# Investigation of the Road Performance of AH-30 Bitumen and Its Mixture: Comparison with AH-70 and SBS-Modified Bitumen

Authors: Chenfeng Chu; Jing Zhu; Zi-ang Wang
Journal: Advances in Materials Science and Engineering
 (2021)

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## Abstract

AH-30 is a type of high-viscosity matrix asphalt. The asphalt mixture made by AH-30 as a binder has an excellent antirutting performance. However, the other road performance of AH-30 was still worthy of attention. This research aims to reveal the properties of AH-30 and its impact on the road performance of asphalt mixtures (AH30-AC20/25). The AH-70 neat asphalt and SBS modified asphalt were prepared for comparison. The high-temperature sensitivity and fatigue resistance of AH-30 are evaluated by the dynamic shear rheological (DSR) test. The low-temperature performance is evaluated by the bending beam rheometer (BBR) test. The high-temperature stability (HTS) of AH30-AC20/25 is carried out by the wheel tracking (WT) test and the repeated shear constant height (RSCH) test. The low-temperature crack resistance (LTCR) is carried out by the direct stretching (DS) test. The fatigue property is carried out by the three-point bending test. Water stability (WS) is carried out by the Marshall residual stability (MRS) and the intensity ratio of the frozen and melted (IRFM) test. The test results show that the high-temperature resistance of AH-30 is better than that of AH-70. The low-temperature crack resistance of AH-30 is equivalent to that of AH-70. The AH-30 as a binder can meet the requirements of the roads, which are located at a minimum temperature of not less than −10.5°C in winter. The fatigue property of the AH-30 asphalt mixture is poor, which may be one reason why AH-30 asphalt pavement is more prone to cracking. The water stability of the AH30-AC (20/25) asphalt mixture can meet the specification requirements, and AH30-AC20 is better than the other two asphalt mixtures. The research of this paper will provide a basis and reference for the popularization and application of AH-30 in asphalt pavement.


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## Body

## 1. Introduction

With the rapid growth of traffic, rutting in an asphalt pavement has gradually become one of the main problems that plague civil engineers in various countries [1–3]. Especially in the summer, the asphalt mixture is heated and softened, and the asphalt pavement resistance to deformation is reduced under high temperatures. Under the action of the longitudinal shear stress of the vehicle tires, the pavement will undergo irreversible deformation, which is also the main reason for rutting [4–6]. Rutting not only affects the driving comfort but also seriously endangers the driving safety. The water on the asphalt pavement cannot be removed quickly on rainy days with rutting. The vehicles are prone to drift when driving at high speeds on rainy days [7, 8].Many scholars have done much work to improve the rutting problem of the asphalt pavement under heavy traffic conditions [9–11]. As an essential part of the asphalt mixture, asphalt plays a decisive role in rutting formation [12]. Therefore, to ensure the other road performance of the asphalt mixture (such as LTCR, water damage resistance, fatigue property, etc.), improving the high-temperature resistance of asphalt has become the main focus of the research [13, 14]. For example, the SBS-modified asphalt widely used currently has excellent road performance. However, with the advancement of technology, some studies are also trying to find other better solutions. Jamal and Giustozzi [15] proposed a low-content crumb rubber-modified bitumen, and the results of multiple stress creep recovery tests show that the modified asphalt can improve the rutting resistance of asphalt pavements. Some studies have also improved the high-temperature performance of asphalt by adding nanomaterials [16, 17]. The test results show that the addition of nanomaterials effectively improves the high-temperature resistance of asphalt and mixtures, while the LTCR and aging resistance are also improved.Modified asphalt does have many advantages in improving road performance, however, there are also some problems. For example, in the construction process of asphalt pavement, the SBS-modified asphalt faces three major technical defects: heat aging, segregation, and thermal decomposition during processing and storage. It results in various quality variations that often occur before construction and more significantly impacts construction quality. A survey report published by the Ministry of Transport of China in 2015 shows that the modified asphalt’s qualified quality sampling rate is only 66.7%.As a kind of matrix asphalt with high viscosity and high modulus, AH-30 can increase the middle and lower layers of the pavement and effectively reduce its rutting problem [18]. However, there are a few studies on AH-30. Tong [19] et al. conducted the preparation and evaluation of AH-30 by blending it with various soft components. The results of the mix performance tests showed that AH-30 had excellent anti-high-temperature deformation ability and preferable water stability compared with high-grade asphalt. Wang [20] et al. studied the fatigue performance of modified hard-grade asphalt. The results showed that the antifatigue performance of the SBS-modified hard-grade asphalt was better, however, the author did not conduct in-depth research on other properties. Therefore, this study conducted the related tests on the road performance of AH-30 and studied the possibility of AH-30 as a binder for asphalt mixtures. The research results are expected to provide a reference for the research and application of AH-30 hard asphalt.


## 2. Objectives

To understand the AH-30 and road performance of its mixture. Road performance (high-temperature, low-temperature, fatigue performance, and water stability) comparison tests were carried out on AH-30, neat asphalt (AH-70), SBS-modified asphalt, and asphalt mixture. The research results will provide a basis and reference for the popularization and application of AH-30 on asphalt pavement.


## 3. Materials and Test Methods

### 3.1. Asphalt

In this research, AH-30 is the main research object. AH-70 and SBS-modified asphalt are the comparison items. The AH-30 and AH-70 are all of grade A and produced by China Overseas Asphalt (Taizhou) Co., Ltd in Shang Dong, China. The 1301 linear SBS modifier provided by the Yueyang Petrochemical Complex Co., Ltd. was selected to modify the bitumen. The main specifications are shown in Table1. The type of SBS-modified asphalt is I-D. The test method refers to the Chinese standard JTG E20-2011. The test results of the three asphalts are shown in Table 2.Table 1
Physical specifications of SBS modifier.
Volatile content (%)Melt flow rate (g/10 min)Elongation at break (%)Permanent deformation rate at break (%)300% tensile strength (MPa)0.701.80720282.0Table 2
Technical properties of asphalt.
Test itemAH-30Technica requirementsSBSTechnical requirementsAH-70Technical requirementsTest methodPenetration (25°C, 100 g, 5 s, 0.1 mm)2620∼405630∼606560∼80T0604Ductility: 5 cm/min, 5/15°C (cm)43≥5034 (5°C)≥20113≥100T0605Softening point, ring ball (°C)60≥5579≥6050≥46T0606Penetration index−0.991−1.5∼+1.00.533≥0−0.476−1.5∼+1.0T0604Viscosity at 60°C (Pa·s)1626≥2602.31 (135°C)≤3224≥180T0620Paraffin content (%)0.6≤2.2——1.2≤2.2T0615Solubility (%)99.7≥99.599.92≥9999.8≥99.5T0607Flash point (°C)296≥260267≥230330≥260T0611Density at 15°C (g/cm3)1.022Actual test results1.032Actual test results1.012Actual test resultsT0603After rolling thin-film oven short-term aging test (163°C, 5 h)Mass loss (%)0.0≤±0.80.1≤±1.0−0.026≤±0.8T0610Residual penetration ratio (%)85≥6573≥6563≥61T0604Residual ductility at 10°C (cm)——16 (5°C)≥157≥6T0605


### 3.2. Aggregate

In this study, two different aggregates were used. The coarse aggregate is basalt produced in Luoyang City, and the fine aggregate is limestone produced in Zhumadian City, Henan Province, China. The two aggregates were tested according to the test method specified in the Chinese standard JTG E42-2005 (China DOT 2005). The test results of the coarse aggregate are shown in Table3, whereas those of the fine aggregate are shown in Table 4.Table 3
Technical properties of coarse aggregate.
Test itemTechnical requirementsTest resultTest methodCrushed stone value (%)≤2810.6T0316Los Angeles wearied stone value (%)≤3011.5T0317Apparent relative density (g/cm3)≥2.52.92670304Water absorbency (%)≤3.01.17T0304Sturdiness (%)≤121.3T0314Soft stone content (%)≤50.4T0320Table 4
Technical properties of fine aggregate.
Test itemTechnical requirementsTest resultTest methodApparent relative density (g/cm3)≥2.52.721T0328Sturdiness (0.3∼4.75 mm) (%)≥1222T0340Soil content (%)≤30.8T0333Sand-equivalent (%)≥6085.2T0334Methylene blue number (g/kg)≤253.7T0349Angularity (flow time) (s)≥3036.7T0345


### 3.3. Asphalt Mixtures

In this research, the gradations used in the asphalt mixture are AC-20 and AC-25. The gradation curves of these two gradations are shown in Figure1. The design method of asphalt mixture is the Marshall method. The design results of the four asphalt mixtures: SBS-AC20, AH-30-AC20, AH30-AC25, and AH70-AC25, are shown in Table 5.Figure 1
Aggregate gradation curves of asphalt mixtures.Table 5
Summary of Marshall design results of four types of asphalt mixtures.
Technical indexAH70-AC25AH30-AC25AH30- AC20SBS-AC20Technical requirementsTest methodAsphalt-aggregate ratio (%)5.04.04.64.4——Volume of air voids (%)4.25.34.74.94–6T0705Void in mineral aggregate (%)13.715.214.714.2≥13T0705Voids filled with asphalt (%)73.561.268.665.665–75T0705Marshall stability (kN)7.439.514.5111.2≥8T0709Flow value (0.1 mm)3.622.492.134.01.5–4T0709


### 3.4. Test Methods

#### 3.4.1. Dynamic Shear Rheological Test

In this study, the DSR test was selected to evaluate the high-temperature sensitivity (original asphalt and aged by RTFOT) and antifatigue performance of asphalt. The high-temperature sensitivity test was carried out under six temperature conditions: 64°C, 70°C, 76°C, 82°C, 88°C, and 94°C. Two indexes could be obtained from the test result to evaluate the high-temperature sensitivity of asphalt: phase angleδ and antirutting factor G∗/sinδ. The fatigue resistance of asphalt is evaluated by G″=G∗×sinδ. The antifatigue performance test selects the asphalt aged by PAV, and the test temperature is 19°C, 22°C, and 25°C, respectively.


#### 3.4.2. Bending Beam Rheometer Test

The BBR test was selected to evaluate the low-temperature performance of asphalt. The stiffness modulus (SM) and creep rate (CR) can be obtained from the BBR test. Before conducting the BBR test, the asphalt was first aged by RTFOT, which simulated the aging of asphalt during construction. Then PAV aging simulates the asphalt pavement aging for five years. The size of the asphalt standard beam in the BBR test is 127 ± 2 mm × 12.7 ± 0.05 mm × 6.35 ± 0.05 mm, and the test is carried out at the temperature of −6°C, −12°C, and −18°C, respectively.


#### 3.4.3. WT and Repeated Shear Constant Height Tests

In this study, the WT and repeated shear constant height (RSCH) tests were selected to study the high-temperature stability of the asphalt mixture.The method of wheel compaction is used to make the rutting slabs, and the size is 300 mm × 300 mm × 50 mm. Before the WT test, the slabs need to be placed in a thermostat at 60°C for 6 hours. During the WT test, the pressure of the wheel is 0.7 MPa, the walking distance is 230 mm ± 10 mm, the walking speed is 42 times/min, and the walking direction is the same as the molding and rolling direction of the specimen.The molding method of the specimens in the RSCH test is the gyration compaction, the size of the samples is Φ100 mm × 80 mm, and the porosity is 4 ± 0.5%. Before conducting the RSCH test, the specimen shall be kept in a 60°C environmental box for 4 h. During the test, the repetitive half-sine shear stress of 69 KPa is applied. The load time is 0.1 s, the unloading time is 0.6 s, and the frequency is 1.43 Hz. Such a circulate is called a cycle.Stop the RSCH test when cycles reach 5000 or the shear strain reaches 5%. In the RSCH test, as the number of repeated shearing increases, the asphalt mixture’s permanent shear strain will tend to be stable. At this stage, the slope of the fitting curve isk, and the intercept is b. The smaller the values of k and b of the fitted curve, the better the high-temperature stability of the asphalt mixture.


#### 3.4.4. Direct Stretching Test

The DS test is used to evaluate the crack resistance of the asphalt mixture at low temperatures. The specimen is a rectangular beam of 50 mm × 50 mm × 250 mm, which is cut from the slabs by roller compaction. The test was carried out at 5°C, −5°C, and −15°C, respectively. Three parallel tests were carried out at each test temperature, and the average value was calculated. The tensile rate of the specimen is 2 mm/min.


#### 3.4.5. Three-Point Bending Test

In this study, a three-point bending fatigue test was used to study the fatigue resistance of the asphalt mixtures. The molding method and size of the specimens are the same as the DS test. Before the fatigue test, the strength test is carried out. The strength and fatigue test temperature is 15°C, and the loading rate of the strength test is 2 mm/min. The fatigue test adopts the stress control mode. The loaded waveform is a continuous half-sine waveform of 10 Hz. Equation (1) is the calculation method of the flexural tensile strength RB when the trabecular fails. To calculate the average flexural tensile strength, five specimens of each asphalt mixture are tested in parallel.The DS and the three-point bending fatigue test use the MTS-810 material testing system produced by MTS Systems (China) Co., Ltd. for testing.(1)RB=3LPB2bh2.Here,RB is the bending tensile strength when the specimen is broken (MPa); b is the width of the cross-interrupted interview piece (mm); h is the height of the cross-interrupted interview piece (mm); L is the span of the test piece (mm); and PB is the load when the specimen is broken (N).


#### 3.4.6. Marshall Residual Stability and IRFM Test

The MSR and IRFM tests carry out the WS of the asphalt mixture. The specimen molding method is the Marshall compaction (double-sided compaction 50 times), and the specimen size is Φ101.6 × 63.5 mm. In the MSR test, the stability of a group (4 specimens) of specimens in hot water at 60°C for 30 minutes and that of the other in the water at 60°C for 48 hours is tested. The stability of the immersion residue of the parts is calculated according to equation (2):(2)MS0=MS1MS×100%.Here, MS0 is the residual strength of the specimen in water (%); MS1 is the stability of the specimen after being immersed in water for 48 hours (kN); and MS is the stability of the specimen after being immersed in water for 30 minutes (kN).The IRFM test is carried out according to the following test procedure: one set of test pieces (4 specimens) is immersed in water at 25°C for 2 hours and subjected to a splitting strength test. The other set of specimens is immersed in water for 20 minutes at 25°C. Then, it is immersed in water for 15 minutes in a vacuum box with a pressure of 0.09 MPa. It is kept at −18°C for 16 hours and in a water bath at 60°C for 24 hours. It is immersed in water at 25°C for 2 hours before the test. Then, the splitting strength test was carried out on this group.The splitting tensile strengthR1, R2, and the splitting strength ratio TSR are calculated according to equations (3)–(5).(3)R1=0.006287P1h1,(4)R2=0.006287P2h2,(5)TSR=R2R1×100%.Here, TSR is the splitting strength ratio (%);R1 is the splitting strength of the specimen without freezing and thawing cycles (MPa); R2 is the splitting strength of the specimen after freeze-thaw cycles (MPa); and P1 and P2 are the maximum values (N) of the test loads of the first and second groups, respectively.


## 3.1. Asphalt

In this research, AH-30 is the main research object. AH-70 and SBS-modified asphalt are the comparison items. The AH-30 and AH-70 are all of grade A and produced by China Overseas Asphalt (Taizhou) Co., Ltd in Shang Dong, China. The 1301 linear SBS modifier provided by the Yueyang Petrochemical Complex Co., Ltd. was selected to modify the bitumen. The main specifications are shown in Table1. The type of SBS-modified asphalt is I-D. The test method refers to the Chinese standard JTG E20-2011. The test results of the three asphalts are shown in Table 2.Table 1
Physical specifications of SBS modifier.
Volatile content (%)Melt flow rate (g/10 min)Elongation at break (%)Permanent deformation rate at break (%)300% tensile strength (MPa)0.701.80720282.0Table 2
Technical properties of asphalt.
Test itemAH-30Technica requirementsSBSTechnical requirementsAH-70Technical requirementsTest methodPenetration (25°C, 100 g, 5 s, 0.1 mm)2620∼405630∼606560∼80T0604Ductility: 5 cm/min, 5/15°C (cm)43≥5034 (5°C)≥20113≥100T0605Softening point, ring ball (°C)60≥5579≥6050≥46T0606Penetration index−0.991−1.5∼+1.00.533≥0−0.476−1.5∼+1.0T0604Viscosity at 60°C (Pa·s)1626≥2602.31 (135°C)≤3224≥180T0620Paraffin content (%)0.6≤2.2——1.2≤2.2T0615Solubility (%)99.7≥99.599.92≥9999.8≥99.5T0607Flash point (°C)296≥260267≥230330≥260T0611Density at 15°C (g/cm3)1.022Actual test results1.032Actual test results1.012Actual test resultsT0603After rolling thin-film oven short-term aging test (163°C, 5 h)Mass loss (%)0.0≤±0.80.1≤±1.0−0.026≤±0.8T0610Residual penetration ratio (%)85≥6573≥6563≥61T0604Residual ductility at 10°C (cm)——16 (5°C)≥157≥6T0605


## 3.2. Aggregate

In this study, two different aggregates were used. The coarse aggregate is basalt produced in Luoyang City, and the fine aggregate is limestone produced in Zhumadian City, Henan Province, China. The two aggregates were tested according to the test method specified in the Chinese standard JTG E42-2005 (China DOT 2005). The test results of the coarse aggregate are shown in Table3, whereas those of the fine aggregate are shown in Table 4.Table 3
Technical properties of coarse aggregate.
Test itemTechnical requirementsTest resultTest methodCrushed stone value (%)≤2810.6T0316Los Angeles wearied stone value (%)≤3011.5T0317Apparent relative density (g/cm3)≥2.52.92670304Water absorbency (%)≤3.01.17T0304Sturdiness (%)≤121.3T0314Soft stone content (%)≤50.4T0320Table 4
Technical properties of fine aggregate.
Test itemTechnical requirementsTest resultTest methodApparent relative density (g/cm3)≥2.52.721T0328Sturdiness (0.3∼4.75 mm) (%)≥1222T0340Soil content (%)≤30.8T0333Sand-equivalent (%)≥6085.2T0334Methylene blue number (g/kg)≤253.7T0349Angularity (flow time) (s)≥3036.7T0345


## 3.3. Asphalt Mixtures

In this research, the gradations used in the asphalt mixture are AC-20 and AC-25. The gradation curves of these two gradations are shown in Figure1. The design method of asphalt mixture is the Marshall method. The design results of the four asphalt mixtures: SBS-AC20, AH-30-AC20, AH30-AC25, and AH70-AC25, are shown in Table 5.Figure 1
Aggregate gradation curves of asphalt mixtures.Table 5
Summary of Marshall design results of four types of asphalt mixtures.
Technical indexAH70-AC25AH30-AC25AH30- AC20SBS-AC20Technical requirementsTest methodAsphalt-aggregate ratio (%)5.04.04.64.4——Volume of air voids (%)4.25.34.74.94–6T0705Void in mineral aggregate (%)13.715.214.714.2≥13T0705Voids filled with asphalt (%)73.561.268.665.665–75T0705Marshall stability (kN)7.439.514.5111.2≥8T0709Flow value (0.1 mm)3.622.492.134.01.5–4T0709


## 3.4. Test Methods

### 3.4.1. Dynamic Shear Rheological Test

In this study, the DSR test was selected to evaluate the high-temperature sensitivity (original asphalt and aged by RTFOT) and antifatigue performance of asphalt. The high-temperature sensitivity test was carried out under six temperature conditions: 64°C, 70°C, 76°C, 82°C, 88°C, and 94°C. Two indexes could be obtained from the test result to evaluate the high-temperature sensitivity of asphalt: phase angleδ and antirutting factor G∗/sinδ. The fatigue resistance of asphalt is evaluated by G″=G∗×sinδ. The antifatigue performance test selects the asphalt aged by PAV, and the test temperature is 19°C, 22°C, and 25°C, respectively.


### 3.4.2. Bending Beam Rheometer Test

The BBR test was selected to evaluate the low-temperature performance of asphalt. The stiffness modulus (SM) and creep rate (CR) can be obtained from the BBR test. Before conducting the BBR test, the asphalt was first aged by RTFOT, which simulated the aging of asphalt during construction. Then PAV aging simulates the asphalt pavement aging for five years. The size of the asphalt standard beam in the BBR test is 127 ± 2 mm × 12.7 ± 0.05 mm × 6.35 ± 0.05 mm, and the test is carried out at the temperature of −6°C, −12°C, and −18°C, respectively.


### 3.4.3. WT and Repeated Shear Constant Height Tests

In this study, the WT and repeated shear constant height (RSCH) tests were selected to study the high-temperature stability of the asphalt mixture.The method of wheel compaction is used to make the rutting slabs, and the size is 300 mm × 300 mm × 50 mm. Before the WT test, the slabs need to be placed in a thermostat at 60°C for 6 hours. During the WT test, the pressure of the wheel is 0.7 MPa, the walking distance is 230 mm ± 10 mm, the walking speed is 42 times/min, and the walking direction is the same as the molding and rolling direction of the specimen.The molding method of the specimens in the RSCH test is the gyration compaction, the size of the samples is Φ100 mm × 80 mm, and the porosity is 4 ± 0.5%. Before conducting the RSCH test, the specimen shall be kept in a 60°C environmental box for 4 h. During the test, the repetitive half-sine shear stress of 69 KPa is applied. The load time is 0.1 s, the unloading time is 0.6 s, and the frequency is 1.43 Hz. Such a circulate is called a cycle.Stop the RSCH test when cycles reach 5000 or the shear strain reaches 5%. In the RSCH test, as the number of repeated shearing increases, the asphalt mixture’s permanent shear strain will tend to be stable. At this stage, the slope of the fitting curve isk, and the intercept is b. The smaller the values of k and b of the fitted curve, the better the high-temperature stability of the asphalt mixture.


### 3.4.4. Direct Stretching Test

The DS test is used to evaluate the crack resistance of the asphalt mixture at low temperatures. The specimen is a rectangular beam of 50 mm × 50 mm × 250 mm, which is cut from the slabs by roller compaction. The test was carried out at 5°C, −5°C, and −15°C, respectively. Three parallel tests were carried out at each test temperature, and the average value was calculated. The tensile rate of the specimen is 2 mm/min.


### 3.4.5. Three-Point Bending Test

In this study, a three-point bending fatigue test was used to study the fatigue resistance of the asphalt mixtures. The molding method and size of the specimens are the same as the DS test. Before the fatigue test, the strength test is carried out. The strength and fatigue test temperature is 15°C, and the loading rate of the strength test is 2 mm/min. The fatigue test adopts the stress control mode. The loaded waveform is a continuous half-sine waveform of 10 Hz. Equation (1) is the calculation method of the flexural tensile strength RB when the trabecular fails. To calculate the average flexural tensile strength, five specimens of each asphalt mixture are tested in parallel.The DS and the three-point bending fatigue test use the MTS-810 material testing system produced by MTS Systems (China) Co., Ltd. for testing.(1)RB=3LPB2bh2.Here,RB is the bending tensile strength when the specimen is broken (MPa); b is the width of the cross-interrupted interview piece (mm); h is the height of the cross-interrupted interview piece (mm); L is the span of the test piece (mm); and PB is the load when the specimen is broken (N).


### 3.4.6. Marshall Residual Stability and IRFM Test

The MSR and IRFM tests carry out the WS of the asphalt mixture. The specimen molding method is the Marshall compaction (double-sided compaction 50 times), and the specimen size is Φ101.6 × 63.5 mm. In the MSR test, the stability of a group (4 specimens) of specimens in hot water at 60°C for 30 minutes and that of the other in the water at 60°C for 48 hours is tested. The stability of the immersion residue of the parts is calculated according to equation (2):(2)MS0=MS1MS×100%.Here, MS0 is the residual strength of the specimen in water (%); MS1 is the stability of the specimen after being immersed in water for 48 hours (kN); and MS is the stability of the specimen after being immersed in water for 30 minutes (kN).The IRFM test is carried out according to the following test procedure: one set of test pieces (4 specimens) is immersed in water at 25°C for 2 hours and subjected to a splitting strength test. The other set of specimens is immersed in water for 20 minutes at 25°C. Then, it is immersed in water for 15 minutes in a vacuum box with a pressure of 0.09 MPa. It is kept at −18°C for 16 hours and in a water bath at 60°C for 24 hours. It is immersed in water at 25°C for 2 hours before the test. Then, the splitting strength test was carried out on this group.The splitting tensile strengthR1, R2, and the splitting strength ratio TSR are calculated according to equations (3)–(5).(3)R1=0.006287P1h1,(4)R2=0.006287P2h2,(5)TSR=R2R1×100%.Here, TSR is the splitting strength ratio (%);R1 is the splitting strength of the specimen without freezing and thawing cycles (MPa); R2 is the splitting strength of the specimen after freeze-thaw cycles (MPa); and P1 and P2 are the maximum values (N) of the test loads of the first and second groups, respectively.


## 3.4.1. Dynamic Shear Rheological Test

In this study, the DSR test was selected to evaluate the high-temperature sensitivity (original asphalt and aged by RTFOT) and antifatigue performance of asphalt. The high-temperature sensitivity test was carried out under six temperature conditions: 64°C, 70°C, 76°C, 82°C, 88°C, and 94°C. Two indexes could be obtained from the test result to evaluate the high-temperature sensitivity of asphalt: phase angleδ and antirutting factor G∗/sinδ. The fatigue resistance of asphalt is evaluated by G″=G∗×sinδ. The antifatigue performance test selects the asphalt aged by PAV, and the test temperature is 19°C, 22°C, and 25°C, respectively.


## 3.4.2. Bending Beam Rheometer Test

The BBR test was selected to evaluate the low-temperature performance of asphalt. The stiffness modulus (SM) and creep rate (CR) can be obtained from the BBR test. Before conducting the BBR test, the asphalt was first aged by RTFOT, which simulated the aging of asphalt during construction. Then PAV aging simulates the asphalt pavement aging for five years. The size of the asphalt standard beam in the BBR test is 127 ± 2 mm × 12.7 ± 0.05 mm × 6.35 ± 0.05 mm, and the test is carried out at the temperature of −6°C, −12°C, and −18°C, respectively.


## 3.4.3. WT and Repeated Shear Constant Height Tests

In this study, the WT and repeated shear constant height (RSCH) tests were selected to study the high-temperature stability of the asphalt mixture.The method of wheel compaction is used to make the rutting slabs, and the size is 300 mm × 300 mm × 50 mm. Before the WT test, the slabs need to be placed in a thermostat at 60°C for 6 hours. During the WT test, the pressure of the wheel is 0.7 MPa, the walking distance is 230 mm ± 10 mm, the walking speed is 42 times/min, and the walking direction is the same as the molding and rolling direction of the specimen.The molding method of the specimens in the RSCH test is the gyration compaction, the size of the samples is Φ100 mm × 80 mm, and the porosity is 4 ± 0.5%. Before conducting the RSCH test, the specimen shall be kept in a 60°C environmental box for 4 h. During the test, the repetitive half-sine shear stress of 69 KPa is applied. The load time is 0.1 s, the unloading time is 0.6 s, and the frequency is 1.43 Hz. Such a circulate is called a cycle.Stop the RSCH test when cycles reach 5000 or the shear strain reaches 5%. In the RSCH test, as the number of repeated shearing increases, the asphalt mixture’s permanent shear strain will tend to be stable. At this stage, the slope of the fitting curve isk, and the intercept is b. The smaller the values of k and b of the fitted curve, the better the high-temperature stability of the asphalt mixture.


## 3.4.4. Direct Stretching Test

The DS test is used to evaluate the crack resistance of the asphalt mixture at low temperatures. The specimen is a rectangular beam of 50 mm × 50 mm × 250 mm, which is cut from the slabs by roller compaction. The test was carried out at 5°C, −5°C, and −15°C, respectively. Three parallel tests were carried out at each test temperature, and the average value was calculated. The tensile rate of the specimen is 2 mm/min.


## 3.4.5. Three-Point Bending Test

In this study, a three-point bending fatigue test was used to study the fatigue resistance of the asphalt mixtures. The molding method and size of the specimens are the same as the DS test. Before the fatigue test, the strength test is carried out. The strength and fatigue test temperature is 15°C, and the loading rate of the strength test is 2 mm/min. The fatigue test adopts the stress control mode. The loaded waveform is a continuous half-sine waveform of 10 Hz. Equation (1) is the calculation method of the flexural tensile strength RB when the trabecular fails. To calculate the average flexural tensile strength, five specimens of each asphalt mixture are tested in parallel.The DS and the three-point bending fatigue test use the MTS-810 material testing system produced by MTS Systems (China) Co., Ltd. for testing.(1)RB=3LPB2bh2.Here,RB is the bending tensile strength when the specimen is broken (MPa); b is the width of the cross-interrupted interview piece (mm); h is the height of the cross-interrupted interview piece (mm); L is the span of the test piece (mm); and PB is the load when the specimen is broken (N).


## 3.4.6. Marshall Residual Stability and IRFM Test

The MSR and IRFM tests carry out the WS of the asphalt mixture. The specimen molding method is the Marshall compaction (double-sided compaction 50 times), and the specimen size is Φ101.6 × 63.5 mm. In the MSR test, the stability of a group (4 specimens) of specimens in hot water at 60°C for 30 minutes and that of the other in the water at 60°C for 48 hours is tested. The stability of the immersion residue of the parts is calculated according to equation (2):(2)MS0=MS1MS×100%.Here, MS0 is the residual strength of the specimen in water (%); MS1 is the stability of the specimen after being immersed in water for 48 hours (kN); and MS is the stability of the specimen after being immersed in water for 30 minutes (kN).The IRFM test is carried out according to the following test procedure: one set of test pieces (4 specimens) is immersed in water at 25°C for 2 hours and subjected to a splitting strength test. The other set of specimens is immersed in water for 20 minutes at 25°C. Then, it is immersed in water for 15 minutes in a vacuum box with a pressure of 0.09 MPa. It is kept at −18°C for 16 hours and in a water bath at 60°C for 24 hours. It is immersed in water at 25°C for 2 hours before the test. Then, the splitting strength test was carried out on this group.The splitting tensile strengthR1, R2, and the splitting strength ratio TSR are calculated according to equations (3)–(5).(3)R1=0.006287P1h1,(4)R2=0.006287P2h2,(5)TSR=R2R1×100%.Here, TSR is the splitting strength ratio (%);R1 is the splitting strength of the specimen without freezing and thawing cycles (MPa); R2 is the splitting strength of the specimen after freeze-thaw cycles (MPa); and P1 and P2 are the maximum values (N) of the test loads of the first and second groups, respectively.


## 4. Result and Discussion

### 4.1. Test Result of Asphalt

#### 4.1.1. High-Temperature Sensitivity

The DSR test results of unaged asphalt are shown in Figure2.Figure 2
DSR test results of three asphalts: (a) phase angle and (b) antirutting factor.
(a)(b)The greater the phase angle (δ), the greater the viscosity of asphalt. It means that the deformation that occurs after the asphalt is stressed is harder to recover, which means the high-temperature resistance is poor. It is observed from Figure 2(a) that at the same temperature, the δ of the SBS-modified asphalt is the smallest, followed by AH-30. The δ of AH-70 is the largest, which shows that the high-temperature resistance of AH-30 is between that of SBS and AH-70.Another index to evaluate the high-temperature sensitivity of asphalt is the antirutting factor (G∗/sinδ). The larger the G∗/sinδ, the stronger the ability of asphalt to resist deformation at high temperatures. It is observed from Figure 2(b) that the G∗/sinδ of the three asphalts decreases with the increase in temperature. It means that the high-temperature resistance of the three asphalts decreases with the increase in temperature. When the test temperature is 65°C (close to the actual temperature of the asphalt pavement during the hottest summer), the G∗/sinδ of AH-30 is significantly higher than the other two asphalts. Moreover, when the test temperature reaches 88°C, similar to the SBS-modified asphalt, the G∗/sinδ of AH-30 is still greater than 1.0 KPa. However, at this time, the antirutting factor of AH-70 can no longer meet the requirements.The DSR test results of asphalt before and after the RTFOT aging are shown in Figure3.Figure 3
Comparison of high-temperature resistance of AH-30 before and after RTFOT aging: (a) phase angle and (b) antirutting factor.
(a)(b)It can be seen from Figure3. After RTFOT aging, the phase angle (δ) of AH-30 decreases, and the antirutting factor (G∗/sinδ) increases. It proves that the aged AH-30 still has good high-temperature resistance. After a long-term operation after completion, the AH-30 pavement still has good rutting resistance.


#### 4.1.2. Low-Temperature Performance

The results of the BBR test of the three asphalts are shown in Figure4.Figure 4
BBR test results of asphalt after aging: (a) stiffness modulus and (b) creep rate.
(a)(b)According to the Strategic Highway Research Program requirements, the SM of asphalt at low temperature should be less than 300 MPa, and the CR should be greater than 0.3 mm. The lower the SM of asphalt, the better the LTCR. Conversely, the larger the CR, the better the LTCR of asphalt.It is observed from Figure4(a) that when the test temperature is −12°C, the SM of AH-30 is larger than 300 MPa. At this temperature, AH-30 can no longer meet the requirements. However, at this temperature, the SM of AH-70 and SBS-modified asphalt is less than 300 MPa. It can be seen from Figure 4(b) that when the temperature exceeds −14°C, the CR of AH-30 cannot meet the requirements, while the CR of SBS-modified asphalt and AH-70 can meet the requirements.Analyze the above test results and compare AH-30 with AH-70 or SBS-modified asphalt. When the temperature decreases, the index of AH-30 will not meet the requirements of LTCR first, which is related to less gum in AH-30.When the temperature is higher than −10.5°C, the LTCR of AH-30 can meet the requirements. It means that in the southern part of North China (the average winter temperature is about −8°C∼0°C), AH-30 can be used as a binder when building roads because it can meet the requirements of road LTCR in winter.


#### 4.1.3. Fatigue Resistance

The fatigue test results of the three asphalts after the PAV are shown in Figure5.Figure 5
Fatigue test results of asphalt after PAV at different temperatures.At the same temperature, the smaller theG∗sinδ value, the better the fatigue resistance of asphalt. It is observed from Figure 5 that at the same test temperature, the G∗sinδ value of AH-30 is always the largest. The G∗sinδ value of SBS-modified asphalt is always the smallest, which shows that AH-30 has poor fatigue resistance, which may be one reason why AH-30 pavements are more prone to cracking during long-term use.


### 4.2. Test Result of Asphalt Mixture

#### 4.2.1. High-Temperature Stability

The test results of the WT test are shown in Figure6. The test results of the RSCH are shown in Figure 7.Figure 6
Rutting test results of four asphalt mixtures.Figure 7
The test results of RSCH.It is observed from Figure6 that the high-temperature stability of the AH-30 asphalt mixture is affected by gradation. The dynamic stability of AH30-AC25 is approximately 20.3% greater than that of AH30-AC20. Under the gradation conditions and when compared to SBS and AH-70 asphalt mixtures, the dynamic stability of AH30-AC20/25 is more efficient, which means that in the areas where the temperature is very high in summer, the AH-30 asphalt mixture’s high-temperature resistance is good. The antirutting performance is good, and the WT test results are consistent with the analysis results of the antirutting factor in the DSR test.It is observed from Figure7 that under the same conditions of gradation, the values of k and b of AH30-AC20/25 are smaller than those of AH-70 and SBS-modified asphalt mixtures. It also proves once again that AH-30 has excellent high-temperature resistance.


#### 4.2.2. Low-Temperature Crack Resistance

Figure8 shows the stress-strain test results of the DS test of the four asphalt mixtures at different temperatures.Figure 8
Direct stretching test results of the four asphalt mixtures under different test temperatures: (a) stress and (b) strain.
(a)(b)It can be seen from Figure8 that at −15°C and 5°C, the DS test results of the AH-30 and AH-70 asphalt mixtures are similar. At −5°C, the tensile strain of AH-30 asphalt mixture is slightly larger than that of AH-70 asphalt mixture, and at −5°C, the stress-strain results of AH30-AC25 are close to those of SBS-AC20.The results of the DS test show that the LTCR of the AH-30 asphalt mixture is affected by the mixture gradation and test temperature. The LTCR of the AH-30 asphalt mixture is between that of the AH-70 asphalt mixture and SBS-modified asphalt mixture. The relationship of the tensile stress, tensile strain, and temperature is in the shape of peaks, and the peaks appear at −5°C. Therefore, it can be considered that −5°C is the “demarcation temperature” of the AH-30 asphalt mixture.Figure 9
Marshall stability test results.Figure 10
Test results of freeze-thaw splitting strength test.


#### 4.2.3. Water Stability

(1)
Residual stabilityThe Marshall stability test results of the four asphalt mixtures are shown in Figure9.It can be seen from Figure9 that compared to the other two asphalt mixtures, the AH-30 asphalt mixture has a more excellent MS0, which means that the WS of the AH-30 asphalt mixture is better.(2)
Freeze-thaw splitting strength ratioThe freeze-thaw splitting test results of the four asphalt mixtures are shown in Figure10.It can be seen from Figure10 that the WS of asphalt mixtures can all meet the requirements (TSR ≥75%). The freeze-thaw splitting strength ratios of the SBS & AH30-AC20 asphalt mixtures are more resistant than those of AH30 & AH70-AC25, showing that the asphalt mixture’s freeze-thaw splitting strength ratio is not only related to the type of asphalt in the mixture but also the gradation. The WS of AH30-AC20 is better than that of AH30-AC25, and the TSR of AH30-AC20 is approximately 9.1% greater than that of AH30-AC25. When using AH-30 asphalt as a binder, AC-20 is recommended.


#### 4.2.4. Fatigue Property

The results of the three-point bending strength test are shown in Table6.Table 6
Test results of three-point bending strength test.
MixtureLoad (N)Flexural-tensile strength (MPa)AH30-AC20463812.33SBS-AC2023536.26AH30-AC25378410.30AH70-AC2531888.48The test results of the three-point bending fatigue are shown in Table7.Table 7
Fatigue test results of three-point bending fatigue.
Stress ratioAH30-AC20SBS-AC20AH30-AC25AH70-AC25Stress level (MPa)Fatigue life (times)Stress level (MPa)Fatigue life (times)Stress level (MPa)Fatigue life (times)Stress level (MPa)Stress level (MPa)0.56.1654983.1343435.1510504.2411119795467182313830.44.93215522.054141554.1277073.3923684229420187543133160.33.69932241.878212843.0994752.5447016564930892842594370.22.466658521.2521277462.06639001.696286348416519823071547373120.11.2333155160.6269127711.031309050.848164436382163987503110480201272From the test results in Table6, under the same stress level, the fatigue life of the AH-30 asphalt mixture is much lower than that of the SBS asphalt mixture and a little better than that of the AH-70 asphalt mixture. It is similar to the asphalt DSR test results, which also show that the fatigue performance of the asphalt mixture is mainly affected by asphalt.From the experimental results, the fatigue performance of the AH-30 asphalt mixture is a problem worthy of attention.


## 4.1. Test Result of Asphalt

### 4.1.1. High-Temperature Sensitivity

The DSR test results of unaged asphalt are shown in Figure2.Figure 2
DSR test results of three asphalts: (a) phase angle and (b) antirutting factor.
(a)(b)The greater the phase angle (δ), the greater the viscosity of asphalt. It means that the deformation that occurs after the asphalt is stressed is harder to recover, which means the high-temperature resistance is poor. It is observed from Figure 2(a) that at the same temperature, the δ of the SBS-modified asphalt is the smallest, followed by AH-30. The δ of AH-70 is the largest, which shows that the high-temperature resistance of AH-30 is between that of SBS and AH-70.Another index to evaluate the high-temperature sensitivity of asphalt is the antirutting factor (G∗/sinδ). The larger the G∗/sinδ, the stronger the ability of asphalt to resist deformation at high temperatures. It is observed from Figure 2(b) that the G∗/sinδ of the three asphalts decreases with the increase in temperature. It means that the high-temperature resistance of the three asphalts decreases with the increase in temperature. When the test temperature is 65°C (close to the actual temperature of the asphalt pavement during the hottest summer), the G∗/sinδ of AH-30 is significantly higher than the other two asphalts. Moreover, when the test temperature reaches 88°C, similar to the SBS-modified asphalt, the G∗/sinδ of AH-30 is still greater than 1.0 KPa. However, at this time, the antirutting factor of AH-70 can no longer meet the requirements.The DSR test results of asphalt before and after the RTFOT aging are shown in Figure3.Figure 3
Comparison of high-temperature resistance of AH-30 before and after RTFOT aging: (a) phase angle and (b) antirutting factor.
(a)(b)It can be seen from Figure3. After RTFOT aging, the phase angle (δ) of AH-30 decreases, and the antirutting factor (G∗/sinδ) increases. It proves that the aged AH-30 still has good high-temperature resistance. After a long-term operation after completion, the AH-30 pavement still has good rutting resistance.


### 4.1.2. Low-Temperature Performance

The results of the BBR test of the three asphalts are shown in Figure4.Figure 4
BBR test results of asphalt after aging: (a) stiffness modulus and (b) creep rate.
(a)(b)According to the Strategic Highway Research Program requirements, the SM of asphalt at low temperature should be less than 300 MPa, and the CR should be greater than 0.3 mm. The lower the SM of asphalt, the better the LTCR. Conversely, the larger the CR, the better the LTCR of asphalt.It is observed from Figure4(a) that when the test temperature is −12°C, the SM of AH-30 is larger than 300 MPa. At this temperature, AH-30 can no longer meet the requirements. However, at this temperature, the SM of AH-70 and SBS-modified asphalt is less than 300 MPa. It can be seen from Figure 4(b) that when the temperature exceeds −14°C, the CR of AH-30 cannot meet the requirements, while the CR of SBS-modified asphalt and AH-70 can meet the requirements.Analyze the above test results and compare AH-30 with AH-70 or SBS-modified asphalt. When the temperature decreases, the index of AH-30 will not meet the requirements of LTCR first, which is related to less gum in AH-30.When the temperature is higher than −10.5°C, the LTCR of AH-30 can meet the requirements. It means that in the southern part of North China (the average winter temperature is about −8°C∼0°C), AH-30 can be used as a binder when building roads because it can meet the requirements of road LTCR in winter.


### 4.1.3. Fatigue Resistance

The fatigue test results of the three asphalts after the PAV are shown in Figure5.Figure 5
Fatigue test results of asphalt after PAV at different temperatures.At the same temperature, the smaller theG∗sinδ value, the better the fatigue resistance of asphalt. It is observed from Figure 5 that at the same test temperature, the G∗sinδ value of AH-30 is always the largest. The G∗sinδ value of SBS-modified asphalt is always the smallest, which shows that AH-30 has poor fatigue resistance, which may be one reason why AH-30 pavements are more prone to cracking during long-term use.


## 4.1.1. High-Temperature Sensitivity

The DSR test results of unaged asphalt are shown in Figure2.Figure 2
DSR test results of three asphalts: (a) phase angle and (b) antirutting factor.
(a)(b)The greater the phase angle (δ), the greater the viscosity of asphalt. It means that the deformation that occurs after the asphalt is stressed is harder to recover, which means the high-temperature resistance is poor. It is observed from Figure 2(a) that at the same temperature, the δ of the SBS-modified asphalt is the smallest, followed by AH-30. The δ of AH-70 is the largest, which shows that the high-temperature resistance of AH-30 is between that of SBS and AH-70.Another index to evaluate the high-temperature sensitivity of asphalt is the antirutting factor (G∗/sinδ). The larger the G∗/sinδ, the stronger the ability of asphalt to resist deformation at high temperatures. It is observed from Figure 2(b) that the G∗/sinδ of the three asphalts decreases with the increase in temperature. It means that the high-temperature resistance of the three asphalts decreases with the increase in temperature. When the test temperature is 65°C (close to the actual temperature of the asphalt pavement during the hottest summer), the G∗/sinδ of AH-30 is significantly higher than the other two asphalts. Moreover, when the test temperature reaches 88°C, similar to the SBS-modified asphalt, the G∗/sinδ of AH-30 is still greater than 1.0 KPa. However, at this time, the antirutting factor of AH-70 can no longer meet the requirements.The DSR test results of asphalt before and after the RTFOT aging are shown in Figure3.Figure 3
Comparison of high-temperature resistance of AH-30 before and after RTFOT aging: (a) phase angle and (b) antirutting factor.
(a)(b)It can be seen from Figure3. After RTFOT aging, the phase angle (δ) of AH-30 decreases, and the antirutting factor (G∗/sinδ) increases. It proves that the aged AH-30 still has good high-temperature resistance. After a long-term operation after completion, the AH-30 pavement still has good rutting resistance.


## 4.1.2. Low-Temperature Performance

The results of the BBR test of the three asphalts are shown in Figure4.Figure 4
BBR test results of asphalt after aging: (a) stiffness modulus and (b) creep rate.
(a)(b)According to the Strategic Highway Research Program requirements, the SM of asphalt at low temperature should be less than 300 MPa, and the CR should be greater than 0.3 mm. The lower the SM of asphalt, the better the LTCR. Conversely, the larger the CR, the better the LTCR of asphalt.It is observed from Figure4(a) that when the test temperature is −12°C, the SM of AH-30 is larger than 300 MPa. At this temperature, AH-30 can no longer meet the requirements. However, at this temperature, the SM of AH-70 and SBS-modified asphalt is less than 300 MPa. It can be seen from Figure 4(b) that when the temperature exceeds −14°C, the CR of AH-30 cannot meet the requirements, while the CR of SBS-modified asphalt and AH-70 can meet the requirements.Analyze the above test results and compare AH-30 with AH-70 or SBS-modified asphalt. When the temperature decreases, the index of AH-30 will not meet the requirements of LTCR first, which is related to less gum in AH-30.When the temperature is higher than −10.5°C, the LTCR of AH-30 can meet the requirements. It means that in the southern part of North China (the average winter temperature is about −8°C∼0°C), AH-30 can be used as a binder when building roads because it can meet the requirements of road LTCR in winter.


## 4.1.3. Fatigue Resistance

The fatigue test results of the three asphalts after the PAV are shown in Figure5.Figure 5
Fatigue test results of asphalt after PAV at different temperatures.At the same temperature, the smaller theG∗sinδ value, the better the fatigue resistance of asphalt. It is observed from Figure 5 that at the same test temperature, the G∗sinδ value of AH-30 is always the largest. The G∗sinδ value of SBS-modified asphalt is always the smallest, which shows that AH-30 has poor fatigue resistance, which may be one reason why AH-30 pavements are more prone to cracking during long-term use.


## 4.2. Test Result of Asphalt Mixture

### 4.2.1. High-Temperature Stability

The test results of the WT test are shown in Figure6. The test results of the RSCH are shown in Figure 7.Figure 6
Rutting test results of four asphalt mixtures.Figure 7
The test results of RSCH.It is observed from Figure6 that the high-temperature stability of the AH-30 asphalt mixture is affected by gradation. The dynamic stability of AH30-AC25 is approximately 20.3% greater than that of AH30-AC20. Under the gradation conditions and when compared to SBS and AH-70 asphalt mixtures, the dynamic stability of AH30-AC20/25 is more efficient, which means that in the areas where the temperature is very high in summer, the AH-30 asphalt mixture’s high-temperature resistance is good. The antirutting performance is good, and the WT test results are consistent with the analysis results of the antirutting factor in the DSR test.It is observed from Figure7 that under the same conditions of gradation, the values of k and b of AH30-AC20/25 are smaller than those of AH-70 and SBS-modified asphalt mixtures. It also proves once again that AH-30 has excellent high-temperature resistance.


### 4.2.2. Low-Temperature Crack Resistance

Figure8 shows the stress-strain test results of the DS test of the four asphalt mixtures at different temperatures.Figure 8
Direct stretching test results of the four asphalt mixtures under different test temperatures: (a) stress and (b) strain.
(a)(b)It can be seen from Figure8 that at −15°C and 5°C, the DS test results of the AH-30 and AH-70 asphalt mixtures are similar. At −5°C, the tensile strain of AH-30 asphalt mixture is slightly larger than that of AH-70 asphalt mixture, and at −5°C, the stress-strain results of AH30-AC25 are close to those of SBS-AC20.The results of the DS test show that the LTCR of the AH-30 asphalt mixture is affected by the mixture gradation and test temperature. The LTCR of the AH-30 asphalt mixture is between that of the AH-70 asphalt mixture and SBS-modified asphalt mixture. The relationship of the tensile stress, tensile strain, and temperature is in the shape of peaks, and the peaks appear at −5°C. Therefore, it can be considered that −5°C is the “demarcation temperature” of the AH-30 asphalt mixture.Figure 9
Marshall stability test results.Figure 10
Test results of freeze-thaw splitting strength test.


### 4.2.3. Water Stability

(1)
Residual stabilityThe Marshall stability test results of the four asphalt mixtures are shown in Figure9.It can be seen from Figure9 that compared to the other two asphalt mixtures, the AH-30 asphalt mixture has a more excellent MS0, which means that the WS of the AH-30 asphalt mixture is better.(2)
Freeze-thaw splitting strength ratioThe freeze-thaw splitting test results of the four asphalt mixtures are shown in Figure10.It can be seen from Figure10 that the WS of asphalt mixtures can all meet the requirements (TSR ≥75%). The freeze-thaw splitting strength ratios of the SBS & AH30-AC20 asphalt mixtures are more resistant than those of AH30 & AH70-AC25, showing that the asphalt mixture’s freeze-thaw splitting strength ratio is not only related to the type of asphalt in the mixture but also the gradation. The WS of AH30-AC20 is better than that of AH30-AC25, and the TSR of AH30-AC20 is approximately 9.1% greater than that of AH30-AC25. When using AH-30 asphalt as a binder, AC-20 is recommended.


### 4.2.4. Fatigue Property

The results of the three-point bending strength test are shown in Table6.Table 6
Test results of three-point bending strength test.
MixtureLoad (N)Flexural-tensile strength (MPa)AH30-AC20463812.33SBS-AC2023536.26AH30-AC25378410.30AH70-AC2531888.48The test results of the three-point bending fatigue are shown in Table7.Table 7
Fatigue test results of three-point bending fatigue.
Stress ratioAH30-AC20SBS-AC20AH30-AC25AH70-AC25Stress level (MPa)Fatigue life (times)Stress level (MPa)Fatigue life (times)Stress level (MPa)Fatigue life (times)Stress level (MPa)Stress level (MPa)0.56.1654983.1343435.1510504.2411119795467182313830.44.93215522.054141554.1277073.3923684229420187543133160.33.69932241.878212843.0994752.5447016564930892842594370.22.466658521.2521277462.06639001.696286348416519823071547373120.11.2333155160.6269127711.031309050.848164436382163987503110480201272From the test results in Table6, under the same stress level, the fatigue life of the AH-30 asphalt mixture is much lower than that of the SBS asphalt mixture and a little better than that of the AH-70 asphalt mixture. It is similar to the asphalt DSR test results, which also show that the fatigue performance of the asphalt mixture is mainly affected by asphalt.From the experimental results, the fatigue performance of the AH-30 asphalt mixture is a problem worthy of attention.


## 4.2.1. High-Temperature Stability

The test results of the WT test are shown in Figure6. The test results of the RSCH are shown in Figure 7.Figure 6
Rutting test results of four asphalt mixtures.Figure 7
The test results of RSCH.It is observed from Figure6 that the high-temperature stability of the AH-30 asphalt mixture is affected by gradation. The dynamic stability of AH30-AC25 is approximately 20.3% greater than that of AH30-AC20. Under the gradation conditions and when compared to SBS and AH-70 asphalt mixtures, the dynamic stability of AH30-AC20/25 is more efficient, which means that in the areas where the temperature is very high in summer, the AH-30 asphalt mixture’s high-temperature resistance is good. The antirutting performance is good, and the WT test results are consistent with the analysis results of the antirutting factor in the DSR test.It is observed from Figure7 that under the same conditions of gradation, the values of k and b of AH30-AC20/25 are smaller than those of AH-70 and SBS-modified asphalt mixtures. It also proves once again that AH-30 has excellent high-temperature resistance.


## 4.2.2. Low-Temperature Crack Resistance

Figure8 shows the stress-strain test results of the DS test of the four asphalt mixtures at different temperatures.Figure 8
Direct stretching test results of the four asphalt mixtures under different test temperatures: (a) stress and (b) strain.
(a)(b)It can be seen from Figure8 that at −15°C and 5°C, the DS test results of the AH-30 and AH-70 asphalt mixtures are similar. At −5°C, the tensile strain of AH-30 asphalt mixture is slightly larger than that of AH-70 asphalt mixture, and at −5°C, the stress-strain results of AH30-AC25 are close to those of SBS-AC20.The results of the DS test show that the LTCR of the AH-30 asphalt mixture is affected by the mixture gradation and test temperature. The LTCR of the AH-30 asphalt mixture is between that of the AH-70 asphalt mixture and SBS-modified asphalt mixture. The relationship of the tensile stress, tensile strain, and temperature is in the shape of peaks, and the peaks appear at −5°C. Therefore, it can be considered that −5°C is the “demarcation temperature” of the AH-30 asphalt mixture.Figure 9
Marshall stability test results.Figure 10
Test results of freeze-thaw splitting strength test.


## 4.2.3. Water Stability

(1)
Residual stabilityThe Marshall stability test results of the four asphalt mixtures are shown in Figure9.It can be seen from Figure9 that compared to the other two asphalt mixtures, the AH-30 asphalt mixture has a more excellent MS0, which means that the WS of the AH-30 asphalt mixture is better.(2)
Freeze-thaw splitting strength ratioThe freeze-thaw splitting test results of the four asphalt mixtures are shown in Figure10.It can be seen from Figure10 that the WS of asphalt mixtures can all meet the requirements (TSR ≥75%). The freeze-thaw splitting strength ratios of the SBS & AH30-AC20 asphalt mixtures are more resistant than those of AH30 & AH70-AC25, showing that the asphalt mixture’s freeze-thaw splitting strength ratio is not only related to the type of asphalt in the mixture but also the gradation. The WS of AH30-AC20 is better than that of AH30-AC25, and the TSR of AH30-AC20 is approximately 9.1% greater than that of AH30-AC25. When using AH-30 asphalt as a binder, AC-20 is recommended.


## 4.2.4. Fatigue Property

The results of the three-point bending strength test are shown in Table6.Table 6
Test results of three-point bending strength test.
MixtureLoad (N)Flexural-tensile strength (MPa)AH30-AC20463812.33SBS-AC2023536.26AH30-AC25378410.30AH70-AC2531888.48The test results of the three-point bending fatigue are shown in Table7.Table 7
Fatigue test results of three-point bending fatigue.
Stress ratioAH30-AC20SBS-AC20AH30-AC25AH70-AC25Stress level (MPa)Fatigue life (times)Stress level (MPa)Fatigue life (times)Stress level (MPa)Fatigue life (times)Stress level (MPa)Stress level (MPa)0.56.1654983.1343435.1510504.2411119795467182313830.44.93215522.054141554.1277073.3923684229420187543133160.33.69932241.878212843.0994752.5447016564930892842594370.22.466658521.2521277462.06639001.696286348416519823071547373120.11.2333155160.6269127711.031309050.848164436382163987503110480201272From the test results in Table6, under the same stress level, the fatigue life of the AH-30 asphalt mixture is much lower than that of the SBS asphalt mixture and a little better than that of the AH-70 asphalt mixture. It is similar to the asphalt DSR test results, which also show that the fatigue performance of the asphalt mixture is mainly affected by asphalt.From the experimental results, the fatigue performance of the AH-30 asphalt mixture is a problem worthy of attention.


## 5. Conclusions

In this research, the high-temperature stability, low-temperature crack resistance, fatigue performance, and water stability of AH-30 and mixtures were evaluated, and the conclusions drawn are as follows:(1)
The high-temperature resistance of AH-30 is better than that of AH-70. AH-30 still has good high-temperature resistance after RTFOT aging. The WT test and RSCH test results show that the AH-30 asphalt mixture (AH30-AC20/25) has excellent high-temperature resistance.(2)
The AH-30 and AH-70 asphalt mixture have similar LTCR. In areas where the lowest temperature in winter is not lower than −10.5°C, using AH-30 asphalt as a binder can meet the requirements of the LTCR of asphalt mixture pavements.(3)
The fatigue resistance of AH-30 asphalt and mixture is poor, which may be one reason why AH-30 asphalt pavement is prone to cracking. The fatigue resistance of AH-30 asphalt is still a problem worthy of attention.(4)
The water stability of the AH-30 asphalt mixture is equivalent to that of the other two asphalt mixtures, and both can meet the specification requirements. The WS of the AH-30 asphalt mixture is affected by the gradation of the mixture. The WS of AH30-AC20 is slightly better than that of AH30-AC25.



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*Source: 3124047-2021-12-31.xml*