# Laboratory Performance Evaluation of High Modulus Asphalt Concrete Modified with Different Additives

Authors: Peng Li; Mulian Zheng; Fei Wang; Fa Che; Hongyin Li; Qinglei Ma; Yonghong Wang
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

The objective of this study is to evaluate comprehensive performance of high modulus asphalt concrete (HMAC) and propose common values for establishing evaluation system. Three gradations with different modifiers were conducted to study the high and low temperature performance, shearing behavior, and water stability. The laboratory tests for HMAC included static and dynamic modulus tests, rutting test, uniaxial penetration test, bending test, and immersion Marshall test. Dynamic modulus test results showed that modifier can improve the static modulus and the improvements were remarkable at higher temperature. Moreover, modulus of HMAC-20 was better than those of HMAC-16 and HMAC-25. The results of performance test indicated that HMAC has good performance to resist high temperature rutting, and the resistances of the HMAC-20 and HMAC-25 against rutting were better than that of HMAC-16. Then, the common values of dynamic stability were recommended. Furthermore, common values of HMAC performance were established based on pavement performance tests.


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## Body

## 1. Introduction

High modulus asphalt concrete (HMAC) is one of attracting alternatives to enhance load-bearing capacity of pavement structure against conventional structural distresses, such as rutting and fatigue crack [1]. Rutting resistance of conventional mixture is improved by adding special additives such as antirutting additive or using hard grade asphalt binder in the mixture [2]. One of the most controversial issues concerning HMAC is systematic performance evaluation. Many researches have been conducted regarding high and low temperature performance and water stability. Lee et al. evaluated the high temperature performance and fatigue performance of HMAC based on dynamic modulus, moisture susceptibility, wheel tracking, and fatigue tests [3]. Geng et al. studied stiffness, elastic recovery, workability, and thermal cracking resistance of HMAC and found that the asphalt layers thickness could be significantly reduced by replacing neat binder with HMABs. [4]. Espersson studied dynamic modulus of HMAC at different temperatures to obtain the reduction in thickness depending on the temperature and the use of HMAC, getting that HMAC and conventional bitumen behaved differently in terms of stiffness and elasticity. HMAC in the study had higher complex modulus at all the evaluated temperatures and viscosity was also higher [5]. Laboratory tests, including dynamic modulus, creep compliance, fatigue, moisture damage, and rutting, were conducted to evaluate the performance of different types of WMA mixes [6]. Han chose two kinds of aggregates (basalt and limestone) with obvious differences to study the impact of aggregates on the high modulus mixture properties of hard asphalt (such as high temperature properties, modulus, and fatigue resistance), showing that a balanced design of high temperature performance, modulus, and fatigue resistance properties can be achieved on the mixture thronging the gradation and the hard asphalt dosage adjustment, for different properties aggregate [7]. Wu et al. evaluated performance of several kinds of additives for high modulus asphalt mixture by tests. The testing results in the article had proved that the existing China-made additives can also meet the requirement of high modulus asphalt concrete (HMAC) [8]. Sun and Li tested fatigue properties of high modulus asphalt using Dynamic Shear Rheometer (DSR) and showing that the fatigue performance of PR-Plasts is better than rock asphalt and 15/25# is the worst at given conditions [9]. However, little research results have been reported concerning static and dynamic modulus at different temperatures, relation of static and dynamic modulus, and reasonable evaluation indicators of rut. In addition, research about common values for HMAC performances should be recommended, and then comprehensive performance evaluation system of HMAC needs to be further conducted from performance test [2–5, 7].Performance tests (including static modulus and dynamic modulus, high and low temperature, water stability, and shear behavior tests) were conducted on three different mixtures (HMAC-16, HMAC-20, and HMAC–25) in this study and the test temperatures were 15, 20, and 60°C. Based on the performance tests, common values of HMAC were proposed which can be a reference for establishing evaluation system of HMAC performance.


## 2. Materials and Test Scheme

### 2.1. Materials

#### 2.1.1. Asphalt and Aggregate

In this study, Zhonghai A-70 asphalt with high consistency and viscosity at 60°C was chosen to ensure the resistance to permanent deformation. The physical and mechanical features of the asphalt are shown in Table1.Table 1
Properties of Zhonghai A-70 asphalt.
Test indexes
Measured value
Penetration (1/10 mm) 100 g, 25°C, 5 S
67
Penetration index
−0.7
Ductility (cm), 10°C
23
Ductility (cm), 15°C
104
Softening point (°C)
48
Dynamic viscosity (Pa/s), 60°C
183
Wax content (%)
2
Flash point (°C)
276
Solubility (%)
99.8
Density (g/cm3), 15°C
1.0029
TFOT
Quality change (%)
0.1
Residual penetration ratio (%)
64
Residual ductility 10°C (cm)
10
Residual ductility 15°C (cm)
17Rutting resistance of HMAC is affected by the shape and interlock of aggregates. Therefore, clean, hard, wear-resistant, crushed, and nonacidic aggregates were selected in this study to achieve high rutting resistance of asphalt mixtures. Limestone was employed as aggregate. Three types of asphalt mixtures known as HMAC-16, HMAC-20, and HMAC-25 were studied. The gradations of HMAC-16 were chosen following the JTG F40-2004. Different sizes of coarse aggregate were naturally filled, tamped, compacted, and detected by maximum skeleton strength (CBR) test, in order to get the minimum VCA (voids in coarse aggregates), CBR, and best proportion of each single particle size of coarse aggregate for HMAC-20 and HMAC-25. Talbol formula was adopted to guide the design for fine aggregate gradation and the mass ratio of fine aggregates with different size was determined. Talbol formula is one of the grading formulas and is used to design the grading curve of aggregate, showing the fluctuation range of gradation. The detailed formula is as follows:(1)P=100dDn,where P is passing percentage of aggregate, %, d is mesh size of particles, mm, D is the maximum particle size of aggregate, mm, and n is grading index.The gradations of HMAC-20 and HMAC-25 were determined after optimization [10, 11]. Aggregate gradations and optimum bitumen-aggregate ratio are shown in Tables 2 and 3.Table 2
Aggregate gradations of HMAC.
Sieves (mm)
Percent passing (%)
26.5
19
16
13.2
9.5
4.75
2.36
1.18
0.6
0.3
0.15
0.075
HMAC-16
100
100
93.2
82.9
70.4
39.7
27.3
21.4
15.8
11.4
8.8
6.1
HMAC-20
100
95.3
85.6
73.3
59.1
39.1
28
21.9
16.1
11.6
9.1
6.2
HMAC-25
97.3
82.2
73.4
64.9
55
31.8
22.3
17.7
13.3
9.9
8
5.6Table 3
Optimum bitumen-aggregate ratio of mixtures.
Asphalt Mixture
Optimum bitumen-aggregate ratio (%)
Matrix asphalt mix
Mixture with PRM-Module
Mixture with PR-Plasts
Mixture with ZQ
HMAC-16
4.5
4.7
4.8
4.7
HMAC-20
4.2
4.4
4.3
4.4
HMAC-25
3.9
4.1
4.1
4.2


#### 2.1.2. Additives

Pavement deformation under the vehicle load is reduced by increasing the modulus of asphalt concrete, which means the rutting resistance is improved. The high modulus additive, antirutting additive, and hard asphalt can be used as additives to increase the modulus of asphalt concrete. In this paper, PR-Module (PRM), PR-Plasts (PRS), and Resin Alloy (RA) additives were adopted, and Zengqiang (ZQ) additive was for contrastive study.PRM and PRS additives, originated in France, were applied to pavement structure of heavy traffic as shown in Figures1(a) and 1(b). RA was asphalt compound modifier used as antirutting agent and had stability properties as shown in Figure 1(c). ZQ additive [12], originated in China, was a high modulus additive aimed at reducing rutting, as shown in Figure 1(d). The additives were used according to dry process, meaning that additive was dry-mixed with hot aggregate and then fixed with asphalt.Figure 1
(a)
PRM particle
(b)
PRS particle
(c)
RA particle
(d)
ZQ particleMass ratio between additives (PRS, PRM, ZQ, and RA) and matrix asphalt is 0.7%, 0.4%, 0.8%, and 0.4%, respectively. The main characteristics of these materials are shown in Table4.Table 4
Additives properties.
Materials
Appearance
Size (mm)
Melting point (°C)
Density (g/cm3)
Ingredient
PRM
Grey
5
175
0.93~0.965
—
PRS
Cylinder black
2~4
140~150
0.91~0.965
Plastic > 95%, filling < 5%
RA
Granular black
2~4
150
0.96
Rock asphalt, low density polyethylene
ZQ
Black solid
3
≥160
1~1.2
—


### 2.2. Laboratory Testing

#### 2.2.1. Static Modulus Test

Modulus is the main structural design parameter due to its prominent influence on the deformation of asphalt pavement. The uniaxial compression test was conducted in the universal material testing machine at 20°C and a test rate of 2 mm/min was applied to the 100 mm × 100 mm × 100 mm cylinder specimens (HMAC-16, HMAC-20, and HMAC-25) according to ASTM D1074. The additives (PRM, PRS, and RA) were also used to modify the mechanical properties of conventional asphalt mixture [13, 14]. Details of the testing scheme are shown in Table 5.Table 5
Static modulus test scheme.
Parameter type
Parameter values
Additive
PRM, PRS, RA, and base asphalt
Gradation
HMAC-16, HMAC-20, and HMAC-25
Asphalt
A-70
Aggregate
Limestone
Asphalt-aggregate ratio
Determined by Marshall test
Bulk density
Determined by Marshall test
Temperature
15, 20, and 60°C
Loading rate
2 mm/min
Loading method
First, determine the compressive strength (P) and then stepping loading
Compressive strength test
Failure load
Compression resilient modulus test
Compression resilient modulus


#### 2.2.2. Dynamic Modulus Test (DMT)

The dynamic modulus test was evaluated according to the test procedure described in ASTM D3497-79. Dynamic modulus test was conducted in the simple performance tester at three different temperatures (15, 20, and 60°C). At each temperature, the test was performed at eight different frequencies (25, 10, 5, 1, 0.5, 0.2, 0.1, and 0.01 Hz). The tests specimens used in the dynamic modulus tests were directly obtained from the gyratory compactor with a diameter of 100 mm and height of 150 mm as depicted in Figures2(a) and 2(b).Figure 2
(a)
Gyratory compactor
(b)
Simple performance tester


#### 2.2.3. Wheel Tracking Test

(1) Conventional Wheel Tracking Test. The conventional wheel tracking test was conducted to evaluate the high temperature stability of asphalt mixtures. A contact pressure of 700 kPa was applied to the 300 mm × 300 mm × 50 mm slab specimens at 60°C according to the test procedure described in JTJ T0719.(2) Unconventional Wheel Tracking Test. Contact pressures (800, 900, and 1000 kPa) were applied to the 300 mm × 300 mm × 50 mm slab specimens, respectively. The unconventional wheel tracking tests were conducted at 70°C to evaluate the permanent deformation characteristics of asphalt mixtures.


#### 2.2.4. Uniaxial Penetration Test

The uniaxial penetration test is similar to the CBR test in soil test method. A cylindrical steel pressure head was loaded on a cylinder specimen at a fixed loading rate, to simulate the actual stress state of the road. In this study, the uniaxial penetration method was used for evaluating the shear performance of asphalt mixture.The uniaxial penetration test was conducted to evaluate the shear behavior of asphalt mixtures according to the test procedure described in JTGE40-2007-T0134. A test rate of 1 mm/min as well as head size of 28.5 mm was applied to the 100 mm × 100 mm cylinder specimens at three different temperatures (15, 20, and 60°C). During the constant temperature process, the temperature will be controlled automatically by the temperature controller with heat preservation for at least 6 h. Figure3 shows the test instruments and specimen of uniaxial penetration test.Figure 3
Uniaxial penetration test.


#### 2.2.5. Bending Test at Low Temperature

The bending test was conducted according to the test procedure described in JTJ T0715-2011 to evaluate the low temperature performance of asphalt mixtures. A test rate of 50 mm/min was applied to the 250 mm × 30 mm × 35 mm slab specimens at temperature of −10°C.


#### 2.2.6. Water Stability Test

Freeze-thaw splitting strength test and immersion Marshall test were conducted to study the water stability of mixture after freeze-thaw cycles on specimens. Three groups of specimens (HMAC-16, HMAC-20, and HMAC-25) were compacted in a Marshall compactor according to the test procedure described in JTJ T0709-2011 and AASHTO T-283-98.Marshall samples were first water-conditioned by vacuum saturation for 15 minutes with distilled water, then were placed in water under atmospheric pressure for 0.5 hours, and finally subjected to successive cycles of freezing and thawing. Each cycle consisted of freezing at −20°C for 16 hours followed by soaking in distilled water at 60°C for 24 hours [13–16].


## 2.1. Materials

### 2.1.1. Asphalt and Aggregate

In this study, Zhonghai A-70 asphalt with high consistency and viscosity at 60°C was chosen to ensure the resistance to permanent deformation. The physical and mechanical features of the asphalt are shown in Table1.Table 1
Properties of Zhonghai A-70 asphalt.
Test indexes
Measured value
Penetration (1/10 mm) 100 g, 25°C, 5 S
67
Penetration index
−0.7
Ductility (cm), 10°C
23
Ductility (cm), 15°C
104
Softening point (°C)
48
Dynamic viscosity (Pa/s), 60°C
183
Wax content (%)
2
Flash point (°C)
276
Solubility (%)
99.8
Density (g/cm3), 15°C
1.0029
TFOT
Quality change (%)
0.1
Residual penetration ratio (%)
64
Residual ductility 10°C (cm)
10
Residual ductility 15°C (cm)
17Rutting resistance of HMAC is affected by the shape and interlock of aggregates. Therefore, clean, hard, wear-resistant, crushed, and nonacidic aggregates were selected in this study to achieve high rutting resistance of asphalt mixtures. Limestone was employed as aggregate. Three types of asphalt mixtures known as HMAC-16, HMAC-20, and HMAC-25 were studied. The gradations of HMAC-16 were chosen following the JTG F40-2004. Different sizes of coarse aggregate were naturally filled, tamped, compacted, and detected by maximum skeleton strength (CBR) test, in order to get the minimum VCA (voids in coarse aggregates), CBR, and best proportion of each single particle size of coarse aggregate for HMAC-20 and HMAC-25. Talbol formula was adopted to guide the design for fine aggregate gradation and the mass ratio of fine aggregates with different size was determined. Talbol formula is one of the grading formulas and is used to design the grading curve of aggregate, showing the fluctuation range of gradation. The detailed formula is as follows:(1)P=100dDn,where P is passing percentage of aggregate, %, d is mesh size of particles, mm, D is the maximum particle size of aggregate, mm, and n is grading index.The gradations of HMAC-20 and HMAC-25 were determined after optimization [10, 11]. Aggregate gradations and optimum bitumen-aggregate ratio are shown in Tables 2 and 3.Table 2
Aggregate gradations of HMAC.
Sieves (mm)
Percent passing (%)
26.5
19
16
13.2
9.5
4.75
2.36
1.18
0.6
0.3
0.15
0.075
HMAC-16
100
100
93.2
82.9
70.4
39.7
27.3
21.4
15.8
11.4
8.8
6.1
HMAC-20
100
95.3
85.6
73.3
59.1
39.1
28
21.9
16.1
11.6
9.1
6.2
HMAC-25
97.3
82.2
73.4
64.9
55
31.8
22.3
17.7
13.3
9.9
8
5.6Table 3
Optimum bitumen-aggregate ratio of mixtures.
Asphalt Mixture
Optimum bitumen-aggregate ratio (%)
Matrix asphalt mix
Mixture with PRM-Module
Mixture with PR-Plasts
Mixture with ZQ
HMAC-16
4.5
4.7
4.8
4.7
HMAC-20
4.2
4.4
4.3
4.4
HMAC-25
3.9
4.1
4.1
4.2


### 2.1.2. Additives

Pavement deformation under the vehicle load is reduced by increasing the modulus of asphalt concrete, which means the rutting resistance is improved. The high modulus additive, antirutting additive, and hard asphalt can be used as additives to increase the modulus of asphalt concrete. In this paper, PR-Module (PRM), PR-Plasts (PRS), and Resin Alloy (RA) additives were adopted, and Zengqiang (ZQ) additive was for contrastive study.PRM and PRS additives, originated in France, were applied to pavement structure of heavy traffic as shown in Figures1(a) and 1(b). RA was asphalt compound modifier used as antirutting agent and had stability properties as shown in Figure 1(c). ZQ additive [12], originated in China, was a high modulus additive aimed at reducing rutting, as shown in Figure 1(d). The additives were used according to dry process, meaning that additive was dry-mixed with hot aggregate and then fixed with asphalt.Figure 1
(a)
PRM particle
(b)
PRS particle
(c)
RA particle
(d)
ZQ particleMass ratio between additives (PRS, PRM, ZQ, and RA) and matrix asphalt is 0.7%, 0.4%, 0.8%, and 0.4%, respectively. The main characteristics of these materials are shown in Table4.Table 4
Additives properties.
Materials
Appearance
Size (mm)
Melting point (°C)
Density (g/cm3)
Ingredient
PRM
Grey
5
175
0.93~0.965
—
PRS
Cylinder black
2~4
140~150
0.91~0.965
Plastic > 95%, filling < 5%
RA
Granular black
2~4
150
0.96
Rock asphalt, low density polyethylene
ZQ
Black solid
3
≥160
1~1.2
—


## 2.1.1. Asphalt and Aggregate

In this study, Zhonghai A-70 asphalt with high consistency and viscosity at 60°C was chosen to ensure the resistance to permanent deformation. The physical and mechanical features of the asphalt are shown in Table1.Table 1
Properties of Zhonghai A-70 asphalt.
Test indexes
Measured value
Penetration (1/10 mm) 100 g, 25°C, 5 S
67
Penetration index
−0.7
Ductility (cm), 10°C
23
Ductility (cm), 15°C
104
Softening point (°C)
48
Dynamic viscosity (Pa/s), 60°C
183
Wax content (%)
2
Flash point (°C)
276
Solubility (%)
99.8
Density (g/cm3), 15°C
1.0029
TFOT
Quality change (%)
0.1
Residual penetration ratio (%)
64
Residual ductility 10°C (cm)
10
Residual ductility 15°C (cm)
17Rutting resistance of HMAC is affected by the shape and interlock of aggregates. Therefore, clean, hard, wear-resistant, crushed, and nonacidic aggregates were selected in this study to achieve high rutting resistance of asphalt mixtures. Limestone was employed as aggregate. Three types of asphalt mixtures known as HMAC-16, HMAC-20, and HMAC-25 were studied. The gradations of HMAC-16 were chosen following the JTG F40-2004. Different sizes of coarse aggregate were naturally filled, tamped, compacted, and detected by maximum skeleton strength (CBR) test, in order to get the minimum VCA (voids in coarse aggregates), CBR, and best proportion of each single particle size of coarse aggregate for HMAC-20 and HMAC-25. Talbol formula was adopted to guide the design for fine aggregate gradation and the mass ratio of fine aggregates with different size was determined. Talbol formula is one of the grading formulas and is used to design the grading curve of aggregate, showing the fluctuation range of gradation. The detailed formula is as follows:(1)P=100dDn,where P is passing percentage of aggregate, %, d is mesh size of particles, mm, D is the maximum particle size of aggregate, mm, and n is grading index.The gradations of HMAC-20 and HMAC-25 were determined after optimization [10, 11]. Aggregate gradations and optimum bitumen-aggregate ratio are shown in Tables 2 and 3.Table 2
Aggregate gradations of HMAC.
Sieves (mm)
Percent passing (%)
26.5
19
16
13.2
9.5
4.75
2.36
1.18
0.6
0.3
0.15
0.075
HMAC-16
100
100
93.2
82.9
70.4
39.7
27.3
21.4
15.8
11.4
8.8
6.1
HMAC-20
100
95.3
85.6
73.3
59.1
39.1
28
21.9
16.1
11.6
9.1
6.2
HMAC-25
97.3
82.2
73.4
64.9
55
31.8
22.3
17.7
13.3
9.9
8
5.6Table 3
Optimum bitumen-aggregate ratio of mixtures.
Asphalt Mixture
Optimum bitumen-aggregate ratio (%)
Matrix asphalt mix
Mixture with PRM-Module
Mixture with PR-Plasts
Mixture with ZQ
HMAC-16
4.5
4.7
4.8
4.7
HMAC-20
4.2
4.4
4.3
4.4
HMAC-25
3.9
4.1
4.1
4.2


## 2.1.2. Additives

Pavement deformation under the vehicle load is reduced by increasing the modulus of asphalt concrete, which means the rutting resistance is improved. The high modulus additive, antirutting additive, and hard asphalt can be used as additives to increase the modulus of asphalt concrete. In this paper, PR-Module (PRM), PR-Plasts (PRS), and Resin Alloy (RA) additives were adopted, and Zengqiang (ZQ) additive was for contrastive study.PRM and PRS additives, originated in France, were applied to pavement structure of heavy traffic as shown in Figures1(a) and 1(b). RA was asphalt compound modifier used as antirutting agent and had stability properties as shown in Figure 1(c). ZQ additive [12], originated in China, was a high modulus additive aimed at reducing rutting, as shown in Figure 1(d). The additives were used according to dry process, meaning that additive was dry-mixed with hot aggregate and then fixed with asphalt.Figure 1
(a)
PRM particle
(b)
PRS particle
(c)
RA particle
(d)
ZQ particleMass ratio between additives (PRS, PRM, ZQ, and RA) and matrix asphalt is 0.7%, 0.4%, 0.8%, and 0.4%, respectively. The main characteristics of these materials are shown in Table4.Table 4
Additives properties.
Materials
Appearance
Size (mm)
Melting point (°C)
Density (g/cm3)
Ingredient
PRM
Grey
5
175
0.93~0.965
—
PRS
Cylinder black
2~4
140~150
0.91~0.965
Plastic > 95%, filling < 5%
RA
Granular black
2~4
150
0.96
Rock asphalt, low density polyethylene
ZQ
Black solid
3
≥160
1~1.2
—


## 2.2. Laboratory Testing

### 2.2.1. Static Modulus Test

Modulus is the main structural design parameter due to its prominent influence on the deformation of asphalt pavement. The uniaxial compression test was conducted in the universal material testing machine at 20°C and a test rate of 2 mm/min was applied to the 100 mm × 100 mm × 100 mm cylinder specimens (HMAC-16, HMAC-20, and HMAC-25) according to ASTM D1074. The additives (PRM, PRS, and RA) were also used to modify the mechanical properties of conventional asphalt mixture [13, 14]. Details of the testing scheme are shown in Table 5.Table 5
Static modulus test scheme.
Parameter type
Parameter values
Additive
PRM, PRS, RA, and base asphalt
Gradation
HMAC-16, HMAC-20, and HMAC-25
Asphalt
A-70
Aggregate
Limestone
Asphalt-aggregate ratio
Determined by Marshall test
Bulk density
Determined by Marshall test
Temperature
15, 20, and 60°C
Loading rate
2 mm/min
Loading method
First, determine the compressive strength (P) and then stepping loading
Compressive strength test
Failure load
Compression resilient modulus test
Compression resilient modulus


### 2.2.2. Dynamic Modulus Test (DMT)

The dynamic modulus test was evaluated according to the test procedure described in ASTM D3497-79. Dynamic modulus test was conducted in the simple performance tester at three different temperatures (15, 20, and 60°C). At each temperature, the test was performed at eight different frequencies (25, 10, 5, 1, 0.5, 0.2, 0.1, and 0.01 Hz). The tests specimens used in the dynamic modulus tests were directly obtained from the gyratory compactor with a diameter of 100 mm and height of 150 mm as depicted in Figures2(a) and 2(b).Figure 2
(a)
Gyratory compactor
(b)
Simple performance tester


### 2.2.3. Wheel Tracking Test

(1) Conventional Wheel Tracking Test. The conventional wheel tracking test was conducted to evaluate the high temperature stability of asphalt mixtures. A contact pressure of 700 kPa was applied to the 300 mm × 300 mm × 50 mm slab specimens at 60°C according to the test procedure described in JTJ T0719.(2) Unconventional Wheel Tracking Test. Contact pressures (800, 900, and 1000 kPa) were applied to the 300 mm × 300 mm × 50 mm slab specimens, respectively. The unconventional wheel tracking tests were conducted at 70°C to evaluate the permanent deformation characteristics of asphalt mixtures.


### 2.2.4. Uniaxial Penetration Test

The uniaxial penetration test is similar to the CBR test in soil test method. A cylindrical steel pressure head was loaded on a cylinder specimen at a fixed loading rate, to simulate the actual stress state of the road. In this study, the uniaxial penetration method was used for evaluating the shear performance of asphalt mixture.The uniaxial penetration test was conducted to evaluate the shear behavior of asphalt mixtures according to the test procedure described in JTGE40-2007-T0134. A test rate of 1 mm/min as well as head size of 28.5 mm was applied to the 100 mm × 100 mm cylinder specimens at three different temperatures (15, 20, and 60°C). During the constant temperature process, the temperature will be controlled automatically by the temperature controller with heat preservation for at least 6 h. Figure3 shows the test instruments and specimen of uniaxial penetration test.Figure 3
Uniaxial penetration test.


### 2.2.5. Bending Test at Low Temperature

The bending test was conducted according to the test procedure described in JTJ T0715-2011 to evaluate the low temperature performance of asphalt mixtures. A test rate of 50 mm/min was applied to the 250 mm × 30 mm × 35 mm slab specimens at temperature of −10°C.


### 2.2.6. Water Stability Test

Freeze-thaw splitting strength test and immersion Marshall test were conducted to study the water stability of mixture after freeze-thaw cycles on specimens. Three groups of specimens (HMAC-16, HMAC-20, and HMAC-25) were compacted in a Marshall compactor according to the test procedure described in JTJ T0709-2011 and AASHTO T-283-98.Marshall samples were first water-conditioned by vacuum saturation for 15 minutes with distilled water, then were placed in water under atmospheric pressure for 0.5 hours, and finally subjected to successive cycles of freezing and thawing. Each cycle consisted of freezing at −20°C for 16 hours followed by soaking in distilled water at 60°C for 24 hours [13–16].


## 2.2.1. Static Modulus Test

Modulus is the main structural design parameter due to its prominent influence on the deformation of asphalt pavement. The uniaxial compression test was conducted in the universal material testing machine at 20°C and a test rate of 2 mm/min was applied to the 100 mm × 100 mm × 100 mm cylinder specimens (HMAC-16, HMAC-20, and HMAC-25) according to ASTM D1074. The additives (PRM, PRS, and RA) were also used to modify the mechanical properties of conventional asphalt mixture [13, 14]. Details of the testing scheme are shown in Table 5.Table 5
Static modulus test scheme.
Parameter type
Parameter values
Additive
PRM, PRS, RA, and base asphalt
Gradation
HMAC-16, HMAC-20, and HMAC-25
Asphalt
A-70
Aggregate
Limestone
Asphalt-aggregate ratio
Determined by Marshall test
Bulk density
Determined by Marshall test
Temperature
15, 20, and 60°C
Loading rate
2 mm/min
Loading method
First, determine the compressive strength (P) and then stepping loading
Compressive strength test
Failure load
Compression resilient modulus test
Compression resilient modulus


## 2.2.2. Dynamic Modulus Test (DMT)

The dynamic modulus test was evaluated according to the test procedure described in ASTM D3497-79. Dynamic modulus test was conducted in the simple performance tester at three different temperatures (15, 20, and 60°C). At each temperature, the test was performed at eight different frequencies (25, 10, 5, 1, 0.5, 0.2, 0.1, and 0.01 Hz). The tests specimens used in the dynamic modulus tests were directly obtained from the gyratory compactor with a diameter of 100 mm and height of 150 mm as depicted in Figures2(a) and 2(b).Figure 2
(a)
Gyratory compactor
(b)
Simple performance tester


## 2.2.3. Wheel Tracking Test

(1) Conventional Wheel Tracking Test. The conventional wheel tracking test was conducted to evaluate the high temperature stability of asphalt mixtures. A contact pressure of 700 kPa was applied to the 300 mm × 300 mm × 50 mm slab specimens at 60°C according to the test procedure described in JTJ T0719.(2) Unconventional Wheel Tracking Test. Contact pressures (800, 900, and 1000 kPa) were applied to the 300 mm × 300 mm × 50 mm slab specimens, respectively. The unconventional wheel tracking tests were conducted at 70°C to evaluate the permanent deformation characteristics of asphalt mixtures.


## 2.2.4. Uniaxial Penetration Test

The uniaxial penetration test is similar to the CBR test in soil test method. A cylindrical steel pressure head was loaded on a cylinder specimen at a fixed loading rate, to simulate the actual stress state of the road. In this study, the uniaxial penetration method was used for evaluating the shear performance of asphalt mixture.The uniaxial penetration test was conducted to evaluate the shear behavior of asphalt mixtures according to the test procedure described in JTGE40-2007-T0134. A test rate of 1 mm/min as well as head size of 28.5 mm was applied to the 100 mm × 100 mm cylinder specimens at three different temperatures (15, 20, and 60°C). During the constant temperature process, the temperature will be controlled automatically by the temperature controller with heat preservation for at least 6 h. Figure3 shows the test instruments and specimen of uniaxial penetration test.Figure 3
Uniaxial penetration test.


## 2.2.5. Bending Test at Low Temperature

The bending test was conducted according to the test procedure described in JTJ T0715-2011 to evaluate the low temperature performance of asphalt mixtures. A test rate of 50 mm/min was applied to the 250 mm × 30 mm × 35 mm slab specimens at temperature of −10°C.


## 2.2.6. Water Stability Test

Freeze-thaw splitting strength test and immersion Marshall test were conducted to study the water stability of mixture after freeze-thaw cycles on specimens. Three groups of specimens (HMAC-16, HMAC-20, and HMAC-25) were compacted in a Marshall compactor according to the test procedure described in JTJ T0709-2011 and AASHTO T-283-98.Marshall samples were first water-conditioned by vacuum saturation for 15 minutes with distilled water, then were placed in water under atmospheric pressure for 0.5 hours, and finally subjected to successive cycles of freezing and thawing. Each cycle consisted of freezing at −20°C for 16 hours followed by soaking in distilled water at 60°C for 24 hours [13–16].


## 3. Results and Discussion

### 3.1. Modulus

#### 3.1.1. Static Modulus

Modulus of asphalt mixture, the main indicator characterizing antideformation performance of HMAC, is the key parameter of comprehensive evaluation system. Details of the static compressive modulus test are shown in Figures4(a)–4(c).Figure 4
(a)
Static modulus of HMAC-16
(b)
Static modulus of HMAC-20
(c)
Static modulus of HMAC-25(1) The Effect of Temperature on Modulus. Static modulus of asphalt mixture decreased when the temperature increased from 15°C to 60°C, meaning that asphalt mixture is sensitive to temperature. Compressive moduli of HMAC at 15, 20, and 60°C were 46%, 58%, and 72% more than those of conventional mixture, and the improving effect was more striking with the increasing temperature.Figure4 shows that compressive modulus of asphalt mixture decreases with the increase of temperature. Asphalt mixture is a typical complex viscoelastic plasticity indicating that the mechanical properties are very sensitive to temperature. Along with the increase of temperature, the physical characteristics manifest as being soft whereas strength and stiffness decrease resulting in the decrease of modulus.In general, the high temperature stability of asphalt mixture increases along with increase of modulus. At the temperature of 15, 20, and 60°C, compressive moduli of high modulus asphalt concrete are 1.3~1.5, 1.4~1.6, and 1.8~2.1 times the value of matrix asphalt mixture, respectively. The following can be indicated: compressive moduli of high modulus asphalt concrete are far bigger than that of ordinary asphalt mixture, and the higher the temperature, the more apparent the improving effect.At the temperature of 15, 20, and 60°C, moduli of HMAC-PRM were 13%~18%, 1%~7%, and 4%~7% bigger than those of HMAC-PRS and moduli of HMAC-PRS were 4%~7%, 10%~20%, and 4%~7% greater than that of HMAC-RA, respectively, which means that PRM has the most significant effect on improving modulus of asphalt mixture. The ranking among the three mixes is HMAC-PRM, HMAC-RA, and HMAC-PRS from superior to inferior.(2) The Effect of Nominal Maximum Aggregate Size on Modulus. The compressive moduli of HMAC-16 were 2300~2900 MPa, 1600~2000 MPa, and 490~560 MPa at the temperature of 15, 20, and 60°C, and those of HMAC-20 were 2600~3300 MPa, 1700~2300 MPa, and 520~610 MPa and those for HMAC-25 were 2200~2900 MPa, 1500~2000 MPa, and 490~590 MPa, respectively. On the whole, the modulus of HMAC-20 was bigger than those of HMAC-16 and HMAC-25.Generally speaking, static moduli of HMAC-16 are better than those of HMAC-25 and HMAC–20. However, results obtained from 15°C, 20°C, and 60°C showed that static modulus of HMAC-20 is the best. The reasons for the phenomenon are simply that grading of HMAC-20 is better than those of HMAC-16 and HMAC-25, and additives for improving modulus of HMAC-20 are better than those for HMAC-16 and HMAC–25.In conclusion, the recommended common values of static modulus used as a reference for road design are shown in Table6.Table 6
Technical index of static modulus.
Mixture
Compressive modulus (MPa)
15°C
20°C
60°C
HMAC-16, HMAC-20
2600~3000
2000~2400
450~650
HMAC-25
2300~2700
1800~2200
400~600


#### 3.1.2. Dynamic Modulus

As a typical viscoelastic material, mechanical characteristics of asphalt mixture are closely related to loading frequency and temperature. Modulus and stiffness of the asphalt mixture decreased when loading rate decreased or temperature was risen, which are shown in Figures5(a)–5(d) and Table 7.Table 7
Values of dynamic modulus.
Mixture
Additive
Temp (°C)
Dynamic modulus (MPa)
25 Hz
20 Hz
10 Hz
5 Hz
2 Hz
1 Hz
0.5 Hz
0.2 Hz
0.1 Hz
0.01 Hz
HMAC-16
Base asphalt
15
19472
18689
16934
14819
12450
10635
8657
6860
5308
2727
20
15321
14323
13091
11657
8672
7054
6278
4006
3381
1476
60
2798
2087
1583
1222
890
729
623
536
523
314
PRM
15
25475
24621
22639
20680
17305
15690
13695
12042
10988
6914
20
22577
21223
17340
15779
14010
12815
11643
9230
8297
4844
60
4635
3741
3243
2281
1549
1388
1015
826
781
608
PRS
15
24072
23521
21087
19009
16505
14630
12765
10490
8934
4698
20
18275
17059
15011
13302
11196
9676
8190
6410
5204
2671
60
4053
3462
2617
2012
1413
1119
926
758
713
526
RA
15
24773.5
24071
21863
19844.5
16905
15160
13230
11266
9961
5806
20
20426
19141
16175
14540
12603
11245
9916
7820
6750
3757
60
4344
3601
2930
2146
1481
1253
970
792
747
567
HMAC-20
Base asphalt
15
19370
18318
16782
14746
12354
10523
8620
6782
5283
2693
20
15256
14210
12979
11523
8340
6675
5899
3892
2951
1227
60
2925
2632
1971
1421
884
668
502
370
321
235
PRM
15
24976
23982
22370
20010
17245
15599
13545
11804
10603
6780
20
21116
20087
17175
15501
13676
12710
11299
9075
8160
4757
60
4057
3784
3068
2487
1882
1522
1254
998
859
560
PRS
15
23880
23247
20984
18872
15631
14502
12344
10201
8638
4368
20
17948
16064
14915
13028
11042
9426
8023
6157
4820
2160
60
3998
3398
2571
1919
1388
1021
909
738
706
515
RA
15
24428
23614
21677
19441
16438
15050
12944
11002
9620
5574
20
19532
18075
16045
14264
12359
11068
9661
7616
6490
3458
60
4027
3591
2819
2203
1635
1271
1081
868
782
537
HMAC-25
Base asphalt
15
19279
18099
16697
14695
12129
10354
8594
6501
5215
2590
20
15080
13931
12580
11106
8297
6438
5685
3576
2609
1096
60
2009
1199
865
638
430
337
278
230
223
183
PRM
15
24498
23598
21974
19651
16967
15112
13434
11523
10301
6566
20
20734
19020
16775
15216
13284
11927
10594
8962
7903
4711
60
2945
2390
1990
1600
1338
1147
964
806
778
518
PRS
15
23643
23011
20714
18479
15402
14354
12067
10006
8425
4157
20
17347
15902
14789
12948
10697
9201
7930
5900
4436
2101
60
2591
2259
1884
1578
1224
1017
879
744
710
501
RA
15
24070
23304
21344
19065
16184
14733
12750
10764
9363
5361
20
19040
17461
15782
14082
11990
10564
9262
7431
6169
3406
60
2768
2324.5
1937
1589
1281
1082
921.5
775
744
509.5Figure 5
(a)
Dynamic modulus of HMAC-PRM
(b)
Dynamic modulus of HMAC-PRS
(c)
Dynamic modulus of HMAC-RA
(d)
Dynamic modulus of conventional mixtureGrowth rate of dynamic modulus was larger when the frequency increased from 0.01 Hz to 2 Hz and it gradually reduced when the frequency increased from 2 Hz to 25 Hz. In addition, the dynamic modulus of HMAC was bigger than that of conventional mixture regardless of frequency and temperature condition.(1) A high frequency of loading was initially applied on HMAC in dynamic modulus test and then applied with low frequency loading. As seen in Figure 5, the dynamic modulus of asphalt mixture increases along with the increase of loading frequency. This is due to the fact that asphalt mixture is a typical viscoelastic material and mechanical properties related to the loading speed, material strength, and stiffness increased with the increase of loading rate. Asphalt mixture will not be instantaneously compressed under dynamic loading, nor will it be completely spring back after unloading. Mechanical properties of asphalt mixtures are as follows: strength and modulus under dynamic loading are bigger than those under static load. With the increase of loading frequency, the load response lag phenomenon is more obvious, indicating the strength and modulus of asphalt mixture increase with the increase of loading frequency.(2) As shown in Figure5, the dynamic modulus of asphalt mixture sharply increased at frequency ranging from 0.01 to 2 Hz, and the increasing trend reduced ranging from 2 to 25 Hz. This is because, at high load frequency, asphalt mixture is mainly characterized by elasticity; the influence of frequency on dynamic modulus is less than that of material property.With dynamic loading at high and low frequencies, moduli of high modulus asphalt concrete are much bigger than those of common asphalt mixture. It is well known that the mechanical properties are better with higher modulus, meaning that high modulus additives can effectively improve the mechanical properties of asphalt mixture.The mechanical properties of asphalt mixture are significantly correlated with loading rate, and loading frequency of 10 Hz is equivalent to the driving speed of 72~80 km/h that is close to the normal speed. Therefore, dynamic modulus of HMAC at frequency of 10 Hz was systematically analyzed as shown in Figures6(a)–6(c) [17], and then the corresponding evaluation index was put forward.Figure 6
(a)
Dynamic modulus of mixtures at 15°C
(b)
Dynamic modulus of mixtures at 20°C
(c)
Dynamic modulus of mixtures at 60°CAs shown in Figure6, the dynamic modulus of asphalt mixture decreases along with the rise of temperature, and this is mainly because asphalt mixture is sensitive to temperature. When the temperature is higher, asphalt characteristics become physically soft, with strength and stiffness decreasing; thus dynamic modulus decreases. Under the low temperature and high temperature conditions, the dynamic modulus of high modulus asphalt concrete is far greater than that of the ordinary asphalt mixture.At the frequency of 10 Hz, dynamic modulus of HMAC decreased by 26% from 15°C to 20°C and 91% from 20°C to 60°C, respectively. At the temperature of 60°C, decreasing tendency of HMAC-25 was more striking than that of HMAC-20, which means dynamic modulus of HMAC-20 is superior to that of HMAC-25.Based on analysis of the above test results and relevant analysis, common values of dynamic modulus were recommended which can be used as road design reference, as shown in Table8.Table 8
Common values of dynamic modulus at 10 Hz.
Mixture
Dynamic modulus (MPa)
15°C
20°C
60°C
HMAC-16, HMAC-20
18000~23000
14000~18000
2600~3200
HMAC-25
16000~20000
14000~16000
1800~2400


#### 3.1.3. Correlation between Dynamic Modulus and Static Modulus of HMAC

In this study, correlations between dynamic modulus and static modulus of high modulus asphalt mixture were studied to obtain approximate value of dynamic modulus from static modulus. At the frequency of 10 Hz, comparative analyses of the dynamic modulus and static modulus of high modulus asphalt mixture (PRS) are shown in Figures7(a)–7(c).Figure 7
(a)
Correlation between dynamic and static modulus of HMAC-16
(b)
Correlation between dynamic and static modulus of HMAC-20
(c)
Correlation between dynamic and static modulus of HMAC-25At frequency of 10 Hz, the dynamic moduli at 15, 20, and 60°C are 8~10, 8~10, and 1.5~2.5 times as much as static modulus, respectively. This phenomenon shows that dynamic modulus of asphalt mixture is far higher than the static modulus at normal temperature; however, change range of dynamic modulus is less than that of static modulus at high temperature. The mechanical properties of asphalt mixture are mainly viscous when test temperature increases or frequency decreases, whereas the mechanical properties are mainly elastic when teat temperature decreases or frequency increases.As seen from Figures7(a)–7(c), dynamic modulus was correlated with static modulus and correlation coefficient (R2) of HMAC-16, HMAC-20, and HMAC-25 was 0.9735, 0.9735, and 0.9702, respectively, meaning that dynamic modulus of HMAC can be obtained from static modulus.


### 3.2. High Temperature Performance Evaluation

#### 3.2.1. The Evaluation Standard for Dynamic Stability

Conformed to actual response of the pavement, wheel tracking test (60°C, 0.7 MPa) can reflect the change process of permanent deformation. Figures8(a)–8(c) show the wheel tracking test results (dynamic stability, relative deformation parameters, and comprehensive stability index [18]) for the conventional asphalt mixture and HMAC.Figure 8
(a)
Dynamic stability of HMAC with different additives
(b)
Elative deformation parameters of HMAC with different additives
(c)
Comprehensive stability index of HMAC with different additivesAs seen from Figures8(a)–8(c), dynamic stability and complex stability index of HMAC were bigger than those of conventional mix. Meanwhile, relative deformation of HMAC was much smaller than that of conventional mixture, which means that HMAC is a fine pavement material with good high temperature performance. Moreover, dynamic stability of HMAC-20 and HMAC-25 was larger than that of HMAC-16.(1) Dynamic stability of high modulus asphalt concrete (PRM, PRS, and RA) has greatly improved, far larger than that of matrix asphalt mixture, almost 3~4 times that of ordinary asphalt mixture; dynamic stability of HMAC (RA) has also improved, but the improving effect is less obvious than those of high modulus asphalt concrete (PRM, PRS).(2) Similarly, the comprehensive stability index of high modulus asphalt concrete (PRM, PRS, and RA) is also greatly improved compared with ordinary asphalt mixture. However, the improving effect of RA is not obvious as that of high modulus asphalt concrete (PRM, PRS).(3) Relative deformation of matrix asphalt mixture and RA mixture is much larger than that of high modulus asphalt concrete (PRM, PRS), and the relative deformation of matrix asphalt mixture is basically the same as that of RA mixture.(4) Dynamic stability of HMAC-20 and HMAC-25 is greater than that of HMAC-16, whereas comprehensive stability index is smaller than that of HMAC-16, suggesting that rutting resistance of HMAC-25 and HMAC-20 is better than that of HMAC-16.To sum up, high modulus asphalt concrete has better dynamic stability, with larger comprehensive stability index and smaller relative deformation, indicating that HMAC has good rutting resistance at high temperature. This is mainly because both asphalt and mixture are modified by additives. Shearing force of dry mixed aggregate will make high modulus additives dispersed evenly in the mixture, mechanical embedded crowded, reinforced, and cemented, and road performance improved. The improvement effect is more obvious with the increase of dosage.In addition, dynamic stability and the comprehensive stability index of HMAC (HMAC–20, HMAC-25) are bigger than those of HMAC-16, whereas relative deformation is much smaller than that of HMAC-16, concluding that proposed gradation design for HMAC-20 and HMAC–25 can improve the high temperature rutting resistance of asphalt mixture.Combined with the experimental results, HMAC common values for dynamic stability (≥8000 N/mm) are recommended.


#### 3.2.2. Shear Strength Evaluation Standard

Shear strengths of mixture with different additives were determined at three different temperatures (15, 20, and 60°C), as shown in Figures9(a)–9(c).Figure 9
(a)
Shear strength at 15°C
(b)
Shear strength at 20°C
(c)
Shear strength at 60°CShear strengths of specimen with additives increased by 19%, 51%, and 67% at 15, 20, and 60°C compared to conventional mixture without additives, which means additives can improve the shear behavior of asphalt mixture.What is more, shear strengths decrease with the increase of temperature. Shear strengths of specimen with additives increased by 15%~23%, 38%~64%, and 76%~97% at 15, 20, and 60°C compared to conventional mixture without additives, suggesting that the higher the temperature, the larger the shear strength.Figures9(a)–9(c) also show that shear strengths among HMAC-16, HMAC-20, and HMAC-25 are almost the same, which means that nominal maximum aggregate size has limited influences on shear behavior of HMAC.Combined with performance index of dense gradation mixture, uniaxial shear test at 60°C was recommended to evaluate the shear behavior of HMAC and the common values for shear behavior at different temperatures (15, 20, and 60°C) were proposed as shown in Table9.Table 9
Common values of shear strength.
Temperature
Shear strength (MPa)
15°C
7.5~9.0
20°C
5.5~7.0
60°C
0.8~1.2


### 3.3. Low Temperature Performance Evaluation

As can be seen from Figure10, maximum bending strain of HMAC-16 is greater than those of HMAC-20 and HMAC-25, suggesting that nominal maximum aggregate size has evident influences on low temperature performance. Effects of additive dosage on low temperature performance are shown in Figure 11.Figure 10
The maximum flexure tensile strain of asphalt mixture.Figure 11
The maximum flexure tensile strain of asphalt mixture with different dosage of additive.Figure12 shows that the maximum failure strain of HMAC decreased when dosage of additive increased. Maximum failure strain decreased by 34.9% when the percentage of PRS was 0.8% (mass ratio between PRS and mixture) and it decreased by 25.4% when the percentages of RA was 0.8% (mass ratio between RA and mixture), which means that modifier of mixture can reduce the low temperature crack resistance. Thus, dosage or type of the modifier can be chosen based on high temperature stability, and low temperature anticracking performance can just meet the basic requirements.Figure 12
Residual stability of HMAC.It is hard to take both high and low temperature performance of asphalt mixture into account. Therefore, performance of modified asphalt mixture should be examined according to the modifying purpose, meaning that the low temperature performance can just meet conventional standard as the main modifying purpose is to improve the high temperature performance.


### 3.4. Water Stability Evaluation

Results for immersing Marshall test and freeze-thaw splitting strength are shown in Figures12 and 13. The change trend of residual stability was in accordance with that of freeze-thaw split intensity ratio. The ranking among the three mixes is HMAC-16, HMAC-20, and HMAC-25 from superior to inferior. HMAC-16 with optimum asphalt content produced larger mineral aggregate surface with the increasing of interacted aggregate superficial area. Moreover, cohesion of HMAC-16 was higher than those of HMAC-25 and HMAC-20, which means that HMAC-16 has better water stability.Figure 13
Freeze-thaw split intensity ratio of HMAC.It is believed that the following factors were important and potential to impact water stability of HMAC: (1) additives of asphalt mixture (PRS, PRM, ZQ, and RA); (2) skeleton dense structure of the mixture gradations; (3) alkaline aggregate (limestone). The main purpose of HMAC is to improve the high temperature stability. Thus, there are no special requirements for water stability as long as it meets the standard for conventional mixture.


### 3.5. HMAC Performance Evaluation System

On the basis of the experimental results and relevant specifications, the HMAC performance evaluation system was put forward as shown in Table10. Rutting test at the 60°C of temperature is adopted to evaluate high temperature performance, the uniaxial penetration test is adopted to evaluate the shear performance, modulus test is adopted to evaluate the dynamic and static modulus, low temperature bending test is adopted to evaluate low temperature performance, and water stability test is adopted to evaluate retained Marshall stability and freeze-thaw split intensity ratio. On the whole, high temperature performance, shear performance, and modulus refer to evaluation system of HMAC (high modulus asphalt concrete) performance, technical indexes of low temperature performance adopt conventional asphalt mixture standard, and water stability adopts modified bitumen mixture standard [19, 20].Table 10
Comprehensive evaluating system of HMAC performance.
Evaluation index
HMAC-16, HMAC-20
HMAC-25
Test methods
Dynamic stability (N/mm)
≥8000
≥8000
JTJ T0719
Shear strength (MPa)
15°C
7.5~9.0
7.5~9.0
JTGE40-2007-T0134
20°C
5.5~7.0
5.5~7.0
60°C
0.8~1.2
0.8~1.2
Static modulus (MPa)
15°C
2600~3000
2300~2700
ASTM D1074 (rate of 2 mm/min)
20°C
2000~2400
1800~2200
60°C
450~650
400~600
Dynamic modulus (MPa)
15°C
18000~23000
16000~20000
AASHTO TP 62-03
20°C
14000~18000
14000~16000
60°C
2600~3200
1800~2400


## 3.1. Modulus

### 3.1.1. Static Modulus

Modulus of asphalt mixture, the main indicator characterizing antideformation performance of HMAC, is the key parameter of comprehensive evaluation system. Details of the static compressive modulus test are shown in Figures4(a)–4(c).Figure 4
(a)
Static modulus of HMAC-16
(b)
Static modulus of HMAC-20
(c)
Static modulus of HMAC-25(1) The Effect of Temperature on Modulus. Static modulus of asphalt mixture decreased when the temperature increased from 15°C to 60°C, meaning that asphalt mixture is sensitive to temperature. Compressive moduli of HMAC at 15, 20, and 60°C were 46%, 58%, and 72% more than those of conventional mixture, and the improving effect was more striking with the increasing temperature.Figure4 shows that compressive modulus of asphalt mixture decreases with the increase of temperature. Asphalt mixture is a typical complex viscoelastic plasticity indicating that the mechanical properties are very sensitive to temperature. Along with the increase of temperature, the physical characteristics manifest as being soft whereas strength and stiffness decrease resulting in the decrease of modulus.In general, the high temperature stability of asphalt mixture increases along with increase of modulus. At the temperature of 15, 20, and 60°C, compressive moduli of high modulus asphalt concrete are 1.3~1.5, 1.4~1.6, and 1.8~2.1 times the value of matrix asphalt mixture, respectively. The following can be indicated: compressive moduli of high modulus asphalt concrete are far bigger than that of ordinary asphalt mixture, and the higher the temperature, the more apparent the improving effect.At the temperature of 15, 20, and 60°C, moduli of HMAC-PRM were 13%~18%, 1%~7%, and 4%~7% bigger than those of HMAC-PRS and moduli of HMAC-PRS were 4%~7%, 10%~20%, and 4%~7% greater than that of HMAC-RA, respectively, which means that PRM has the most significant effect on improving modulus of asphalt mixture. The ranking among the three mixes is HMAC-PRM, HMAC-RA, and HMAC-PRS from superior to inferior.(2) The Effect of Nominal Maximum Aggregate Size on Modulus. The compressive moduli of HMAC-16 were 2300~2900 MPa, 1600~2000 MPa, and 490~560 MPa at the temperature of 15, 20, and 60°C, and those of HMAC-20 were 2600~3300 MPa, 1700~2300 MPa, and 520~610 MPa and those for HMAC-25 were 2200~2900 MPa, 1500~2000 MPa, and 490~590 MPa, respectively. On the whole, the modulus of HMAC-20 was bigger than those of HMAC-16 and HMAC-25.Generally speaking, static moduli of HMAC-16 are better than those of HMAC-25 and HMAC–20. However, results obtained from 15°C, 20°C, and 60°C showed that static modulus of HMAC-20 is the best. The reasons for the phenomenon are simply that grading of HMAC-20 is better than those of HMAC-16 and HMAC-25, and additives for improving modulus of HMAC-20 are better than those for HMAC-16 and HMAC–25.In conclusion, the recommended common values of static modulus used as a reference for road design are shown in Table6.Table 6
Technical index of static modulus.
Mixture
Compressive modulus (MPa)
15°C
20°C
60°C
HMAC-16, HMAC-20
2600~3000
2000~2400
450~650
HMAC-25
2300~2700
1800~2200
400~600


### 3.1.2. Dynamic Modulus

As a typical viscoelastic material, mechanical characteristics of asphalt mixture are closely related to loading frequency and temperature. Modulus and stiffness of the asphalt mixture decreased when loading rate decreased or temperature was risen, which are shown in Figures5(a)–5(d) and Table 7.Table 7
Values of dynamic modulus.
Mixture
Additive
Temp (°C)
Dynamic modulus (MPa)
25 Hz
20 Hz
10 Hz
5 Hz
2 Hz
1 Hz
0.5 Hz
0.2 Hz
0.1 Hz
0.01 Hz
HMAC-16
Base asphalt
15
19472
18689
16934
14819
12450
10635
8657
6860
5308
2727
20
15321
14323
13091
11657
8672
7054
6278
4006
3381
1476
60
2798
2087
1583
1222
890
729
623
536
523
314
PRM
15
25475
24621
22639
20680
17305
15690
13695
12042
10988
6914
20
22577
21223
17340
15779
14010
12815
11643
9230
8297
4844
60
4635
3741
3243
2281
1549
1388
1015
826
781
608
PRS
15
24072
23521
21087
19009
16505
14630
12765
10490
8934
4698
20
18275
17059
15011
13302
11196
9676
8190
6410
5204
2671
60
4053
3462
2617
2012
1413
1119
926
758
713
526
RA
15
24773.5
24071
21863
19844.5
16905
15160
13230
11266
9961
5806
20
20426
19141
16175
14540
12603
11245
9916
7820
6750
3757
60
4344
3601
2930
2146
1481
1253
970
792
747
567
HMAC-20
Base asphalt
15
19370
18318
16782
14746
12354
10523
8620
6782
5283
2693
20
15256
14210
12979
11523
8340
6675
5899
3892
2951
1227
60
2925
2632
1971
1421
884
668
502
370
321
235
PRM
15
24976
23982
22370
20010
17245
15599
13545
11804
10603
6780
20
21116
20087
17175
15501
13676
12710
11299
9075
8160
4757
60
4057
3784
3068
2487
1882
1522
1254
998
859
560
PRS
15
23880
23247
20984
18872
15631
14502
12344
10201
8638
4368
20
17948
16064
14915
13028
11042
9426
8023
6157
4820
2160
60
3998
3398
2571
1919
1388
1021
909
738
706
515
RA
15
24428
23614
21677
19441
16438
15050
12944
11002
9620
5574
20
19532
18075
16045
14264
12359
11068
9661
7616
6490
3458
60
4027
3591
2819
2203
1635
1271
1081
868
782
537
HMAC-25
Base asphalt
15
19279
18099
16697
14695
12129
10354
8594
6501
5215
2590
20
15080
13931
12580
11106
8297
6438
5685
3576
2609
1096
60
2009
1199
865
638
430
337
278
230
223
183
PRM
15
24498
23598
21974
19651
16967
15112
13434
11523
10301
6566
20
20734
19020
16775
15216
13284
11927
10594
8962
7903
4711
60
2945
2390
1990
1600
1338
1147
964
806
778
518
PRS
15
23643
23011
20714
18479
15402
14354
12067
10006
8425
4157
20
17347
15902
14789
12948
10697
9201
7930
5900
4436
2101
60
2591
2259
1884
1578
1224
1017
879
744
710
501
RA
15
24070
23304
21344
19065
16184
14733
12750
10764
9363
5361
20
19040
17461
15782
14082
11990
10564
9262
7431
6169
3406
60
2768
2324.5
1937
1589
1281
1082
921.5
775
744
509.5Figure 5
(a)
Dynamic modulus of HMAC-PRM
(b)
Dynamic modulus of HMAC-PRS
(c)
Dynamic modulus of HMAC-RA
(d)
Dynamic modulus of conventional mixtureGrowth rate of dynamic modulus was larger when the frequency increased from 0.01 Hz to 2 Hz and it gradually reduced when the frequency increased from 2 Hz to 25 Hz. In addition, the dynamic modulus of HMAC was bigger than that of conventional mixture regardless of frequency and temperature condition.(1) A high frequency of loading was initially applied on HMAC in dynamic modulus test and then applied with low frequency loading. As seen in Figure 5, the dynamic modulus of asphalt mixture increases along with the increase of loading frequency. This is due to the fact that asphalt mixture is a typical viscoelastic material and mechanical properties related to the loading speed, material strength, and stiffness increased with the increase of loading rate. Asphalt mixture will not be instantaneously compressed under dynamic loading, nor will it be completely spring back after unloading. Mechanical properties of asphalt mixtures are as follows: strength and modulus under dynamic loading are bigger than those under static load. With the increase of loading frequency, the load response lag phenomenon is more obvious, indicating the strength and modulus of asphalt mixture increase with the increase of loading frequency.(2) As shown in Figure5, the dynamic modulus of asphalt mixture sharply increased at frequency ranging from 0.01 to 2 Hz, and the increasing trend reduced ranging from 2 to 25 Hz. This is because, at high load frequency, asphalt mixture is mainly characterized by elasticity; the influence of frequency on dynamic modulus is less than that of material property.With dynamic loading at high and low frequencies, moduli of high modulus asphalt concrete are much bigger than those of common asphalt mixture. It is well known that the mechanical properties are better with higher modulus, meaning that high modulus additives can effectively improve the mechanical properties of asphalt mixture.The mechanical properties of asphalt mixture are significantly correlated with loading rate, and loading frequency of 10 Hz is equivalent to the driving speed of 72~80 km/h that is close to the normal speed. Therefore, dynamic modulus of HMAC at frequency of 10 Hz was systematically analyzed as shown in Figures6(a)–6(c) [17], and then the corresponding evaluation index was put forward.Figure 6
(a)
Dynamic modulus of mixtures at 15°C
(b)
Dynamic modulus of mixtures at 20°C
(c)
Dynamic modulus of mixtures at 60°CAs shown in Figure6, the dynamic modulus of asphalt mixture decreases along with the rise of temperature, and this is mainly because asphalt mixture is sensitive to temperature. When the temperature is higher, asphalt characteristics become physically soft, with strength and stiffness decreasing; thus dynamic modulus decreases. Under the low temperature and high temperature conditions, the dynamic modulus of high modulus asphalt concrete is far greater than that of the ordinary asphalt mixture.At the frequency of 10 Hz, dynamic modulus of HMAC decreased by 26% from 15°C to 20°C and 91% from 20°C to 60°C, respectively. At the temperature of 60°C, decreasing tendency of HMAC-25 was more striking than that of HMAC-20, which means dynamic modulus of HMAC-20 is superior to that of HMAC-25.Based on analysis of the above test results and relevant analysis, common values of dynamic modulus were recommended which can be used as road design reference, as shown in Table8.Table 8
Common values of dynamic modulus at 10 Hz.
Mixture
Dynamic modulus (MPa)
15°C
20°C
60°C
HMAC-16, HMAC-20
18000~23000
14000~18000
2600~3200
HMAC-25
16000~20000
14000~16000
1800~2400


### 3.1.3. Correlation between Dynamic Modulus and Static Modulus of HMAC

In this study, correlations between dynamic modulus and static modulus of high modulus asphalt mixture were studied to obtain approximate value of dynamic modulus from static modulus. At the frequency of 10 Hz, comparative analyses of the dynamic modulus and static modulus of high modulus asphalt mixture (PRS) are shown in Figures7(a)–7(c).Figure 7
(a)
Correlation between dynamic and static modulus of HMAC-16
(b)
Correlation between dynamic and static modulus of HMAC-20
(c)
Correlation between dynamic and static modulus of HMAC-25At frequency of 10 Hz, the dynamic moduli at 15, 20, and 60°C are 8~10, 8~10, and 1.5~2.5 times as much as static modulus, respectively. This phenomenon shows that dynamic modulus of asphalt mixture is far higher than the static modulus at normal temperature; however, change range of dynamic modulus is less than that of static modulus at high temperature. The mechanical properties of asphalt mixture are mainly viscous when test temperature increases or frequency decreases, whereas the mechanical properties are mainly elastic when teat temperature decreases or frequency increases.As seen from Figures7(a)–7(c), dynamic modulus was correlated with static modulus and correlation coefficient (R2) of HMAC-16, HMAC-20, and HMAC-25 was 0.9735, 0.9735, and 0.9702, respectively, meaning that dynamic modulus of HMAC can be obtained from static modulus.


## 3.1.1. Static Modulus

Modulus of asphalt mixture, the main indicator characterizing antideformation performance of HMAC, is the key parameter of comprehensive evaluation system. Details of the static compressive modulus test are shown in Figures4(a)–4(c).Figure 4
(a)
Static modulus of HMAC-16
(b)
Static modulus of HMAC-20
(c)
Static modulus of HMAC-25(1) The Effect of Temperature on Modulus. Static modulus of asphalt mixture decreased when the temperature increased from 15°C to 60°C, meaning that asphalt mixture is sensitive to temperature. Compressive moduli of HMAC at 15, 20, and 60°C were 46%, 58%, and 72% more than those of conventional mixture, and the improving effect was more striking with the increasing temperature.Figure4 shows that compressive modulus of asphalt mixture decreases with the increase of temperature. Asphalt mixture is a typical complex viscoelastic plasticity indicating that the mechanical properties are very sensitive to temperature. Along with the increase of temperature, the physical characteristics manifest as being soft whereas strength and stiffness decrease resulting in the decrease of modulus.In general, the high temperature stability of asphalt mixture increases along with increase of modulus. At the temperature of 15, 20, and 60°C, compressive moduli of high modulus asphalt concrete are 1.3~1.5, 1.4~1.6, and 1.8~2.1 times the value of matrix asphalt mixture, respectively. The following can be indicated: compressive moduli of high modulus asphalt concrete are far bigger than that of ordinary asphalt mixture, and the higher the temperature, the more apparent the improving effect.At the temperature of 15, 20, and 60°C, moduli of HMAC-PRM were 13%~18%, 1%~7%, and 4%~7% bigger than those of HMAC-PRS and moduli of HMAC-PRS were 4%~7%, 10%~20%, and 4%~7% greater than that of HMAC-RA, respectively, which means that PRM has the most significant effect on improving modulus of asphalt mixture. The ranking among the three mixes is HMAC-PRM, HMAC-RA, and HMAC-PRS from superior to inferior.(2) The Effect of Nominal Maximum Aggregate Size on Modulus. The compressive moduli of HMAC-16 were 2300~2900 MPa, 1600~2000 MPa, and 490~560 MPa at the temperature of 15, 20, and 60°C, and those of HMAC-20 were 2600~3300 MPa, 1700~2300 MPa, and 520~610 MPa and those for HMAC-25 were 2200~2900 MPa, 1500~2000 MPa, and 490~590 MPa, respectively. On the whole, the modulus of HMAC-20 was bigger than those of HMAC-16 and HMAC-25.Generally speaking, static moduli of HMAC-16 are better than those of HMAC-25 and HMAC–20. However, results obtained from 15°C, 20°C, and 60°C showed that static modulus of HMAC-20 is the best. The reasons for the phenomenon are simply that grading of HMAC-20 is better than those of HMAC-16 and HMAC-25, and additives for improving modulus of HMAC-20 are better than those for HMAC-16 and HMAC–25.In conclusion, the recommended common values of static modulus used as a reference for road design are shown in Table6.Table 6
Technical index of static modulus.
Mixture
Compressive modulus (MPa)
15°C
20°C
60°C
HMAC-16, HMAC-20
2600~3000
2000~2400
450~650
HMAC-25
2300~2700
1800~2200
400~600


## 3.1.2. Dynamic Modulus

As a typical viscoelastic material, mechanical characteristics of asphalt mixture are closely related to loading frequency and temperature. Modulus and stiffness of the asphalt mixture decreased when loading rate decreased or temperature was risen, which are shown in Figures5(a)–5(d) and Table 7.Table 7
Values of dynamic modulus.
Mixture
Additive
Temp (°C)
Dynamic modulus (MPa)
25 Hz
20 Hz
10 Hz
5 Hz
2 Hz
1 Hz
0.5 Hz
0.2 Hz
0.1 Hz
0.01 Hz
HMAC-16
Base asphalt
15
19472
18689
16934
14819
12450
10635
8657
6860
5308
2727
20
15321
14323
13091
11657
8672
7054
6278
4006
3381
1476
60
2798
2087
1583
1222
890
729
623
536
523
314
PRM
15
25475
24621
22639
20680
17305
15690
13695
12042
10988
6914
20
22577
21223
17340
15779
14010
12815
11643
9230
8297
4844
60
4635
3741
3243
2281
1549
1388
1015
826
781
608
PRS
15
24072
23521
21087
19009
16505
14630
12765
10490
8934
4698
20
18275
17059
15011
13302
11196
9676
8190
6410
5204
2671
60
4053
3462
2617
2012
1413
1119
926
758
713
526
RA
15
24773.5
24071
21863
19844.5
16905
15160
13230
11266
9961
5806
20
20426
19141
16175
14540
12603
11245
9916
7820
6750
3757
60
4344
3601
2930
2146
1481
1253
970
792
747
567
HMAC-20
Base asphalt
15
19370
18318
16782
14746
12354
10523
8620
6782
5283
2693
20
15256
14210
12979
11523
8340
6675
5899
3892
2951
1227
60
2925
2632
1971
1421
884
668
502
370
321
235
PRM
15
24976
23982
22370
20010
17245
15599
13545
11804
10603
6780
20
21116
20087
17175
15501
13676
12710
11299
9075
8160
4757
60
4057
3784
3068
2487
1882
1522
1254
998
859
560
PRS
15
23880
23247
20984
18872
15631
14502
12344
10201
8638
4368
20
17948
16064
14915
13028
11042
9426
8023
6157
4820
2160
60
3998
3398
2571
1919
1388
1021
909
738
706
515
RA
15
24428
23614
21677
19441
16438
15050
12944
11002
9620
5574
20
19532
18075
16045
14264
12359
11068
9661
7616
6490
3458
60
4027
3591
2819
2203
1635
1271
1081
868
782
537
HMAC-25
Base asphalt
15
19279
18099
16697
14695
12129
10354
8594
6501
5215
2590
20
15080
13931
12580
11106
8297
6438
5685
3576
2609
1096
60
2009
1199
865
638
430
337
278
230
223
183
PRM
15
24498
23598
21974
19651
16967
15112
13434
11523
10301
6566
20
20734
19020
16775
15216
13284
11927
10594
8962
7903
4711
60
2945
2390
1990
1600
1338
1147
964
806
778
518
PRS
15
23643
23011
20714
18479
15402
14354
12067
10006
8425
4157
20
17347
15902
14789
12948
10697
9201
7930
5900
4436
2101
60
2591
2259
1884
1578
1224
1017
879
744
710
501
RA
15
24070
23304
21344
19065
16184
14733
12750
10764
9363
5361
20
19040
17461
15782
14082
11990
10564
9262
7431
6169
3406
60
2768
2324.5
1937
1589
1281
1082
921.5
775
744
509.5Figure 5
(a)
Dynamic modulus of HMAC-PRM
(b)
Dynamic modulus of HMAC-PRS
(c)
Dynamic modulus of HMAC-RA
(d)
Dynamic modulus of conventional mixtureGrowth rate of dynamic modulus was larger when the frequency increased from 0.01 Hz to 2 Hz and it gradually reduced when the frequency increased from 2 Hz to 25 Hz. In addition, the dynamic modulus of HMAC was bigger than that of conventional mixture regardless of frequency and temperature condition.(1) A high frequency of loading was initially applied on HMAC in dynamic modulus test and then applied with low frequency loading. As seen in Figure 5, the dynamic modulus of asphalt mixture increases along with the increase of loading frequency. This is due to the fact that asphalt mixture is a typical viscoelastic material and mechanical properties related to the loading speed, material strength, and stiffness increased with the increase of loading rate. Asphalt mixture will not be instantaneously compressed under dynamic loading, nor will it be completely spring back after unloading. Mechanical properties of asphalt mixtures are as follows: strength and modulus under dynamic loading are bigger than those under static load. With the increase of loading frequency, the load response lag phenomenon is more obvious, indicating the strength and modulus of asphalt mixture increase with the increase of loading frequency.(2) As shown in Figure5, the dynamic modulus of asphalt mixture sharply increased at frequency ranging from 0.01 to 2 Hz, and the increasing trend reduced ranging from 2 to 25 Hz. This is because, at high load frequency, asphalt mixture is mainly characterized by elasticity; the influence of frequency on dynamic modulus is less than that of material property.With dynamic loading at high and low frequencies, moduli of high modulus asphalt concrete are much bigger than those of common asphalt mixture. It is well known that the mechanical properties are better with higher modulus, meaning that high modulus additives can effectively improve the mechanical properties of asphalt mixture.The mechanical properties of asphalt mixture are significantly correlated with loading rate, and loading frequency of 10 Hz is equivalent to the driving speed of 72~80 km/h that is close to the normal speed. Therefore, dynamic modulus of HMAC at frequency of 10 Hz was systematically analyzed as shown in Figures6(a)–6(c) [17], and then the corresponding evaluation index was put forward.Figure 6
(a)
Dynamic modulus of mixtures at 15°C
(b)
Dynamic modulus of mixtures at 20°C
(c)
Dynamic modulus of mixtures at 60°CAs shown in Figure6, the dynamic modulus of asphalt mixture decreases along with the rise of temperature, and this is mainly because asphalt mixture is sensitive to temperature. When the temperature is higher, asphalt characteristics become physically soft, with strength and stiffness decreasing; thus dynamic modulus decreases. Under the low temperature and high temperature conditions, the dynamic modulus of high modulus asphalt concrete is far greater than that of the ordinary asphalt mixture.At the frequency of 10 Hz, dynamic modulus of HMAC decreased by 26% from 15°C to 20°C and 91% from 20°C to 60°C, respectively. At the temperature of 60°C, decreasing tendency of HMAC-25 was more striking than that of HMAC-20, which means dynamic modulus of HMAC-20 is superior to that of HMAC-25.Based on analysis of the above test results and relevant analysis, common values of dynamic modulus were recommended which can be used as road design reference, as shown in Table8.Table 8
Common values of dynamic modulus at 10 Hz.
Mixture
Dynamic modulus (MPa)
15°C
20°C
60°C
HMAC-16, HMAC-20
18000~23000
14000~18000
2600~3200
HMAC-25
16000~20000
14000~16000
1800~2400


## 3.1.3. Correlation between Dynamic Modulus and Static Modulus of HMAC

In this study, correlations between dynamic modulus and static modulus of high modulus asphalt mixture were studied to obtain approximate value of dynamic modulus from static modulus. At the frequency of 10 Hz, comparative analyses of the dynamic modulus and static modulus of high modulus asphalt mixture (PRS) are shown in Figures7(a)–7(c).Figure 7
(a)
Correlation between dynamic and static modulus of HMAC-16
(b)
Correlation between dynamic and static modulus of HMAC-20
(c)
Correlation between dynamic and static modulus of HMAC-25At frequency of 10 Hz, the dynamic moduli at 15, 20, and 60°C are 8~10, 8~10, and 1.5~2.5 times as much as static modulus, respectively. This phenomenon shows that dynamic modulus of asphalt mixture is far higher than the static modulus at normal temperature; however, change range of dynamic modulus is less than that of static modulus at high temperature. The mechanical properties of asphalt mixture are mainly viscous when test temperature increases or frequency decreases, whereas the mechanical properties are mainly elastic when teat temperature decreases or frequency increases.As seen from Figures7(a)–7(c), dynamic modulus was correlated with static modulus and correlation coefficient (R2) of HMAC-16, HMAC-20, and HMAC-25 was 0.9735, 0.9735, and 0.9702, respectively, meaning that dynamic modulus of HMAC can be obtained from static modulus.


## 3.2. High Temperature Performance Evaluation

### 3.2.1. The Evaluation Standard for Dynamic Stability

Conformed to actual response of the pavement, wheel tracking test (60°C, 0.7 MPa) can reflect the change process of permanent deformation. Figures8(a)–8(c) show the wheel tracking test results (dynamic stability, relative deformation parameters, and comprehensive stability index [18]) for the conventional asphalt mixture and HMAC.Figure 8
(a)
Dynamic stability of HMAC with different additives
(b)
Elative deformation parameters of HMAC with different additives
(c)
Comprehensive stability index of HMAC with different additivesAs seen from Figures8(a)–8(c), dynamic stability and complex stability index of HMAC were bigger than those of conventional mix. Meanwhile, relative deformation of HMAC was much smaller than that of conventional mixture, which means that HMAC is a fine pavement material with good high temperature performance. Moreover, dynamic stability of HMAC-20 and HMAC-25 was larger than that of HMAC-16.(1) Dynamic stability of high modulus asphalt concrete (PRM, PRS, and RA) has greatly improved, far larger than that of matrix asphalt mixture, almost 3~4 times that of ordinary asphalt mixture; dynamic stability of HMAC (RA) has also improved, but the improving effect is less obvious than those of high modulus asphalt concrete (PRM, PRS).(2) Similarly, the comprehensive stability index of high modulus asphalt concrete (PRM, PRS, and RA) is also greatly improved compared with ordinary asphalt mixture. However, the improving effect of RA is not obvious as that of high modulus asphalt concrete (PRM, PRS).(3) Relative deformation of matrix asphalt mixture and RA mixture is much larger than that of high modulus asphalt concrete (PRM, PRS), and the relative deformation of matrix asphalt mixture is basically the same as that of RA mixture.(4) Dynamic stability of HMAC-20 and HMAC-25 is greater than that of HMAC-16, whereas comprehensive stability index is smaller than that of HMAC-16, suggesting that rutting resistance of HMAC-25 and HMAC-20 is better than that of HMAC-16.To sum up, high modulus asphalt concrete has better dynamic stability, with larger comprehensive stability index and smaller relative deformation, indicating that HMAC has good rutting resistance at high temperature. This is mainly because both asphalt and mixture are modified by additives. Shearing force of dry mixed aggregate will make high modulus additives dispersed evenly in the mixture, mechanical embedded crowded, reinforced, and cemented, and road performance improved. The improvement effect is more obvious with the increase of dosage.In addition, dynamic stability and the comprehensive stability index of HMAC (HMAC–20, HMAC-25) are bigger than those of HMAC-16, whereas relative deformation is much smaller than that of HMAC-16, concluding that proposed gradation design for HMAC-20 and HMAC–25 can improve the high temperature rutting resistance of asphalt mixture.Combined with the experimental results, HMAC common values for dynamic stability (≥8000 N/mm) are recommended.


### 3.2.2. Shear Strength Evaluation Standard

Shear strengths of mixture with different additives were determined at three different temperatures (15, 20, and 60°C), as shown in Figures9(a)–9(c).Figure 9
(a)
Shear strength at 15°C
(b)
Shear strength at 20°C
(c)
Shear strength at 60°CShear strengths of specimen with additives increased by 19%, 51%, and 67% at 15, 20, and 60°C compared to conventional mixture without additives, which means additives can improve the shear behavior of asphalt mixture.What is more, shear strengths decrease with the increase of temperature. Shear strengths of specimen with additives increased by 15%~23%, 38%~64%, and 76%~97% at 15, 20, and 60°C compared to conventional mixture without additives, suggesting that the higher the temperature, the larger the shear strength.Figures9(a)–9(c) also show that shear strengths among HMAC-16, HMAC-20, and HMAC-25 are almost the same, which means that nominal maximum aggregate size has limited influences on shear behavior of HMAC.Combined with performance index of dense gradation mixture, uniaxial shear test at 60°C was recommended to evaluate the shear behavior of HMAC and the common values for shear behavior at different temperatures (15, 20, and 60°C) were proposed as shown in Table9.Table 9
Common values of shear strength.
Temperature
Shear strength (MPa)
15°C
7.5~9.0
20°C
5.5~7.0
60°C
0.8~1.2


## 3.2.1. The Evaluation Standard for Dynamic Stability

Conformed to actual response of the pavement, wheel tracking test (60°C, 0.7 MPa) can reflect the change process of permanent deformation. Figures8(a)–8(c) show the wheel tracking test results (dynamic stability, relative deformation parameters, and comprehensive stability index [18]) for the conventional asphalt mixture and HMAC.Figure 8
(a)
Dynamic stability of HMAC with different additives
(b)
Elative deformation parameters of HMAC with different additives
(c)
Comprehensive stability index of HMAC with different additivesAs seen from Figures8(a)–8(c), dynamic stability and complex stability index of HMAC were bigger than those of conventional mix. Meanwhile, relative deformation of HMAC was much smaller than that of conventional mixture, which means that HMAC is a fine pavement material with good high temperature performance. Moreover, dynamic stability of HMAC-20 and HMAC-25 was larger than that of HMAC-16.(1) Dynamic stability of high modulus asphalt concrete (PRM, PRS, and RA) has greatly improved, far larger than that of matrix asphalt mixture, almost 3~4 times that of ordinary asphalt mixture; dynamic stability of HMAC (RA) has also improved, but the improving effect is less obvious than those of high modulus asphalt concrete (PRM, PRS).(2) Similarly, the comprehensive stability index of high modulus asphalt concrete (PRM, PRS, and RA) is also greatly improved compared with ordinary asphalt mixture. However, the improving effect of RA is not obvious as that of high modulus asphalt concrete (PRM, PRS).(3) Relative deformation of matrix asphalt mixture and RA mixture is much larger than that of high modulus asphalt concrete (PRM, PRS), and the relative deformation of matrix asphalt mixture is basically the same as that of RA mixture.(4) Dynamic stability of HMAC-20 and HMAC-25 is greater than that of HMAC-16, whereas comprehensive stability index is smaller than that of HMAC-16, suggesting that rutting resistance of HMAC-25 and HMAC-20 is better than that of HMAC-16.To sum up, high modulus asphalt concrete has better dynamic stability, with larger comprehensive stability index and smaller relative deformation, indicating that HMAC has good rutting resistance at high temperature. This is mainly because both asphalt and mixture are modified by additives. Shearing force of dry mixed aggregate will make high modulus additives dispersed evenly in the mixture, mechanical embedded crowded, reinforced, and cemented, and road performance improved. The improvement effect is more obvious with the increase of dosage.In addition, dynamic stability and the comprehensive stability index of HMAC (HMAC–20, HMAC-25) are bigger than those of HMAC-16, whereas relative deformation is much smaller than that of HMAC-16, concluding that proposed gradation design for HMAC-20 and HMAC–25 can improve the high temperature rutting resistance of asphalt mixture.Combined with the experimental results, HMAC common values for dynamic stability (≥8000 N/mm) are recommended.


## 3.2.2. Shear Strength Evaluation Standard

Shear strengths of mixture with different additives were determined at three different temperatures (15, 20, and 60°C), as shown in Figures9(a)–9(c).Figure 9
(a)
Shear strength at 15°C
(b)
Shear strength at 20°C
(c)
Shear strength at 60°CShear strengths of specimen with additives increased by 19%, 51%, and 67% at 15, 20, and 60°C compared to conventional mixture without additives, which means additives can improve the shear behavior of asphalt mixture.What is more, shear strengths decrease with the increase of temperature. Shear strengths of specimen with additives increased by 15%~23%, 38%~64%, and 76%~97% at 15, 20, and 60°C compared to conventional mixture without additives, suggesting that the higher the temperature, the larger the shear strength.Figures9(a)–9(c) also show that shear strengths among HMAC-16, HMAC-20, and HMAC-25 are almost the same, which means that nominal maximum aggregate size has limited influences on shear behavior of HMAC.Combined with performance index of dense gradation mixture, uniaxial shear test at 60°C was recommended to evaluate the shear behavior of HMAC and the common values for shear behavior at different temperatures (15, 20, and 60°C) were proposed as shown in Table9.Table 9
Common values of shear strength.
Temperature
Shear strength (MPa)
15°C
7.5~9.0
20°C
5.5~7.0
60°C
0.8~1.2


## 3.3. Low Temperature Performance Evaluation

As can be seen from Figure10, maximum bending strain of HMAC-16 is greater than those of HMAC-20 and HMAC-25, suggesting that nominal maximum aggregate size has evident influences on low temperature performance. Effects of additive dosage on low temperature performance are shown in Figure 11.Figure 10
The maximum flexure tensile strain of asphalt mixture.Figure 11
The maximum flexure tensile strain of asphalt mixture with different dosage of additive.Figure12 shows that the maximum failure strain of HMAC decreased when dosage of additive increased. Maximum failure strain decreased by 34.9% when the percentage of PRS was 0.8% (mass ratio between PRS and mixture) and it decreased by 25.4% when the percentages of RA was 0.8% (mass ratio between RA and mixture), which means that modifier of mixture can reduce the low temperature crack resistance. Thus, dosage or type of the modifier can be chosen based on high temperature stability, and low temperature anticracking performance can just meet the basic requirements.Figure 12
Residual stability of HMAC.It is hard to take both high and low temperature performance of asphalt mixture into account. Therefore, performance of modified asphalt mixture should be examined according to the modifying purpose, meaning that the low temperature performance can just meet conventional standard as the main modifying purpose is to improve the high temperature performance.


## 3.4. Water Stability Evaluation

Results for immersing Marshall test and freeze-thaw splitting strength are shown in Figures12 and 13. The change trend of residual stability was in accordance with that of freeze-thaw split intensity ratio. The ranking among the three mixes is HMAC-16, HMAC-20, and HMAC-25 from superior to inferior. HMAC-16 with optimum asphalt content produced larger mineral aggregate surface with the increasing of interacted aggregate superficial area. Moreover, cohesion of HMAC-16 was higher than those of HMAC-25 and HMAC-20, which means that HMAC-16 has better water stability.Figure 13
Freeze-thaw split intensity ratio of HMAC.It is believed that the following factors were important and potential to impact water stability of HMAC: (1) additives of asphalt mixture (PRS, PRM, ZQ, and RA); (2) skeleton dense structure of the mixture gradations; (3) alkaline aggregate (limestone). The main purpose of HMAC is to improve the high temperature stability. Thus, there are no special requirements for water stability as long as it meets the standard for conventional mixture.


## 3.5. HMAC Performance Evaluation System

On the basis of the experimental results and relevant specifications, the HMAC performance evaluation system was put forward as shown in Table10. Rutting test at the 60°C of temperature is adopted to evaluate high temperature performance, the uniaxial penetration test is adopted to evaluate the shear performance, modulus test is adopted to evaluate the dynamic and static modulus, low temperature bending test is adopted to evaluate low temperature performance, and water stability test is adopted to evaluate retained Marshall stability and freeze-thaw split intensity ratio. On the whole, high temperature performance, shear performance, and modulus refer to evaluation system of HMAC (high modulus asphalt concrete) performance, technical indexes of low temperature performance adopt conventional asphalt mixture standard, and water stability adopts modified bitumen mixture standard [19, 20].Table 10
Comprehensive evaluating system of HMAC performance.
Evaluation index
HMAC-16, HMAC-20
HMAC-25
Test methods
Dynamic stability (N/mm)
≥8000
≥8000
JTJ T0719
Shear strength (MPa)
15°C
7.5~9.0
7.5~9.0
JTGE40-2007-T0134
20°C
5.5~7.0
5.5~7.0
60°C
0.8~1.2
0.8~1.2
Static modulus (MPa)
15°C
2600~3000
2300~2700
ASTM D1074 (rate of 2 mm/min)
20°C
2000~2400
1800~2200
60°C
450~650
400~600
Dynamic modulus (MPa)
15°C
18000~23000
16000~20000
AASHTO TP 62-03
20°C
14000~18000
14000~16000
60°C
2600~3200
1800~2400


## 4. Conclusions

This study provides an experimental investigation on the performance of high modulus asphalt concrete, including the uniaxial compression test, simple performance tests (SPT), wheel tracking test, the uniaxial penetration test, the bending test, freeze-thaw splitting strength test, and immersion Marshall test [21, 22]. The tests were performed on HMAC-16, HMAC-20, and HMAC-25 and the following conclusions can be drawn:(1) The uniaxial compression results show that temperature has significant effects on static modulus and it is significant at higher temperature. Moreover, modulus of HMAC-20 is superior to those of HMAC-16 and HMAC-25.(2) The dynamic modulus (E∗) results show that dynamic modulus of HMAC is larger than that of conventional asphalt mixture regardless of load frequency and temperature.(3) Wheel tracking test shows that high temperature performance of HMAC is better than that of conventional mixture and high temperature performance of HMAC-25 and HMAC-20 is superior to that of HMAC-16. Common values of HMAC dynamic stability (≥8000 N/mm) are recommended, and correlation between dynamic modulus and static modulus of HMAC is proposed combined with the effect of different modifier contents on the dynamic stability of HMAC.(4) Low temperature anticracking performance and water stability do not need special requirements as long as they meet the specification.(5) Nominal maximum aggregate size has limited influence on shear behavior of HMAC. Uniaxial shear test is recommended to evaluate the shear behavior of HMAC and the common values of HMAC shear behavior are proposed.(6) The common values of HMAC performance are proposed based on pavement performance tests. It is expected that further analysis of more samples will be significant in evaluation system of HMAC performance.



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*Source: 7236153-2017-05-21.xml*