Insights into Underrail Rubber Pad’s Effect on Vehicle-Track-Viaduct System Dynamics

Liu, Linya; Zuo, Zhiyuan; Zhou, Yunlai; Qin, Jialiang; Niu, Zhenyu

doi:https://doi.org/10.1155/2021/5562152

Shock and Vibration

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Advances in Early-stage Novelty Inspection and Structural Condition Assessment

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Research Article | Open Access

Volume 2021 | Article ID 5562152 | https://doi.org/10.1155/2021/5562152

Insights into Underrail Rubber Pad’s Effect on Vehicle-Track-Viaduct System Dynamics

Linya Liu,¹Zhiyuan Zuo,¹Yunlai Zhou,²Jialiang Qin,¹and Zhenyu Niu¹

Academic Editor: Paola Forte

Received07 Feb 2021

Accepted22 May 2021

Published07 Jun 2021

Abstract

To scientifically characterize the dynamic mechanical characteristics of the rubber pad under the rail of fasteners and its influence on the dynamic response of the vehicle-rail-viaduct system, taking the rubber pad under the rail of WJ-7B high-speed railway (HSR) with constant resistance as an example, a TFDV model was applied to characterize the viscoelasticity of the rubber pad and the theoretical model in the dynamic coupling of vehicle-rail-bridge was also studied. The results show that the energy storage modulus and loss factor of rubber pad under rail show a curved surface relation versus the change of frequency-temperature. In a certain frequency/temperature range, the energy storage modulus and loss factor of rubber pad under rail increase with the decrease of temperature and the increase of frequency, and the influence of low temperature on dynamic parameters is more significant. With the decrease of temperature, the minimum value of total dynamic flexibility decreases, and the corresponding extreme frequency shifts to high frequency. Viscoelastic dynamic features of rubber pad under rail mainly affect the dynamic response of vehicle subsystem and rail-bridge subsystem. With the decrease of ambient temperature of rubber pad, the dominant frequency band of power spectrum curve of each structure shifts to high frequency.

1. Introduction

High speed railway (HSR) serves as the effective solution to reduce the private transport and enhance the public transport, as well to reorganize the urban zone due to its high load, fast speed, high safety, and comfort. HSR has developed rapidly in China [1–3]. Because the elevated bridge track transportation can occupy less land and can more reliably control the long-term settlement of the foundation, it has good line smoothness and stability [4, 5]. When a high-speed train is running on a bridge, the wheel-rail system will vibrate severely due to the irregularity and be transmitted to the foundation under the rail, which will cause the vibration of the vehicle-track-bridge system, leading to the change of the operating quality and service life [6]. To ensure the high quality of high-speed rail operation, high-speed rail tracks often use rail fasteners with higher flexibility. The fastener not only is a necessary connecting device in the railway structure, but also plays a role of track vibration reduction. The main component that provides vibration reduction performance is the under-rail rubber pad in the fastener. In previous studies on vibration of vehicle-track-bridge systems at home and abroad, the dynamic mechanical parameters (stiffness, damping) of under rail rubber pads often adopt fixed values [7–10]. Because the underrail rubber pad component contains rubber polymer materials, its mechanical performance parameters under dynamic force are not constant. According to the literature [11–15], rubber polymer materials have viscoelasticity (referring to the mechanical properties of rubber materials under the influence of factors such as ambient temperature and excitation frequency which are also called temperature/frequency dynamic characteristics). This dynamic mechanical characteristic will change the dynamic mechanical parameters of the underrail rubber pad [16], which will affect the vibration response of the vehicle-track-viaduct system.

Relevant research studies were carried out on the dynamic parameters of rail fasteners. Yin et al. [17] analyzed the effect of the frequency variation characteristics of fastener’s stiffness on wheel-rail vibration and noise based on the vehicle-track coupling dynamics theory and acoustic theory; Wang et al. [18, 19] used mathematical method and virtual excitation method to analyze the vehicle-rail vertical coupled random vibration considering the frequency change of the fastener pad’s stiffness. The effect of the viscoelastic dynamic characteristics of the rubber pad on the vertical coupled vibration of the vehicle-rail-viaduct system is still rarely studied.

To explore the influence of viscoelasticity of the rubber pad under the track on the vehicle-track-viaduct vertical coupling dynamic response and accurately predict the dynamic response of the vehicle-track-viaduct system, this study takes the underrail rubber pad of the HSR WJ-7B constant resistance fastener as example and establishes a constitutive model that comprehensively considering the viscoelasticity of the under-rail rubber pad, and uses genetic algorithm to identify the structural model parameters by combining the established constitutive model with the separated parameter model and the vehicle-rail-viaduct coupled vibration frequency domain model to form a frequency domain viaduct vibration model that takes into account the viscoelastic dynamic characteristics of the underrail rubber pad. The viscoelasticity effect of underrail rubber pads on the dynamic response of the vehicle-rail-viaduct system is studied.

2. Vehicle-Rail-Viaduct Coupling Model

Dynamic flexibility method is used to construct the vehicle-rail-bridge coupling model shown in Figure 1. Since the parameters involved in the calculation of vehicle-track coupled vibration in the under-rail pad are stiffness and loss factor, it is necessary to convert the modulus value into a stiffness value according to the structural size of the material. The calculation is as follows:where k_f indicates the stiffness of the rubber pad under the rail and A and h mean the bottom effective area (according to the actual bearing area and the measured size of the rubber pad under the rail, the effective area is reduced by 30% of the actual size) and thickness of the rubber pad under the buckle rail, respectively. E_s is the storage modulus of the rubber pad under the rail.

The vehicle-rail-viaduct coupling dynamics model used in this study is shown in Figure 2. The vehicle system uses the CRH380A high-speed train, using a 10-DOF longitudinal half-vehicle model of a single carriage [20]. The rail is simplified to be an infinite length Timoshenko beam; the track plate and the base version are simplified to Euler–Bernoulli beams with free ends, and the bridge is simplified to a simple supported Euler beam at both ends. Fasteners, CA mortar layer, sliding layer, and bridge support are all considered as discrete viscoelastic support unit [21]. The model calculation process is shown in Figure 3.

2.1. Vehicle Vibration Model

The vertical vibration equation of a single carriage is as follows:where means the quality matrix of the carriage; represents the damping matrix of the carriage; indicates the stiffness matrix of the carriage; , , and indicate the displacement, velocity, and acceleration of the carriage, respectively, and denotes the wheel-rail force.

Separating the variables of (2) shall obtainwhere [β_ω] means the dynamic flexibility matrix of the wheel at the wheel-rail contacting point and [Z_ω] represents the vertical displacement matrix of the wheel pair.

2.2. Track-Viaduct Vertical Coupled Vibration Model

The rail viaduct coupling system mainly includes steel rails, track plate, base plate, and box beams. Fasteners connect the rail and track plate, and CA mortar connects the track plate and base plate, and sliding layers connect the base plates and box beams. The box type beams are supported by bearings installed on the piers.

The rail is simplified as Timoshenko beam, and its dynamic flexibility is as follows [22]:

The vibration displacement of the rail is as follows:where means the wheel-rail force of wheel pair; means the amount of the wheel pair; F_fn means the n^th fastener’s force; and N means the amount of the fasteners for certain rail with 32 m.

The base plate and bearing plate are simplified as free-free Euler–Bernoulli beam, and the dynamic flexibility is as follows:where means the n^th order mode shape at the x location, ω_n represents the n^th resonant circular frequency of free-free Euler beam, ω denotes the excitation circular frequency, η indicates the loss factor, and N describes the cutting-off order.

The displacement of the track plate follows:where F_fn means the n^th fastener’s force, N means the amount of the fasteners, F_jm means the nth discrete spring force at CA mortar layer, and M means the amount of the discrete springs.

When calculating the dynamic flexibility of the base plate, the base plate is simplified as a free-free Euler–Bernoulli beam, and its dynamic flexibility is as follows:where means the n^th mode shape at the x^th location, indicates the n^th order circular frequency, means the circular frequency, η means the loss factor, and N means the cutting-off order.

The displacement of the base plate iswhere F_jm is the discrete spring force of the m^th CA mortar layer, F_zh is the discrete spring force of the h^th sliding layer, M is the amount of discrete springs in the CA mortar layer, and H is the amount of discrete springs in the sliding layer.

The viaduct is simplified as simply supported Euler beam, and the dynamic flexibility is expressed aswhere means the n^th order mode shape of the simply supported beam, means the n^th order resonant frequency, N means the amount of the modes, and means the excitation circular frequency.

The displacement of the viaduct is as follows:where F_qi means the force applied by the i^th bearing to X_qi on the viaduct.

The fastener force F_fn, mortar layer discrete support force F_jm, sliding layer discrete support force F_zh, and bearing force F_qi are as follows:where K_f means complex stiffness for fasteners; K_j means discrete spring complex stiffness for CA mortar layer; K_z means sliding layer discrete spring complex stiffness; and K_q means discrete spring complex stiffness for bridge support. And certain complex stiffness factors are as follows:where k_fη_f mean the stiffness and the loss factor of the fastener, respectively; k_j, η_j represent the stiffness and loss factor of the CA mortar layer, respectively; k_z, η_z indicate the stiffness and loss factor of the sliding layer, respectively; and k_q, η_q denote the stiffness and loss factor of the viaduct bearing, respectively.

Substituting (14) into (5), (7), (9) and (11) can obtain

Equation (14) can be written in matrix form:where means result of the dynamic flexibility multiplied with complex stiffness of each structural layer of the rail viaduct system; {Z} means the displacement matrix of each layer of rail viaduct system; and {P} means the load matrix.

From (15), the dynamic flexibility of the rail viaduct coupling system followswhere Z^TB means displacement of rail viaduct coupling system under wheel-rail force and denotes dynamic flexibility representing the displacement of the rail viaduct coupling system under unit harmonic force.

2.3. Wheel-Rail Contact Model

Assuming the wheel-rail contact as Hertz contact, k_c means the contact spring stiffness coefficient; the dynamic flexibility follows

2.4. Virtual Excitation Method

This section computes the vehicle-rail-viaduct random dynamic responses via the virtual excitation method. Assuming the first wheel-rail contact point to be uneven, the power spectrum density (PSD) is , and the virtual excitation vector of the two wheel pairs of the entire carriage follows

The relative position of the carriage and the track remains unchanged, and the track irregularity spectrum moves along the rail at the speed of the vehicle, generating displacement excitation between the wheel and the rail. The wheel-rail force can be computed as follows:

Combining (19) with (2) and (15), the displacements of vehicle, track, and viaduct can be obtained. Through the displacement response , the acceleration is further derived, and the acceleration response followswhere and mean the acceleration and displacement, respectively.

3. Viscoelasticity Characterization of Underrail Rubber Pad

Mathematical model is usually used to characterize the dynamic viscoelasticity of the viscoelastic damping material. This study applies the constant frequency but variable temperature test method to obtain the measured data in order to expand to high frequency domain via temperature-frequency equivalence. The Temperature-Frequency Dependent Viscoelastic (TFDV) model is applied to characterize the dynamic mechanical properties of the underrail rubber pads.

3.1. Temperature-Frequency Equivalence

For certain temperature range, most viscoelastic damping materials share the same dynamic mechanical characteristics between the low temperature condition and high frequency condition. Such temperature-frequency conversion relationship is so-called the Time-Temperature Equivalence (TTE) [23]. This gives the possibility of obtaining the high frequency dynamic mechanical characteristics of the viscoelastic damping materials at low temperature rather than at high frequency, which is arduous for most instruments. The TTE followswhere T_s means the reference temperature value, T means the measured temperature, means the energy storage modulus, represents the energy consumption modulus, denotes the excitation circular frequency, and indicates the transferring factor [23].

3.2. FVMP Model

The fraction Voigt and Maxwell mode in parallel (FVMP) model is a high-order fractional derivative model, which can accurately describe the dynamic mechanical characteristics of various mechanical parameters of the underrail cushion in a certain frequency band. Its time domain constitutive equation [24] followswhere and . and mean the elastic parameters of the FVMP model, and represent the viscosity parameters of the FVMP model, and , , and indicate the fractional derivative order.

After transforming and separating (23), the storage modulus, dissipation modulus, and loss factor are obtained as

3.3. TFDV (Temperature Frequency Dynamic Viscoelastic) Model

This study tries to establish a comprehensive dynamic model with considering both temperature variation and frequency variation simultaneously to analyze the concurrent effect of vibration frequency and ambient temperature. The TTE is introduced to the FVMP model firstly, and substituting (21) and (22) into (24) and (25), respectively, leads to the temperature-frequency variation model aswhere .

The schematic diagram of the constitutive model (TFDV model) for the underrail rubber pad established in this study is shown in Figure 4.

3.4. Temperature Variant Mechanical Test of Underrail Rubber Pad

The stiffness and damping of the under-rail rubber pad account for about 95% of the fastener system, so the stiffness and damping of the underrail rubber pad can be considered as the mechanical parameters of the fastener system [25]. Underrail rubber pad mainly provides the dynamic stiffness and loss factor of fasteners. The test object in this paper is the underrail rubber pad in the HSR WJ-7B constant resistance fastener system, as shown in Figure 5.

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(b)

The test uses the EPLEXOR 500N Dynamic Thermomechanical Analyzer (DMA, as shown in Figure 6) produced by the German GABO Company for compression test.

The sample is a cylinder ø15 mm × ø10 mm, the excitation frequency is 2 Hz, the static strain is controlled at 1.0%, the dynamic strain is controlled at 0.1%, and the temperature control system is used to adjust the test environment temperature from −60°C to 40°C, extract the test values of modulus and loss factor at this time, and finally get the temperature spectrum of the underrail rubber pad, as shown in Figure 7.

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3.5. Dynamic Characteristics of Underrail Rubber Pads

3.5.1. Temperature Variant Dynamic Characteristics of Underrail Rubber Pad

There are three forms of viscoelastic damping materials at different temperatures: glassy, rubbery, and viscous flow. As the temperature changes, the corresponding mechanical parameters of viscoelastic damping materials will also change in different forms accordingly. Figure 7 shows the DMA test results of the underrail rubber pad in the range [−60, 40]°C.

In Figure 7, at low temperatures, the underrail rubber pad behaves in a glassy state, its storage modulus value is large and slowly decreases with the increase of temperature, and its energy dissipation modulus increases with the increase of temperature; when the temperature rises, the material is in the glass transition zone; in this temperature range, the storage modulus decreases sharply, and the energy dissipation modulus decreases sharply as the temperature increases after reaching the peak temperature of the energy dissipation modulus (−50.7°C). When the temperature rises to a certain range, the modulus value of the rubber pad under the rail tends to be stable, and this state is in a rubber state.

The loss factor of the rubber pad under the rail has a peak at the glass transition temperature (−45.7°C). When the temperature is less than , the loss factor increases sharply with the increase in temperature. When the temperature is greater than , the loss factor decreases sharply and the rate of decrease gradually slows down. When the temperature rises to a certain range, the value of the loss factor tends to stabilize. The glass transition temperature (−45.7°C) of the underrail rubber pad obtained from the test data and the corresponding loss factor are 0.55.

In a certain temperature range, the temperature change test value of the underrail rubber pad shows obvious low-temperature sensitivity and high-temperature stability. Under low-temperature conditions, the mechanical properties of the underrail rubber pad have direct correlation with change to the mechanical response of the vehicle, track, and bridge subsystems.

3.5.2. Frequency-Varying Dynamic Characteristics of the Underrail Rubber Pad

(1) Temperature-Frequency Equivalence. To obtain the frequency-varying viscoelastic dynamic characteristics, combining the DMA temperature sweep test and the principle of temperature-frequency equivalence, the dynamic performance of the underrail rubber pad can be obtained. The frequency-varying mechanical characteristics of the under rail rubber pad when the reference temperature is 20°C is taken as an example. Figure 8 shows the frequency-dependent modulus value and loss factor after temperature-frequency equivalent treatment when the reference temperature of the underrail rubber pad is 20°C.

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(b)

(2) Frequency Domain Data Model Fitting. To ensure the fitting accuracy of the multiobjective function to the data, the frequency domain discrete data obtained in (1) is fitted with the high-order fractional derivative FVMP model, and the FVMP model parameters are identified in combination with the genetic algorithm. Model parameters are shown in Table 1. To verify the fitting effect of the model, this paper compares the frequency-domain discrete dynamic parameter data of the undertrack rubber pad with the fitting curve of the FVMP model, shown in Figure 8.

Figure 8 shows the comparison between the test values of the modulus value and loss factor of the underrail rubber pad and the fitting curve of the FVMP parameter model. In Figure 8(a), both the modulus value and loss factor of the underrail rubber pad increase with the increase in frequency and increase of amplitude gradually slows down. In Figure 8(b), the frequency domain discrete dynamic parameter values of the underrail rubber pad are compared with the FVMP parameter model simulation value. The FVMP parameter model can better describe the frequency change trend of its modulus value and loss factor, indicating that the FVMP model can accurately reflect frequency variation characteristics of rubber pads under derailment.

3.5.3. Characterization of Underrail Rubber Pad via the TFDV Model

Based on the TFDV model, the temperature variation (−30, −20)°C test data of the underrail rubber pad is processed; combined with the FVMP model parameters identified by the genetic algorithm, the three-dimensional dynamics of the temperature-frequency variation of the underrail rubber pad’s storage modulus and loss factor can be obtained; see Figure 9.

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(b)

In Figure 9, the storage modulus value and loss factor of the underrail rubber pad characterized by the TFDV model show a curved relationship with the frequency-temperature change; within a certain frequency/temperature range, the storage modulus value of the underrail rubber pad and the loss factor increase with decreasing temperature and increasing frequency. The dynamic parameters of underrail rubber pads have obvious temperature and frequency dependence, and the influence of low temperature on the dynamic parameters is more significant—the energy storage of underrail rubber pads. The dynamic properties of modulus viscoelasticity illustrate the characteristics of underrail rubber pads being rigid at low temperature/high frequency and soft at high temperature/low frequency.

4. Viscoelastic Effect of the Undertrack Rubber Pad on the Vehicle-Track-Bridge System

4.1. Computation Condition

The computation condition is illustrated in Tables 2 and 3.

The track irregularity adopts the German spectrum (wavelength [1, 100] m), shown in Figure 10, the low-frequency dynamic response of the vehicle-rail-bridge system can be calculated, and when the Sato spectrum (wavelength < 1 m) is used as short-wave irregularity spectrum, the high-frequency dynamic response of the vehicle-rail-bridge system can be computed; this study uses the German low interference spectrum and the Sato spectrum as the track irregularity excitation [26].

In terms of German spectral density function, it is defined aswhere the low interference spectrum is used, and the parameters are = 4.032e − 7 m·rad, ω_c = 0.8246 rad/m, ω_r = 0.0206 rad/m, and ω_s = 0.4380 rad/m.

Sato spectral density is defined aswhere the surface of the track is in good condition, A = 0.065, and N = 3.06.

4.2. Results Analysis

The influence of the frequency variation parameters of the underrail rubber pads on the dynamic response of the vehicle-rail-bridge coupling system at ambient temperatures of 20°C, −20°C, and −30°C is used, shown in Table 4. According to the storage modulus of the underrail rubber pads measured by the DMA test and the external dimensions of the test material, the energy storage stiffness and loss factor temperature change values of the underrail rubber pads at different temperatures can be converted, and the corresponding temperature-frequency equivalent treatment can be used to obtain the frequency change data.

4.2.1. Viscoelastic Effect of the Underrail Rubber Pad on the Dynamic Flexibility

To analyze the influence of the viscoelastic dynamic characteristics of the underrail rubber pad on the dynamic flexibility of the vehicle-track-bridge system, it is necessary to analyze the dynamic flexibility of the vehicle-rail-bridge coupling system and the rail-bridge under the temperature change characteristics of the underrail rubber pad—the longitudinal attenuation rate of the system. Load the unit simple harmonic force on the wheel, and the obtained wheel displacement is the wheel dynamic flexibility; when the unit simple harmonic force is loaded on the rail; the obtained rail-bridge system displacement is the rail-bridge system dynamic flexibility.

(1) Vehicle-Rail-Bridge Dynamic Flexibility Amplitude and Phase. Based on the obvious vibration response of the wheel-rail contact position, this paper analyzes the system dynamic flexibility of the first wheel-rail contact position. Under the frequency change conditions of the rubber pads under different ambient temperatures, the dynamic flexibility amplitude and phase of the vehicle-rail-bridge system are shown in Figures 11−14.

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(b)

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(b)

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(b)

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From Figures 11–13, the dynamic flexibility of the wheel is the largest at 1 Hz, which corresponds to the natural frequency of the vehicle’s secondary suspension. In the frequency range [1, 200] Hz, the dynamic flexibility of the wheel gradually decreases with the increase of frequency; the dynamic flexibility of the contact spring is considered as constant; the peak value of rail-bridge dynamic flexibility at 5 Hz corresponds to the first-order natural frequency of the bridge-bearing system.

In Figure 11, the total dynamic flexibility in the frequency band below 25 Hz is mainly affected by the wheels. The total dynamic flexibility in the frequency band [25, 120] Hz is mainly determined by the wheel and track-bridge dynamic flexibility. The total dynamic flexibility appears at a minimum value at 59 Hz. The total dynamic flexibility in the frequency band [120, 200] Hz is mainly affected by the track-bridge dynamic flexibility.

In Figure 12, the total dynamic flexibility in the frequency band below 30 Hz is mainly affected by the dynamic flexibility of the wheels. The total dynamic flexibility in the frequency band [30, 150] Hz is mainly determined by the dynamic flexibility of the wheels and the rail-bridge. The total dynamic flexibility appears extremely small at 75 Hz. The total dynamic flexibility in the frequency band [150, 200] Hz is mainly affected by the track-bridge dynamic flexibility.

In Figure 13, the total dynamic compliance in the frequency range below 40 Hz is mainly affected by the wheels. The total dynamic compliance in the frequency range [40, 170] Hz is mainly determined by the wheel and track-bridge dynamic compliance. The total dynamic compliance appears at a minimum at 93 Hz. The total dynamic compliance of the frequency band [170, 200] Hz is mainly affected by the track-bridge dynamic compliance; The amplitudes of the dynamic compliances of the wheel and the track-bridge at the frequency corresponding to the minimum point of the total dynamic compliance are equal, and phases are opposite; this frequency point is the natural frequency of the rail-bridge system.

In Figure 14, the total dynamic compliance amplitude curve and phase curve at different temperatures basically coincide in the frequency band below 25 Hz. This is because the total dynamic compliance in this frequency band is mainly determined by the wheel dynamic flexibility, and the viscoelasticity of the underrail rubber pad affects the wheel movement. The main frequency of the minimum point and the phase main frequency of the three total dynamic flexibility curves shift to high frequency with the decrease of temperature. This is because the lower the temperature, the greater the stiffness of the rubber pad under the rail, which leads the overall rigidity of the rail-bridge system to be larger.

(2) Track Decay Rate (TDR) of Track-Bridge System. The unit simple harmonic force is applied at wheel-rail contact point 1, and the response at wheel-rail contact point 3 is called the transmission dynamic flexibility between wheel-rail contact points 1 and 3. This section uses the transmission dynamic compliance decay rate to describe the track-viaduct relation, i.e., the relation between the dynamic flexibility of the bridge origin and the dynamic flexibility of the span; the TDR of the structure [27] is expressed aswhere z₀ is the displacement of contact point 1 when unit simple harmonic force is applied at wheel-rail contact point 1 and z_i is the displacement of contact point 3 when unit simple harmonic force is applied at wheel-rail contact point 1.

Figure 15 shows the TDR of the track-bridge system under the temperature/frequency change conditions of the undertrack rubber pad.

In Figure 15, in the frequency range [0, 122] Hz, the TDR of the track-bridge system decreases with the decrease of temperature; that is, the decrease in temperature in this frequency band increases the longitudinal transmission of vibration along the track-bridge system, which leads to vibration due to energy conservation. The vertical transmission along the track-bridge system is reduced; in the frequency range [181, 200] Hz, the TDR of the track-bridge system increases with the decrease of temperature; that is, the decrease in temperature in this frequency band causes the vibration to travel along the track-bridge system, while longitudinal transmission decreases. Due to the conservation of energy, the vertical transmission of vibration along the track-bridge system increases; the change trend of the TDR spectrogram of the track-bridge system at different temperatures is basically the same.

To summarize, the viscoelasticity of the underrail rubber pad has a certain effect on the total dynamic flexibility and the TDR of the rail-bridge system. The lower the temperature, the smaller the minimum value of the total dynamic flexibility, and the frequency of the minimum value of the total dynamic flexibility will shift to high frequency. This is due to the increase in the stiffness of the rubber pad under the rail due to the decrease in temperature, which causes the overall track-bridge system stiffness increases; in the low frequency band, the decrease in temperature causes the TDR of the track-bridge system to decrease; that is, the longitudinal transmission of vibration along the track-bridge system increases and the vertical transmission decreases; in the higher frequency band, the temperature decrease causes the decay rate of vibration transmission of the track-bridge system to increase; that is, the longitudinal transmission of vibration along the track-bridge system decreases and the vertical transmission increases.

4.2.2. Viscoelastic Effect of the Rubber Pad on the Random Vibration of the Vehicle-Track-Bridge System

This section uses virtual excitation method to calculate the random dynamic response of the vehicle-rail-bridge system at a speed of 350 km/h.

(1) Vertical Wheel-Rail Force. Figure 16 shows the wheel-rail force spectrum of the underrail rubber pad at different temperatures. To accurately analyze the influence of the viscoelasticity of the underrail rubber pad on the wheel-rail force, the main peak value of the wheel-rail force and the corresponding peak frequency in Figure 16 are extracted; see Table 5.

From Figure 16 and Table 5, the changing trend of the wheel-rail force amplitude calculated by the underrail rubber pad at different temperatures is consistent. Generally speaking, there is basically no difference in the wheel-rail force calculated in the frequency band below 25 Hz. The difference in the frequency range [25, 200] Hz is more obvious; the main peak frequency of the wheel-rail force amplitude curve is in the frequency range [55, 85] Hz, which is related to the coupled vibration of the wheel and the track-bridge; the stiffness of the rubber pad under the track decreases with the decrease of temperature. Therefore, the peak frequency corresponding to the main peak of the wheel-rail force shifts to high frequency, which shows that the amplitude of the high-frequency wheel-rail force increases with the decrease of temperature.

(2) Vehicle Body Vibration Acceleration Power Spectral Density. Figure 17 shows the acceleration PSD of car body nodding and ups and downs of the underrail rubber pad at three temperatures.

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Extract the peak value of the PSD of the vehicle body nodding and the ups and downs vibration acceleration in Figure 17 and the corresponding peak frequency; see Table 6.

In Figures 17(a) and 17(b), the vehicle body ups and downs/nodding acceleration power spectrum curves calculated under different ambient temperatures for underrail rubber pads basically overlap, mainly in the frequency band below 10 Hz; from Table 6, the vehicle body ups and downs vibration acceleration are in different working conditions. In this case, the calculated first main frequency is 1 Hz, the corresponding maximum peak value is 0.4087 (m/s²)²/Hz, the minimum peak value is 0.4084 (m/s²)²/Hz, and the difference between the two is only 0.07%. The second main frequencies are both 5 Hz, the corresponding maximum peak value is 0.06800 (m/s²)²/Hz, the minimum peak value is 0.06700 (m/s²)²/Hz, and the difference between the two is only 1.5%, which can be ignored; the car body nods. The first dominant frequency of vibration acceleration calculated under different working conditions is 1 Hz, the corresponding maximum peak value is 0.01041 (m/s²)²/Hz, the minimum peak value is 0.01039 (m/s²)²/Hz, and the difference between the two is only 0.2%; the second main frequency is 7 Hz, the corresponding maximum peak value is 0.0081 (m/s²)²/Hz, the minimum peak value is 0.0079 (m/s²)²/Hz, and the difference between the two is only 2.5%, which can be ignored and not counted; therefore, the viscoelastic dynamic characteristics of the underrail rubber pads have basically no effect on the dynamic response of the car body.

(3) Wheelset and Rail Vibration Acceleration Power Spectral Density. The dynamic response law of wheel-rail direct contact is similar. This article puts it together for analysis. Figure 18 shows the power spectral density of wheelset and rail vibration acceleration calculated under different temperatures for the rubber pad under the rail.

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Extract the more obvious peaks and corresponding peak frequencies in the power spectrum of wheel sets and rails in Figure 18 and Tables 7 and 8.

From Figure 18(a) and Table 7, the power spectrum of wheelset acceleration of the underrail rubber pad at different ambient temperatures has no obvious difference within the frequency range of 25 Hz; the peak frequency is between 55 and 85 Hz; as the temperature decreases, the peak frequency of the wheelset acceleration power spectrum gradually increases; in the low frequency band within 61 Hz, the lower the temperature, the smaller the amplitude of the wheelset vibration acceleration power spectrum; in the higher frequency band [81, 200] Hz, the higher the temperature, the lower the wheelset vibration acceleration power spectrum amplitude; this is similar to the wheel-rail force amplitude curve law.

From Figure 18(b) and Table 8, the power spectrum of rail vibration acceleration under different ambient temperatures has no obvious difference within the frequency range of 20 Hz; the peak frequency is between 55 and 98 Hz. As the temperature decreases, the peak frequency of the rail acceleration power spectrum curve gradually increases; in the low frequency stage within 66 Hz, the lower the temperature, the smaller the amplitude of the rail vibration acceleration power spectrum; in the [85, 200] Hz high frequency band, the lower the temperature, the higher the overall power spectral density of the vibration acceleration of the upper rail.

The viscoelastic dynamic characteristics of the underrail rubber pad have an impact on the vehicle system and the random dynamic response of the rail. The viscoelasticity of the underrail rubber pad has almost no effect on the low-frequency acceleration PSD curve of the carriage body, wheel set, and rail because the dynamic response of the vehicle system and the rail and the total flexibility of the vehicle-rail-bridge system are closely related. In the low frequency band, the total dynamic flexibility is mainly determined by the wheel dynamic flexibility, while the viscoelasticity of the underrail rubber pad has no effect on the wheel dynamic flexibility; the viscoelasticity of the underrail rubber pad affects the wheel-rail force and the wheelset. The influence of certain rubber pad in the medium and high frequency range to the PSD of the rail is obvious. As the temperature decreases, the peak frequency of the PSD increases; in the lower frequency range, the lower the temperature is, the smaller the power spectrum amplitude will be; in the higher frequency band, the higher the temperature is, the greater the power spectrum amplitude will be.

5. Conclusions

This paper combines the TFDV model of the underrail rubber pad and the vehicle-track-bridge vertical coupling frequency domain analysis model, which uses the German spectrum and the Sato spectrum as the track irregularity. The conclusions are summarized as follows:(1)The temperature change test value of the underrail rubber pad shows obvious low-temperature sensitivity and high-temperature stability within a certain temperature range; as to the storage of the underrail rubber pad characterized by the TFDV model, both the energy modulus value and the loss factor show a curved relationship with the frequency-temperature change; within a certain frequency/temperature range, the storage modulus value and loss factor of the underrail rubber pad both decrease with temperature and increase frequency.(2)The lower the temperature is, the smaller the minimum value of the total dynamic flexibility will be; and the frequency of the minimum value of the total dynamic flexibility shifts to high frequency. In the low frequency band, the temperature decrease causes the TDR of the track-bridge system to decrease; that is, the longitudinal transmission of vibration along the track-bridge system increases, and the vertical transmission decreases; in the higher frequency band, the temperature decreases while the dynamic flexibility TDR of the track-bridge system increases; that is, the dynamic flexibility decreases along the track-bridge system's longitudinal transmission and increases the vertical transmission.(3)The viscoelastic dynamic characteristics of the rubber pad have little effect on the amplitude of the power spectrum of the vehicle body vibration acceleration. Since the total flexibility of the vehicle-rail-bridge system is closely related to its dynamic response, the wheels in the low frequency range mainly determine the total flexibility. The viscoelasticity of the rubber pad under the rail has no effect on the dynamic flexibility of the wheel; the primary and secondary suspension of the vehicle dissipate a large amount of low-frequency vibration energy transmitted to the car body.(4)The viscoelastic dynamic characteristics of the underrail rubber pad have the same effect on the wheel-rail force, wheelset, and rail vibration acceleration power spectrum. As the temperature decreases, the peak frequency of the power spectrum curve gradually increases; in the lower frequency band, the lower the temperature is, the smaller the power spectrum amplitude will be; in the higher frequency band, the lower the temperature is, the greater the power spectrum amplitude will be. The viscoelasticity of the underrail rubber pad has a similar effect on the vibration of the track-bridge system. As the ambient temperature of the underrail rubber pad decreases, the dominant frequency band of the power spectrum curve shifts to high frequencies.

Data Availability

The data are available from the corresponding author upon request.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This work was supported by the National Natural Science Foundation (Grant nos. 51968025 and 51578238), the Key Projects of Jiangxi Natural Science Foundation (Grant no. 20192ACBL20009), and the Key Research and Development Program of Jiangxi (Grant no. 20181BBE50013) of China.

References

X. Lei, High Speed Railway Track Dynamics: Model, Algorithm and Application, Science Press, Beijing China, 2015.
Q. Peng, J. Li, Y. Yang et al., “Influence of high-speed railway construction on railway transportation of China,” Journal of Sothwest Jiaotang University, vol. 51, no. 3, pp. 525–533, 2016.
View at: Google Scholar
G. Zhou, D. Chen, F. Zhou, and K. Zhang, “Research on market share rate models of passenger transport competition between high-speed rail and road,” Journal of the China Railway Society, vol. 42, no. 1, pp. 1–8, 2020.
View at: Google Scholar
Z. Yu, H. He, L. Jiang et al., “Dynamics and key technology research on high-speed railway track-bridge system under multiple dynamic sources,” China Civil Engineering Journal, vol. 50, no. 11, pp. 1–9, 2017.
View at: Google Scholar
Z. Jin, S. Pei, and S. Qiang, “Study on derailment of railway vehicles on bridges during earthquakes based on IDA analysis,” China Civil Engineering Journal, vol. 47, no. S1, pp. 234–239, 2014.
View at: Google Scholar
L. Liu, Z. Zuo, Y. Zhou, and J. Qin, “Insights into the effect of WJ-7 fastener rubber pad to vehicle-rail-viaduct coupled dynamics,” Applied Science, vol. 10, no. 5, 2020.
View at: Publisher Site | Google Scholar
D. J. Thompsom, Railway Noise and Vibration; Mechanisms, Modeling and Means of Control, Elsevier, Oxford, UK, 2009.
L. Liu, J. Qin, Y.-L. Zhou, R. Xi, and S. Peng, “Structural noise mitigation for viaduct box girder using acoustic modal contribution analysis,” Structural Engineering and Mechanics, vol. 72, no. 4, 2019.
View at: Publisher Site | Google Scholar
L. I. Qi and D. J. Wu, “Analysis of the dominant vibration frequencies of rail bridges for structure-borne noise using a power flow method,” Journal of Sound and Vibration, vol. 332, pp. 4153–4163, 2013.
View at: Publisher Site | Google Scholar
B. Zhang, X. Lei, and Y. Luo, “Improved algorithm of iterative process for vehicle-track coupled system based on Newmark formulation,” Journal of Central South University (Science and Technology), vol. 47, no. 1, pp. 298–306, 2016.
View at: Publisher Site | Google Scholar
D. J. Thompson and J. W. Verheij, “The dynamic behaviour of rail fasteners at high frequencies,” Applied Acoustics, vol. 52, no. 1, pp. 1–17, 1997.
View at: Publisher Site | Google Scholar
J. Maes, H. Sol, and P. Guillaume, “Measurements of the dynamic railpad properties,” Journal of Sound and Vibration, vol. 293, no. 3–5, pp. 557–565, 2006.
View at: Publisher Site | Google Scholar
J. Yang, C. Maoru, M. Zhu et al., “The non-linear constitutive model of elastic rubber mat for rail vehicles,” Journal of Vibration Engineering, vol. 29, no. 2, pp. 291–297, 2016.
View at: Google Scholar
Z. Liu, Study on the Influence of Amplitude-Dependent and Frequency-Dependent Dynamic Characteristics of Rubber Pads on Wheel-Rail Dynamic Response in High Speed, Southwest Jiaotong University, Chengdu, China, 2017.
Y. Zhao, Z. Hou, Y. Huang et al., “A fractional derivative model with five parameters for rubber materials,” Journal of Vibration and Shock, vol. 34, no. 23, pp. 37–41, 2015.
View at: Google Scholar
L. Liu, P. Lu, and J. Qin, “Random vibration analysis of vehicle-track coupling system based on fastener FVMP model,” Journal of the China Railway Society, vol. 41, no. 5, pp. 93–100, 2019.
View at: Google Scholar
Q. Yin, C. Cai, and S. Zhu, “Effect of frequency-dependent stiffness of rail fasteners on the wheel-rail vibration noise,” Journal of Vibration and Shock, vol. 36, no. 18, pp. 231–237, 2017.
View at: Google Scholar
P. Wang, Y. Fan, and W. Kai, “Symplectic model and its application of vertical environment vibration prediction about vehicle-track-tunnel coupled system,” Engineering Mechanics, vol. 34, no. 5, pp. 171–178, 2017.
View at: Google Scholar
W. Kai, Y. Fan, P. Wang, and W. Luo, “Symplectic random vibration analysis of vehicle-track coupled system considering frequency-dependent stiffness of rail pads,” Engineering Mechanics, vol. 33, no. 9, pp. 123–130, 2016.
View at: Publisher Site | Google Scholar
Z. Zuo, L. Liu, J. Qin et al., “Analysis of influence of temperature variation characteristics of fastener rubber pads on vehicle-track vertical coupling dynamic responses,” Noise and Vibration Control, vol. 40, no. 3, pp. 194–199, 2020.
View at: Google Scholar
Z. Zhang, Semi-analytic Analysis and Experimental Study of Ground Vibration Induced by Trains Moving over High-Speed Railway Bridges, Southwest Jiaotong University, Chengdu, China, 2016.
J. Yang, Study on Prediction of High Speed Vehicle-Bridge Coupling Vibration and Viaduct Bridge Structure Noise Radiation, Lanzhou Jiaotong University, Lanzhou, China, 2015.
G. Chang, Viscoelastic Damping Materials, National Defense Industry Press, Beijing, China, 2012.
Y. Zhao and Z. Hou, “Two viscoelastic constitutive models of rubber materials using fractional derivations,” Journal of Tsinghua University (Natural Science Edition), vol. 53, no. 3, pp. 378–383, 2013.
View at: Google Scholar
K. Wei, P. Wang, F. Yang, and J. Xiao, “Influence of frequency-dependent dynamic parameters of rail pads on environmental vibration induced by subways in a tunnel,” Transportation Research Board, vol. 2476, no. 1, pp. 8–14, 2015.
View at: Publisher Site | Google Scholar
W. Zhai and H. Xia, Train-Track-Bridge Dynamic Interaction Theory and Engineering Application, Science Press, Beijing, China, 2011.
H. Liu, A Study on Modelling, Prediction and its Control of Wheel/Rail Rolling Noise in High Speed Railway, Shanghai Jiaotong University, Shanghai, China, 2011.

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Copyright © 2021 Linya Liu 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.

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