# Study on Mechanical Behavior of Aging Asphalt Based on Composite Regeneration and Modification

Authors: Haitao Zhang; Ying Wang; Zuoqiang Liu; Quansheng Sun
Journal: Advances in Materials Science and Engineering
 (2020)

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## Abstract

Although the aging asphalt and its regeneration were researched by many researchers, the poor low-temperature performance of regenerating asphalt has still not been solved yet. In this project, the composite technology of regeneration and modification will be used to solve the problem mentioned above. Through the investigation and analysis on the composite mechanism of regeneration and modification for aging asphalt, the objective of the project attempts to explore a method for the synchronized recovery of high- and low-temperature performance of aging asphalt. The research results show that the single regenerating technology cannot fully recover the low-temperature performance of aging asphalt, and the composite technology of regeneration and modification can make the performance of aging asphalt recovery well. The indexes of aging asphalt after composite regeneration and modification have been recovered, which are better than the indexes of 90# asphalt (25°C penetration is 80–100/0.1 mm) and close with the indexes of styrene-butadiene-styrene (SBS) modified asphalt. The project has demonstrated that the composite technology of regeneration and modification can make the high- and low-temperature performance of aging asphalt recovery well. The research results can obtain better economic and social benefits.


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## Body

## 1. Introduction

Although the aging asphalt and regeneration were researched a lot, the poor low-temperature performance of the regenerating asphalt has still not been solved better yet [1, 2]. The aging asphalt regeneration, currently, was only emphasized on the balance recovery in the proportion of aging asphalt components, but the stability recovery in the colloidal structure of aging asphalt was ignored [3, 4]. After regeneration of the aged asphalt, the recovery of small molecules (such as aromatics) in the four components of the asphalt leads to the softening of the asphalt and the weakening of the high-temperature performance. Therefore, the regenerating asphalt mixture will produce more large permanent deformation when it is subjected to load under high-temperature conditions [5, 6]. However, the colloidal structure of regenerating asphalt has not been recovered well, so the low-temperature performance of asphalt has not been improved well. The ideal regeneration of aging asphalt should be the synchronized recovery both the balance recovery in components proportion and the stability recovery in the colloidal structure of aging asphalt, requiring the recovery not only in quantity (components) but also in quality (colloidal structure) [7]. From analysis on the mechanism of modification technology, the modified agent in modification technology can bind the molecular particles in regenerating asphalt [8, 9], so that the macromolecules (such as asphaltene) in regenerating asphalt can be recovered better. Meanwhile, the modification technology can meet the requirement on the recovery of the colloidal structure. So it is necessary to modify asphalt at the same time. When the small molecular components in asphalt (such as aromatics) decrease and the large molecular components (such as asphaltene) increase, the asphalt hardens, the penetration decreases, and the high-temperature performance of asphalt becomes better. When the colloidal structure of asphalt is transformed from gel type to sol type, the fluidity of asphalt becomes better, the colloidal structure becomes stable, the ductility of asphalt increases, and the low-temperature performance becomes better. Therefore, the change of penetration degree is used to represent the recovery of high-temperature performance of asphalt, and the ductility is used to represent the recovery of low-temperature performance of asphalt.In the project, the composite technology of regeneration and modification will be used to solve the problem of the poor low-temperature performance of regenerating asphalt and improve the high-temperature performance of regenerating asphalt at the same time. The objective of this project attempts to explore a method for the synchronized recovery of high- and low-temperature performance of aging asphalt, and the optimal composite regeneration and modification sequence is explored. The findings can be applied in practical reclaimed asphalt pavement (RAP) and can obtain better economic and social benefits.


## 2. Regeneration of Aging Asphalt

### 2.1. Asphalt Aging

90# original asphalt (25°C penetration is 80∼100/0.1 mm) was used in the test. Under the condition of ventilation, an ordinary oven was used to carry out the aging test, and the aging time was 5 h and 20 h, respectively [10]. By referring to the test procedures of asphalt and asphalt mixture for highway engineering (JTJ052-2011), the performance indexes (penetration, ductility, softening point, and viscosity) of asphalt under different aging time were determined. Three parallel samples were made for each asphalt, and the average value of the data in the effective range was taken as the final value. The test results are shown in Table 1 and Figure 1.Table 1
Indexes of 90# original asphalt and aging asphalt in different aging time.
Type
Penetration/0.1mm
P. index
Ductility/cm
Softening point (°C)
Viscosity/Pa·s
Temperature
25°C
—
5°C
—
135°C
90# original asphalt
93
−0.9
9.0
44.5
0.328
Aging asphalt (5 h)
60
−3.7
4.2
49.7
0.407
Aging asphalt (20 h)
27
−3.6
3.9
55.6
0.760
SBS modified asphalt
68
−0.4
35
72.8
1.895Figure 1
Index curve of aging asphalt in different aging time.
(a)
(b)
(c)
(d)It can be seen from Tables1 and 2 and Figure 1 the penetration of aging asphalt for 5 and 20 hours becomes smaller compared with that of 90# original asphalt, the ductility decreased to half of the original index, and the softening point and viscosity had a little increase. The test results have shown that the high-temperature performance of aging asphalt for 5 and 20 hours has increased, but the low-temperature performance has decreased gradually with the increase of aging time.Table 2
Indexes of regenerating agent.
Color
Density (g/cm3)
Dynamic viscosity (40°C) (mm2/s)
Flash point (°C)
Aromatic content (%)
Brown liquid
1.10∼1.15
15∼35
≥230
≥80


### 2.2. Regeneration of Aging Asphalt

#### 2.2.1. Regenerating Agent

The regenerating agent used in this experiment is the thermal regenerating agent of asphalt produced by Pan Jin, which has strong polarity. After being added to the asphalt, it can effectively cover the asphaltene and produce chemical reaction at the same time. The indexes of the regenerating agent used in the test are shown in Table2.


#### 2.2.2. Determination of Optimum Regenerating Agent Content

The aging asphalt for 5 and 20 hours has been regenerated by using different contents of regenerating agent [11, 12]. The performance of the regenerating asphalt has been analyzed by using the indexes of 25°C penetration and 5°C ductility in order to determine the optimum content of regenerating agent. The indexes of regenerating asphalt in different contents of regenerating agent are shown in Table 3 and Figure 2.Table 3
Indexes of regenerating asphalt in different regenerating agent contents.
Aging time (h)
Content of regenerating agent (%)
Penetration/25°C/0.1mm
Ductility/5°C/cm
5
0
60
4.2
2
81
8.5
2.5
93
14.7
4
103
21
20
0
27
3.9
4
68
8.8
6
92
14.3
8
114
21.9Figure 2
Index curve of regenerating asphalt in different regenerating agent contents.
(a)
(b)It can be seen from Table3 and Figure 2 that the best regenerating results of the aging asphalt for 5 and 20 hours have been reached, respectively, at regenerating agent contents of 2.5% and 6%, which reached the index standards of the original asphalt. Therefore, the optimum contents of regenerating agent for 5 and 20 hours are, respectively, 2.5% and 6% (shown in Table 4).Table 4
Optimum contents of regenerating agent in different aging time.
Aging time (h)
Optimum regenerating agent content (%)
5
2.5
20
6


#### 2.2.3. Analysis on Indexes of Aging and Regenerating Asphalt

The indexes of aging and regenerating asphalt are shown in Table5 and Figure 3.Table 5
Indexes of aging and regenerating asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating asphalt (2.5%) (5 h)
93
14.7
48.0
0.270
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt(20 h)
27
3.9
55.6
0.760
Regenerating asphalt (6%) (20 h)
92
14.3
50.1
0.306Figure 3
Index relationships of aging and regenerating asphalt.
(a)
(b)It can be seen from Table5 and Figure 3 that the performance of the aging asphalt for 5 and 20 hours can be recovered to some extent; however, the regenerating efficiency has decreased with the increase of aging time. The high-temperature index (25°C penetration) of aging asphalt has been recovered better (60 to 93 for 5 h and 27 to 92 for 20 h), while the low-temperature index (5°C ductility) of aging asphalt has been recovered worse (4.2 to 14.7 for 5 h and 3.9 to 14.3 for 20 h) compared with SBS modified asphalt. The 5°C ductility of aging asphalt continues to increase with the increase of the agent content, but 25°C penetration increases too much at the same time. Therefore, the single regenerating technology cannot recover the low-temperature performance well for aging asphalt.


## 2.1. Asphalt Aging

90# original asphalt (25°C penetration is 80∼100/0.1 mm) was used in the test. Under the condition of ventilation, an ordinary oven was used to carry out the aging test, and the aging time was 5 h and 20 h, respectively [10]. By referring to the test procedures of asphalt and asphalt mixture for highway engineering (JTJ052-2011), the performance indexes (penetration, ductility, softening point, and viscosity) of asphalt under different aging time were determined. Three parallel samples were made for each asphalt, and the average value of the data in the effective range was taken as the final value. The test results are shown in Table 1 and Figure 1.Table 1
Indexes of 90# original asphalt and aging asphalt in different aging time.
Type
Penetration/0.1mm
P. index
Ductility/cm
Softening point (°C)
Viscosity/Pa·s
Temperature
25°C
—
5°C
—
135°C
90# original asphalt
93
−0.9
9.0
44.5
0.328
Aging asphalt (5 h)
60
−3.7
4.2
49.7
0.407
Aging asphalt (20 h)
27
−3.6
3.9
55.6
0.760
SBS modified asphalt
68
−0.4
35
72.8
1.895Figure 1
Index curve of aging asphalt in different aging time.
(a)
(b)
(c)
(d)It can be seen from Tables1 and 2 and Figure 1 the penetration of aging asphalt for 5 and 20 hours becomes smaller compared with that of 90# original asphalt, the ductility decreased to half of the original index, and the softening point and viscosity had a little increase. The test results have shown that the high-temperature performance of aging asphalt for 5 and 20 hours has increased, but the low-temperature performance has decreased gradually with the increase of aging time.Table 2
Indexes of regenerating agent.
Color
Density (g/cm3)
Dynamic viscosity (40°C) (mm2/s)
Flash point (°C)
Aromatic content (%)
Brown liquid
1.10∼1.15
15∼35
≥230
≥80


## 2.2. Regeneration of Aging Asphalt

### 2.2.1. Regenerating Agent

The regenerating agent used in this experiment is the thermal regenerating agent of asphalt produced by Pan Jin, which has strong polarity. After being added to the asphalt, it can effectively cover the asphaltene and produce chemical reaction at the same time. The indexes of the regenerating agent used in the test are shown in Table2.


### 2.2.2. Determination of Optimum Regenerating Agent Content

The aging asphalt for 5 and 20 hours has been regenerated by using different contents of regenerating agent [11, 12]. The performance of the regenerating asphalt has been analyzed by using the indexes of 25°C penetration and 5°C ductility in order to determine the optimum content of regenerating agent. The indexes of regenerating asphalt in different contents of regenerating agent are shown in Table 3 and Figure 2.Table 3
Indexes of regenerating asphalt in different regenerating agent contents.
Aging time (h)
Content of regenerating agent (%)
Penetration/25°C/0.1mm
Ductility/5°C/cm
5
0
60
4.2
2
81
8.5
2.5
93
14.7
4
103
21
20
0
27
3.9
4
68
8.8
6
92
14.3
8
114
21.9Figure 2
Index curve of regenerating asphalt in different regenerating agent contents.
(a)
(b)It can be seen from Table3 and Figure 2 that the best regenerating results of the aging asphalt for 5 and 20 hours have been reached, respectively, at regenerating agent contents of 2.5% and 6%, which reached the index standards of the original asphalt. Therefore, the optimum contents of regenerating agent for 5 and 20 hours are, respectively, 2.5% and 6% (shown in Table 4).Table 4
Optimum contents of regenerating agent in different aging time.
Aging time (h)
Optimum regenerating agent content (%)
5
2.5
20
6


### 2.2.3. Analysis on Indexes of Aging and Regenerating Asphalt

The indexes of aging and regenerating asphalt are shown in Table5 and Figure 3.Table 5
Indexes of aging and regenerating asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating asphalt (2.5%) (5 h)
93
14.7
48.0
0.270
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt(20 h)
27
3.9
55.6
0.760
Regenerating asphalt (6%) (20 h)
92
14.3
50.1
0.306Figure 3
Index relationships of aging and regenerating asphalt.
(a)
(b)It can be seen from Table5 and Figure 3 that the performance of the aging asphalt for 5 and 20 hours can be recovered to some extent; however, the regenerating efficiency has decreased with the increase of aging time. The high-temperature index (25°C penetration) of aging asphalt has been recovered better (60 to 93 for 5 h and 27 to 92 for 20 h), while the low-temperature index (5°C ductility) of aging asphalt has been recovered worse (4.2 to 14.7 for 5 h and 3.9 to 14.3 for 20 h) compared with SBS modified asphalt. The 5°C ductility of aging asphalt continues to increase with the increase of the agent content, but 25°C penetration increases too much at the same time. Therefore, the single regenerating technology cannot recover the low-temperature performance well for aging asphalt.


## 2.2.1. Regenerating Agent

The regenerating agent used in this experiment is the thermal regenerating agent of asphalt produced by Pan Jin, which has strong polarity. After being added to the asphalt, it can effectively cover the asphaltene and produce chemical reaction at the same time. The indexes of the regenerating agent used in the test are shown in Table2.


## 2.2.2. Determination of Optimum Regenerating Agent Content

The aging asphalt for 5 and 20 hours has been regenerated by using different contents of regenerating agent [11, 12]. The performance of the regenerating asphalt has been analyzed by using the indexes of 25°C penetration and 5°C ductility in order to determine the optimum content of regenerating agent. The indexes of regenerating asphalt in different contents of regenerating agent are shown in Table 3 and Figure 2.Table 3
Indexes of regenerating asphalt in different regenerating agent contents.
Aging time (h)
Content of regenerating agent (%)
Penetration/25°C/0.1mm
Ductility/5°C/cm
5
0
60
4.2
2
81
8.5
2.5
93
14.7
4
103
21
20
0
27
3.9
4
68
8.8
6
92
14.3
8
114
21.9Figure 2
Index curve of regenerating asphalt in different regenerating agent contents.
(a)
(b)It can be seen from Table3 and Figure 2 that the best regenerating results of the aging asphalt for 5 and 20 hours have been reached, respectively, at regenerating agent contents of 2.5% and 6%, which reached the index standards of the original asphalt. Therefore, the optimum contents of regenerating agent for 5 and 20 hours are, respectively, 2.5% and 6% (shown in Table 4).Table 4
Optimum contents of regenerating agent in different aging time.
Aging time (h)
Optimum regenerating agent content (%)
5
2.5
20
6


## 2.2.3. Analysis on Indexes of Aging and Regenerating Asphalt

The indexes of aging and regenerating asphalt are shown in Table5 and Figure 3.Table 5
Indexes of aging and regenerating asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating asphalt (2.5%) (5 h)
93
14.7
48.0
0.270
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt(20 h)
27
3.9
55.6
0.760
Regenerating asphalt (6%) (20 h)
92
14.3
50.1
0.306Figure 3
Index relationships of aging and regenerating asphalt.
(a)
(b)It can be seen from Table5 and Figure 3 that the performance of the aging asphalt for 5 and 20 hours can be recovered to some extent; however, the regenerating efficiency has decreased with the increase of aging time. The high-temperature index (25°C penetration) of aging asphalt has been recovered better (60 to 93 for 5 h and 27 to 92 for 20 h), while the low-temperature index (5°C ductility) of aging asphalt has been recovered worse (4.2 to 14.7 for 5 h and 3.9 to 14.3 for 20 h) compared with SBS modified asphalt. The 5°C ductility of aging asphalt continues to increase with the increase of the agent content, but 25°C penetration increases too much at the same time. Therefore, the single regenerating technology cannot recover the low-temperature performance well for aging asphalt.


## 3. Modification of Regenerating Asphalt

### 3.1. Modifying Agent

Tenacity-poly-styrene (TPS) modifying agent was used to modify the regenerating asphalt based on the low-temperature performance, and the indexes of TPS modifying agent are shown in Table6 (by referring to the test procedures of asphalt and asphalt mixture for highway engineering (JTJ052-2011)). TPS is a modifying agent with high viscosity and evenly dispersed into asphalt through the physical methods of mixing and cutting [13, 14]. The appearance of TPS modifying agent is shown in Figure 4.Table 6
Indexes of TPS modifying agent.
Indexes
Test results
Standards
Particle size (mm)
4
≤5
Density (g/cm3)
0.9
0.7∼1.0
Water absorption
0.3%
<1%Figure 4
TPS modifying agent for camera.


### 3.2. Modification of Regenerating Asphalt

#### 3.2.1. Specimen of TPS Modifying Asphalt

The specimen of TPS modifying asphalt was prepared as follows:①
Total amount of TPS modifying agent is determined based on the amount of asphalt②
TPS modifying agent is mixed with asphalt at a temperature of 170∼180°C


#### 3.2.2. Determination of Optimum TPS Modifying Agent Content

To improve the low-temperature performance of regenerating asphalt, the regenerating asphalt above for 5 and 20 hours (optimum contents of regenerating agent are, respectively, 2.5% and 6%) has been further modified by using the TPS modifying agent [15, 16]. Through the analysis on the performance of modified regenerating asphalt by the indexes of 25°C penetration and 5°C ductility, the indexes of modified regenerating asphalt in different modifying agent contents have been tested and are shown in Table 7 and Figure 5.Table 7
Indexes of modified regenerating asphalt in different modifying agent contents.
Type
Content of regenerating agent (%)
Content of TPS modifying agent (%)
Penetration/25°C/0.1mm
Ductility/5°C/cm
5 h
0
—
60
4.2
2.5
0
93
14.7
6
70
27.3
9
57
31.5
12
62
30.5
20 h
0
27
3.9
6
0
92
14.3
15
39
28.6
18
38
35.1
21
30
33.0Figure 5
Index curve of modified regenerating asphalt in different modifying agent contents.
(a)
(b)It can be seen from Table7 and Figure 5 that the maximum 5°C ductility of the modified regenerating asphalt for 5 and 20 hours has been reached at the modifying agent contents of 9% and 18%. Therefore, the optimum contents of TPS modifying agent for 5 and 20 hours in different aging time are, respectively, 9% and 18% (shown in Table 8).Table 8
Optimum modifying agent content in different aging time.
Aging time (h)
Optimum regenerating agent content (%)
Optimum TPS modifying agent content (%)
5
2.5
9
20
6
18The 5°C ductility of the modified regenerating asphalt reached 31.5 (35.1) cm, and the 25°C penetration decreased to 57 (38) 0.1 mm; these values are precise to meet the indexes of SBS modified asphalt (shown in Table1). Therefore, the regenerating asphalt after modification can meet the requirements of high- and low-temperature performance of asphalt.


## 3.1. Modifying Agent

Tenacity-poly-styrene (TPS) modifying agent was used to modify the regenerating asphalt based on the low-temperature performance, and the indexes of TPS modifying agent are shown in Table6 (by referring to the test procedures of asphalt and asphalt mixture for highway engineering (JTJ052-2011)). TPS is a modifying agent with high viscosity and evenly dispersed into asphalt through the physical methods of mixing and cutting [13, 14]. The appearance of TPS modifying agent is shown in Figure 4.Table 6
Indexes of TPS modifying agent.
Indexes
Test results
Standards
Particle size (mm)
4
≤5
Density (g/cm3)
0.9
0.7∼1.0
Water absorption
0.3%
<1%Figure 4
TPS modifying agent for camera.


## 3.2. Modification of Regenerating Asphalt

### 3.2.1. Specimen of TPS Modifying Asphalt

The specimen of TPS modifying asphalt was prepared as follows:①
Total amount of TPS modifying agent is determined based on the amount of asphalt②
TPS modifying agent is mixed with asphalt at a temperature of 170∼180°C


### 3.2.2. Determination of Optimum TPS Modifying Agent Content

To improve the low-temperature performance of regenerating asphalt, the regenerating asphalt above for 5 and 20 hours (optimum contents of regenerating agent are, respectively, 2.5% and 6%) has been further modified by using the TPS modifying agent [15, 16]. Through the analysis on the performance of modified regenerating asphalt by the indexes of 25°C penetration and 5°C ductility, the indexes of modified regenerating asphalt in different modifying agent contents have been tested and are shown in Table 7 and Figure 5.Table 7
Indexes of modified regenerating asphalt in different modifying agent contents.
Type
Content of regenerating agent (%)
Content of TPS modifying agent (%)
Penetration/25°C/0.1mm
Ductility/5°C/cm
5 h
0
—
60
4.2
2.5
0
93
14.7
6
70
27.3
9
57
31.5
12
62
30.5
20 h
0
27
3.9
6
0
92
14.3
15
39
28.6
18
38
35.1
21
30
33.0Figure 5
Index curve of modified regenerating asphalt in different modifying agent contents.
(a)
(b)It can be seen from Table7 and Figure 5 that the maximum 5°C ductility of the modified regenerating asphalt for 5 and 20 hours has been reached at the modifying agent contents of 9% and 18%. Therefore, the optimum contents of TPS modifying agent for 5 and 20 hours in different aging time are, respectively, 9% and 18% (shown in Table 8).Table 8
Optimum modifying agent content in different aging time.
Aging time (h)
Optimum regenerating agent content (%)
Optimum TPS modifying agent content (%)
5
2.5
9
20
6
18The 5°C ductility of the modified regenerating asphalt reached 31.5 (35.1) cm, and the 25°C penetration decreased to 57 (38) 0.1 mm; these values are precise to meet the indexes of SBS modified asphalt (shown in Table1). Therefore, the regenerating asphalt after modification can meet the requirements of high- and low-temperature performance of asphalt.


## 3.2.1. Specimen of TPS Modifying Asphalt

The specimen of TPS modifying asphalt was prepared as follows:①
Total amount of TPS modifying agent is determined based on the amount of asphalt②
TPS modifying agent is mixed with asphalt at a temperature of 170∼180°C


## 3.2.2. Determination of Optimum TPS Modifying Agent Content

To improve the low-temperature performance of regenerating asphalt, the regenerating asphalt above for 5 and 20 hours (optimum contents of regenerating agent are, respectively, 2.5% and 6%) has been further modified by using the TPS modifying agent [15, 16]. Through the analysis on the performance of modified regenerating asphalt by the indexes of 25°C penetration and 5°C ductility, the indexes of modified regenerating asphalt in different modifying agent contents have been tested and are shown in Table 7 and Figure 5.Table 7
Indexes of modified regenerating asphalt in different modifying agent contents.
Type
Content of regenerating agent (%)
Content of TPS modifying agent (%)
Penetration/25°C/0.1mm
Ductility/5°C/cm
5 h
0
—
60
4.2
2.5
0
93
14.7
6
70
27.3
9
57
31.5
12
62
30.5
20 h
0
27
3.9
6
0
92
14.3
15
39
28.6
18
38
35.1
21
30
33.0Figure 5
Index curve of modified regenerating asphalt in different modifying agent contents.
(a)
(b)It can be seen from Table7 and Figure 5 that the maximum 5°C ductility of the modified regenerating asphalt for 5 and 20 hours has been reached at the modifying agent contents of 9% and 18%. Therefore, the optimum contents of TPS modifying agent for 5 and 20 hours in different aging time are, respectively, 9% and 18% (shown in Table 8).Table 8
Optimum modifying agent content in different aging time.
Aging time (h)
Optimum regenerating agent content (%)
Optimum TPS modifying agent content (%)
5
2.5
9
20
6
18The 5°C ductility of the modified regenerating asphalt reached 31.5 (35.1) cm, and the 25°C penetration decreased to 57 (38) 0.1 mm; these values are precise to meet the indexes of SBS modified asphalt (shown in Table1). Therefore, the regenerating asphalt after modification can meet the requirements of high- and low-temperature performance of asphalt.


## 4. Macroperformance of Composite Regenerating and Modifying Asphalt

### 4.1. First Regeneration and Then Modification of Aging Asphalt

The regenerating test of the aging asphalt at different aging time (5 and 20 h) has been conducted first, and then, the modifying test of the regenerating asphalt has been conducted. The test results are shown in Table9 and Figure 6.Table 9
Indexes of first regeneration and then modification of aging asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating asphalt (2.5%) (5 h)
93
14.7
48.0
0.270
Modified regenerating asphalt (9%) (5 h)
45
31.5
52.0
0.600
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
Regenerating asphalt (6%) (20 h)
92
14.3
50.1
0.306
Modified regenerating asphalt (18%) (20 h)
38
30.2
58.0
0.621Figure 6
Index relationships of first regeneration and then modification of aging asphalt.
(a)
(b)It can be seen from Table9 and Figure 6, through the first regeneration and then modification, the performance of the aging asphalt for 5 and 20 hours has been recovered well. Compared with the 90# original asphalt and single regenerating asphalt, the 25°C penetration (45 for 5 h and 38 for 20 h) is smaller and the 5°C ductility (31.5 for 5 h and 30.2 for 20 h) is bigger, and the softening point (52.0 for 5 h and 58.0 for 20 h) and 135°C viscosity (0.600 for 5 h and 0.621 for 20 h) are better than those of the 90# original asphalt and single regenerating asphalt. The test results have shown that the high-temperature performance and low-temperature performance of the asphalt under the composite technology of regeneration and modification (first regeneration and then modification) are better than those of the original and single regenerating asphalt. The problem of poor low-temperature performance of single regenerating asphalt has been solved. Therefore, the method of composite regeneration and modification technology above for improving the performance of the aging asphalt is feasible.


### 4.2. First Modification and Then Regeneration of Aging Asphalt

The modifying test of the aging asphalt at different aging time (5 and 20 h) has been conducted first, and then the regenerating test of the modified asphalt has been conducted. The test results are shown in Table10 and Figure 7.Table 10
Indexes of first modification and then regeneration of aging asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Modified asphalt (9%) (5 h)
33
29.5
54.7
0.775
Regenerating modified asphalt (2.5%) (5 h)
60
31.0
51.9
0.645
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
Modified asphalt (18%) (20 h)
19
24.1
60.9
1.070
Regenerating modified asphalt (6%) (20 h)
54
28.1
52.7
0.660Figure 7
Index relationships of first modification and then regeneration of aging asphalt.
(a)
(b)It can be seen from Table10 and Figure 7, through the first modification and then regeneration, the performance of the aging asphalt for 5 and 20 hours has also been recovered well. Compared with the 90# original asphalt, the 25°C penetration (60 for 5 h and 54 for 20 h) is smaller and the 5°C ductility (30.1 for 5 h and 28.1 for 20 h) is bigger, and the softening point (51.9 for 5 h and 52.7 for 20 h) and 135°C viscosity (0.645 for 5 h and 0.660 for 20 h) are better than those of the 90# original asphalt. The test results have shown that the high-temperature performance and low-temperature performance of the asphalt under the composite technology of regeneration and modification (first modification and then regeneration) are better than those of the original asphalt. Compared with the single modifying asphalt, the 25°C penetration and the 5°C ductility of the composite technology of regeneration and modification (first modification and then regeneration) have increased slightly. The high-temperature performance slightly weakened and the low-temperature performance slightly improved. The method of composite regeneration and modification technology above for improving the performance of the aging asphalt is feasible, but worse than that of the first regeneration and then modification.


### 4.3. Regeneration and Modification of Aging Asphalt at the Same Time

The regenerating and modifying test of the aging asphalt at the same time has been conducted. The test results are shown in Table11 and Figure 8.Table 11
Indexes of regenerating and modifying test of aging asphalt at the same time.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating and modifying asphalt at the same time (2.5% + 9%) (5 h)
62
26.0
47.7
0.260
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
Regenerating and modifying asphalt at the same time (6% + 18%) (20 h)
45
23.0
50.1
0.438Figure 8
Index relationships of regenerating and modifying test of aging asphalt at the same time.
(a)
(b)It can be seen from Table11 and Figure 8, through the regeneration and modification at the same time, the performance of the aging asphalt for 5 and 20 hours has also been recovered well, and the composite efficiency is also better than that of the first regeneration and then modification, but slightly worse than that of the first modification and then regeneration. Compared with that, the 25°C penetration kept stable (62 for 5 h and 45 for 20 h) and the 5°C ductility slightly decreased (26.0 for 5 h and 23.0 for 20 h), and the softening point and 135°C viscosity also slightly decreased (47.7, 0.260 for 5 h and 50.1, 0.438 for 20 h). Therefore, the test results have shown that the method above for improving the performance of the aging asphalt is also feasible. Through analysis on the 3 methods above, it is suggested that the method of the first regeneration and then modification is the best technology.


### 4.4. Comparative Analysis on the Test Results

The above 3 test results of regeneration and modification about aging asphalt are shown in Table12 and Figure 9.Table 12
Index comparisons of regeneration and modification about aging asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
First regenerating and then modifying asphalt (2.5% ⟶ 9%) (5 h)
45
31.5
52.0
0.600
First modifying and then regenerating asphalt (9% ⟶ 2.5%) (5 h)
60
31.0
51.9
0.645
Regenerating and modifying asphalt at the same time (2.5% + 9%) (5 h)
62
26.0
47.7
0.260
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
First regenerating and then modifying asphalt (6% ⟶ 18%) (20 h)
38
30.2
58.0
0.621
First modifying and then regenerating asphalt (18% ⟶ 6%) (20 h)
54
28.1
52.7
0.660
Regenerating and modifying asphalt at the same time (6% + 18%) (20 h)
45
23.0
50.1
0.438Figure 9
Index relationships of aging asphalt regeneration and modification.
(a)
(b)From Table12 and Figure 9, during the process of composite regeneration and modification, the following results can be obtained:(1)
The indexes of 25°C penetration increased by regenerating agent but decreased by modifying agent. The indexes of 25°C penetration after composite regeneration and modification are close with those of SBS modified asphalt.(2)
The indexes of 5°C ductility increased by both regenerating agent and modifying agent. The indexes of 5°C ductility after composite regeneration and modification in 3 methods are close and basically the same as SBS modified asphalt.(3)
The indexes of softening point and 135°C viscosity after composite regeneration and modification in 3 methods are basically the same, but have a certain gap with SBS modified asphalt.In summary, the performance of aging asphalt after composite regeneration and modification has been recovered well and is better than that of 90# original asphalt and close with SBS modified asphalt. During the process of composite regeneration and modification, the efficiency of first regeneration and then modification is the best, and followed by first modification and then regeneration, and the efficiency of regeneration and modification of aging asphalt at the same time is worse. Through further analysis on the 3 methods, it is suggested that the technology of first regeneration and then modification should be applied in reclaimed asphalt pavement (RAP).


## 4.1. First Regeneration and Then Modification of Aging Asphalt

The regenerating test of the aging asphalt at different aging time (5 and 20 h) has been conducted first, and then, the modifying test of the regenerating asphalt has been conducted. The test results are shown in Table9 and Figure 6.Table 9
Indexes of first regeneration and then modification of aging asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating asphalt (2.5%) (5 h)
93
14.7
48.0
0.270
Modified regenerating asphalt (9%) (5 h)
45
31.5
52.0
0.600
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
Regenerating asphalt (6%) (20 h)
92
14.3
50.1
0.306
Modified regenerating asphalt (18%) (20 h)
38
30.2
58.0
0.621Figure 6
Index relationships of first regeneration and then modification of aging asphalt.
(a)
(b)It can be seen from Table9 and Figure 6, through the first regeneration and then modification, the performance of the aging asphalt for 5 and 20 hours has been recovered well. Compared with the 90# original asphalt and single regenerating asphalt, the 25°C penetration (45 for 5 h and 38 for 20 h) is smaller and the 5°C ductility (31.5 for 5 h and 30.2 for 20 h) is bigger, and the softening point (52.0 for 5 h and 58.0 for 20 h) and 135°C viscosity (0.600 for 5 h and 0.621 for 20 h) are better than those of the 90# original asphalt and single regenerating asphalt. The test results have shown that the high-temperature performance and low-temperature performance of the asphalt under the composite technology of regeneration and modification (first regeneration and then modification) are better than those of the original and single regenerating asphalt. The problem of poor low-temperature performance of single regenerating asphalt has been solved. Therefore, the method of composite regeneration and modification technology above for improving the performance of the aging asphalt is feasible.


## 4.2. First Modification and Then Regeneration of Aging Asphalt

The modifying test of the aging asphalt at different aging time (5 and 20 h) has been conducted first, and then the regenerating test of the modified asphalt has been conducted. The test results are shown in Table10 and Figure 7.Table 10
Indexes of first modification and then regeneration of aging asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Modified asphalt (9%) (5 h)
33
29.5
54.7
0.775
Regenerating modified asphalt (2.5%) (5 h)
60
31.0
51.9
0.645
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
Modified asphalt (18%) (20 h)
19
24.1
60.9
1.070
Regenerating modified asphalt (6%) (20 h)
54
28.1
52.7
0.660Figure 7
Index relationships of first modification and then regeneration of aging asphalt.
(a)
(b)It can be seen from Table10 and Figure 7, through the first modification and then regeneration, the performance of the aging asphalt for 5 and 20 hours has also been recovered well. Compared with the 90# original asphalt, the 25°C penetration (60 for 5 h and 54 for 20 h) is smaller and the 5°C ductility (30.1 for 5 h and 28.1 for 20 h) is bigger, and the softening point (51.9 for 5 h and 52.7 for 20 h) and 135°C viscosity (0.645 for 5 h and 0.660 for 20 h) are better than those of the 90# original asphalt. The test results have shown that the high-temperature performance and low-temperature performance of the asphalt under the composite technology of regeneration and modification (first modification and then regeneration) are better than those of the original asphalt. Compared with the single modifying asphalt, the 25°C penetration and the 5°C ductility of the composite technology of regeneration and modification (first modification and then regeneration) have increased slightly. The high-temperature performance slightly weakened and the low-temperature performance slightly improved. The method of composite regeneration and modification technology above for improving the performance of the aging asphalt is feasible, but worse than that of the first regeneration and then modification.


## 4.3. Regeneration and Modification of Aging Asphalt at the Same Time

The regenerating and modifying test of the aging asphalt at the same time has been conducted. The test results are shown in Table11 and Figure 8.Table 11
Indexes of regenerating and modifying test of aging asphalt at the same time.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
Regenerating and modifying asphalt at the same time (2.5% + 9%) (5 h)
62
26.0
47.7
0.260
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
Regenerating and modifying asphalt at the same time (6% + 18%) (20 h)
45
23.0
50.1
0.438Figure 8
Index relationships of regenerating and modifying test of aging asphalt at the same time.
(a)
(b)It can be seen from Table11 and Figure 8, through the regeneration and modification at the same time, the performance of the aging asphalt for 5 and 20 hours has also been recovered well, and the composite efficiency is also better than that of the first regeneration and then modification, but slightly worse than that of the first modification and then regeneration. Compared with that, the 25°C penetration kept stable (62 for 5 h and 45 for 20 h) and the 5°C ductility slightly decreased (26.0 for 5 h and 23.0 for 20 h), and the softening point and 135°C viscosity also slightly decreased (47.7, 0.260 for 5 h and 50.1, 0.438 for 20 h). Therefore, the test results have shown that the method above for improving the performance of the aging asphalt is also feasible. Through analysis on the 3 methods above, it is suggested that the method of the first regeneration and then modification is the best technology.


## 4.4. Comparative Analysis on the Test Results

The above 3 test results of regeneration and modification about aging asphalt are shown in Table12 and Figure 9.Table 12
Index comparisons of regeneration and modification about aging asphalt.
Type
Penetration/0.1mm
Ductility/cm
Softening point (°C)
Viscosity/135°C/Pa·s
25°C
5°C
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (5 h)
60
4.2
49.7
0.407
First regenerating and then modifying asphalt (2.5% ⟶ 9%) (5 h)
45
31.5
52.0
0.600
First modifying and then regenerating asphalt (9% ⟶ 2.5%) (5 h)
60
31.0
51.9
0.645
Regenerating and modifying asphalt at the same time (2.5% + 9%) (5 h)
62
26.0
47.7
0.260
90# original asphalt
93
9.0
44.5
0.328
Aging asphalt (20 h)
27
3.9
55.6
0.760
First regenerating and then modifying asphalt (6% ⟶ 18%) (20 h)
38
30.2
58.0
0.621
First modifying and then regenerating asphalt (18% ⟶ 6%) (20 h)
54
28.1
52.7
0.660
Regenerating and modifying asphalt at the same time (6% + 18%) (20 h)
45
23.0
50.1
0.438Figure 9
Index relationships of aging asphalt regeneration and modification.
(a)
(b)From Table12 and Figure 9, during the process of composite regeneration and modification, the following results can be obtained:(1)
The indexes of 25°C penetration increased by regenerating agent but decreased by modifying agent. The indexes of 25°C penetration after composite regeneration and modification are close with those of SBS modified asphalt.(2)
The indexes of 5°C ductility increased by both regenerating agent and modifying agent. The indexes of 5°C ductility after composite regeneration and modification in 3 methods are close and basically the same as SBS modified asphalt.(3)
The indexes of softening point and 135°C viscosity after composite regeneration and modification in 3 methods are basically the same, but have a certain gap with SBS modified asphalt.In summary, the performance of aging asphalt after composite regeneration and modification has been recovered well and is better than that of 90# original asphalt and close with SBS modified asphalt. During the process of composite regeneration and modification, the efficiency of first regeneration and then modification is the best, and followed by first modification and then regeneration, and the efficiency of regeneration and modification of aging asphalt at the same time is worse. Through further analysis on the 3 methods, it is suggested that the technology of first regeneration and then modification should be applied in reclaimed asphalt pavement (RAP).


## 5. Microperformance of Composite Regenerating and Modifying Asphalt

### 5.1. Component Test

Based on the macromechanism of composite regeneration and modification of aging asphalt, the micromechanism has been further researched [17–19]. By referring to the test procedures of asphalt and asphalt mixture for highway engineering (JTJ052-2011), the component test of composite regenerating and modifying asphalt has been conducted and the test results are shown in Table 13 and Figure 10.Table 13
Results of asphalt component test.
Asphalt component content (%)
Saturates
Aromatics
Resins
Asphaltenes
90# original asphalt
20.0
29.5
41.5
7.6
Aging asphalt (5 h)
19.7
26.1
38.2
10.3
Aging asphalt (20 h)
17.2
25.0
37.8
14.9
Regenerating and modifying asphalt at the same time (5 h)
19.8
27.9
39.3
9.4
Regenerating and modifying asphalt at the same time (20 h)
17.4
27.3
37.9
12.2Figure 10
Asphalt component relationships in different aging time.It can be seen from Table13 and Figure 10, with the increase of aging time (from 5 to 20 h), the content of asphaltenes increased, the content of resins almost unchanged, and the contents of both saturates and aromatics decreased. The components of aging asphalt for 5 h and 20 h have been recovered through the composite regeneration and modification; however, the content of asphaltenes for 20 h is much higher than that of 90# original asphalt.


### 5.2. SEM Test

The scanning electron microscope (SEM) mainly uses secondary electronic signal imaging to observe the surface morphology of the sample, that is, scanning the sample with extremely narrow electron beam and generating various effects through the interaction between the electron beam and the sample, mainly the secondary electron emission of the sample. SEM test of composite regenerating and modifying asphalt has been conducted, and the test results are shown in Figure11.Figure 11
SEM photos of composite regenerating and modified asphalt. (a) 90# original asphalt. (b) SBS modified asphalt. (c) Aging asphalt (5 h). (d) Aging asphalt (20 h). (e) Regenerating asphalt (5 h). (f) Regenerating asphalt (20 h).
(a)
(b)
(c)
(d)
(e)
(f)From Figure11, the following results have been obtained:(1)
The surface of 90# asphalt in SEM photo (a) is smooth and has few white spots, but there are the obvious traces on the surface of SBS modified 90# asphalt in SEM photo (b); it is the SBS modifying agent distributed in the asphalt.(2)
In SEM photo (c), there are more solid markings on the surface of 5 h aging asphalt compared with 90# asphalt; it is close with the macroperformance of 5 h aging asphalt. Compared with 5 h aging asphalt, there are more solid markings on the surface of 20 h aging asphalt in SEM photo (d), and it is relatively consistent with the two kinds of aging asphalt.(3)
In SEM photo (e) and (f), through the composite regeneration and modification, the solid markings on the surface of 5 h and 20 h aging asphalt were distributed uniformly, and it is relatively close with the macroperformance of the 90# asphalt and SBS modified asphalt.


## 5.1. Component Test

Based on the macromechanism of composite regeneration and modification of aging asphalt, the micromechanism has been further researched [17–19]. By referring to the test procedures of asphalt and asphalt mixture for highway engineering (JTJ052-2011), the component test of composite regenerating and modifying asphalt has been conducted and the test results are shown in Table 13 and Figure 10.Table 13
Results of asphalt component test.
Asphalt component content (%)
Saturates
Aromatics
Resins
Asphaltenes
90# original asphalt
20.0
29.5
41.5
7.6
Aging asphalt (5 h)
19.7
26.1
38.2
10.3
Aging asphalt (20 h)
17.2
25.0
37.8
14.9
Regenerating and modifying asphalt at the same time (5 h)
19.8
27.9
39.3
9.4
Regenerating and modifying asphalt at the same time (20 h)
17.4
27.3
37.9
12.2Figure 10
Asphalt component relationships in different aging time.It can be seen from Table13 and Figure 10, with the increase of aging time (from 5 to 20 h), the content of asphaltenes increased, the content of resins almost unchanged, and the contents of both saturates and aromatics decreased. The components of aging asphalt for 5 h and 20 h have been recovered through the composite regeneration and modification; however, the content of asphaltenes for 20 h is much higher than that of 90# original asphalt.


## 5.2. SEM Test

The scanning electron microscope (SEM) mainly uses secondary electronic signal imaging to observe the surface morphology of the sample, that is, scanning the sample with extremely narrow electron beam and generating various effects through the interaction between the electron beam and the sample, mainly the secondary electron emission of the sample. SEM test of composite regenerating and modifying asphalt has been conducted, and the test results are shown in Figure11.Figure 11
SEM photos of composite regenerating and modified asphalt. (a) 90# original asphalt. (b) SBS modified asphalt. (c) Aging asphalt (5 h). (d) Aging asphalt (20 h). (e) Regenerating asphalt (5 h). (f) Regenerating asphalt (20 h).
(a)
(b)
(c)
(d)
(e)
(f)From Figure11, the following results have been obtained:(1)
The surface of 90# asphalt in SEM photo (a) is smooth and has few white spots, but there are the obvious traces on the surface of SBS modified 90# asphalt in SEM photo (b); it is the SBS modifying agent distributed in the asphalt.(2)
In SEM photo (c), there are more solid markings on the surface of 5 h aging asphalt compared with 90# asphalt; it is close with the macroperformance of 5 h aging asphalt. Compared with 5 h aging asphalt, there are more solid markings on the surface of 20 h aging asphalt in SEM photo (d), and it is relatively consistent with the two kinds of aging asphalt.(3)
In SEM photo (e) and (f), through the composite regeneration and modification, the solid markings on the surface of 5 h and 20 h aging asphalt were distributed uniformly, and it is relatively close with the macroperformance of the 90# asphalt and SBS modified asphalt.


## 6. Conclusions

(1)
The performance of aging asphalt was influenced by the different order during the process of composite regeneration and modification. The efficiency of first regeneration and then modification is the best and followed by first modification and then regeneration, and the efficiency of regeneration and modification of aging asphalt at the same time is worse. Therefore, it is suggested that the technology of first regeneration and then modification should be applied in reclaimed asphalt pavement (RAP).
(2)
The asphalt SEM photos have shown that the solid markings on the surface of 5 h and 20 h aging asphalt have been distributed uniformly after composite regeneration and modification, and it is relatively consistent with the macroperformance of the 90# asphalt and SBS modified asphalt.
(3)
Both single regenerating agent and modifying agent cannot recover the high- and low-temperature performance of aging asphalt at the same time, while the composite technology of regeneration and modification can make the two indexes recovery well. This study has solved the problems of low-temperature performance in the single regeneration. The findings can be applied in practical reclaimed asphalt pavement (RAP) and can obtain better economic and social benefits.



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*Source: 1325048-2020-03-16.xml*