# Property Characterization of Anti-Aging Additives and Modified Asphalt Based on Long-Term Aging Behavior

Authors: Junlong Liu; Lijing Chu; Tianyuan Zhao; Yunchu Zhu; Zhi Cang; Qian Chen; Junshen Yuan
Journal: Advances in Materials Science and Engineering
 (2022)

---

## Abstract

In order to achieve the good application of hindered amine light stabilizer (HALS) in the long-term aging control of asphalt pavement material, Tinuvin770 and Tinuvin622 light stabilizers were selected as modifiers for asphalt. The microstructure and characteristics of hindered amine light stabilizers were characterized by FIB-SEM. The elemental composition and relative content of hindered amine light stabilizers were studied by means of EDS analysis. The functional group composition of hindered amine light stabilizers was analyzed based on Dynamic-FTIR. On this basis, light stabilizer modified asphalt was prepared, and the effect of hindered amine light stabilizer on the thermal rheological properties of asphalt binder during UV aging period was studied by dynamic shear rheology (DSR). The changing law of low temperature rheological properties of hindered amine light stabilizer modified asphalt was evaluated by low temperature bending beam rheological test (BBR). The results showed that the hindered amine light stabilizer could capture the free radicals formed during the photodegradation of asphalt when subjected to ultraviolet aging. Under the impact of ultraviolet aging, hindered amine light stabilizer could improve the high temperature performance of asphalt binder. Furthermore, HALS could achieve the improving effect on the low temperature rheological properties and long-term aging performance of asphalt pavement materials.


---

## Body

## 1. Introduction

One of the reasons for the long-term aging of asphalt pavement is that the ultraviolet energy radiation intensity is high, which leads to the significant photo-oxidation reaction of asphalt [1, 2]. Ultraviolet rays can be divided into long wave, medium wave, and short wave according to the wavelength range. The ultraviolet energy in the wavelength is similar to the bond energy of the main molecular bonds C-H, C-C, and C=C of asphalt [3, 4]. When ultraviolet rays irradiate the asphalt surface, the photon energy in the ultraviolet rays will destroy the internal molecular bonds of the asphalt, induce free radical reactions, and cause the transformation of internal light components to heavy components, resulting in the instability of the asphalt colloid structure and finally causing cracks and pits in the asphalt pavement. There are grooves and other diseases [5]. Therefore, in view of the problem of ultraviolet aging of asphalt pavement, it is urgent to find an effective means to control the aging process of asphalt to delay the occurrence of pavement failures, which is of great significance for improving the service life of asphalt pavement [6–9]. The existing methods for improving the anti-aging performance of asphalt are mainly realized by adding modifiers [10–12]. Commonly used anti-ultraviolet aging modifiers mainly include carbon black, nanomaterials, intercalation materials and ultraviolet light absorbers, and so on, which improve the anti-aging performance of asphalt by shielding or absorbing ultraviolet rays [13–15]. However, there are still some problems in the modification application of existing additives to asphalt, for example, the low temperature performance improvement effect of asphalt is not good. In contrast, light stabilizers could effectively control asphalt aging, have good compatibility with asphalt, and have good application prospects in asphalt UV aging control [16–18].Based on this, Tinuvin770 and Tinuvin622 light stabilizers were selected as modifiers in this study. The microscopic morphology and characteristics of hindered amine light stabilizers were characterized by FIB-SEM. The elemental composition and relative content of hindered amine light stabilizers were studied by means of EDS spectroscopy. The functional group composition and characteristics of hindered amine light stabilizers were comprehensively analyzed based on Dynamic-FTIR. Light stabilizer modified asphalt was prepared, and the effect of hindered amine light stabilizer on high temperature rheological properties of asphalt binder during UV aging was systematically studied by dynamic shear rheology (DSR). The change law of low temperature rheological properties of hindered amine light stabilizer modified asphalt under ultraviolet aging conditions was evaluated by low temperature bending beam rheological test, which provided a scientific basis for the application and popularization of hindered amine light stabilizer in pavement engineering.


## 2. Materials and Methods

### 2.1. Materials

#### 2.1.1. Hindered Amine Light Stabilizers

Tinuvin770 and Tinuvin622 hindered amine light stabilizers are preferred as asphalt modifiers, and the molecular structures of T770 and T662 light stabilizers are shown in Figure1. The mechanism of action of hindered amine light stabilizers was to capture the free radicals formed during the photodegradation of asphalt during ultraviolet aging through the hindered amine structure of the modifier, thereby playing the role of anti-ultraviolet aging. The dosage of T770 and T662 was 2%, 4%, and 6% by the asphalt mass. The technical indices are shown in Table 1.Figure 1
Molecular structure of T770 and T662 light stabilizers.Table 1
Technical properties of light stabilizer.
Light stabilizerMelting point (°C)Molecular weightDensity (g/cm3)T77084480.721.01T622365129.21.05


#### 2.1.2. Asphalt

70# asphalt was selected as the carrier for Tinuvin770 and Tinuvin622 light stabilizers, and the technical indices are shown in Table2.Table 2
Technical properties of 70# base asphalt.
IndicesTesting resultsSpecificationPenetration/0.1 mm63.1T0604-2011Ductility (10°C) cm19.3T0605-2011Softening point (°C)46.9T0606-2011


### 2.2. Preparation Process of Light Stabilizer Modified Asphalt

70# asphalt was heated to 130°C and kept for 1 h. Then, according to the planned dosage, the light stabilizer modifier was weighted and added into the molten asphalt. After mixing, the mixture of asphalt and light stabilizer was stirred at 130°C for 1 h. The stirring speed of mixture was about 1000 rad/min. After stirring, the light stabilizer modified asphalt was finished preparing.


### 2.3. Methodology

#### 2.3.1. UV Aging Method

The UV radiation was simulated indoor by using UV light lamp, whose power was approximately 300 W. Concerning that the UV radiation area of lamp was about 0.8 m2, the ultraviolet radiation intensity could be calculated and the specific calculated value was about 375 W/m2. The conversion formula of outdoor and indoor UV radiation was shown in formula (1). The transformed UV aging time is shown in Table 3.(1)Indoor simulation time=outdoor solar radiation energypower of indoor UV radiationTable 3
Setting UV aging time.
Outdoor UV aging time3 months (h)6 months (h)9 months (h)12 months (h)Indoor UV aging time76.25152.5228305


#### 2.3.2. FIB-SEM Test

The microstructure of hindered amine light stabilizers was analyzed by focused ion beam field emission scanning electron microscope (Figure2). The elemental composition and content of hindered amine light stabilizers were analyzed by EDS spectroscopy. The sample of hindered amine light stabilizer powder was placed on an aluminum plate, and the sample was sprayed with gold. Then, scanning electron microscope was used to magnify 2000, 4000, and 10000 times, respectively, to observe the microscopic morphology of the sample surface.Figure 2
Focused ion beam scanning electron microscope and gold sprayer.


#### 2.3.3. FTIR Analysis

The functional group composition of T770 and T622 light stabilizers was analyzed by TG thermogravimetric-infrared spectroscopy system (Figure3). The number of test scans was 32, and the resolution was 40 cm−1. Tests were carried out under nitrogen atmosphere.Figure 3
Thermogravimetric-infrared spectroscopy system.


#### 2.3.4. LAS Test

The LAS test was performed using Anton Paar SMART PAV dynamic shear rheometer (Figure4). The test temperature was 18°C, and the distance between the 8 mm plates was 1 mm. Frequency sweep adopts the control strain mode, the strain was 0.1%, the sweep frequency range was 0.2 ∼ 30 Hz, and the shear modulus and phase angle of each frequency were recorded. The amplitude sweep adopted the controlled strain mode, the loading frequency was 10 Hz, and the sample was preloaded for 100 cycles for the period of 10 seconds at the strain ;of 0.1%. The continuous loading with the linear increase of 1% in strain levels of 1 to 30% was performed for 100 cycles (10 s) for each strain level, and the total time was 310 s.Figure 4
Dynamic shear rheometer.


#### 2.3.5. BBR Test

The low temperature bending beam rheometer was used to test the creep stiffness S and creep ratem of light stabilizer modified asphalt under different UV aging times. Cannon’s TE-BBR bending beam rheometer (Figure 5) was used for the test, referring to the specific test method of ASTM D6648-01. The test temperature is −12°C, and the creep stiffness S and creep rate m of the light stabilizer modified asphalt at 60 s were tested.Figure 5
Low temperature bending beam rheometer.


## 2.1. Materials

### 2.1.1. Hindered Amine Light Stabilizers

Tinuvin770 and Tinuvin622 hindered amine light stabilizers are preferred as asphalt modifiers, and the molecular structures of T770 and T662 light stabilizers are shown in Figure1. The mechanism of action of hindered amine light stabilizers was to capture the free radicals formed during the photodegradation of asphalt during ultraviolet aging through the hindered amine structure of the modifier, thereby playing the role of anti-ultraviolet aging. The dosage of T770 and T662 was 2%, 4%, and 6% by the asphalt mass. The technical indices are shown in Table 1.Figure 1
Molecular structure of T770 and T662 light stabilizers.Table 1
Technical properties of light stabilizer.
Light stabilizerMelting point (°C)Molecular weightDensity (g/cm3)T77084480.721.01T622365129.21.05


### 2.1.2. Asphalt

70# asphalt was selected as the carrier for Tinuvin770 and Tinuvin622 light stabilizers, and the technical indices are shown in Table2.Table 2
Technical properties of 70# base asphalt.
IndicesTesting resultsSpecificationPenetration/0.1 mm63.1T0604-2011Ductility (10°C) cm19.3T0605-2011Softening point (°C)46.9T0606-2011


## 2.1.1. Hindered Amine Light Stabilizers

Tinuvin770 and Tinuvin622 hindered amine light stabilizers are preferred as asphalt modifiers, and the molecular structures of T770 and T662 light stabilizers are shown in Figure1. The mechanism of action of hindered amine light stabilizers was to capture the free radicals formed during the photodegradation of asphalt during ultraviolet aging through the hindered amine structure of the modifier, thereby playing the role of anti-ultraviolet aging. The dosage of T770 and T662 was 2%, 4%, and 6% by the asphalt mass. The technical indices are shown in Table 1.Figure 1
Molecular structure of T770 and T662 light stabilizers.Table 1
Technical properties of light stabilizer.
Light stabilizerMelting point (°C)Molecular weightDensity (g/cm3)T77084480.721.01T622365129.21.05


## 2.1.2. Asphalt

70# asphalt was selected as the carrier for Tinuvin770 and Tinuvin622 light stabilizers, and the technical indices are shown in Table2.Table 2
Technical properties of 70# base asphalt.
IndicesTesting resultsSpecificationPenetration/0.1 mm63.1T0604-2011Ductility (10°C) cm19.3T0605-2011Softening point (°C)46.9T0606-2011


## 2.2. Preparation Process of Light Stabilizer Modified Asphalt

70# asphalt was heated to 130°C and kept for 1 h. Then, according to the planned dosage, the light stabilizer modifier was weighted and added into the molten asphalt. After mixing, the mixture of asphalt and light stabilizer was stirred at 130°C for 1 h. The stirring speed of mixture was about 1000 rad/min. After stirring, the light stabilizer modified asphalt was finished preparing.


## 2.3. Methodology

### 2.3.1. UV Aging Method

The UV radiation was simulated indoor by using UV light lamp, whose power was approximately 300 W. Concerning that the UV radiation area of lamp was about 0.8 m2, the ultraviolet radiation intensity could be calculated and the specific calculated value was about 375 W/m2. The conversion formula of outdoor and indoor UV radiation was shown in formula (1). The transformed UV aging time is shown in Table 3.(1)Indoor simulation time=outdoor solar radiation energypower of indoor UV radiationTable 3
Setting UV aging time.
Outdoor UV aging time3 months (h)6 months (h)9 months (h)12 months (h)Indoor UV aging time76.25152.5228305


### 2.3.2. FIB-SEM Test

The microstructure of hindered amine light stabilizers was analyzed by focused ion beam field emission scanning electron microscope (Figure2). The elemental composition and content of hindered amine light stabilizers were analyzed by EDS spectroscopy. The sample of hindered amine light stabilizer powder was placed on an aluminum plate, and the sample was sprayed with gold. Then, scanning electron microscope was used to magnify 2000, 4000, and 10000 times, respectively, to observe the microscopic morphology of the sample surface.Figure 2
Focused ion beam scanning electron microscope and gold sprayer.


### 2.3.3. FTIR Analysis

The functional group composition of T770 and T622 light stabilizers was analyzed by TG thermogravimetric-infrared spectroscopy system (Figure3). The number of test scans was 32, and the resolution was 40 cm−1. Tests were carried out under nitrogen atmosphere.Figure 3
Thermogravimetric-infrared spectroscopy system.


### 2.3.4. LAS Test

The LAS test was performed using Anton Paar SMART PAV dynamic shear rheometer (Figure4). The test temperature was 18°C, and the distance between the 8 mm plates was 1 mm. Frequency sweep adopts the control strain mode, the strain was 0.1%, the sweep frequency range was 0.2 ∼ 30 Hz, and the shear modulus and phase angle of each frequency were recorded. The amplitude sweep adopted the controlled strain mode, the loading frequency was 10 Hz, and the sample was preloaded for 100 cycles for the period of 10 seconds at the strain ;of 0.1%. The continuous loading with the linear increase of 1% in strain levels of 1 to 30% was performed for 100 cycles (10 s) for each strain level, and the total time was 310 s.Figure 4
Dynamic shear rheometer.


### 2.3.5. BBR Test

The low temperature bending beam rheometer was used to test the creep stiffness S and creep ratem of light stabilizer modified asphalt under different UV aging times. Cannon’s TE-BBR bending beam rheometer (Figure 5) was used for the test, referring to the specific test method of ASTM D6648-01. The test temperature is −12°C, and the creep stiffness S and creep rate m of the light stabilizer modified asphalt at 60 s were tested.Figure 5
Low temperature bending beam rheometer.


## 2.3.1. UV Aging Method

The UV radiation was simulated indoor by using UV light lamp, whose power was approximately 300 W. Concerning that the UV radiation area of lamp was about 0.8 m2, the ultraviolet radiation intensity could be calculated and the specific calculated value was about 375 W/m2. The conversion formula of outdoor and indoor UV radiation was shown in formula (1). The transformed UV aging time is shown in Table 3.(1)Indoor simulation time=outdoor solar radiation energypower of indoor UV radiationTable 3
Setting UV aging time.
Outdoor UV aging time3 months (h)6 months (h)9 months (h)12 months (h)Indoor UV aging time76.25152.5228305


## 2.3.2. FIB-SEM Test

The microstructure of hindered amine light stabilizers was analyzed by focused ion beam field emission scanning electron microscope (Figure2). The elemental composition and content of hindered amine light stabilizers were analyzed by EDS spectroscopy. The sample of hindered amine light stabilizer powder was placed on an aluminum plate, and the sample was sprayed with gold. Then, scanning electron microscope was used to magnify 2000, 4000, and 10000 times, respectively, to observe the microscopic morphology of the sample surface.Figure 2
Focused ion beam scanning electron microscope and gold sprayer.


## 2.3.3. FTIR Analysis

The functional group composition of T770 and T622 light stabilizers was analyzed by TG thermogravimetric-infrared spectroscopy system (Figure3). The number of test scans was 32, and the resolution was 40 cm−1. Tests were carried out under nitrogen atmosphere.Figure 3
Thermogravimetric-infrared spectroscopy system.


## 2.3.4. LAS Test

The LAS test was performed using Anton Paar SMART PAV dynamic shear rheometer (Figure4). The test temperature was 18°C, and the distance between the 8 mm plates was 1 mm. Frequency sweep adopts the control strain mode, the strain was 0.1%, the sweep frequency range was 0.2 ∼ 30 Hz, and the shear modulus and phase angle of each frequency were recorded. The amplitude sweep adopted the controlled strain mode, the loading frequency was 10 Hz, and the sample was preloaded for 100 cycles for the period of 10 seconds at the strain ;of 0.1%. The continuous loading with the linear increase of 1% in strain levels of 1 to 30% was performed for 100 cycles (10 s) for each strain level, and the total time was 310 s.Figure 4
Dynamic shear rheometer.


## 2.3.5. BBR Test

The low temperature bending beam rheometer was used to test the creep stiffness S and creep ratem of light stabilizer modified asphalt under different UV aging times. Cannon’s TE-BBR bending beam rheometer (Figure 5) was used for the test, referring to the specific test method of ASTM D6648-01. The test temperature is −12°C, and the creep stiffness S and creep rate m of the light stabilizer modified asphalt at 60 s were tested.Figure 5
Low temperature bending beam rheometer.


## 3. Results and Discussion

### 3.1. Analysis of Micromorphology and Elemental Composition of Light Stabilizers

It could be seen from the observation of the micro-morphological characterization results of T770 light stabilizer (Figure6) that when the magnification was 2000 times, the surface of T770 light stabilizer was dense. At the same time, there were slight depressions and holes on the surface of T770 light stabilizer, and the roughness was relatively high, combined with asphalt. The asphalt could be fully integrated, forming an effective structure and improving the stability of the modified asphalt. In the 4000 times result, it could be seen that the surface of T770 was mainly composed of large-sized and smooth block-like structures, and the pores were embedded with granular substances of different sizes. When the granular material was further magnified to 10,000 times, it was found that the surface of the material was formed by superimposing micron-sized particles and aggregated to the middle area. Figures 6(d)–6(f) show that T770 light stabilizer was mainly composed of C and O, and there were trace elements such as S.Figure 6
Micromorphology and elemental composition of T770 light stabilizer. (a) 2000 times. (b) 4000 times. (c) 10000 times. (d, e) Element mapping diagrams. (f) EDS energy spectrum.
(a)(b)(c)(d)(e)(f)Under the magnification of 2000 times (Figure7), the T622 light stabilizer had irregular structures such as rod-like structures, but mainly circular structures. After magnifying to 5000 times (Figure 7(b)), it could be observed that there were horizontal and vertical cracks in the middle position, which indicated that the surface of the T622 structure had certain undulations and roughness changes. Under the observation of 10000 times (Figure 7(c)), there were many cracks, grooves, pits, and laminated structures on the surface of T622 light stabilizer. Figures 7(d)–7(f) verify that the constituent elements of T622 were mainly C and O, and its element content corresponded to the structural formula, which was close to the element distribution of T770.Figure 7
The microscopic morphology and elemental composition of T622 light stabilizer. (a) 2000 times. (b) 5000 times. (c) 10000 times. (d, e) Element mapping diagram. (f) EDS energy spectrum.
(a)(b)(c)(d)(e)(f)


### 3.2. Dynamic-FTIR Analysis

It could be seen from the analysis in Figure8 that in the first 20 minutes of the test, no substance escaped during the heating process of T770 light stabilizer, and the intensity was relatively stable. When the time exceeded 20 min, the GS curve rose to certain extent, which indicated that the connection strength between the unstable structure of T770 light stabilizer and the host gradually deteriorated with the passage of time and temperature. The rising curve at 36.09 min might be due to the change of GS intensity caused by the escape of impurities such as carbon dioxide. Correspondingly, in the infrared spectrum, it could be seen that there is a weak peak at the wavenumber of 1500 cm−1. Starting from 42.73 min, the GS intensity curve of T770 light stabilizer rose rapidly. In the infrared spectrum corresponding to 2929.37 cm−1, a strong characteristic peak formed by the anti-symmetric stretching vibration of methylene appears, as well as olefin C-H vibrational absorption peak at 1454.39 cm−1 and 1375.66 cm−1 wavenumbers. As the temperature continued to rise, the reaction rate of T770 light stabilizer reached the peak at this time and then decreased rapidly. When the heating time exceeded 50.05 min, the GS curves tended to be flat, and the intensity of the characteristic peaks also weakened, but the specific wavenumber positions of the characteristic peaks did not change.Figure 8
Dynamic-FTIR analysis results of T770. (a) 2D. (b) 3D. (c) GS. (d) Absorption.
(a)(b)(c)(d)From the analysis in Figure9, it could be seen that the T622 light stabilizer was always in a flat stage within 28 minutes after the start of the test, which indicated that no or very little substances were detected during this period, and the intensity is basically at the zero-scale level. As the time continued to change, the GS intensity curve changed accordingly. Take the infrared spectra of three characteristic time points, namely, 29.28 min (intensity begins to change), 33.36 min (intensity reaches the maximum value), and 39.32 min (intensity drops to minimum value). When the test time reached 29.28 min, the GS intensity curve changed. Accompanied by the production and escape of different substances, there were also several characteristic peaks with low intensity in the spectrum, among which 1809.86 cm−1 and 1044.18 cm−1 were the C=O bond stretching vibrations of acid anhydride and the C-O of saturated fatty acid anhydride, respectively. When the test time reached 33.36 min, the GS curve reached the maximum intensity. The intensity of the characteristic peak in the spectrum increased significantly, among which 2974.58 cm−1 represented the methyl characteristic peak, and 1751.17 cm−1 and two characteristic peaks in the range of 1050 ∼ 1300 cm−1 represented the C=O bond pull of the ester group. It exhibits extensive vibration absorption peaks. When the time exceeded 39.32 min, the intensity curve had been flattened. At the same time, the absorption peak in the spectral curve became smaller, and the corresponding positions of the characteristic peaks were almost unchanged.Figure 9
Dynamic-FTIR analysis results of T662. (a) 2D. (b) 3D. (c) GS. (d) Absorption.
(a)(b)(c)(d)


### 3.3. LAS Test Analysis

It could be seen from the analysis in Figure10 that stress peaks appeared in the LAS curve of the matrix asphalt under different UV aging times, but the change range of the stress-strain curve was weak, and the growth rate before reaching the peak was lower than that of the other four kinds of modified asphalt. After the peak was reached, it decreased rapidly and became flat. In contrast, the matrix asphalt with UV aging for 152.5 h had the stress peak phenomenon, but there was a secondary peak change at the peak, and then the peak decreased. In the LAS curve of the 228 h UV-aging asphalt, the appearance of the peak was compared with that of the 152.5 h asphalt specimen, when the stress value reduced to the lowest value was also reduced to about 5%.Figure 10
LAS results of 70# asphalt subjected to different UV aging times.
(a)(b)(c)(d)(e)It could be analyzed from the stress-strain curve in Figure11 that the yield stress of T770 modified asphalt with UV aging for 76.25 h reached the maximum value and was quite different from the yield stress of the asphalt specimens at the other three aging time points. The yield stress gradually decreased with the extension of UV radiation time. When the UV radiation time was higher than 152.5 h, the yield stress value of T770 modified asphalt dropped sharply at 2.5% strain and dropped to the horizontal line at 5% strain. From 76.25 h to 152.5 h, the damage degree of T770 modified asphalt increased rapidly. With the UV aging time extending to 305 h, the damage degree of T770 modified asphalt decreased slowly. In addition, except for 76.25 h, the curves of asphalt at the other three aging time points in the curve were all within the strain range of 3% to 8%, the stress appeared to be stable for a short time, and the time for stress maintenance did not reflect the relevant laws.Figure 11
LAS results of T770 modified asphalt subjected to different UV aging times.
(a)(b)(c)(d)(e)It could be analyzed from Figure12 that the peak value of shear stress of T622 modified asphalt with UV aging for 76.25 h was the smallest among the four aging time points, which was about 56.4 kPa, and the corresponding strain value was about 1.27%. Then, the shear stress reached the maximum value at 152.5 h, which was about 199 kPa, and its strain value was 1.95%. The stress peak value of the latter was nearly four times that of the former, and the strain value was only 0.68% higher than that of the former. The fatigue performance of T622 asphalt corresponding to UV aging for 152.5 h was the lowest, and the fatigue performance of asphalt corresponding to the UV aging time was recovered to some extent. In addition, through the comparison of Figures 12(b)–12(d), it could be analyzed that the size of the strain value gradually decreased to the vicinity of the zero value and tended to be flat with the prolongation of the ultraviolet aging time.Figure 12
LAS results of T622 modified asphalt subjected to different UV aging times.
(a)(b)(c)(d)(e)


### 3.4. BBR Test Analysis

It could be seen from the analysis in Figure13 and Table 4 that under different UV aging times, the creep modulus of T622 and T770 modified asphalt was less than that of 70# asphalt, and the creep rate was greater than that of 70# asphalt, which indicated that T622 and T770 modifiers could improve the low temperature performance of asphalt directly. Following the extension of UV aging time, the creep modulus of different asphalts all showed an upward trend, while the creep rate gradually decreased, which demonstrated that in the UV aging range of 76.25 h to 305 h, the prolongation of UV aging time would reduce the low temperature performance of asphalt. While the UV aging time was extended from 76.25 h to 152.5 h, 228 h, and 305 h, for 70# asphalt, the creep modulus S increased by 12%, 21%, and 25%, and the creep rate m decreased by 6%, 11%, and 15%, respectively. For T622 modified asphalt, the creep modulus S increased by 7%, 12%, and 20%, and the creep rate m decreased by 2%, 5%, and 8%, respectively. The increasing rate of creep modulus S and the decreasing rate of creep rate m were significantly smaller than those of 70# asphalt.Figure 13
BBR bending beam rheological test results. (a) The relationship between the creep modulus S and aging time of different kinds of asphalt. (b) The relationship between the creep rate m and aging time of different kinds of asphalt.
(a)(b)Table 4
BBR bending beam rheological test results.
Asphalt type76.25 h152.5 h228h305 hS/MPamS/MPamS/MPamS/MPam70#1920.3722150.3532320.3352410.319T7701790.4011900.3912020.3762190.357T6621710.4141830.4051910.3932050.379


## 3.1. Analysis of Micromorphology and Elemental Composition of Light Stabilizers

It could be seen from the observation of the micro-morphological characterization results of T770 light stabilizer (Figure6) that when the magnification was 2000 times, the surface of T770 light stabilizer was dense. At the same time, there were slight depressions and holes on the surface of T770 light stabilizer, and the roughness was relatively high, combined with asphalt. The asphalt could be fully integrated, forming an effective structure and improving the stability of the modified asphalt. In the 4000 times result, it could be seen that the surface of T770 was mainly composed of large-sized and smooth block-like structures, and the pores were embedded with granular substances of different sizes. When the granular material was further magnified to 10,000 times, it was found that the surface of the material was formed by superimposing micron-sized particles and aggregated to the middle area. Figures 6(d)–6(f) show that T770 light stabilizer was mainly composed of C and O, and there were trace elements such as S.Figure 6
Micromorphology and elemental composition of T770 light stabilizer. (a) 2000 times. (b) 4000 times. (c) 10000 times. (d, e) Element mapping diagrams. (f) EDS energy spectrum.
(a)(b)(c)(d)(e)(f)Under the magnification of 2000 times (Figure7), the T622 light stabilizer had irregular structures such as rod-like structures, but mainly circular structures. After magnifying to 5000 times (Figure 7(b)), it could be observed that there were horizontal and vertical cracks in the middle position, which indicated that the surface of the T622 structure had certain undulations and roughness changes. Under the observation of 10000 times (Figure 7(c)), there were many cracks, grooves, pits, and laminated structures on the surface of T622 light stabilizer. Figures 7(d)–7(f) verify that the constituent elements of T622 were mainly C and O, and its element content corresponded to the structural formula, which was close to the element distribution of T770.Figure 7
The microscopic morphology and elemental composition of T622 light stabilizer. (a) 2000 times. (b) 5000 times. (c) 10000 times. (d, e) Element mapping diagram. (f) EDS energy spectrum.
(a)(b)(c)(d)(e)(f)


## 3.2. Dynamic-FTIR Analysis

It could be seen from the analysis in Figure8 that in the first 20 minutes of the test, no substance escaped during the heating process of T770 light stabilizer, and the intensity was relatively stable. When the time exceeded 20 min, the GS curve rose to certain extent, which indicated that the connection strength between the unstable structure of T770 light stabilizer and the host gradually deteriorated with the passage of time and temperature. The rising curve at 36.09 min might be due to the change of GS intensity caused by the escape of impurities such as carbon dioxide. Correspondingly, in the infrared spectrum, it could be seen that there is a weak peak at the wavenumber of 1500 cm−1. Starting from 42.73 min, the GS intensity curve of T770 light stabilizer rose rapidly. In the infrared spectrum corresponding to 2929.37 cm−1, a strong characteristic peak formed by the anti-symmetric stretching vibration of methylene appears, as well as olefin C-H vibrational absorption peak at 1454.39 cm−1 and 1375.66 cm−1 wavenumbers. As the temperature continued to rise, the reaction rate of T770 light stabilizer reached the peak at this time and then decreased rapidly. When the heating time exceeded 50.05 min, the GS curves tended to be flat, and the intensity of the characteristic peaks also weakened, but the specific wavenumber positions of the characteristic peaks did not change.Figure 8
Dynamic-FTIR analysis results of T770. (a) 2D. (b) 3D. (c) GS. (d) Absorption.
(a)(b)(c)(d)From the analysis in Figure9, it could be seen that the T622 light stabilizer was always in a flat stage within 28 minutes after the start of the test, which indicated that no or very little substances were detected during this period, and the intensity is basically at the zero-scale level. As the time continued to change, the GS intensity curve changed accordingly. Take the infrared spectra of three characteristic time points, namely, 29.28 min (intensity begins to change), 33.36 min (intensity reaches the maximum value), and 39.32 min (intensity drops to minimum value). When the test time reached 29.28 min, the GS intensity curve changed. Accompanied by the production and escape of different substances, there were also several characteristic peaks with low intensity in the spectrum, among which 1809.86 cm−1 and 1044.18 cm−1 were the C=O bond stretching vibrations of acid anhydride and the C-O of saturated fatty acid anhydride, respectively. When the test time reached 33.36 min, the GS curve reached the maximum intensity. The intensity of the characteristic peak in the spectrum increased significantly, among which 2974.58 cm−1 represented the methyl characteristic peak, and 1751.17 cm−1 and two characteristic peaks in the range of 1050 ∼ 1300 cm−1 represented the C=O bond pull of the ester group. It exhibits extensive vibration absorption peaks. When the time exceeded 39.32 min, the intensity curve had been flattened. At the same time, the absorption peak in the spectral curve became smaller, and the corresponding positions of the characteristic peaks were almost unchanged.Figure 9
Dynamic-FTIR analysis results of T662. (a) 2D. (b) 3D. (c) GS. (d) Absorption.
(a)(b)(c)(d)


## 3.3. LAS Test Analysis

It could be seen from the analysis in Figure10 that stress peaks appeared in the LAS curve of the matrix asphalt under different UV aging times, but the change range of the stress-strain curve was weak, and the growth rate before reaching the peak was lower than that of the other four kinds of modified asphalt. After the peak was reached, it decreased rapidly and became flat. In contrast, the matrix asphalt with UV aging for 152.5 h had the stress peak phenomenon, but there was a secondary peak change at the peak, and then the peak decreased. In the LAS curve of the 228 h UV-aging asphalt, the appearance of the peak was compared with that of the 152.5 h asphalt specimen, when the stress value reduced to the lowest value was also reduced to about 5%.Figure 10
LAS results of 70# asphalt subjected to different UV aging times.
(a)(b)(c)(d)(e)It could be analyzed from the stress-strain curve in Figure11 that the yield stress of T770 modified asphalt with UV aging for 76.25 h reached the maximum value and was quite different from the yield stress of the asphalt specimens at the other three aging time points. The yield stress gradually decreased with the extension of UV radiation time. When the UV radiation time was higher than 152.5 h, the yield stress value of T770 modified asphalt dropped sharply at 2.5% strain and dropped to the horizontal line at 5% strain. From 76.25 h to 152.5 h, the damage degree of T770 modified asphalt increased rapidly. With the UV aging time extending to 305 h, the damage degree of T770 modified asphalt decreased slowly. In addition, except for 76.25 h, the curves of asphalt at the other three aging time points in the curve were all within the strain range of 3% to 8%, the stress appeared to be stable for a short time, and the time for stress maintenance did not reflect the relevant laws.Figure 11
LAS results of T770 modified asphalt subjected to different UV aging times.
(a)(b)(c)(d)(e)It could be analyzed from Figure12 that the peak value of shear stress of T622 modified asphalt with UV aging for 76.25 h was the smallest among the four aging time points, which was about 56.4 kPa, and the corresponding strain value was about 1.27%. Then, the shear stress reached the maximum value at 152.5 h, which was about 199 kPa, and its strain value was 1.95%. The stress peak value of the latter was nearly four times that of the former, and the strain value was only 0.68% higher than that of the former. The fatigue performance of T622 asphalt corresponding to UV aging for 152.5 h was the lowest, and the fatigue performance of asphalt corresponding to the UV aging time was recovered to some extent. In addition, through the comparison of Figures 12(b)–12(d), it could be analyzed that the size of the strain value gradually decreased to the vicinity of the zero value and tended to be flat with the prolongation of the ultraviolet aging time.Figure 12
LAS results of T622 modified asphalt subjected to different UV aging times.
(a)(b)(c)(d)(e)


## 3.4. BBR Test Analysis

It could be seen from the analysis in Figure13 and Table 4 that under different UV aging times, the creep modulus of T622 and T770 modified asphalt was less than that of 70# asphalt, and the creep rate was greater than that of 70# asphalt, which indicated that T622 and T770 modifiers could improve the low temperature performance of asphalt directly. Following the extension of UV aging time, the creep modulus of different asphalts all showed an upward trend, while the creep rate gradually decreased, which demonstrated that in the UV aging range of 76.25 h to 305 h, the prolongation of UV aging time would reduce the low temperature performance of asphalt. While the UV aging time was extended from 76.25 h to 152.5 h, 228 h, and 305 h, for 70# asphalt, the creep modulus S increased by 12%, 21%, and 25%, and the creep rate m decreased by 6%, 11%, and 15%, respectively. For T622 modified asphalt, the creep modulus S increased by 7%, 12%, and 20%, and the creep rate m decreased by 2%, 5%, and 8%, respectively. The increasing rate of creep modulus S and the decreasing rate of creep rate m were significantly smaller than those of 70# asphalt.Figure 13
BBR bending beam rheological test results. (a) The relationship between the creep modulus S and aging time of different kinds of asphalt. (b) The relationship between the creep rate m and aging time of different kinds of asphalt.
(a)(b)Table 4
BBR bending beam rheological test results.
Asphalt type76.25 h152.5 h228h305 hS/MPamS/MPamS/MPamS/MPam70#1920.3722150.3532320.3352410.319T7701790.4011900.3912020.3762190.357T6621710.4141830.4051910.3932050.379


## 4. Conclusions

(i)
The surface of T770 light stabilizer was dense and there were slight depressions and holes at the same time. The roughness of surface was relatively high. T622 light stabilizer had irregular structures such as rod-like structures, but mainly circular structures. The constituent elements of T622 were mainly C and O, and its element content corresponded to the structural formula, which was close to the element distribution of T770.(ii)
In the infrared spectrum corresponding to 2929.37 cm−1, a strong characteristic peak formed by the anti-symmetric stretching vibration of methylene appears, as well as olefin C-H vibrational absorption peak at 1454.39 and 1375.66 cm−1 wavenumbers. With the continuous change of time, the GS intensity curve of T622 light stabilizer changed correspondingly.(iii)
The yield stress gradually decreased with the extension of UV radiation time. The shear stress peak of T622 modified asphalt aged for 76.25 h was the smallest among the four aging time points, which was about 56.4 kPa, and the corresponding strain value was about 1.27%. Then, the shear stress reached the maximum value at 152.5 h, about 199 kPa, and its strain value was 1.95%.(iv)
Under different UV aging times, the creep modulus of T622 and T770 modified asphalt was less than that of 70# asphalt, and the creep rate was greater than that of 70# asphalt, which indicated that T622 and T770 modifiers could directly improve the low temperature performance of asphalt.



---

*Source: 2474374-2022-09-08.xml*