Layer combination design and effect evaluation of phase change cooling asphalt pavement

Asphalt mixture is a temperature sensitive material. With the change of external environment temperature, asphalt pavement is prone to temperature-related diseases. Adding phase change material (PCM) to asphalt pavement to adjust pavement temperature is one of the effective methods at present. At present, there are many types of research on PCMs, but the research on PCMs added to the pavement structure is very scarce. In this paper, through the temperature test of rutting plate specimens with different layer combinations, the cooling effect of pavement structure combinations with PCMs added to different layers (upper layer, middle layer, and bottom layer) in pavement structure under different illumination times are discussed. Through the self-designed environmental simulation box, the real-time monitoring of the temperature of different layers in the pavement structure is realized. The cooling effect between different layers in different phase change pavement structure combinations is analyzed, and compared with each layer of ordinary pavement structure, and the best addition method is obtained for phase change materials, which provides a certain reference for the construction and specific application of PCM asphalt pavement, and made important contributions to the development of asphalt cooling pavement. The results show that the PCM can effectively reduce the temperature of each layer of the pavement structure. Under different illumination durations, the cooling effect of the samples with PCM in the upper layer was the worst. The samples with phase change material in the middle layer had the best cooling effect in the upper and middle layers of the pavement. The addition of phase change material to both the upper and middle layers had the most obvious cooling effect on the lower layer of the pavement. Therefore, combined with the comprehensive consideration of economy and cooling effect, the comprehensive cooling effect of adding PCMs to the middle surface layer is the best. It is recommended to add phase change materials to the middle surface layer during asphalt cooling pavement construction.

1 Introduction

Road performance has always been a concern (Wang et al., 2022; Wang et al., 2023), and asphalt roads are an important part of it. Asphalt mixture is a kind of black material which is highly absorbing solar radiation (Cheng et al., 2023). The temperature of asphalt pavement is higher than the atmospheric temperature, which leads to the occurrence of high temperature deformation. In addition, the heat absorption of asphalt pavement not only leads to the increase of pavement temperature but also releases a lot of heat to the surrounding environment, resulting in pavement diseases and ' urban heat island effect (Wen-Juan et al., 2008; FENG et al., 2011; Takebayashi and Moriyama, 2012). Asphalt is a temperature-sensitive material. Therefore, its mechanical behavior and performance are significantly affected by the ambient temperature as it is directly exposed to the external environment. This may lead to high temperature distress, such as rutting, bleeding, and slipping, as well as low temperature cracking after continuous high temperature or low temperature and rapid cooling (Mallick et al., 2015; Behnia et al., 2017; Alimohammadi et al., 2020). Therefore, some scholars began to study the use of cooling pavement to reduce the heat island effect brought by asphalt pavement in summer and increase the durability of pavement in high temperature environments (Chen et al., 2009; Li, 2012; Qin and Hiller, 2014).

Some scholars have studied the thermal reflective layer and thermal resistance technology to reduce the pavement temperature (Doulos et al., 2004). The thermal reflective layer improves the reflectivity and radiation efficiency of the pavement surface and then reduces the pavement temperature by preventing external heat transfer to the pavement structure (Sujith Kumar et al., 2014; Zheng et al., 2015). However, the use of thermal reflective technology is too costly, the durability is flawed, and the application of coatings is limited because it may affect the skid resistance of the pavement and cause safety hazards. The thermal resistance technology to reduce the pavement temperature is to add thermal resistance materials, which can effectively reduce the pavement temperature. Heat-resistant materials include ceramics, ceramic sand, diatomite, bauxite, and refractory (Huang et al., 2009; González-Corrochano et al., 2011; Ren et al., 2014; Pancar, 2016). Phase change materials (PCM) are functional materials that absorb or release heat energy (phase change enthalpy) by undergoing phase change. The stored energy can be used to adjust the ambient temperature. This temperature regulation function of PCM has been widely used in the construction, electronics, and textile industries (Oró et al., 2012). The research on the application of PCMs in asphalt pavement began in 2010, and then the related research increased year by year. The active temperature regulation of asphalt pavement can be achieved by PCM doping, thereby slowing down the temperature change rate and maintaining the ideal working temperature more continuously (Manning et al., 2015).

Initial research was based on fatty acids, paraffin, and their composite PCMs, which are used to regulate the temperature of asphalt pavements to prevent cracking, freezing, and frosting at low temperatures (Chao et al., 2010; Ma et al., 2011a; Ma et al., 2011b; Chen et al., 2011; Ma et al., 2011c; Bian et al., 2012; Ma et al., 2014). Subsequently, it was found that the heat absorption of PCMs under higher temperature conditions can be used to reduce the rutting and urban heat island effect of asphalt pavement. Among them, PCMs based on polyols such as PEG show good functionality and applicability (He et al., 2013; Jin et al., 2017; Liu et al., 2021). At present, many PCMs are suitable for temperature regulation of asphalt pavement, but unencapsulated solid-liquid PCMs are prone to volatilize, leak, and damage the performance of asphalt and asphalt mixture when directly used in asphalt or asphalt mixture (Dai et al., 2021; Kakar et al., 2020). Therefore, a lot of research has been carried out on the preparation method of CPCM. Ahmed (Sari, 2004) prepared two kinds of paraffin high density polyethylene composites by melt blending. Chen et al. (2010) A novel shape-stabilized phase change material (SSPCM) was prepared by melt intercalation (Sarier and Onder, 2007). Four different microcapsules were prepared with urea and formaldehyde as shell materials and n-octadecane, n-octadecane-PEG600, n-eicosane -n-hexadecane, PEG1000-Na as capsule materials. Ma et al. (2013) by using a thin film layer to encapsulate PCM, a composite shape-stable phase change material is prepared to ensure stability. Liu et al. (Xing et al., 2006) Paraffin and high density polyethylene (HDPE) were used as core materials, and sodium silicate monohydrate (Na₂SiO₃.9H₂O) and hydrochloric acid (HCl) were used as coating materials to prepare microcapsules.

So far, there are many studies on cooling materials, but research on which pavement structure to add cooling materials is very scarce. In this paper, the temperature test is carried out on the rut plate specimens of different layers, and the use method of cooling materials is optimized, which is of great significance to the construction and application of phase change asphalt pavement.

2 Materials and methods

2.1 Materials

In this paper, the gradation of each layer of the experimental asphalt pavement is shown in Figure 1. The asphalt used is SBS (I-D) modified asphalt produced by Dongguan Taihe Asphalt Products Co., Ltd. The basic performance indicators are shown in Table 1. The technical indicators of aggregate and filler are shown in Table 2. The phase change material is DTC phase change material produced by Beijing Qintian Technology Group, as shown in Figure 2 and the relevant technical parameters are shown in Table 3. The type and additional amount of each structural layer of asphalt pavement in the experiment are shown in Figure 3.

FIGURE 1

FIGURE 1. Gradations of different types of asphalt mixture.

TABLE 1

TABLE 1. The main technical indexes of SBS modified asphalt.

TABLE 2

TABLE 2. Properties of the aggregate and filler.

FIGURE 2

FIGURE 2. Phase change material (PCM).

TABLE 3

TABLE 3. Technical indicators of phase change materials.

FIGURE 3

FIGURE 3. Schematic diagram of pavement structure layer.

2.2 Test equipment

2.2.1 Road environment simulation box

In this paper, different combination design schemes are tested by using the self-developed pavement environment simulation box. The road environment simulation box can achieve continuous heating at a maximum temperature of 80°C, and simulate the relevant air humidity, and realize the automatic adjustment of the set temperature through the relevant temperature sensing device, as shown in Figure 4.

FIGURE 4

FIGURE 4. Road environment simulation box.

2.2.2 Recording instruments and sensors

In this paper, the temperature data of each layer are recorded by sensors and temperature recorders. The model OHR-H700 of the recorder can record the temperature in real time after connecting the sensors, and store and export the temperature data, as shown in Figure 5.

FIGURE 5

FIGURE 5. Temperature recorders and sensors.

2.3 Horizon design and test method

2.3.1 Phase change pavement layer combination design scheme

In this paper, the phase change material (A) is added to the upper layer, the phase change material (B) is added to the middle layer, and the phase change material (C) is added to the upper layer and the middle layer. The three combined design schemes are tested separately, and the blank control (D) of the ordinary pavement is set, as shown in Figure 6.

FIGURE 6

FIGURE 6. Layer combination design.

2.3.2 Design of test points for each layer of phase change pavement

In order to realize the detection of the temperature between the various layers of the composite pavement, the sensors are buried according to the characteristics of different layers in this paper. The design of test points in different layers is shown in Figure 7.

FIGURE 7

FIGURE 7. The overall temperature detection of each layer.

2.3.3 Test method of phase change pavement temperature

In this paper, the road surface temperature is collected by sensors attached to the road surface and monitored in real time. The temperature inside each layer is monitored by drilling the rut plate inside and embedding the sensor into the layer, as shown in Figure 8. According to the layer combination design scheme, the rut board is put into the pavement environment simulation box, and each layer of the pavement is connected by the sensor, and each layer of the composite pavement is monitored in real time by the temperature recorder, as shown in Figure 9. The experimental test time is 4 h, 6 h, 8 h and 10 h respectively, and then the cooling performance of different layer combination design schemes under different illumination time is obtained.

FIGURE 8

FIGURE 8. Sensors are embedded inside the layer.

FIGURE 9

FIGURE 9. Temperature monitoring experiment of each layer of phase change pavement.

3 Results and analysis

3.1 Illumination 4 h different phase change layer cooling effect and analysis

It can be seen from Figure 10 that after 4 h, the temperature difference between group A and group D is not large, which indicates that the phase change material of the upper layer has failed after 4 h. The temperature difference of test point 8 is the largest, which indicates that the phase change material has an effect in the early stage, and the heating rate of the lower layer has also slowed down. Figure 11 shows that there is a temperature difference between group B and group D after 4 h, and the overall temperature difference is above 5°C. It shows that the addition of phase change materials in the middle layer has a great effect. Figure 12 shows the temperature difference between group C and group D after 4 h. The temperature difference of the test point 2 is 2.2°C, the temperature difference of the test point 4 and 5 is above 4°C, and the temperature difference of the test point 7 and 8 is above 5°C. The comparison of the cooling effect of different phase change layers after 4 h of illumination shows that the temperature of phase change materials added to different pavement structures after 4 h of illumination is lower than that of ordinary pavement structures, and the comprehensive cooling effect of group B is the best. The cooling effect of group B on the upper layer is greater than that of group C, which may be due to the fact that the PCM of group C is close to the failure temperature. The comprehensive comparison of cooling effect: group B > group C > group A > group D.

FIGURE 10

FIGURE 10. Temperature in groups A and D for 4 h.

FIGURE 11

FIGURE 11. Temperature in groups B and D for 4 h.

FIGURE 12

FIGURE 12. Temperature in groups C and D for 4 h.

3.2 Illumination 6 h different phase change layer cooling effect and analysis

It can be seen from Figure 13, at 6 h, there was no difference in the temperature of the middle layer between group A and group D, and the temperature difference between test points 7 and 8 becomes smaller. Figure 14 shows that there is a temperature difference between group B and group D after 6 h, and the overall temperature difference is above 4°C. It can be seen in Figure 15 that although the temperature difference between group C and group D became smaller after 6 h, the change was not significant. It shows that the addition of phase change materials in the middle layer also has a great effect in 6 h. And the comprehensive cooling effect of group B is still the best. The cooling rate of group A was further reduced, and the temperature between the test points 4,5,7 and 8 was almost the same as that of the ordinary structure. The comprehensive comparison of cooling effect: group B > group C > group A > group D.

FIGURE 13

FIGURE 13. Temperature in groups A and D for 6 h.

FIGURE 14

FIGURE 14. Temperature in groups B and D for 6 h.

FIGURE 15

FIGURE 15. Temperature in groups C and D for 6 h.

3.3 Illumination 8 h different phase change layer cooling effect and analysis

It can be seen from Figure 16, at 8 h, there was almost no difference in the temperature of the test points 1 to 5 between group A and group D, but there was a temperature difference in the test points 6 to 8. It can be seen from Figure 17 that after 8 h, there was a temperature difference of more than 3°C between group B and group D. It can be seen from Figure 18 that the temperature difference between group C and group D became smaller after 8 h, but the change range was not large.

FIGURE 16

FIGURE 16. Temperature in groups A and D for 8 h.

FIGURE 17

FIGURE 17. Temperature in groups B and D for 8 h.

FIGURE 18

FIGURE 18. Temperature in groups C and D for 8 h.

The comparison of the cooling effect of different phase change layers after 8 h of illumination shows that the cooling effect of group C is still significantly better than that of group B, but the cooling effect of group B was still obvious. Combined with the cooling effect of the bottom surface layer, the structure of Group C still performs best.

3.4 Illumination 10 h different phase change layer cooling effect and analysis

It can be seen from Figure 19 that the temperature difference between group A and group D and the 8-h comparison are basically unchanged. Figure 20 shows that there is a temperature difference between group B and group D after 10 h, and the overall temperature difference is above 3°C. It can be seen from Figure 21 that the temperature difference between group C and group D became larger after 10 h, but the change range was not large. Comprehensive analysis shows that after 10 h of long-term illumination, the temperature of the final layers of the phase change material pavement structure is lower than that of the ordinary pavement structure. After 10 h of illumination, the cooling effect of group A remained basically unchanged. The cooling effect of group B and group C was obviously effective, but the cooling performance of group C was slightly stronger than that of group B.

FIGURE 19

FIGURE 19. Temperature in groups A and D for 10 h.

FIGURE 20

FIGURE 20. Temperature in groups B and D for 10 h.

FIGURE 21

FIGURE 21. Temperature in groups C and D for 10 h.

4 Conclusion

In this paper, the self-made environmental simulation box is used to study the cooling effect of asphalt pavement combinations with phase change materials added to different layers. The cooling effect of each layer of different phase change material asphalt pavement combinations under different light durations is analyzed. Compared with the traditional ordinary pavement, the main research conclusions are as follows:

(1) By comparing the pavement structure of adding phase change materials in different layers with the ordinary pavement structure, it can be seen that the phase change materials used can effectively reduce the pavement temperature.

(2) The combination of adding phase change materials to the upper and middle layers has the best cooling effect on the bottom layer. The pavement structure of adding phase change materials to the upper layer is not ideal for the cooling effect of the upper layer after 6 h of illumination.

(3) Under different illumination times, comparing the temperature of each layer of the phase change material pavement structure with the temperature of the ordinary pavement structure, it can be seen that the comprehensive cooling effect of adding phase change material to the middle layer is the best.

(4) The cooling effect of the pavement with phase change materials reaches saturation after 10 h, and the cooling rate is almost unchanged.

Data availability statement

The datasets presented in this article are not readily available because No. Requests to access the datasets should be directed to jiangyu@stu.csust.edu.cn.

Author contributions

PH: Conceptualization, Funding acquisition, Writing–review and editing. DF: Investigation, Writing–review and editing. DL: Writing–review and editing. XG: Writing–review and editing. YJ: Writing–original draft. ZL: Visualization, Writing–original draft. XH: Data curation, Validation, Writing–review and editing.

Funding

The authors declare financial support was received for the research, authorship, and/or publication of this article. The study was supported by the National Natural Science Foundation of China (Grant No. 51778071).

Conflict of interest

Authors PH, DF, and DL were employed by Guangzhou Congpu Expressway Company.

The remaining authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.

Publisher’s note

All claims expressed in this article are solely those of the authors and do not necessarily represent those of their affiliated organizations, or those of the publisher, the editors and the reviewers. Any product that may be evaluated in this article, or claim that may be made by its manufacturer, is not guaranteed or endorsed by the publisher.

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