Performance Deterioration of Asphalt Mixture under Chloride Salt Erosion
Abstract
:1. Introduction
2. Materials
2.1. Asphalt Binder
2.2. Aggregates
2.3. Snow-Melting Salt
2.4. Asphalt Mixture Preparation
2.5. Optimal Asphalt Content
3. Methods
3.1. High-Temperature Stability
- Step 1: specimen pretreatmentAsphalt mixture specimens were put into water and sodium chloride solution (6%, 12%, 18%, and 24%), in which three specimen replicates should be immersed by liquid to make the specimens fully saturated. After 7 days of full submersion, the asphalt mixture specimens were taken out and placed in the dry place for 1 day;
- Step 2: temperature control of specimenThe uniaxial creep test temperature was set as 50 °C, and pretreated asphalt mixture specimens were put into a temperature control chamber for at least 4 h;
- Step 3: uniaxial creep testAfter the asphalt mixture specimen was coupled with the upper and lower pressure plates, the LVDT sensors were connected and the test parameters were set, that is, the axial stress was 10% (0.2 MPa) of the failure load, and the loading time was 2700 s. In order to eliminate the contact voids, the preload of 300 s with the stress of 10 kPa (5% of the test loading stress) was applied before the test.
3.2. Low-Temperature Crack Resistance
- Step 1: specimen pretreatmentThe specimen pretreatment of low-temperature IDT test is similar to that of the above high-temperature uniaxial creep test;
- Step 2: temperature control of specimenThe pretreated asphalt mixture specimens were put into a constant temperature chamber of −10 °C for at least 6 h;
- Step 3: IDT testLow-temperature IDT test of pretreated Marshall asphalt mixture specimens was carried out by using a pavement material strength tester, and the time from taking specimens out the chamber to the end of test should not exceed 45 s.
3.3. Water Stability
- Step 1: specimen pretreatmentThe solution involved in the freeze-thaw test would be replaced by chloride solution of different concentrations, such as saturated water and water bath, etc.;
- Step 2: freeze-thaw splitting testThe saturated asphalt mixture specimens were put into plastic bags with 10 mL chloride solution, and then stored in the refrigerator at the required temperature for 16 h. After that, the asphalt mixture specimens were put into the water bath for 24 h. Four specimen replicates should be prepared for each group of sodium chloride solutions. After the freeze-thaw cycle, the splitting test was carried out, as described above.
4. Results and Discussion
4.1. High-Temperature Stability
4.1.1. Uniaxial Compressive Creep Test Results of AC-16
- Stage I: preloading stageIn stage I, the slopes of creep strain curves are larger, and the loading time is shorter. The creep curves are almost perpendicular to the abscissa axis and an approximate straight line. This is as asphalt mixture, as a kind of viscoelastic material, is subjected to vertical load, showing instantaneous elastic performance in a short time, and has a high deformation rate.
- Stage II: constant loading stageIn stage II, the creep strain curves are relatively gentle, and the slope changes little. Meanwhile, the creep strain of the asphalt mixture specimens increases gradually with the increase in loading time, which is also called the stable stage.
- Stage III: unloading stageThe deformation of the asphalt mixture specimens has obvious recovery. This is due to the viscoelastic characteristics of asphalt mixture, when the constant loading disappears, the instantaneous elastic deformation of the asphalt mixture will gradually recover with time, and the viscous flow deformation will become a permanent deformation.
4.1.2. Creep Model Analysis Based on Burgers Model and Modified Burgers Model
4.2. Low-Temperature Crack Resistance
4.3. Water Stability
4.4. Freeze-Thaw Resistance
5. Conclusions
- (1)
- With the increase in chloride salt solution concentration, the high-temperature stability, low-temperature crack resistance, and water stability of asphalt mixture decrease. Moreover, the high-temperature stability, low-temperature crack resistance, and water stability of the asphalt mixture show a decreasing trend under different chloride salt solution concentrations following a negative cubic polynomial function;
- (2)
- The instantaneous elastic modulus (E1) and the permanent deformation (η1 and AB) decrease following a negative cubic polynomial function. In addition, chloride salt solution could reduce the ability of the asphalt mixture to resist instantaneous elastic deformation and permanent deformation, and this influence will become more obvious with an increase in chloride salt solution concentration;
- (3)
- In this study, the salt freeze-thaw cycle test was used to simulate the long-term effect of snow melting chloride salt on asphalt pavement. The IDT strength of asphalt mixtures decreases with the increase in salt freeze-thaw cycles, presenting a negative cubic polynomial decreasing trend. In the early stage of freeze-thaw cycles, the splitting tensile strength of asphalt mixture decreases rapidly, then tends to be flat, and finally decreases quickly again.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Test Items | Units | Index | Requirements |
---|---|---|---|
Penetration @ 25 °C | 0.1 mm | 75 | 60~80 |
Penetration index (PI) | - | −1.77 | −1.8~+1.0 |
Ductility @ 10 °C | cm | 25.4 | ≥20 |
Ductility @ 15 °C | cm | >100 | ≥100 |
Softening point (R&B) | °C | 46.7 | ≥43 |
Brookfield viscosity @ 135 °C | Pa∙s | 0.527 | - |
Brookfield viscosity @ 60 °C | Pa∙s | 0.793 | - |
Particle Size (mm) | 16 | 13.2 | 9.5 | 4.75 |
Bulk density (g/cm3) | 2.851 | 2.856 | 2.811 | 2.768 |
Saturated surface-dry density (g/cm3) | 2.875 | 2.886 | 2.833 | 2.808 |
Apparent density (g/cm3) | 2.915 | 2.944 | 2.905 | 2.876 |
Water absorption (%) | 0.96 | 1.02 | 1.28 | 1.48 |
Weared stone value (%) | Average: 8.41 | |||
Flat and elongated particle content (%) | Average: 7.66 | |||
Crushed stone value (%) | Average: 19.81 |
Particle Size (mm) | 2.36 | 0~2.36 |
Bulk density (g/cm3) | 2.727 | 2.215 |
Saturated surface-dry density (g/cm3) | 2.769 | 2.751 |
Apparent density (g/cm3) | 2.842 | 2.827 |
Water absorption (%) | 1.49 | 1.55 |
Test Items | Index | Requirements |
---|---|---|
Apparent specific density | 2.763 | ≥2.450 |
Hydrophilic coefficient | 0.87 | <1 |
Water absorption (%) | 0.91 | ≤1 |
Passing percentage <0.6 mm (%) | 100.0 | >98.6 |
Passing percentage <0.15 mm (%) | 92.4 | >78.5 |
Passing percentage <0.075 mm (%) | 75.5 | >62.2 |
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Wang, F.; Qin, X.; Pang, W.; Wang, W. Performance Deterioration of Asphalt Mixture under Chloride Salt Erosion. Materials 2021, 14, 3339. https://doi.org/10.3390/ma14123339
Wang F, Qin X, Pang W, Wang W. Performance Deterioration of Asphalt Mixture under Chloride Salt Erosion. Materials. 2021; 14(12):3339. https://doi.org/10.3390/ma14123339
Chicago/Turabian StyleWang, Fuyu, Xingyuan Qin, Weichen Pang, and Wensheng Wang. 2021. "Performance Deterioration of Asphalt Mixture under Chloride Salt Erosion" Materials 14, no. 12: 3339. https://doi.org/10.3390/ma14123339