# Applying Feasibility Investigation of Resin Modifying Agent in Asphalt Pavement Materials

Authors: Lijing Chu; Yi Li; Linghui Huang; Jingyu Qiu; Xiaolong Sun; Zhi Cang; Jianbing Lv
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

In order to promote the resin modifying agent applied into pavement materials, a type of resin modifying agent was selected as the modifier to prepare modified asphalt. The molecular crystal structure of the modifying material was characterized by using the X-ray diffraction test (XRD). The microstructure and element composition of PA6 was investigated through focused ion beam scanning electron microscopy (FIB-SEM). The thermal property and functional groups of PA6 were studied by thermogravimetric analysis-Fourier infrared spectroscopy (TG-FTIR) test. The physical property and rheological properties of PA modified asphalt were evaluated to confirm the applying feasibility of PA6 in asphalt. The results indicated that PA6 was the semicrystalline polymer and the existence ofγ crystal form might improve the toughness of asphalt materials effectively. The thermal decomposition process of PA6 could be divided into three stages roughly: inert weight loss stage, rapid weight loss stage, and stable stage. The amount of PA6 modifier should be appropriately controlled during the application process to ensure the comprehensive effect of PA6 on high-temperature performance and low-temperature performance. The corresponding initial modulus attenuation value of PA modified asphalt was less than 70# asphalt under the same test conditions.


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## Body

## 1. Introduction

Polymer modified asphalt mainly includes thermoplastic elastomers, resins, and rubbers [1]. Among them, polymer-modified asphalt has been used widely due to its good technical and economic advantages [2, 3]. Various polymer-modified asphalts have been extensively studied worldwide. There are many types of polymers used to modify asphalt, which are divided into three categories generally: rubber, such as natural rubber, styrene butadiene rubber, chloroprene rubber, and butadiene Rubber; thermoplastic elastomers, such as polystyrene-b-polybutadiene-b-polystyrene and polystyrene-b-polyisoprene-b-polystyrene; resins: thermoplastic resins, such as polyethylene, ethylene-vinyl acetate copolymer, and polyamide; thermosetting resins such as epoxy resin [4–6]. Different modifiers have their own inherent characteristics. Through research and application, the variety and quantity of modifiers used are also constantly changing. In many inland areas of our country, the summer is hot and the winter is cold, and the high- and low-temperature performance requirements of the modified asphalt are relatively high [7, 8]. In the application engineering of modified asphalt, resin-based modified asphalt is more and more favored because it can take both aspects into consideration [9–11]. In recent years, as the good asphalt modification material, resin modifiers could not only improve the various road performances of asphalt binders significantly but also have the significant improving effect on the anti-ultraviolet aging performance of asphalt materials [12–15]. However, since the improving mechanism and effect of resin modifiers are still unclear, the application of resin in asphalt material is limited.In this work, a type of resin modifying agent was selected as the modifier to prepare modified asphalt. The molecular crystal structure of the modifying material was characterized by using the X-ray diffraction test (XRD). The microstructure and element composition of PA6 was investigated through focused ion beam scanning electron microscopy (FIB-SEM). The thermal property and functional groups of PA6 were studied by TG-FTIR test. The physical property and rheological properties of PA-modified asphalt were evaluated to confirm the applying feasibility of PA6 in asphalt.


## 2. Materials and Methodology

### 2.1. Materials

#### 2.1.1. Asphalt

70# asphalt was chosen in this study and its technical properties were presented in Table1.Table 1
Technical properties of 70# asphalt.
Technical indices (SK70# asphalt)ValueSpecificationSoftening point/°C49.2>43Penetration (25°C, 100 g, 5 s)/0.1 mm70.360∼80Ductility (10°C)/cm26.5>15Brookfield viscosity (135°C)/mPa·s504-Thin film oven testResidual penetration ratio (%)59.03≥54Softening point increment (°C)5.7-Residual ductility (cm)7.4≥4


#### 2.1.2. PA Modifier

PA6 was selected as the asphalt modifying agent for preparing polymer-modified asphalt and the dosage of polymer-modified asphalt was 0.2% of asphalt weight. The properties of the selected PA modifier were shown in Table2.Table 2
Technical properties of PA6.
ModifierDensity (g·cm−3)Melting point (°C)Decomposition temperature (°C)Tensile strength (Mpa)Bending strength (Mpa)PA61.13215>300>60.090


### 2.2. Preparation Process of PA-Modified Asphalt

70# asphalt was put in the oven at 110°C and kept for 6 h. The temperature of the asphalt container with asphalt was kept at 130°C. The amount of PA was weighed and added into asphalt. In the process of adding, the stirring was kept performing to promote the mixing between asphalt and PA. Finally, the prepared PA-modified asphalt was stirred at 600 rad/min for 8 minutes and the preparation of modified asphalt was completed.


### 2.3. Methodology

#### 2.3.1. XRD Test

X-ray diffraction test (XRD) was performed by the D8 ADVANCE X-ray diffractometer produced by German Bruker to characterize the molecular crystal structure of the material. The scanning angle range ranged from 1.5°∼60°. The scanning rate was 5°/min and the step size of 0.02°. The calculation method of the test index is shown as follows:Crystallinity calculation formula:(1)Crystallinity =Area of crystalline peaksArea of all peakscrystalline+Amorphous×100%.Scherer formula for calculating the grain size:(2)D=KγBcosθ,where D is the average thickness of the crystal grain perpendicular to the crystal plane, K is Scherrer constant, γ is X-ray wavelength, B is the half-height width or integral width of the measured sample diffraction peak, and Θ is the Bragg angle.


#### 2.3.2. SEM-EDS Analysis

The focused ion beam scanning electron microscopy (FIB-SEM) was used to investigate the microstructure of the PA6 modifier. The magnification of the SEM test was 2000 times, 5000 times, and 10000 times. The element mapping by EDS analysis was performed on the main elements of PA6.


#### 2.3.3. TG-FTIR Analysis

The thermal property and molecular structure were investigated by fast speed thermogravimetric analyzer (TGA/DSC + Nicolet IS50, USA) coupled with FTIR spectrometer (Mettler Toledo Thermofisher, USA). The heating temperature was from 20°C to 600°C and the heating rate was 10°C/min in the nitrogen flow of 100 mL/min.


#### 2.3.4. Physical Property

Softening point, penetration, and ductility tests were performed to evaluate the modifying effect of PA6 on the physical properties of asphalt binder. The physical tests were conducted according to the specification of ASTM D36[22], ASTM D5[23], and ASTM D113[24].


#### 2.3.5. Rheological Properties

The testing temperature of Brookfield viscosity were 90°C, 135°C, and 175°C, and the test was performed according to T0625-2011. Linear amplitude sweep test (LAS) was carried out to evaluate the fatigue characteristics of PA-modified asphalt. The test temperature was 18°C and 8 mm flat plate was selected, of which the spacing was 1 mm. Firstly, the specimen was preloaded for 100 cycles (10 s) at the strain of 0.1%. Then, the load was continuously performed with the linear growth rate of 1% in the strain level from 1% to 30%. Each strain level was loaded for 100 cycles (10 s) and the total testing time was 310s.


## 2.1. Materials

### 2.1.1. Asphalt

70# asphalt was chosen in this study and its technical properties were presented in Table1.Table 1
Technical properties of 70# asphalt.
Technical indices (SK70# asphalt)ValueSpecificationSoftening point/°C49.2>43Penetration (25°C, 100 g, 5 s)/0.1 mm70.360∼80Ductility (10°C)/cm26.5>15Brookfield viscosity (135°C)/mPa·s504-Thin film oven testResidual penetration ratio (%)59.03≥54Softening point increment (°C)5.7-Residual ductility (cm)7.4≥4


### 2.1.2. PA Modifier

PA6 was selected as the asphalt modifying agent for preparing polymer-modified asphalt and the dosage of polymer-modified asphalt was 0.2% of asphalt weight. The properties of the selected PA modifier were shown in Table2.Table 2
Technical properties of PA6.
ModifierDensity (g·cm−3)Melting point (°C)Decomposition temperature (°C)Tensile strength (Mpa)Bending strength (Mpa)PA61.13215>300>60.090


## 2.1.1. Asphalt

70# asphalt was chosen in this study and its technical properties were presented in Table1.Table 1
Technical properties of 70# asphalt.
Technical indices (SK70# asphalt)ValueSpecificationSoftening point/°C49.2>43Penetration (25°C, 100 g, 5 s)/0.1 mm70.360∼80Ductility (10°C)/cm26.5>15Brookfield viscosity (135°C)/mPa·s504-Thin film oven testResidual penetration ratio (%)59.03≥54Softening point increment (°C)5.7-Residual ductility (cm)7.4≥4


## 2.1.2. PA Modifier

PA6 was selected as the asphalt modifying agent for preparing polymer-modified asphalt and the dosage of polymer-modified asphalt was 0.2% of asphalt weight. The properties of the selected PA modifier were shown in Table2.Table 2
Technical properties of PA6.
ModifierDensity (g·cm−3)Melting point (°C)Decomposition temperature (°C)Tensile strength (Mpa)Bending strength (Mpa)PA61.13215>300>60.090


## 2.2. Preparation Process of PA-Modified Asphalt

70# asphalt was put in the oven at 110°C and kept for 6 h. The temperature of the asphalt container with asphalt was kept at 130°C. The amount of PA was weighed and added into asphalt. In the process of adding, the stirring was kept performing to promote the mixing between asphalt and PA. Finally, the prepared PA-modified asphalt was stirred at 600 rad/min for 8 minutes and the preparation of modified asphalt was completed.


## 2.3. Methodology

### 2.3.1. XRD Test

X-ray diffraction test (XRD) was performed by the D8 ADVANCE X-ray diffractometer produced by German Bruker to characterize the molecular crystal structure of the material. The scanning angle range ranged from 1.5°∼60°. The scanning rate was 5°/min and the step size of 0.02°. The calculation method of the test index is shown as follows:Crystallinity calculation formula:(1)Crystallinity =Area of crystalline peaksArea of all peakscrystalline+Amorphous×100%.Scherer formula for calculating the grain size:(2)D=KγBcosθ,where D is the average thickness of the crystal grain perpendicular to the crystal plane, K is Scherrer constant, γ is X-ray wavelength, B is the half-height width or integral width of the measured sample diffraction peak, and Θ is the Bragg angle.


### 2.3.2. SEM-EDS Analysis

The focused ion beam scanning electron microscopy (FIB-SEM) was used to investigate the microstructure of the PA6 modifier. The magnification of the SEM test was 2000 times, 5000 times, and 10000 times. The element mapping by EDS analysis was performed on the main elements of PA6.


### 2.3.3. TG-FTIR Analysis

The thermal property and molecular structure were investigated by fast speed thermogravimetric analyzer (TGA/DSC + Nicolet IS50, USA) coupled with FTIR spectrometer (Mettler Toledo Thermofisher, USA). The heating temperature was from 20°C to 600°C and the heating rate was 10°C/min in the nitrogen flow of 100 mL/min.


### 2.3.4. Physical Property

Softening point, penetration, and ductility tests were performed to evaluate the modifying effect of PA6 on the physical properties of asphalt binder. The physical tests were conducted according to the specification of ASTM D36[22], ASTM D5[23], and ASTM D113[24].


### 2.3.5. Rheological Properties

The testing temperature of Brookfield viscosity were 90°C, 135°C, and 175°C, and the test was performed according to T0625-2011. Linear amplitude sweep test (LAS) was carried out to evaluate the fatigue characteristics of PA-modified asphalt. The test temperature was 18°C and 8 mm flat plate was selected, of which the spacing was 1 mm. Firstly, the specimen was preloaded for 100 cycles (10 s) at the strain of 0.1%. Then, the load was continuously performed with the linear growth rate of 1% in the strain level from 1% to 30%. Each strain level was loaded for 100 cycles (10 s) and the total testing time was 310s.


## 2.3.1. XRD Test

X-ray diffraction test (XRD) was performed by the D8 ADVANCE X-ray diffractometer produced by German Bruker to characterize the molecular crystal structure of the material. The scanning angle range ranged from 1.5°∼60°. The scanning rate was 5°/min and the step size of 0.02°. The calculation method of the test index is shown as follows:Crystallinity calculation formula:(1)Crystallinity =Area of crystalline peaksArea of all peakscrystalline+Amorphous×100%.Scherer formula for calculating the grain size:(2)D=KγBcosθ,where D is the average thickness of the crystal grain perpendicular to the crystal plane, K is Scherrer constant, γ is X-ray wavelength, B is the half-height width or integral width of the measured sample diffraction peak, and Θ is the Bragg angle.


## 2.3.2. SEM-EDS Analysis

The focused ion beam scanning electron microscopy (FIB-SEM) was used to investigate the microstructure of the PA6 modifier. The magnification of the SEM test was 2000 times, 5000 times, and 10000 times. The element mapping by EDS analysis was performed on the main elements of PA6.


## 2.3.3. TG-FTIR Analysis

The thermal property and molecular structure were investigated by fast speed thermogravimetric analyzer (TGA/DSC + Nicolet IS50, USA) coupled with FTIR spectrometer (Mettler Toledo Thermofisher, USA). The heating temperature was from 20°C to 600°C and the heating rate was 10°C/min in the nitrogen flow of 100 mL/min.


## 2.3.4. Physical Property

Softening point, penetration, and ductility tests were performed to evaluate the modifying effect of PA6 on the physical properties of asphalt binder. The physical tests were conducted according to the specification of ASTM D36[22], ASTM D5[23], and ASTM D113[24].


## 2.3.5. Rheological Properties

The testing temperature of Brookfield viscosity were 90°C, 135°C, and 175°C, and the test was performed according to T0625-2011. Linear amplitude sweep test (LAS) was carried out to evaluate the fatigue characteristics of PA-modified asphalt. The test temperature was 18°C and 8 mm flat plate was selected, of which the spacing was 1 mm. Firstly, the specimen was preloaded for 100 cycles (10 s) at the strain of 0.1%. Then, the load was continuously performed with the linear growth rate of 1% in the strain level from 1% to 30%. Each strain level was loaded for 100 cycles (10 s) and the total testing time was 310s.


## 3. Results and Discussion

### 3.1. Characteristics and Applying Feasibility of PA-Modifying Agent

#### 3.1.1. XRD Analysis

As shown in Figure1, the characteristic peaks of PA6 mainly appeared at 20.2° and 23.8°, which indicated that PA6 was mainly the typical α crystal structure. Although there were three crystalline forms of PA6, only the crystalline form of the α-monoclinic system could be obtained through test results at room temperature. The diffraction peak of γ crystal form was about 21.03°∼22.8° in Figure 1 and the peak intensity was low, which supposed that the structure of PA6 was still dominated by α crystal form companied with a small amount of γ crystal form. Under the condition of α crystal form as the dominant condition, the crystallinity of PA6 could be obtained by the crystallinity calculation formula to be 67.7%, which suggested that PA6 was the semicrystalline polymer and the existence of γ crystal form might improve the toughness of asphalt materials effectively.Figure 1
XRD testing results of the PA6 modifier.


#### 3.1.2. SEM-EDS Analysis

It could be observed from Figure2 that the sizes of the PA6 particle structure were similar, showing the crystal morphology, and the structure had obvious angularity. The radial size of PA6 particles was about 50 μm, while the vertical size was about 25 μm. The particle structure was mainly elongated and flat. The prismatic shape of the grain structure was the most prominent at both ends and the structure boundary was clear. The particle structure was enlarged to 5000 times (Figure 2(b)), and it could be seen that the crystal structure of the particle surface is obvious and the surface presents the layered distribution. Through further magnification to 10,000 times (Figure 2(c)), it was found that the surface of the layered structure was relatively smooth and only the edges were connected to the surface by strips of material. In addition, there were a small number of pits. The element mapping results in Figures 2(e) and 2(f) reflected the distribution of the two main elements in PA6. The results showed that C and O were the main constituent elements of PA6 and the contents of the two typical elements were 78.55% and 15.10%, respectively, whose total content exceeded 90%. Figure 2(d)–2(f) also confirmed that C and O were the main constituent elements of PA6, and besides, also containing certain miscellaneous elements.Figure 2
SEM/EDS testing results of the PA6 modifier.
(a)(b)(c)(d)(e)(f)


#### 3.1.3. TG Analysis

According to the analysis in Figure3, the thermal decomposition process of PA6 could be divided into three stages roughly: inert weight loss stage, rapid weight loss stage, and stable stage. In the inert weight-loss stage, the short-term slight mass loss happened at the beginning of the temperature change. The residual mass was about 98.61% of the total mass, and the mass loss was 1.39%. This mass loss continued to 265°C, which might be due to the fact that PA6 powder absorbed water easily and the water evaporated when the temperature rose. As the temperature continued to rise, it entered the stage of rapid weight loss (265°C∼492°C). The thermal decomposition rate of PA6 was accelerated. The analysis of the DTG curve (Figure 3(b)) showed that the maximum decomposition peak appeared at 454°C. The corresponding TG curve slope changed significantly and the maximum weight loss rate in this range reached 97.6%. The stable stage ranged from 492°C to 500°C, and the TG curve changed relatively smoothly, which indicated that the PA was basically in the constant weight state after thermal weight loss, and the residual mass ratio was about 1.01%.Figure 3
TG testing results of the PA6 modifier.
(a)(b)


#### 3.1.4. Dynamic FTIR Analysis

It could be seen from Figures4 and 5 that the change of intensity curve of PA6 started to be detected from about 37 minutes. In the infrared spectrum corresponding to 1700 cm−1 and 2400 cm−1, small and sharp stretching peaks appeared and the peak intensity curve reached the maximum at about 42 min. Absorption peaks of lower intensity appeared in the range of 3400 to 3500 cm−1, which might be caused by the N-H stretching vibration. The strong peak at 1665.33 cm−1 might be the amide I band (C=O). At 2937.03 cm−1, the high-intensity characteristic peak appeared along with the medium-intensity methylene characteristic peak. The characteristic peak of C=O bond stretching vibration of the carboxyl group appeared at the wavenumber of 1707.52 cm−1. When the time reached 49.71 min, the intensity of the curve on the spectrum became smaller and the position of the characteristic peak was almost the same as the position of the characteristic peak that appeared before, which indicated that the reaction product no longer changed.Figure 4
2D and 3D spectrogram of the PA6 modifier.
(a)(b)Figure 5
Dynamic FTIR testing results of the PA6 modifier.
(a)(b)(c)(d)


### 3.2. Physical and Viscoelastic Property of PA-Modified Asphalt

#### 3.2.1. Physical Property

It could be analyzed from the analysis in Figure6 that the addition of the PA6 modifier could reduce the penetration and significantly increased the softening point of the asphalt. When the blending amount was increased from 0.1% to 0.3%, the asphalt penetration value decreased by about 13.5%, which indicated that the viscosity of PA-modified asphalt was significantly improved. The corresponding results was the obvious increase in softening point, which supposed that the addition of the PA modifier improved the high-temperature stability of asphalt and has good resistance to permanent deformation under high-temperature conditions. However, the addition of the PA6 modifier would reduce the ductility of the asphalt material to a certain extent. When the amount of PA6 added was increased from 0.1% to 0.3%, the 10°C ductility of the asphalt binder decreased by about 14.1%, which indicated that the addition of PA6 would deteriorate the low-temperature crack resistance of asphalt. Therefore, the amount of the PA6 modifier should be appropriately controlled during the application process to ensure the comprehensive effect of PA6 on high-temperature performance and low-temperature performance. The improving effect of PA6 on the thermal stability of asphalt might be achieved through change in the composition of chemical components of asphalt binder, which increased the chemical component related to the thermal stability of asphalt and increased the viscosity of asphalt material. However, the increase of asphaltene might limit the deformability of the asphalt binder when subjected to low temperature, which led to the degradation of low-temperature performance of asphalt material.Figure 6
Physical properties of PA6-modified asphalt and 70# asphalt.
(a)(b)(c)


#### 3.2.2. Brookfield Viscosity

It could be observed from Figure7 that the PA6 modifier has the positive effect on improving the apparent viscosity of asphalt under different temperature conditions. Under the condition of 90°C (Figure 7(a)), with the gradual increase of the PA6 content, the apparent viscosity of the asphalt increased significantly. The addition amount was increased from 0.1% to 0.3% and the apparent viscosity of the asphalt increased by about 27.8%. Compared with 70# asphalt, the increase in apparent viscosity of PA-modified asphalt could reach 34.7%. Under the condition of 135°C, the apparent viscosity of PA-modified asphalt and 70# asphalt decreased significantly, which was mainly related to the decrease of asphalt viscosity at high temperature. Under the temperature condition of 135°C, the apparent viscosity of PA-modified asphalt was about 25.9% higher than that of 70# asphalt and the viscosity-increasing effect was still obvious. Under the condition of 175°C, the PA6 modifier could still increase the apparent viscosity of 70# asphalt by about 58.2%, which showed that the PA6 modifier could significantly increase the viscosity of asphalt. This was consistent with the change law of the softening point and penetration of PA-modified asphalt, which suggested that the PA6 modifier had the good modification effect on the high temperature performance of asphalt.Figure 7
Brookfield viscosity of PA6 modified asphalt and 70# asphalt.
(a)(b)(c)(d)


#### 3.2.3. LAS Test

From the LAS curve in Figures8(a)–8(f), when the strain of PA-modified asphalt increased to 10%, the stress decreased rapidly from the peak value to near the initial value. As the strain value increased, the stress value gradually approached the zero value of the stress and the curve tended to be flat. For the 70# asphalt, the stress peak also appeared, but the difference was that the change range of the stress-strain curve was relatively weak. The growth rate before reaching the peak was lower than that of PA-modified asphalt, and after the peak was reached, it decreased rapidly and tended to be flat. According to the LAS curves of different types of asphalt, the obtained original data were inserted into the VECD model for nonlinear fitting and the damage characteristic curves was obtained in Figures 8(b), 8(d), and 8(f), which were used as the fatigue performance failure of the asphalt material under the medium temperature environment as the judgment basis for the criteria. The comparison showed that the C value (integrity parameter) corresponding to the damage curve of PA-modified asphalt was obviously greater than that of 70# asphalt, which supposed that the corresponding initial modulus attenuation value of PA-modified asphalt was less than 70# asphalt under the same test conditions. At the same time, the modulus loss of PA modified asphalt was less than 70# asphalt. When S = 20 (Damage intensity), the C value of PA6-modified asphalt was 0.02 and the initial modulus was reduced by 98%, which showed that the fatigue resistance of PA-modified asphalt was better than 70# asphalt.Figure 8
LAS analysis results of PA6-modified asphalt and 70# asphalt.
(a)(b)(c)(d)(e)(f)


## 3.1. Characteristics and Applying Feasibility of PA-Modifying Agent

### 3.1.1. XRD Analysis

As shown in Figure1, the characteristic peaks of PA6 mainly appeared at 20.2° and 23.8°, which indicated that PA6 was mainly the typical α crystal structure. Although there were three crystalline forms of PA6, only the crystalline form of the α-monoclinic system could be obtained through test results at room temperature. The diffraction peak of γ crystal form was about 21.03°∼22.8° in Figure 1 and the peak intensity was low, which supposed that the structure of PA6 was still dominated by α crystal form companied with a small amount of γ crystal form. Under the condition of α crystal form as the dominant condition, the crystallinity of PA6 could be obtained by the crystallinity calculation formula to be 67.7%, which suggested that PA6 was the semicrystalline polymer and the existence of γ crystal form might improve the toughness of asphalt materials effectively.Figure 1
XRD testing results of the PA6 modifier.


### 3.1.2. SEM-EDS Analysis

It could be observed from Figure2 that the sizes of the PA6 particle structure were similar, showing the crystal morphology, and the structure had obvious angularity. The radial size of PA6 particles was about 50 μm, while the vertical size was about 25 μm. The particle structure was mainly elongated and flat. The prismatic shape of the grain structure was the most prominent at both ends and the structure boundary was clear. The particle structure was enlarged to 5000 times (Figure 2(b)), and it could be seen that the crystal structure of the particle surface is obvious and the surface presents the layered distribution. Through further magnification to 10,000 times (Figure 2(c)), it was found that the surface of the layered structure was relatively smooth and only the edges were connected to the surface by strips of material. In addition, there were a small number of pits. The element mapping results in Figures 2(e) and 2(f) reflected the distribution of the two main elements in PA6. The results showed that C and O were the main constituent elements of PA6 and the contents of the two typical elements were 78.55% and 15.10%, respectively, whose total content exceeded 90%. Figure 2(d)–2(f) also confirmed that C and O were the main constituent elements of PA6, and besides, also containing certain miscellaneous elements.Figure 2
SEM/EDS testing results of the PA6 modifier.
(a)(b)(c)(d)(e)(f)


### 3.1.3. TG Analysis

According to the analysis in Figure3, the thermal decomposition process of PA6 could be divided into three stages roughly: inert weight loss stage, rapid weight loss stage, and stable stage. In the inert weight-loss stage, the short-term slight mass loss happened at the beginning of the temperature change. The residual mass was about 98.61% of the total mass, and the mass loss was 1.39%. This mass loss continued to 265°C, which might be due to the fact that PA6 powder absorbed water easily and the water evaporated when the temperature rose. As the temperature continued to rise, it entered the stage of rapid weight loss (265°C∼492°C). The thermal decomposition rate of PA6 was accelerated. The analysis of the DTG curve (Figure 3(b)) showed that the maximum decomposition peak appeared at 454°C. The corresponding TG curve slope changed significantly and the maximum weight loss rate in this range reached 97.6%. The stable stage ranged from 492°C to 500°C, and the TG curve changed relatively smoothly, which indicated that the PA was basically in the constant weight state after thermal weight loss, and the residual mass ratio was about 1.01%.Figure 3
TG testing results of the PA6 modifier.
(a)(b)


### 3.1.4. Dynamic FTIR Analysis

It could be seen from Figures4 and 5 that the change of intensity curve of PA6 started to be detected from about 37 minutes. In the infrared spectrum corresponding to 1700 cm−1 and 2400 cm−1, small and sharp stretching peaks appeared and the peak intensity curve reached the maximum at about 42 min. Absorption peaks of lower intensity appeared in the range of 3400 to 3500 cm−1, which might be caused by the N-H stretching vibration. The strong peak at 1665.33 cm−1 might be the amide I band (C=O). At 2937.03 cm−1, the high-intensity characteristic peak appeared along with the medium-intensity methylene characteristic peak. The characteristic peak of C=O bond stretching vibration of the carboxyl group appeared at the wavenumber of 1707.52 cm−1. When the time reached 49.71 min, the intensity of the curve on the spectrum became smaller and the position of the characteristic peak was almost the same as the position of the characteristic peak that appeared before, which indicated that the reaction product no longer changed.Figure 4
2D and 3D spectrogram of the PA6 modifier.
(a)(b)Figure 5
Dynamic FTIR testing results of the PA6 modifier.
(a)(b)(c)(d)


## 3.1.1. XRD Analysis

As shown in Figure1, the characteristic peaks of PA6 mainly appeared at 20.2° and 23.8°, which indicated that PA6 was mainly the typical α crystal structure. Although there were three crystalline forms of PA6, only the crystalline form of the α-monoclinic system could be obtained through test results at room temperature. The diffraction peak of γ crystal form was about 21.03°∼22.8° in Figure 1 and the peak intensity was low, which supposed that the structure of PA6 was still dominated by α crystal form companied with a small amount of γ crystal form. Under the condition of α crystal form as the dominant condition, the crystallinity of PA6 could be obtained by the crystallinity calculation formula to be 67.7%, which suggested that PA6 was the semicrystalline polymer and the existence of γ crystal form might improve the toughness of asphalt materials effectively.Figure 1
XRD testing results of the PA6 modifier.


## 3.1.2. SEM-EDS Analysis

It could be observed from Figure2 that the sizes of the PA6 particle structure were similar, showing the crystal morphology, and the structure had obvious angularity. The radial size of PA6 particles was about 50 μm, while the vertical size was about 25 μm. The particle structure was mainly elongated and flat. The prismatic shape of the grain structure was the most prominent at both ends and the structure boundary was clear. The particle structure was enlarged to 5000 times (Figure 2(b)), and it could be seen that the crystal structure of the particle surface is obvious and the surface presents the layered distribution. Through further magnification to 10,000 times (Figure 2(c)), it was found that the surface of the layered structure was relatively smooth and only the edges were connected to the surface by strips of material. In addition, there were a small number of pits. The element mapping results in Figures 2(e) and 2(f) reflected the distribution of the two main elements in PA6. The results showed that C and O were the main constituent elements of PA6 and the contents of the two typical elements were 78.55% and 15.10%, respectively, whose total content exceeded 90%. Figure 2(d)–2(f) also confirmed that C and O were the main constituent elements of PA6, and besides, also containing certain miscellaneous elements.Figure 2
SEM/EDS testing results of the PA6 modifier.
(a)(b)(c)(d)(e)(f)


## 3.1.3. TG Analysis

According to the analysis in Figure3, the thermal decomposition process of PA6 could be divided into three stages roughly: inert weight loss stage, rapid weight loss stage, and stable stage. In the inert weight-loss stage, the short-term slight mass loss happened at the beginning of the temperature change. The residual mass was about 98.61% of the total mass, and the mass loss was 1.39%. This mass loss continued to 265°C, which might be due to the fact that PA6 powder absorbed water easily and the water evaporated when the temperature rose. As the temperature continued to rise, it entered the stage of rapid weight loss (265°C∼492°C). The thermal decomposition rate of PA6 was accelerated. The analysis of the DTG curve (Figure 3(b)) showed that the maximum decomposition peak appeared at 454°C. The corresponding TG curve slope changed significantly and the maximum weight loss rate in this range reached 97.6%. The stable stage ranged from 492°C to 500°C, and the TG curve changed relatively smoothly, which indicated that the PA was basically in the constant weight state after thermal weight loss, and the residual mass ratio was about 1.01%.Figure 3
TG testing results of the PA6 modifier.
(a)(b)


## 3.1.4. Dynamic FTIR Analysis

It could be seen from Figures4 and 5 that the change of intensity curve of PA6 started to be detected from about 37 minutes. In the infrared spectrum corresponding to 1700 cm−1 and 2400 cm−1, small and sharp stretching peaks appeared and the peak intensity curve reached the maximum at about 42 min. Absorption peaks of lower intensity appeared in the range of 3400 to 3500 cm−1, which might be caused by the N-H stretching vibration. The strong peak at 1665.33 cm−1 might be the amide I band (C=O). At 2937.03 cm−1, the high-intensity characteristic peak appeared along with the medium-intensity methylene characteristic peak. The characteristic peak of C=O bond stretching vibration of the carboxyl group appeared at the wavenumber of 1707.52 cm−1. When the time reached 49.71 min, the intensity of the curve on the spectrum became smaller and the position of the characteristic peak was almost the same as the position of the characteristic peak that appeared before, which indicated that the reaction product no longer changed.Figure 4
2D and 3D spectrogram of the PA6 modifier.
(a)(b)Figure 5
Dynamic FTIR testing results of the PA6 modifier.
(a)(b)(c)(d)


## 3.2. Physical and Viscoelastic Property of PA-Modified Asphalt

### 3.2.1. Physical Property

It could be analyzed from the analysis in Figure6 that the addition of the PA6 modifier could reduce the penetration and significantly increased the softening point of the asphalt. When the blending amount was increased from 0.1% to 0.3%, the asphalt penetration value decreased by about 13.5%, which indicated that the viscosity of PA-modified asphalt was significantly improved. The corresponding results was the obvious increase in softening point, which supposed that the addition of the PA modifier improved the high-temperature stability of asphalt and has good resistance to permanent deformation under high-temperature conditions. However, the addition of the PA6 modifier would reduce the ductility of the asphalt material to a certain extent. When the amount of PA6 added was increased from 0.1% to 0.3%, the 10°C ductility of the asphalt binder decreased by about 14.1%, which indicated that the addition of PA6 would deteriorate the low-temperature crack resistance of asphalt. Therefore, the amount of the PA6 modifier should be appropriately controlled during the application process to ensure the comprehensive effect of PA6 on high-temperature performance and low-temperature performance. The improving effect of PA6 on the thermal stability of asphalt might be achieved through change in the composition of chemical components of asphalt binder, which increased the chemical component related to the thermal stability of asphalt and increased the viscosity of asphalt material. However, the increase of asphaltene might limit the deformability of the asphalt binder when subjected to low temperature, which led to the degradation of low-temperature performance of asphalt material.Figure 6
Physical properties of PA6-modified asphalt and 70# asphalt.
(a)(b)(c)


### 3.2.2. Brookfield Viscosity

It could be observed from Figure7 that the PA6 modifier has the positive effect on improving the apparent viscosity of asphalt under different temperature conditions. Under the condition of 90°C (Figure 7(a)), with the gradual increase of the PA6 content, the apparent viscosity of the asphalt increased significantly. The addition amount was increased from 0.1% to 0.3% and the apparent viscosity of the asphalt increased by about 27.8%. Compared with 70# asphalt, the increase in apparent viscosity of PA-modified asphalt could reach 34.7%. Under the condition of 135°C, the apparent viscosity of PA-modified asphalt and 70# asphalt decreased significantly, which was mainly related to the decrease of asphalt viscosity at high temperature. Under the temperature condition of 135°C, the apparent viscosity of PA-modified asphalt was about 25.9% higher than that of 70# asphalt and the viscosity-increasing effect was still obvious. Under the condition of 175°C, the PA6 modifier could still increase the apparent viscosity of 70# asphalt by about 58.2%, which showed that the PA6 modifier could significantly increase the viscosity of asphalt. This was consistent with the change law of the softening point and penetration of PA-modified asphalt, which suggested that the PA6 modifier had the good modification effect on the high temperature performance of asphalt.Figure 7
Brookfield viscosity of PA6 modified asphalt and 70# asphalt.
(a)(b)(c)(d)


### 3.2.3. LAS Test

From the LAS curve in Figures8(a)–8(f), when the strain of PA-modified asphalt increased to 10%, the stress decreased rapidly from the peak value to near the initial value. As the strain value increased, the stress value gradually approached the zero value of the stress and the curve tended to be flat. For the 70# asphalt, the stress peak also appeared, but the difference was that the change range of the stress-strain curve was relatively weak. The growth rate before reaching the peak was lower than that of PA-modified asphalt, and after the peak was reached, it decreased rapidly and tended to be flat. According to the LAS curves of different types of asphalt, the obtained original data were inserted into the VECD model for nonlinear fitting and the damage characteristic curves was obtained in Figures 8(b), 8(d), and 8(f), which were used as the fatigue performance failure of the asphalt material under the medium temperature environment as the judgment basis for the criteria. The comparison showed that the C value (integrity parameter) corresponding to the damage curve of PA-modified asphalt was obviously greater than that of 70# asphalt, which supposed that the corresponding initial modulus attenuation value of PA-modified asphalt was less than 70# asphalt under the same test conditions. At the same time, the modulus loss of PA modified asphalt was less than 70# asphalt. When S = 20 (Damage intensity), the C value of PA6-modified asphalt was 0.02 and the initial modulus was reduced by 98%, which showed that the fatigue resistance of PA-modified asphalt was better than 70# asphalt.Figure 8
LAS analysis results of PA6-modified asphalt and 70# asphalt.
(a)(b)(c)(d)(e)(f)


## 3.2.1. Physical Property

It could be analyzed from the analysis in Figure6 that the addition of the PA6 modifier could reduce the penetration and significantly increased the softening point of the asphalt. When the blending amount was increased from 0.1% to 0.3%, the asphalt penetration value decreased by about 13.5%, which indicated that the viscosity of PA-modified asphalt was significantly improved. The corresponding results was the obvious increase in softening point, which supposed that the addition of the PA modifier improved the high-temperature stability of asphalt and has good resistance to permanent deformation under high-temperature conditions. However, the addition of the PA6 modifier would reduce the ductility of the asphalt material to a certain extent. When the amount of PA6 added was increased from 0.1% to 0.3%, the 10°C ductility of the asphalt binder decreased by about 14.1%, which indicated that the addition of PA6 would deteriorate the low-temperature crack resistance of asphalt. Therefore, the amount of the PA6 modifier should be appropriately controlled during the application process to ensure the comprehensive effect of PA6 on high-temperature performance and low-temperature performance. The improving effect of PA6 on the thermal stability of asphalt might be achieved through change in the composition of chemical components of asphalt binder, which increased the chemical component related to the thermal stability of asphalt and increased the viscosity of asphalt material. However, the increase of asphaltene might limit the deformability of the asphalt binder when subjected to low temperature, which led to the degradation of low-temperature performance of asphalt material.Figure 6
Physical properties of PA6-modified asphalt and 70# asphalt.
(a)(b)(c)


## 3.2.2. Brookfield Viscosity

It could be observed from Figure7 that the PA6 modifier has the positive effect on improving the apparent viscosity of asphalt under different temperature conditions. Under the condition of 90°C (Figure 7(a)), with the gradual increase of the PA6 content, the apparent viscosity of the asphalt increased significantly. The addition amount was increased from 0.1% to 0.3% and the apparent viscosity of the asphalt increased by about 27.8%. Compared with 70# asphalt, the increase in apparent viscosity of PA-modified asphalt could reach 34.7%. Under the condition of 135°C, the apparent viscosity of PA-modified asphalt and 70# asphalt decreased significantly, which was mainly related to the decrease of asphalt viscosity at high temperature. Under the temperature condition of 135°C, the apparent viscosity of PA-modified asphalt was about 25.9% higher than that of 70# asphalt and the viscosity-increasing effect was still obvious. Under the condition of 175°C, the PA6 modifier could still increase the apparent viscosity of 70# asphalt by about 58.2%, which showed that the PA6 modifier could significantly increase the viscosity of asphalt. This was consistent with the change law of the softening point and penetration of PA-modified asphalt, which suggested that the PA6 modifier had the good modification effect on the high temperature performance of asphalt.Figure 7
Brookfield viscosity of PA6 modified asphalt and 70# asphalt.
(a)(b)(c)(d)


## 3.2.3. LAS Test

From the LAS curve in Figures8(a)–8(f), when the strain of PA-modified asphalt increased to 10%, the stress decreased rapidly from the peak value to near the initial value. As the strain value increased, the stress value gradually approached the zero value of the stress and the curve tended to be flat. For the 70# asphalt, the stress peak also appeared, but the difference was that the change range of the stress-strain curve was relatively weak. The growth rate before reaching the peak was lower than that of PA-modified asphalt, and after the peak was reached, it decreased rapidly and tended to be flat. According to the LAS curves of different types of asphalt, the obtained original data were inserted into the VECD model for nonlinear fitting and the damage characteristic curves was obtained in Figures 8(b), 8(d), and 8(f), which were used as the fatigue performance failure of the asphalt material under the medium temperature environment as the judgment basis for the criteria. The comparison showed that the C value (integrity parameter) corresponding to the damage curve of PA-modified asphalt was obviously greater than that of 70# asphalt, which supposed that the corresponding initial modulus attenuation value of PA-modified asphalt was less than 70# asphalt under the same test conditions. At the same time, the modulus loss of PA modified asphalt was less than 70# asphalt. When S = 20 (Damage intensity), the C value of PA6-modified asphalt was 0.02 and the initial modulus was reduced by 98%, which showed that the fatigue resistance of PA-modified asphalt was better than 70# asphalt.Figure 8
LAS analysis results of PA6-modified asphalt and 70# asphalt.
(a)(b)(c)(d)(e)(f)


## 4. Conclusions

Based on the results presented in this paper, the following conclusions could be drawn:(1)
PA6 was the semicrystalline polymer and the existence ofγ crystal form might help improving the toughness of asphalt materials effectively(2)
The thermal decomposition process of PA6-modifying agent could be divided into three stages roughly: inert weight loss stage, rapid weight loss stage, and stable stage(3)
The amount of the PA6 modifier should be appropriately controlled during the application process to promote the comprehensive effect of PA6 on high-temperature performance and low-temperature performance(4)
The C value (integrity parameter) corresponding to the damage curve of PA-modified asphalt was obviously greater than that of 70# asphalt, which supposed that the corresponding initial modulus attenuation value of PA-modified asphalt was less than 70# asphalt under the same test conditions



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*Source: 9362400-2021-12-03.xml*