Fracture Energy Test Method and Influencing Factors of Asphalt-Aggregate Interface

doi:10.12141/j.issn.1000-565X.220821

Abstract

Abstract:

As one of the common diseases of asphalt pavement, raveling can have a great adverse effect on the durability and road performance of asphalt pavement. To solve the problem of obtaining the asphalt-aggregate interface fracture energy required for asphalt pavement raveling prediction and sensitivity analysis, this research proposed a pendulum impact test method, by which the fracture energy of asphalt-aggregate interface was obtained by conducing lateral shear impact loading on “aggregate-asphalt-aggregate” specimens, causing a negligent failure at asphalt-aggregate interface. The research also analyzed the effects of temperature, asphalt type, aggregate type, water, and mineral filler on the asphalt-aggregate interface fracture energy. The results show that the asphalt-aggregate interface fracture energy can be used as the indicator to evaluate the asphalt-aggregate interface performance, reflecting the asphalt-aggregate adhesion performance, asphalt internal cohesion performance, and the mechanical characteristics of the asphalt-aggregate interface under different temperatures and loading conditions. Temperature has a great influence on the fracture energy of the asphalt-aggregate interface. As the temperature raises, the asphalt-aggregate interface fracture energy shows an upward trend followed by a downward trend, and the adhesion of asphalt and aggregate increases gradually, while the asphalt cohesion decreases. The fracture energy of SBS modified asphalt-aggregate interface and high-viscosity asphalt-aggregate interface are significantly greater than that of 70# asphalt-aggregate interface, while the difference between the fracture energy of the two modified asphalt and aggregate is not significant except for the peak value. The effect of aggregate types on the fracture energy of the asphalt-aggregate interface has no significant rule. Water will reduce the fracture energy of the asphalt-aggregate interface at all temperatures. The addition of mineral filler to asphalt can decrease the interface fracture energy and the range of optimum F/A ratio based on asphalt mixture performance do not have a positive effect on the asphalt-aggregate interface performance probably. The fracture energy of the asphalt-aggregate interface determined by the pendulum impact test can not only serve as a test basis for evaluating the performance of the asphalt-aggregate interface, but also provide material parameters for the numerical simulation analysis of raveling, and provide a criterion for the prediction of raveling and sensitivity analysis, so as to lay the foundation for the precise design of anti-raveling asphalt pavement.

Key words: asphalt pavement, raveling, asphalt-aggregate interface, fracture energy

CLC Number:

U416.217

DENG Kailing, WANG Duanyi, FANG Qiuping. Fracture Energy Test Method and Influencing Factors of Asphalt-Aggregate Interface[J]. Journal of South China University of Technology(Natural Science Edition), 2023, 51(8): 12-20.

Figures/Tables 16

Fig.1

Table 1

Table 2

Fig.2

Table 3

Fig.3

Fig.4

Fig.5

Fig.6

Table 4

Fitting function and parameters of interface fracture energy"

试件类型	峰值温度/℃	T<峰值温度时的拟合方程	T≥峰值温度时的拟合方程
70D	50	$E f = e x p (- 2.036 - 4.028 × 10 - 4 T + 8.749 × 10 - 4 T 2)$ ， r²=0.98	$E f = e x p (6.232 - 0.168 T + 9.076 × 10 - 4 T 2)$ ， r²=0.99
SD	40	$E f = e x p (- 1.273 + 4.47 × 10 - 2 T + 2.675 × 10 - 4 T 2)$ ， r²=0.99	$E f = e x p (1.811 - 2.688 × 10 - 2 T + 1.313 × 10 - 4 T 2)$ ， r²=0.97
GD	30	$E f = e x p (- 1.594 + 3.539 × 10 - 2 T + 1.92 × 10 - 3 T 2)$ ， r²=0.99	$E f = e x p (1.778 - 2.307 × 10 - 2 T + 1.035 × 10 - 4 T 2)$ ， r²=0.94

Table 4

Fig.7

Table 5

Fig.8

Fig.9

Fig.10

Fig.11

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沥青	针入度（25 ℃，5 s，100 g）/ 0.1 mm	软化点/℃	5 ℃延度/cm	10 ℃延度/cm	薄膜加热试验残留物指标
沥青	针入度（25 ℃，5 s，100 g）/ 0.1 mm	软化点/℃	5 ℃延度/cm	10 ℃延度/cm	25 ℃针入度比/%	5 ℃延度/cm	10 ℃延度/cm
70#沥青	63	47.5		23	67		6.4
SBS改性沥青	53	81.0	31		71	22
高粘改性沥青	50	95.0	36		90	25

检测指标	试验结果	规范要求
表观相对密度	2.702	≥2.50
含水量/%	0.3	≤1
外观	无团粒结块	无团粒结块
亲水系数/cm	0.7	<1
塑性指数	无塑性	<4
加热安定性	无明显变化	实测记录
矿粉颗粒的含量/%	100.0（<0.300 mm）
	95.3（<0.150 mm）	90~100
	86.1（<0.075 mm）	75~100

试件编号	胶结料	集料	湿度条件	重复试验次数	试件总数
70G	70#基质沥青	花岗岩	干燥	3	30
70D		辉绿岩		3	30
70L		石灰岩		3	30
70B		玄武岩		3	30
SG	SBS改性沥青	花岗岩	干燥/12 h 浸水	3	60
SD		辉绿岩		3	60
SL		石灰岩		3	60
SB		玄武岩		3	60
GG	高粘改性沥青	花岗岩	干燥	3	30
GD		辉绿岩		3	30
GL		石灰岩		3	30
GB		玄武岩		3	30
SD-m	SBS改性沥青胶浆（粉胶比0.8）	辉绿岩	干燥	3	30
GD-m	高粘改性沥青胶浆（粉胶比0.8）	辉绿岩	干燥	3	30

温度/℃	显著性值
温度/℃	70G，70D，70L，70B	SG，SD，SL，SB	GG，GD，GL，GB
-10	0.083	0.728	0.417
0	0.975	0.142	0.055
10	0.953	0.001^*	0.225
20	0.566	0.000^*	0.683
30	0.221	0.214	0.387
40	0.642	0.993	0.383
50	0.098	0.058	0.805
60	0.018^*	0.481	0.376
70	0.224	0.527	0.535
80	0.953	0.487	0.424

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