Advances in Civil Engineering

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Novel Asphalt Materials for Smart Pavements

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Volume 2021 |Article ID 6628778 |

Lining Gao, Nana Cai, Xiaohong Fu, Rui He, Honggang Zhang, Jiayin Zhou, Dongliang Kuang, Shaowen Liu, "Influence of PPA on the Short-Term Antiaging Performance of Asphalt", Advances in Civil Engineering, vol. 2021, Article ID 6628778, 11 pages, 2021.

Influence of PPA on the Short-Term Antiaging Performance of Asphalt

Academic Editor: Shaopeng Wu
Received17 Nov 2020
Accepted24 Jan 2021
Published03 Feb 2021


It has been confirmed that polyphosphoric acid (PPA) can significantly improve the high-temperature resistance, storage stability, and aging resistance of asphalt. The low price of PPA is conducive to the development of modified asphalt with high performance and excellent economy, suggesting its great application prospects. At present, there is little research on the role of PPA in delaying the aging process of PPA-modified asphalt, and a consensus has not yet been reached. Therefore, PPA-modified asphalt with different blending amounts (0 wt%, 0.4 wt%, 0.8 wt%, and 1.2 wt%) was prepared in this study. On the basis of variable performance, the role of PPA in the short-term antiaging process of asphalt is analyzed through Fourier transform infrared spectroscopy (FTIR) analysis of PPA-modified asphalt before and after aging, combined with the analysis of the change in components. The results showed that after PPA addition, the high-temperature resistance and the thermal stability of asphalt were improved and the temperature sensitivity was weakened. Both curves of ductility and indicate the potential saturation effect of PPA addition; together with infrared spectroscopy, we proved that there are both chemical reactions and physical mixing in the PPA-modified asphalt. The component fractions show that PPA will cause the asphalt to transform from sol to gel and the main function of PPA in retarding asphalt aging is the dispersion of the agglomerates of asphaltene micelles by PPA.

1. Introduction

Asphalt is the most typical binder material of mineral aggregate for road pavement construction and has received much attention in the past few decades [1]. However, some serious functional damage to asphalt pavement appears under heavy traffic load and severe weather conditions. For example, pavement contraction due to a temperature drop during the cold seasons increases the stiffness of the asphalt binder, which generally causes cracking. Another type of hazard observed in asphalt pavement, rutting, is a permanent distortion in the wheel path caused by traffic loads and is more common in hot seasons [2]. To overcome or mitigate the hazards of bituminous mixtures in the pavement, engineers and scientists have used different methods to improve the properties of asphalt binder and asphalt mixtures. Many different types of polymer modifiers can be used to improve the performance of asphalt mixture pavement [3, 4]. Among them, polyphosphoric acid (PPA) has gradually attracted researchers’ attention. As a mixture of triphosphate pyrophosphate, PPA, and other advanced acids as well as inorganic compounds with high solubility [5], PPA has advantages such as low cost and simple processing technology, and it exhibits a good modification effect on asphalt [6], involving the improvement of the temperature sensitivity, high-temperature stability, and antiaging performance of matrix asphalt. Due to the above advantages of PPA, many scholars have studied it in recent decades. Baldino et al. [7] found that PPA could improve the high-temperature performance of asphalt binders through dynamic shear rheological (DSR) tests. What is more, the performance of asphalt pavement is seriously affected by the aging of asphalt [8]. Liu et al. [9] studied the short-term antiaging properties of four types of matrix asphalt and PPA-modified asphalt. It is observed that PPA-modified asphalt demonstrates a higher failure temperature, phase angle, /sinδ, and zero shear viscosity after rolling thin-film oven (RTFO) aging, indicating that the PPA-modified asphalt has a better antiaging performance. However, there are different views on the low-temperature performance and specific action mechanism of PPA-modified asphalt. Baldino et al. [10] found that the glass transition temperature decreased when PPA was mixed into asphalt, which could improve the stiffness, thus improving the low-temperature performance. However, Cao et al. [11] obtained conflicting conclusions that PPA can reduce low-temperature performance, and it is proved by Cao et al. [12] that PPA has little impact on its low-temperature performance.

Some previous studies also showed that there was still no consistent conclusion on the modification mechanism of PPA-modified asphalt. Liu et al. [13] conducted an infrared analysis of asphalt before and after the modification of PPA and found that no new absorption peak appeared, indicating that PPA only had a physical effect on asphalt. The infrared analysis conducted by Wang et al. [14] found that chemical reactions may occur in PPA-modified asphalt. Dourado et al. [15] found that there is a stronger interaction between PPA and the functional groups containing C-O bonds. The modification effect is inconsistent and the action principle of PPA on asphalt cannot be determined may be due to the differences in the matrix asphalt, PPA content, and/or preparation process [16].

As can be seen, although the performance advantages and economic benefits have been widely proven and researchers have carried out a lot of researches on PPA-modified asphalt, some concerns remained as the effect of PPA on asphalt were not clear, such as its modification mechanism and its influence reasons on asphalt aging performance. Therefore, it is extremely necessary to carry out more detailed research and analysis. In this study, PPA-modified asphalt with different PPA contents (0 wt%, 0.4 wt%, 0.8 wt%, and 1.2 wt%) was prepared. The preparation process, asphalt matrix type, and dosage have been optimized to ensure a stable performance of the PPA-modified asphalt in order to analyze the antiaging mechanism more accurately. The conventional properties and high-temperature rheological properties were studied, and the role of PPA in the antiaging process of asphalt is analyzed through FTIR analysis combined with analysis of the change in components.

2. Materials and Methods

2.1. Materials

In this study, 90# asphalt from Donghai (Sinopec Group, China) was used as the matrix asphalt, and the basic properties are shown in Table 1. PPA, the product of Kelon Chemical Company (China), was utilized to modify the asphalt binder. The main parameters of PPA are presented in Table 2.

Parameters measuredResultNormal value

Penetration at 25°C (0.1 mm)80.280∼100
Softening point (°C)46.3≥45
Ductility at 10°C (cm)113.6≥100
Ductility at 15°C (cm)>100≥100
TFOT (163°C, 5 h)Mass loss (%)0.15≤0.8
Penetration ratio (%)58≥57
Ductility at 15°C (cm)36≥20

P2O5 (%)Sulfate (%)Fe (%)Potassium permanganate (%)


2.2. Preparation of PPA-Modified Asphalt

To prepare PPA-modified asphalt, PPA was blended with asphalt binders. Four asphalt binders with different PPA contents (0 wt%, 0.4 wt%, 0.8 wt%, and 1.2 wt%) were investigated in this study. The matrix asphalt was heated at 150°C to ensure the flowing state. Then, PPA was added slowly and mixed for 40 min at the target temperature of 160°C with a high shear mixer at a speed of 1000 r/min.

2.3. Methods and Instruments
2.3.1. Conventional Property Test

The penetration, softening point, ductility, and viscosity of matrix asphalt and PPA-modified asphalt were determined using the methods of ASTM D5, D113, D36, and D4402, respectively.

2.3.2. DSR Test

The dynamic shear rheological (DSR) test was carried out on a Smart Pave102 dynamic shear rheological instrument of Anton Paar (Austria). The test samples were scanned at a frequency of 10 rad/s from 46°C to 76°C.

2.3.3. Four-Component Test

In order to further understand the component change of asphalt in the modification and aging process, four components of asphalt, namely, saturates, aromatics, resins, and asphaltenes, respectively, were separated by the T0618-1993 four-component test in Standard JTG E20-2011 [17].

2.3.4. TFOT

The asphalt thin-film oven test (TFOT) was used to simulate the short-term aging of asphalt. Fourier transform infrared spectra of samples were recorded by a Bruker Tensor-27 FTIR spectrometer.

2.3.5. FTIR

Fourier transform infrared spectroscopy (FTIR) measurements of all samples were carried on a Bruker Tensor II FTIR Spectrometer. The samples were measured by an attenuated total reflectance (ATR) method scanning at a range of 400∼4000 cm−1.

2.3.6. TG Test

Thermogravimetric (TG) curves were obtained by using a TA SDT650 synchronous thermal analyzer. During the experiment, a small amount of asphalt (approximately 10 mg) was placed into the sample dish, and the mass loss curve of the sample was measured with the change in temperature (room temperature ∼800°C, 10°C/min) in air atmosphere.

3. Results and Discussion

3.1. Conventional Properties
3.1.1. Penetration

The penetration test is used to evaluate the viscosity of the asphalt binder after modification; the higher the penetration value of the asphalt binder is, the less viscous the asphalt binder is. The penetration of asphalt binders with different PPA contents is displayed in Figure 1(a). The penetration values appear to present a linear decrease with increasing PPA content, which indicates an increase in asphalt binder stiffness and viscosity [18]. This change is due to the increase in asphaltene content with the addition of PPA, which is consistent with the results of four-component experiments (cf. 3.4.1).

3.1.2. Softening Point

The softening point indicates the tendency of the asphalt binder to flow at elevated temperatures. The softening points of asphalt binders with different PPA contents are shown in Figure 1(b). Figure 1(b) shows that the softening point of asphalt binders increased with increasing PPA content. When adding 1.2 wt% PPA, the softening point increased from 46.3°C to 58.0°C, showing that PPA has a hardening effect on asphalt, which is related to the serious transformation of asphalt structure from sol to gel [18]. This result is also supported by the decrease in penetration (cf. Figure 1(a)). Thus, the high-temperature stability of asphalt was improved with the addition of PPA.

3.1.3. Ductility

The ductility test reflects the stretching ability of the asphalt binder without breaking. The ductility of asphalt binders with different PPA contents is shown in Figure 1(c). When 0.4 wt% PPA was added, the ductility at 10°C decreased dramatically from 113.6 cm to 22.2 cm, which shows that PPA is detrimental to the low-temperature crack resistance of asphalt. It is expected that the addition of more PPA into asphalt leads to a worse low-temperature deformation capacity. However, the addition of PPA from 0.4 wt% to 1.2 wt% did not cause the ductility to decline sharply, indicating that there is possibly a potential saturation mechanism on the effect of PPA, which seems to be explained by the fact that the intensity of new characteristic peaks does not increase or decrease with increasing PPA content (cf. 3.4.2).

3.1.4. Viscosity

The viscosity of asphalt binders at 135°C represents the fluidity of the asphalt, which is an indicator of how easily the asphalt can be pumped and mixed in the asphalt plant. The influence of PPA on asphalt viscosity is presented in Figure 1(d). Compared with that of matrix asphalt, the viscosity of 1.2 wt% PPA-modified asphalt increased more than twofold from 415 mPa·s to 1020 mPa·s, indicating that PPA makes the asphalt more viscous, which is why the penetration decreases gradually. Although the viscosity of binders is observed to increase with increasing PPA content, the maximum viscosity values satisfy the current Superpave requirement.

3.1.5. Penetration Index (PI)

The penetration of modified asphalt with different PPA contents at different temperatures is listed in Table 3. The linear regression equation (equation (1)) was obtained by drawing the relationship curve between lgP (where P stands for the penetration) and the temperature (T) according to the data in Table 3. Then, the penetration index PI values were calculated by combining the following two equations:where K and A are the intercept and slope of the curve, respectively.

Penetration (0.1 mm)0% PPA


The PI is widely used to describe the temperature sensitivity of asphalt. The greater the penetration index PI is, the smaller the temperature sensitivity of asphalt is. The PI value of asphalt changed along with the different PPA contents, as displayed in Figure 2. The PI value of PPA-modified asphalt increased with increasing PPA content, showing that PPA can reduce the sensitivity of asphalt to temperature.

3.2. Rheological Properties

The complex shear modulus () of PPA-modified asphalt with different PPA contents is shown in Figure 3. The reflects the shear resistance of asphalt binders under the vehicle load. The of all types of asphalt decreases with increasing temperature. The smaller the value is, the less resistant the asphalt is to deformation. The results show that PPA can enhance the deformation resistance of asphalt. In particular, the value of increases with the increase in the amount of PPA added, especially at 46°C, from 0 wt% PPA to 0.4 wt% PPA, which adds a large increase (approximately 9 kPa). However, this improvement did not last until the end. The temperature rise makes up for the difference in values between different PPA dosages. This effect may be due to the change in the colloidal structure of the asphalt gelling agent, which increases the asphaltene contents and makes the asphalt harder [19]. It can be inferred that the modification of PPA is related to temperature; the influence is smaller when the temperature is higher. Moreover, the increase range of declines gradually with increasing PPA content, especially from 0.8 wt% to 1.2 wt%, which indicates that the modification effect of PPA on asphalt may have potential saturation. According to the literature, it seems that this effect is mainly caused by the decrease in micellar aggregate size as well as the increase in surface volume ratio and solvation [7].

The phase angle δ is defined as the lag between the applied shear stress and the resulting shear strain, reflecting the viscosity and elasticity of asphalt. Asphalt with a smaller phase angle δ indicates a better elastic recovery property. The change in δ of asphalt with different PPA contents is shown in Figure 4. As can be seen from the result, the δ value of asphalt binders increased with increasing temperature, indicating that the elastic content of asphalt decreases and that its resistance to deformation is weakened. For asphalt modified with a higher PPA content, the δ value decreased at the same test temperature, showing that the elastic content is increased and that the antideformation ability is enhanced.

Obviously, with increasing PPA content, the resulting rheological properties are significantly improved, indicating that the permanent deformation is lower at a higher modification level. Considering the relative changes in and δ caused by the modification ( increased by 143% while B decreased by 15%), the main effect of PPA is the change in the rigidity of the asphalt binder measured by , and the secondary effect is the change in elasticity measured by δ, which is consistent with the literature [20]. Similarly, with the increase of PPA content, the degree of influence on δ decreases, which is consistent with and ductility.

3.3. Antiaging Performance

In this paper, the residual penetration ratio (RPR), softening point difference (ΔT), ductility retention rate (DRR), and viscosity aging rate (VAR) were selected to reflect the aging degree of asphalt. RPR, ΔT, DRR, and VAR are defined as equations (3)–(6), respectively:where P, T, D, and represent the penetration at 25°C, the softening point, the ductility at 10°C, and the viscosity at 135°C, respectively. The specific data of the four parameters of PPA-modified asphalt before and after aging are listed in Table 4. Thus, RPR, ΔT, DRR, and VAR can be calculated based on these data. The larger the value of RPR and DRR is, the smaller the ΔT  and VAR are, and the better the antiaging performance of PPA-modified asphalt.

Parameters measured0% PPA0.4% PPA0.8% PPA1.2% PPA

Penetration at 25°C (0.1 mm)Unaged80.266.855.945.5
Softening point (°C)Unaged46.349.553.058.0
Ductility at 10°C (cm)Unaged113.622.213.17.8
Viscosity at 135°C (mPa·s)Unaged415.0562.0690.01020.0

The changes in RPR, ΔT, DRR, and VAR with the PPA content are shown in Figure 5. It can be seen from the figure that, with increasing PPA content, RPR and DRR increase continuously, while ΔT and VAR change following the opposite pattern. When the PPA content increased from 0 wt% to 1.2 wt%, RPR increased from 58% to 97%, ΔT decreased from 7.5°C to 2.2°C, DRR increased from 13% to 82%, and VAR decreased from 49.4% to 11.8%. These results showed that PPA is beneficial to the antiaging performance of asphalt.

3.4. Microscopic Analysis
3.4.1. Four-Component Test

In recent decades, asphalt has been considered a resin containing micelles, in which asphaltene is identified as the micellar center surrounded by a layer of low molecular weight hydrocarbons dispersed in the oil phase [21]. The influence of PPA on the asphalt composition is presented in Figure 6. It is clearly observed that the asphaltene content is increasing and that the resin content is decreasing, while the saturates and aromatics remain almost unchanged with increasing PPA content. Orange et al. [22] believed that the variation in the asphalt component was caused by the mixing reaction of PPA with asphalt. Varanda et al. [23] revealed that, in general, PPA modification increased the fraction of asphaltenes in asphalt and decreased the saturated and resin fraction abundance, which is explained as PPA is hydrolyzed back to phosphoric acid and reacts with bitumen, probably in the form of charge transfer complexes with polycondensed aromatic structures, while PPA disrupts the agglomerates of asphaltene micelles, which promotes the distribution of asphaltenes in the maltene phase, thereby increasing the content of the aromatic fraction. However, the content of the aromatic fraction hardly increased in this study, combined with the changes of other compositions, which shows that it is impossible to conclude that the addition of PPA will destroy the agglomeration of asphaltenes.

The changes in the components of asphalt before and after aging are shown in Figure 7. The results showed that the heavy component of asphalt increased after aging for both types of asphalt, which is mainly due to oxidation and thermal oxidation. The transformation degree of PPA-modified asphalt is slightly less than that of matrix asphalt, indicating that PPA slows the aging of asphalt to a certain extent. Moreover, the increased resin content and decreased amount of saturates for both types of asphalt after aging are basically the same, while the increase rate of the asphaltene content and the decrease rate of the aromatic content in PPA-modified asphalt after aging are less than those of matrix asphalt. Obviously, the effect of PPA on the aging performance of asphalt mainly lies in asphaltenes and aromatics. These observed results are principally attributed to the fact that PPA improves the oxidation stability of the bitumen blends and increases the concentration of condensed structures [23] and the deflocculation of the asphaltene fraction caused by PPA addition [24]. Therefore, combining with Figure 6, the addition of PPA will not play a role in antiflocculation of asphalt at the beginning but will play a role in the aging process, delaying the aging of asphalt.

3.4.2. Infrared Analysis

It is well accepted that the macroproperties of modified asphalt depend on its microstructure. Accordingly, the variation in the macroproperties of modified asphalt induced by the addition of PPA can be attributed to changes in the microstructure. The FTIR spectra were obtained for PPA and asphalt before and after PPA addition, as presented in Figures 8 and 9. In the FTIR spectrum of PPA (Figure 8), the broad and middle peaks near 2748 cm−1 belong to the stretching vibrations of -OH in PPA, and the peak of 1620 cm−1 is ascribed to the bending vibrations in the -OH plane. Moreover, the peak at 1205 cm−1 is attributed to P=O tensile vibrations, the peaks at 904 cm−1, 761 cm−1, and 690 cm−1 are from asymmetric vibrations of P-O-P, and a bending vibration band of P-O-P can be observed at 445 cm−1 [25].

In the FTIR spectrum of matrix asphalt (Figure 9), the absorption peaks at 2919 cm−1 and 2850 cm−1 are identified as the asymmetric and symmetric C-H stretching vibrations, respectively [26]. The peak at 1597 cm−1 was due to aromatic C=C stretching vibrations. The signal of C-H bonds found at 1455 cm−1 was attributed to asymmetric deformation in CH2 and CH3, and the peak of C-H bonds observed at 1373 cm−1 was classified as symmetric deformation vibrations in CH3. The small peaks at 811 cm−1 and 725 cm−1 were from the C-H vibrations of the benzene ring.

The spectra did not present significant changes in the bands in the 4000∼2000 cm−1 region, as observed in Figure 9. However, the spectrum that lies in this region exhibits obvious differences: first, the characteristic peaks at 2748 cm−1 and 1620 cm−1 belonging to P-OH did not appear in the asphalt, indicating that -OH groups may have reacted with some groups in the asphalt; and second, PPA-modified asphalt presented a new peak in the range of 497∼511 cm−1 attributed to the bending vibrations of P-O-P [27]. Moreover, the modified asphalt binder has a wider absorption peak at 1027 cm−1 that may be caused by the overlapping of adjacent weak peaks corresponding to P-O-C symmetrical stretching, which is caused by the phosphorylation of some molecular groups [28]. With increasing PPA content, the intensity of the P-O-C signals in the modified asphalt binder gradually increased. Furthermore, multiple peaks near 800 cm−1 are blue-shifted slightly, indicating that the originally strongest absorption peak of P-OH in PPA transforms into P-O-C antisymmetric stretching in phosphate (RO)3P=O, and it is clear that PPA chemically reacts with asphalt [26]. The above results proved that PPA may have reacted with some groups in asphalt, which is consistent with the increase in the asphaltene content.

The mechanism of asphalt aging mainly involves thermal oxygen aging. During the aging process, the carbon chains break, and oxygen reacts to form carbonyl groups and a large number of sulfoxide groups; among them, sulfoxides are the major oxidation product that controls the viscosity increase [29].

The FTIR spectra of asphalt modified with different PPA contents after aging are shown in Figure 10. From this figure, it can be observed that there is a slight change in the intensity of the peak at 1030 cm−1 attributed to the vibration of the sulfoxide group S=O [30]. Sulfoxide production is related to the sulfur content of asphalt. The sulfoxide index IS=O is calculated by the percentage of the absorption peak area near 1030 cm−1 (936∼1090 cm−1, which is shown in the dashed border in Figure 10) to the absorption peak area in the range of 1457∼1375 cm−1. The sulfoxide index IS=O of PPA-modified asphalt before and after TFOT aging is shown in Table 5. After aging, the sulfoxide index IS=O increases slightly for both types of asphalt with different PPA dosages, which is an inevitable and intuitive result. The larger the sulfoxide index is, the more functional groups there are. An increased number of sulfoxide groups will enhance the dipole correlation degree in asphalt, which is conducive to increasing the viscosity and stability of asphalt. Obviously, it can be observed from Table 5 that, as the content of PPA increases, the gap between the sulfoxide index before and after asphalt aging becomes smaller and smaller, which indicates that PPA may have a possible effect on antiaging.

Parameters0% PPA0.4% PPA0.8% PPA1.2% PPA

IS=O (unaged)0.02940.04350.05520.0740
IS=O (aged)0.03480.04510.05610.0741

Thus, to evaluate the effect of PPA on asphalt aging, the sulfoxide index change rate (SCR) after TFOT aging can be used to evaluate the degree of aging from a microscopic perspective. The SCR is defined as follows [31, 32]:

Table 5 shows that the SCR continues to decrease with increasing PPA content, verifying from a microscopic perspective that PPA can improve the antiaging performance of asphalt. This result is consistent with the changes in asphalt components after aging.

3.4.3. TG Analysis

TG curves of matrix asphalt and modified asphalt with 0.8% PPA are shown in Figure 11. It can be observed from the figure that the trends of the two curves are similar. The weight loss occurs at 250∼500°C, which is mainly caused by the thermal decomposition of asphaltenes and the volatilization of light components [33]. The addition of PPA can slightly reduce the weight loss rate of asphalt, resulting in less weight loss by the end of the process. When the temperature increased from room temperature to 800°C, the remaining mass of matrix asphalt was 14.26%, and the mass loss was 85.74%, while the remaining mass of the asphalt became 16.34% with a mass loss of 83.66% when 0.8% PPA was added. The lower mass loss of PPA-modified asphalt is due to the increasing heavy component content in PPA-modified asphalt, which increases the phase transition temperature of the asphalt.

4. Conclusions

In this paper, several different amounts of PPA-modified asphalt were prepared. The purpose was to observe the role of PPA in improving high-temperature stability and antiaging processes through changes in microstructure and composition. The following conclusions are obtained:(1)As the content of PPA increases, the penetration of modified asphalt decreases, the softening point increases, and the viscosity increases, indicating that the addition of PPA makes the asphalt thick and improves the high-temperature resistance. At the same time, the penetration index PI increases with increasing PPA content, indicating that the temperature sensitivity of PPA-modified asphalt is weakened. However, the decrease in ductility at 10°C indicates that excessive PPA may be harmful to low-temperature crack resistance.(2)Considering the relative changes in and δ caused by the modification, the rheological properties of the modified asphalt have been significantly improved, indicating that the permanent deformation is lower at a higher modification level and that the main effect of PPA involves changing the rigidity of the asphalt binder, as measured by . TG analysis further showed that the initial degradation temperature of PPA-modified asphalt increased, the degradation rate slowed, and the mass loss decreased, indicating that after PPA addition, the thermal stability of asphalt was improved.(3)Addition of PPA improves the antiaging performance of asphalt according to the results of the sulfoxide group index IS=O, RPR, DRR, VAR, ΔT, and component fractions of matrix asphalt and PPA-modified asphalt before and after TFOT aging, which can be explained by the four-component test and FTIR analysis. The component fractions show that PPA will cause the asphalt to transform from sol to gel, consistent with the chemical reaction of PPA and asphalt observed by infrared spectra. In addition, in this study, the dispersing effect of PPA on asphaltene is more reflected in the aging process, which obviously delays the aging of asphalt.(4)Both curves of ductility and indicate the potential saturation effect of PPA addition, which appears to explain why the peak of P-O-P is almost the same in the infrared spectra as the PPA content increases. That is, both chemical reactions and physical mixing occur in PPA-modified asphalt.

Data Availability

All data used to support the findings of this study are included within the article. More detailed data can be made available from the corresponding author upon request.

Conflicts of Interest

The authors declare that there are no conflicts of interest regarding the publication of this paper.


This research was funded by the Science and Technology Plan Projects in Guangxi Province (AA18242032), China Postdoctoral Science Foundation (2019M663602), Key Research and Development Program of Shaanxi Province (2018SF-403 and 2018SF-380), the Basic Research Project of Natural Science in Shaanxi Province (2019JQ-559 and 2019JQ-380), Science and Technology Project of Shanxi Transportation Holdings Group Co., Ltd. (18-JKKJ-16), Transportation Science and Technology Projects in Shaanxi Province (19-21K), and National Training Program of Innovation and Entrepreneurship for Undergraduates (S202010710159).


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