Effect of Fractured Aggregate Particles on Linear Stress Ratio of Aggregate and Resilience Properties of Asphalt Mixes—A Way Forward for Sustainable Pavements
Abstract
:1. Introduction
- Proposing a new parameter “linear stress ratio” (LSR), i.e., linear stress (Pi)/maximum stress (Pmax), for quality control in aggregate selection for asphalt mixes.
- Determining the effect of fractured aggregate particles (FAPs) on
- Friction angle and linear stress ratio of aggregates;
- Stability, indirect tensile strength (ITS) and resilient modulus of the asphalt mixes.
- Determining the relation of friction angle and linear stress ratio of aggregate with resilience properties of asphalt mixes.
2. Materials and Methods
2.1. Aggregate
- Place the aggregate particles of different samples on the horizontal surface and select the aggregate with fewer edges with angles less than 45° (2D view of Figure 1).
- Make the manual arrangement of aggregate particles with possible dense packing and draw possible shear planes as observed from the top view. Select the sample with fewer shear planes (2D view of Figure 2).
- Make the contour of side view of 3D cavity obtained by pressing the particle in wet plaster of Paris as shown in Figure 3. Select the sample with the higher number of projections observed in the contour line of the surface of particles.
Direct Shear Test
2.2. Asphalt Binder
2.3. Asphalt Mixes
Marshall Mix Design
2.4. Indirect Tensile Strength (ITS) Test
- St = indirect tensile strength of specimen (kPa);
- P = maximum value of load taken by specimen before failure (N);
- D = diameter of specimen (mm);
- T = thickness of specimen (mm).
2.5. Resilient Modulus (MR) Test
- MR = total resilient modulus, MPa;
- t = thickness of specimen, mm;
- μ = total Poisson’s ratio (calculated using Equation (3));
- Pcyclic = peak cyclic load applied to the specimens, N;
- Pcyclic = Pmax − Pcontact;
- Pmax = maximum applied load, N;
- Pcontact = contact load, N;
- = total recoverable horizontal deformation, mm;
- .
3. Results
3.1. Aggregate Test Results
3.2. Asphalt Binder Test Results
3.3. Asphalt Mix Test Results
4. Discussion
5. Conclusions
- The shapes of aggregate particles having small angles between edges proved to be a significant factor in the increase in interlocking between particles resulting in an increase in resilience and friction angle of the aggregate, as seen in the case of D-4 gradation.
- A new parameter for aggregate quality, “linear stress ratio” (LSR), i.e., Pi/Pmax, is proposed. LSR is proved to be superior to the conventionally used friction angle parameter, ϕ, due to its incorporation of both elastic (by Pi) behavior and frictional (by Pmax) behavior of aggregate. The elastic and frictional properties of aggregate are strongly related to the stability and resilience properties of asphalt mixes.
- It was observed that a 15.5% increase in fractured particles (by mass) caused:
- ○
- A 19.5% increase in the angle of internal friction (ϕ) and a 70.7% increase in the linear stress ratio of the aggregate due to enhancement in interlocking between particles.
- ○
- Increases of 29.4% and 36% in total resilient modulus (MRT) for 0.1 and 0.3 s load durations and corresponding instantaneous resilient modulus (MRI) increases of 34.2% and 24.5% for 0.1 and 0.3 s load durations of vehicles on asphalt pavements.
- ○
- Increases of 11.5% and 21.3% in Marshall stability and indirect tensile strength (ITS), respectively.
- ○
- An increase in linear viscoelastic deformation from 54.6 to 68.2% and a decrease in nonlinear viscoelastic deformation from 45.4 to 31.8% as a way forward towards sustainability and durability of flexible pavements.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
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Test | Standard | Result |
---|---|---|
Flakiness index (%) | ASTM D4791 [81] | 6.42 |
Elongation index (%) | ASTM D4791 [81] | 18.48 |
Los Angeles abrasion value (%) | ASTM C131 [82] | 27.02 |
Water absorption (%) | ASTM C127 [83] | 0.31 |
Soundness (%) | ASTM C88 [84] | 0.25 |
Uncompacted voids (%) | ASTM C1252 [85] | 41 |
Sand equivalent (%) | ASTM D2419 [86] | 78 |
Gradation | Fractured Particles (% by Wt.) | Maximum Density (kg/m3) | Maximum ϕ (Deg) |
---|---|---|---|
D-4 | 90 | 2508 | 56 |
SP-B | 83 | 2478 | 53.06 |
D-5 | 78 | 2489 | 48.9 |
MS-2 | 74.5 | 2499 | 46.8 |
Parameter | Standard | Result | |||||
---|---|---|---|---|---|---|---|
S1 | S2 | S3 | Average | SD | CV | ||
Penetration (0.1 mm) | ASTM D5 [67] | 44 | 45 | 46 | 45 | 0.76 | 1.70 |
Softening Point (°C) | ASTM D36 [68] | 50.5 | 51.5 | 50.0 | 50.7 | 0.76 | 1.51 |
Ductility (cm) | ASTM D113 [69] | 123 | 121 | 124 | 123 | 1.53 | 1.25 |
Flash Point (°C) | ASTM D92 [70] | 331 | 334 | 333 | 333 | 1.50 | 0.45 |
Solubility (%) | ASTM D2042 [87] | 99.94 | 99.85 | 99.96 | 99.92 | 0.06 | 0.06 |
Test | Parameter | Result | |||
---|---|---|---|---|---|
S1 | S2 | S3 | Average | ||
RV | Viscosity at 125 °C (cP) | 825.0 | 817.0 | 830.0 | 824.0 |
Viscosity at 135 °C (cP) | 452.0 | 465.0 | 485.0 | 467.3 | |
Viscosity at 145 °C (cP) | 277.0 | 295.0 | 288.0 | 286.7 | |
Viscosity at 155 °C (cP) | 190.0 | 194.0 | 185.0 | 189.7 | |
Viscosity at 165 °C (cP) | 123.0 | 127.0 | 121.0 | 123.7 | |
Viscosity at 175 °C (cP) | 85.0 | 82.0 | 87.0 | 84.7 | |
Viscosity at 185 °C (cP) | 61.0 | 62.0 | 63.0 | 62.0 | |
DSR | True Grade Temperature (°C) (Original) | 72.0 | 71.5 | 72.5 | 72.0 |
True Grade Temperature (°C) (RTFO) | 68.0 | 69.0 | 69.5 | 68.8 | |
True Grade Temperature (°C) (PAV) | 23.5 | 24.5 | 24.0 | 24.0 | |
BBR | BBR Low Temperature (°C) | −11.0 | −10.5 | −11.5 | −11.0 |
Performance Grade | PG 64-16 |
Mixture ID | VMA (%) | VFA (%) | Stability (kg) | OBC (%) | Flow (0.25 mm) | Unit Weight (kg/m3) | AV (%) |
---|---|---|---|---|---|---|---|
D-4 | 12.56 | 65.8 | 1401 | 3.95 | 11.9 | 2378 | 4 |
SP-B | 12.65 | 61 | 1336 | 3.82 | 13.2 | 2369 | 4 |
D-5 | 12.31 | 67.5 | 1302 | 4.17 | 13.5 | 2360 | 4 |
MS-2 | 13.67 | 66.2 | 1251 | 4.46 | 11.2 | 2349 | 4 |
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Rizvi, M.A.; Khan, A.H.; Rehman, Z.u.; Masoud, Z.; Inam, A. Effect of Fractured Aggregate Particles on Linear Stress Ratio of Aggregate and Resilience Properties of Asphalt Mixes—A Way Forward for Sustainable Pavements. Sustainability 2021, 13, 8630. https://doi.org/10.3390/su13158630
Rizvi MA, Khan AH, Rehman Zu, Masoud Z, Inam A. Effect of Fractured Aggregate Particles on Linear Stress Ratio of Aggregate and Resilience Properties of Asphalt Mixes—A Way Forward for Sustainable Pavements. Sustainability. 2021; 13(15):8630. https://doi.org/10.3390/su13158630
Chicago/Turabian StyleRizvi, Mujasim Ali, Ammad Hassan Khan, Zia ur Rehman, Zubair Masoud, and Aasim Inam. 2021. "Effect of Fractured Aggregate Particles on Linear Stress Ratio of Aggregate and Resilience Properties of Asphalt Mixes—A Way Forward for Sustainable Pavements" Sustainability 13, no. 15: 8630. https://doi.org/10.3390/su13158630