN/mm, respectively, and the damping coefficients are 277.5–324.9 kN s/m and 205.4–281.9 kN s/m, respectively. Compared to the TLVT, the overall elastic modulus of the NLVT decreases on average by 21.1%, while the damping coefficient increases on average by 16.7%, indicating that the NLVT is more advantageous for attenuating the wheelrail impact vibration.

5.2. FrequencyDomain Analysis of the Law of Vertical Transmission along the Track
When the impact occurs at the wheel and rail, the attenuation law of the main frequency of the vibration of different components can be determined by studying the vertical attenuation and transmission law of the vibration along the line. Measures can then be taken to reduce the vibration and vibration isolation, as well as the damage caused to the track and tunnel structures. The 1/3 octave calculation results at each track structure are shown in the Figures 14(a)–14(e).
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It can be seen from Figure 14 that the rail energy is distributed at 630 Hz, and the variation of the highfrequency vibration range is basically the same. The main peak of the vibration is 630 Hz, with the subpeak of 1600 Hz for the NLVT and 2000 Hz for the TLVT. The main frequency of the NLVT is reduced; the impact vibration is transmitted from the rail to the ground, and the 250 Hz vibration is transmitted to the ground with a high peak. The 20–100 Hz vibration of the NLVT is better than that of the TLVT, but 50 Hz may be overlapped with the main vibration frequency of the track slab to cause resonance. The foundation base and the ground VL_{z} of the NLVT are generally smaller than that of the TLVT, indicating that the NLVT can reduce the impact vibration on the lower structure and play a better damping effect.
The vibration measurement can be carried out according to the code Mechanical Vibration and ShockEvaluation of Human Exposure to Wholebody Vibration (ISO 263111997) [30] and the Chinese code Measurement Method of Environmental Vibration of Urban Area (GB/T 13441–2007) [31]. According to [30, 31], the vibration level insertion loss is used to evaluate the vibration reduction effects. The vibration acceleration level (VAL) is calculated using where is the vibration acceleration RMS, and is the reference acceleration.
The VL_{z} is the vertical ground vibration acceleration level obtained by the weighting factor correction. The VAL is calculated usingwhere is the ith vibration acceleration level, is the ith weighting factor, and is the number of 1/3 octave calculation points.
The insertion loss is the difference between the vibration levels with different vibration control measures, which is defined aswhere is the vibration response of TLVT and is the vibration response with NLVT. If , it indicates that there is a vibration reduction effect.
Taking base acceleration as 10^{−6} m/s^{2}, the insertion loss can be calculated as
The of each track structural component is shown in Table 2. The difference between the two LVTs in the rail, the bearing block, and the track slab is small, but the damping effect of the NLVT on the foundation base and the ground is 6.0 dB and 7.1 dB, respectively, indicating that the NLVT track structure can better attenuate the impact vibration and reduce the track vibration. The LVT structure reduces the sound source intensity of the secondary noise, which is beneficial for the protection of the track and the tunnel lining structure.

6. Analysis of Impact Vibration Transmission and Attenuation along the Track Lateral Line
This section analyzes the vibration signals on the surfaces of the bearing block and the track slab to obtain their distribution characteristics and the transmission attenuation law in the track lateral line. Such analysis can strengthen the design of the weak links of the track components.
6.1. TimeDomain Analysis of the Law of Lateral Transmission along the Track
Optimized on the basis of the TLVT bearing block design, the NLVT bearing block increases the short side slope so that the surface acceleration distribution of the bearing block can be studied. The acceleration average and the acceleration RMS of the bearing block surface are shown in Figures 15(a) and 15(b).
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It can be seen from Figures 15(a) and 15(b) that the acceleration distributions of the two LVTs bearing blocks surface are different. The acceleration peak and RMS of the NLVT are smaller than that of the TLVT, and the reduction values are 2.55 g and 0.73 g, respectively. Hence, the NLVT is more effective. The maximum RMS of the TLVT appears at the measuring point I, which is in turn decremented to the measuring point III, and the NLVT is successively decreased from the measuring point III to I, indicating that the vibration energy of the NLVT bearing block surface near the center line of the track is higher. The situation is the opposite for the TLVT. Since the NLVT has a short side slope, the vibration acceleration is more evenly distributed on the surface of the bearing block.
It can be seen from Figures 16(a) and 16(b) that when the impact vibration is transmitted laterally to the midline at the surface of the track slab, vibrations of the two LVTs are weakened at the center line of the track slab, and the attenuation amplitude and the vibration level are nearly the same. When the edge of the track slab is transmitted laterally, the vibration levels increase, with the growth trend of the NLVT being more obvious than that of the TLVT. The peak and RMS of NLVT at the edge of the track slab are 0.47 g and 0.22 g higher than that of the TLVT, respectively. The surface acceleration attenuation of the integrated bearing block indicates that the NLVT will not significantly increase the surface acceleration of the track slab while reducing the vibration level of the bearing block.
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6.2. FrequencyDomain Analysis of the Law of Lateral Transmission along the Track
The insertion loss curve of the surface of the bearing block and the track slab is shown in Figures 17(a) and 17(b).
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It can be concluded from Figure 17(a) that vibration changes around the surface of the bearing block are basically the same. The NLVT has good vibration damping effect in the highfrequency range above 16 Hz, especially at 80–125 Hz and 200–250 Hz. the TLVT vibration is slightly lower in the center of bearing block below 16 Hz. As shown in Figure 17(b), the vibration of the NLVT track slab beneath the rail is higher than the NLVT but has good vibration damping effect at other measuring points. As a result of the insertion loss of the track slab and the bearing block, it can be concluded that the NLVT has a good vibration damping effect when the highfrequency vibration is transmitted to both sides of the track slab. The lowfrequency vibration state of the support block and the track slab beneath the rail is slightly disadvantageous.
7. Conclusions
This paper introduces the wheelset dropping impact experiment of two LVT fullscale structures to compare their vibration characteristics. Based on the results of timedomainfrequencydomain analysis, the transmission and attenuation laws of impact vibration along the longitudinal, vertical, and lateral directions of the track structure are investigated, and the dynamic performance of the two track structures is evaluated. The experiment results are analyzed and led to the following conclusions.
The timedomain results show that applying NLVT can reduce the vibration acceleration peak by 3%, 9.5%, and 11.1% at the rail and the bearing block of wheelrail impact position, respectively. The first and total attenuation period are reduced by 37.0% and 21.3%, respectively.
The frequencydomain results show that the NLVT overall vibration levels are reduced by 1.5 dB, 1.5 dB, −1.6 dB, 6.0 dB, and 7.1 dB at the rail, the bearing block, the track slab, the foundation base, and the ground, respectively.
The application of NLVT acceleration amplitude longitudinal attenuation speed at the bearing block and the track slab along the longitudinal direction of the rail is slightly slower than the TLVT, but this does not affect the operational safety of heavyhaul railway trains.
These results indicate that NLVT does generate a positive effect on vibration mitigation. This is extremely obvious at the ground, which is beneficial for reducing the vibration level of the tunnel base and the lining structure. Analysis and verification of the advantages of the NLVT in attenuating the vibration of the track structure can lay the foundation for further optimization and field application of the NLVT based on the study.
Data Availability
The data used to support the findings of this study are included within the article.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
This work was supported by the HighSpeed Railway Joint Fund of National Natural Science Foundation of China (Grant U1734208), the Major Program of National Natural Science Foundation of China (Grant 11790283), and the Science and Technology Foundation of China Railway 14th Bureau Corporation Limited (Grant 20160016).
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Copyright
Copyright © 2019 Zhiping Zeng 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.