Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (4): 1045-1057.doi: 10.13229/j.cnki.jdxbgxb.20220699

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Thermal contraction deformation behavior of asphalt mixture overlay with coordination of unbound aggregate layer

Tong-tong WAN1(),Hai-nian WANG1(),Wen-hua ZHENG1,Po-nan FENG1,Yu CHEN1,Chen ZHANG2   

  1. 1.Key Laboratory for Special Area Highway Engineering of Ministry of Education，Chang'an University，Xi'an 710064，China
    2.School of Energy and Architecture，Xi'an Aeronautical Institute，Xi'an 710077，China
  • Received:2022-05-23 Online:2024-04-01 Published:2024-05-17
  • Contact: Hai-nian WANG E-mail:wantongtong@chd.edu.cn;wanghn@chd.edu.cn

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Abstract:

To reveal the coordinated deformation mechanism of temperature shrinkage between unbound aggregate base layer and asphalt mixture overlay， the dynamic and static strain acquisition system was adopted to obtain the thermal contraction strain of asphalt mixture layer in real time. And the continuum-discrete coupling model of composite structure was constructed based on PFC6.0 Suite and FLAC3D software. The macro- and meso-response law of unbound aggregate layer and asphalt mixture overlay were investigated. The results show that the continuous-discrete coupling model has higher consistency with the laboratory test than the continuum model， and the relative error of temperature shrinkage coefficient is 8.1%. The thermal strain-time curves of asphalt mixture and its composited specimens exhibit a nonlinear change law of first fast and then slow. And the asphalt mixture types and cooling temperature differences have little effect on the constraint action of unbound aggregate layer. The temperature shrinkage deformation occurred within the first hour， where the asphalt mixture layer gradually changed from "warp" to "gentle". The coordinated deformation between unbound aggregate base layer and asphalt mixture layer can be realized by particle contact recombination， the inwardly extruded movement of particles， loose on both ends and the middle compaction. In this paper， the coordinated deformation mechanism of temperature shrinkage was revealed from the macroscopic strain response， voids， coordination number and three-dimensional fabric change. A theoretical foundation for researching low temperature cracking resistant of asphalt pavement with unbound aggregate base layer can be improved.

Key words: road engineering, coordinated deformation, FEM-DEM coupling, thermal cracking, unbound aggregate, mesoscopic response

CLC Number: 

  • U416

Table 1

Gradation of unbound aggregate materials"

筛孔孔径/mm设计级配/%筛孔孔径/mm设计级配/%
31.5100.02.3620.8
26.5100.01.1813.2
19.080.60.68.5
16.072.00.35.4
13.263.60.153.5
9.551.30.0752.2
4.7532.7

Table 2

Gradation of asphalt mixtures"

筛孔孔径/mmSMA13AC16AC20
26.5100.0100100.0
19.010010096.0
16.010097.285.0
13.298.082.071.2
9.564.069.060.7
4.7531.448.840.9
2.3621.832.130.2
1.1817.024.022.0
0.614.816.316.3
0.313.113.211.2
0.1511.78.68.6
0.07510.54.25.2

Table 3

Technical specifications of emulsified asphalt for interlayer bonding"

指标类型性能指标（Ⅰ型）指标值
破乳速度快裂、中裂和慢裂慢裂
黏度/S8~2020
筛上残留物/%≤0.10.05
蒸发残留物溶解度/%≥5050
粒子电荷非离子（+）非
贮存稳定性（5 d）≥3060
固含量/%≥50≥50

Fig.1

Molding diagram of composite structure specimen"

Fig.2

Thermal contraction tests"

Fig.3

Schematic diagram of composite structure specimen simulation model"

Table 4

FLAC model parameters of specimen materials"

材 料力学参数温缩参数
弹性模量E/MPa泊松比/υ内摩擦角φ/（°）内聚力c/kPa导热系数/［W·（m·K）-1］热容量/［J·（kg·℃）-1］
SMA137 5000.25//1.361 080
AC168 5000.25//1.33980
AC209 0000.25//1.22900
级配碎石2800.3537.469.11.20600

Table 5

Discrete element model parameters of unbound aggregates layer and inter bonding layer"

类 别参 数数 值
级配碎石颗粒参数颗粒密度/（kg·m-3）2 600
阻尼比0.7
空隙率0.24
粘结层颗粒参数颗粒密度/（kg·m-3）2 200
阻尼比0.7
空隙率0.01
平行粘结有效模量/MPa100
法向粘结强度/MPa100
切向粘结强度/MPa100
接触刚度比1.0
摩擦因数0.35
线性接触参数有效模量/MPa450
接触刚度比1.4
摩擦因数0.45

Fig.4

Elastic-plastic model of unbound aggregates"

Fig.5

Triaxial shear test of unbound aggregates"

Fig.6

Thermal contraction ctrain law"

Table 6

Thermal Contraction Coefficient of Asphalt Mixture and its Combination"

沥青混合料类型温缩系数/（10-6·℃-1）限制应变系数
10~0 ℃10~-10 ℃10~-20 ℃10~0 ℃10~-10 ℃10~-20 ℃
SMA13-1/5处36.24142.8
SMA13-3/5处32.337.839.5
均值34.239.442.1
SMA13组合试件-1/5处30.836.238.4

0.12

0.12

0.13

SMA13组合试件-3/5处29.333.634.7
均值30.134.936.6
AC16-1/5处29.332.838.7
AC16-3/5处26.627.729.8
均值28.030.234.3
AC16组合试件-1/5处26.327.631.2

0.11

0.12

0.13

AC16组合试件-3/5处23.625.628.3
均值25.026.629.7
AC20-1/5处25.326.631.0
AC20-3/5处21.120.923.6
均值23.223.727.3
AC20组合试件-1/5处22.320.326.4

0.10

0.17

0.11

AC20组合试件-3/5处19.518.822.3
均值20.919.624.2

Fig.7

Composite structure specimens of SMA13"

Table 7

Strain error of temperature shrinkage coefficient of specimens with different models"

温缩试验温缩系数/（10-6·℃-1）
SMA13AC16AC20
10 ℃20 ℃30 ℃10 ℃20 ℃30 ℃10 ℃20 ℃30 ℃
室内组合试件-1/5处30.836.238.426.427.631.222.318.824.0
室内组合试件-3/5处29.333.634.723.625.628.319.520.326.4
FEM-DEM耦合模型-1/5处32.637.337.326.929.030.121.420.025.2
FEM-DEM耦合模型-3/5处29.634.034.124.526.527.519.218.022.7
相对误差-1/5处/%-5.8-3.12.7-1.9-4.93.73.8-6.4-5.1
相对误差-3/5处/%-1.2-1.21.9-3.9-3.52.61.56.58.1
FEM-MC模型-1/5处33.437.740.829.331.232.024.622.928.3
FEM-MC模型-3/5处30.535.736.627.129.530.822.120.826.5
相对误差-1/5处/%-8.4-4.1-6.3-11.2-12.7-2.5-10.7-21.5-18.0
相对误差-3/5处/%-4.1-6.3-5.4-14.9-15.1-8.9-13.4-2.4-0.5
FEM-Linear模型-1/5处36.338.941.529.832.133.324.923.329.3
FEM-Linear模型-3/5处32.737.537.726.829.030.021.920.525.8
相对误差-1/5处/%-17.9-7.5-8.2-13.0-16.3-6.8-11.8-23.7-22.3
相对误差-3/5处/%-11.6-11.6-8.5-13.7-13.0-6.2-12.3-0.82.2

Fig.8

Distribution of collection points for thermal shrinkage deformation"

Fig.9

Temperature shrinkage deformation of combined structure at transverse and longitudinal monitoring points"

Fig.10

Schematic diagram of particle displacement vector of unbound aggregate layer at different time stages"

Fig.11

Void change in unbound aggregate layer"

Fig.12

Coordination number changing law of unboundaggregate layer"

Fig.13

Particles contact changes of unbound aggregate layers in different states"

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