Mechanistic Fatigue Performance Evaluation of Stone Mastic Asphalt Mixtures: Effect of Asphalt Performance Grade and Elastic Recovery
Abstract
:1. Introduction
2. Experimental Program and Analysis Methods
2.1. Material and Mix Design
2.2. Testing Protocol and Analysis Methods
2.3. Specimen Preparation
2.4. Testing Protocol
2.5. Analysis Method
3. Discussion of Results
3.1. Asphalt Elastic Recovery
3.2. Dynamic Modulus Test of the SMA Mixtures
3.3. Direct Tension Cyclic Fatigure Test of SMA Mixtures
3.4. Damage Characteristic Curve and Failure Criteria of SMA Mixtures
3.5. Cyclic Fatigue Index Parameter (Sapp) of SMA Mixtures
3.6. Relationship between Asphalt Elastic Recovery, Nf, and Sapp
4. Conclusions
- (1)
- When a modifier was added to straight asphalt, the initial shear strain decreased, and the recoverable shear strain increased. The sensitivity analysis showed that elastic recovery increased by approximately 21% for each 1% increase in polymer additive content.
- (2)
- The rubber-based PG 76-28 asphalt was evaluated to have the lowest initial strain (245) and the highest elastic recovery (83.67%) among the six types of asphalt.
- (3)
- Even with the modified asphalt of the same PG 76-22 rating, a significant difference was observed in the elastic recovery depending on the performance of the modifier.
- (4)
- Determining the appropriate modifier amount for elastic recovery testing was possible when rubber-based modifiers were used. Thus, this can be utilized as a quality control test for modified asphalt.
- (5)
- When a rubber-based modifier was used in straight asphalt, the elastic modulus increased at high temperatures and decreased at low temperatures, thereby enhancing resistance to plastic deformation in the summer and reducing low-temperature cracking in the winter.
- (6)
- In the Sapp evaluation according to the PG of the 10 mm SMA mixture, PG 76-28 was rated as the highest with an E-grade of 36.5, while PG 76-22A and PG 82-22 were rated as V-grade with 33.7 and 32.3, respectively. The remaining PGs, PG 76-22B, PG 76-22C, and PG 64-22, were evaluated as S-grade with the lowest scores of 23.4, 22.3, and 17.0, respectively.
- (7)
- The correlations between the Sapp and the modified asphalt elastic recovery, and between the Sapp and the number of direct tension cycles to failure of the mixture, were evaluated to be 0.87 and 0.76, respectively.
- (8)
- When applying the permissible heavy vehicle traffic and congestion rating criteria of Sapp, the elastic recoveries of modified asphalt in the H, V, and E sections of a 10 mm SMA mixture were approximately 30%, 65%, and 98% respectively. The number of direct tension cycles to failure of the mixture was evaluated to be at least 13,000, 34,000, and 89,000 cycles or higher, respectively, for 330 µε using an on-specimen LVDT.
Author Contributions
Funding
Institutional Review Board Statement
Data Availability Statement
Conflicts of Interest
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Item | True Density (g/cm3) | Density in Saturated Surface Dry Condition (g/cm3) | Density in Absolute Dry Condition (g/cm3) | Absorption Rate (%) | Abrasion Loss (%) |
---|---|---|---|---|---|
Criterion | - | - | Above 2.5 | Below 3.0 | Below 30 |
Coarse Aggregate | 2.706 | 2.659 | 2.631 | 1.061 | 21.5 |
Fine Aggregate | 2.614 | 2.600 | 2.591 | 0.328 | - |
List of Mix Design | Criteria | Results | ||
---|---|---|---|---|
PG64-22 | PG76-22/28 | PG82-22 | ||
Asphalt Binder Content (%) | above 6.6 | 6.9 | ||
Design Air Void (%) | 2–4 | 3.2 | 3.0 | 2.8 |
Design VMA (%) | above 18 | 18.9 | 18.8/18.7 | 18.0 |
Design VFA (%) | above 75 | 83.2 | 84.0 | 88.3 |
Drain Down (%) | below 0.3 | 0.12 | 0.14 | 0.18 |
Dynamic Stability (cycles/mm) | above 2500 | 352 | 6721/7417 | 12,378 |
Aged (Criterion) | Unit | PG62-22 | PG76-22A | PG76-22B | PG76-22C | PG76-28 | PG82-22 |
---|---|---|---|---|---|---|---|
Orig. G*/sinδ (1.0 ↑) | kPa | 1.35 (64 °C) | 1.57 (76 °C) | 1.29 (76 °C) | 2.26 (76 °C) | 1.91 (76 °C) | 2.45 (82 °C) |
0.64 (70 °C) | 1.00 (82 °C) | 0.78 (82 °C) | 1.22 (82 °C) | 1.26 (82 °C) | 1.08 (88 °C) | ||
RTFO G*/sinδ (2.2 ↑) | kPa | 2.43 (64 °C) | 2.33 (76 °C) | 2.28 (76 °C) | 2.77 (76 °C) | 2.32 (76 °C) | 4.32 (82 °C) |
1.14 (70 °C) | 1.42 (82 °C) | 1.36 (82 °C) | 1.57 (82 °C) | 1.50 (82 °C) | 2.66 (88 °C) | ||
PAV G* × sinδ (5000 ↓) | kPa | 2815 (25 °C) | 1266 (31 °C) | 1926 (31 °C) | 2748 (31 °C) | 542 (28 °C) | 1998 (34 °C) |
Stiffness (300 ↓) | MPa | 145 (−12 °C) | 175 (−12 °C) | 224 (−12 °C) | 174 (−12 °C) | 40 (−18 °C) | 152 (−12 °C) |
m-value (0.3 ↑) | - | 0.33 (−12 °C) | 0.31 (−12 °C) | 0.30 (−12 °C) | 0.32 (−12 °C) | 0.32 (−18 °C) | 0.33 (−12 °C) |
Sapp Parameters | PG62-22 | PG76-22A | PG76-22B | PG76-22C | PG76-28 | PG82-22 |
---|---|---|---|---|---|---|
3.03 | 3.71 | 3.54 | 3.75 | 4.17 | 4.22 | |
2.408 | 2.444 | 2.546 | 2.551 | 2.424 | 2.499 | |
5,773,000 | 6,739,000 | 6,163,000 | 6,330,000 | 4,344,000 | 5,788,000 | |
C11 | 0.0147 | 0.0143 | 0.0068 | 0.0057 | 0.0154 | 0.0071 |
C12 | 0.352 | 0.332 | 0.399 | 0.416 | 0.336 | 0.387 |
0.67 | 0.77 | 0.66 | 0.69 | 0.83 | 0.76 |
Traffic (Million ESALs) | Saap Limits | Grade | Designation |
---|---|---|---|
<10 | Saap > 8 | Standard | S |
10≤, ≤30 | Saap > 24 | Heavy | H |
>30 | Saap > 30 | Very Heavy | V |
>30, slow traffic | Saap > 36 | Extremely Heavy | E |
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Lee, J.; Lee, S.; Hwang, Y.; Kwon, O.; Yeon, G. Mechanistic Fatigue Performance Evaluation of Stone Mastic Asphalt Mixtures: Effect of Asphalt Performance Grade and Elastic Recovery. Polymers 2024, 16, 2414. https://doi.org/10.3390/polym16172414
Lee J, Lee S, Hwang Y, Kwon O, Yeon G. Mechanistic Fatigue Performance Evaluation of Stone Mastic Asphalt Mixtures: Effect of Asphalt Performance Grade and Elastic Recovery. Polymers. 2024; 16(17):2414. https://doi.org/10.3390/polym16172414
Chicago/Turabian StyleLee, Jongsub, Sungjin Lee, Yujoong Hwang, Ohsun Kwon, and Gyumin Yeon. 2024. "Mechanistic Fatigue Performance Evaluation of Stone Mastic Asphalt Mixtures: Effect of Asphalt Performance Grade and Elastic Recovery" Polymers 16, no. 17: 2414. https://doi.org/10.3390/polym16172414