Influence of Bitumen Type and Asphalt Mixture Composition on Low-Temperature Strength Properties According to Various Test Methods
Abstract
:1. Introduction
1.1. Background
1.2. Objectives
2. Materials and Methods
2.1. Materials
2.1.1. Bitumens
2.1.2. Asphalt Mixtures
2.2. Methods
2.2.1. Uniaxial Tension Tests
2.2.2. Bending Beam Test (BBT)
2.2.3. Semi-Circular Bending Test (SCB)
2.2.4. Summary of Test Methods and Tested Materials
3. Results and Discussion
3.1. Results from the Uniaxial Tension Tests and Their Analysis
3.2. Results from the Bending Beam Test (BBT) and Their Analysis
3.3. Results of Fracture Toughness from the Semi-Circular Bending Test (SCB) and their Analysis
3.4. Correlations between Strength Results Obtained from Different Methods
4. Summary and Conclusions
- The type of bitumen is a factor of crucial importance in assessment of low-temperature properties of the tested asphalt mixtures. The results from the UTST show that a polymer-modified binder not only increased the tensile strength of the mixture, but also improved the peak value from about 5.5 MPa at −10 °C for asphalt mixtures with neat bitumens to over 7 MPa at a temperature of −20 °C for the asphalt mixture with SBS-modified bitumen.
- The best low-temperature properties in the TSRST (the lowest value of failure temperature and the highest value of failure stress) were obtained for the asphalt concrete with SBS-modified bitumen 45/80–55. Other tests—the BBT and the SCB—also proved a better resistance of the asphalt mixture with SBS-modified bitumen to low-temperature cracking.
- The results of the strength reserve indicated that the best low-temperature properties were obtained for the asphalt mixture with SBS-polymer modified bitumen 45/80–55. The lowest values were obtained for the asphalt mixture with 35/50 neat bitumen.
- During the assessment of various asphalt mixture types, no important differences were observed between the TSRST results for the asphalt concrete designed for light traffic (LT) with a binder content of 5.8% by mass and for the asphalt concrete for medium traffic (MT) with a binder content of 5.6% by mass.
- The type of aggregate did influence the fracture toughness of the tested mixes. Asphalt concrete for low traffic with crushed gravel had a lower fracture toughness than the asphalt concrete for medium traffic with crushed gneiss.
- After the cooling rate investigation, it was observed that the temperature at the maximum value of strength reserve for the cooling rate of 3 °C/h (that is the highest rate under real field conditions) was lower than for the cooling rate of 10 °C/h (which was used in the TSRST procedure).
- Analysis of correlation between strength results obtained from the UTST, BBT, and SCB indicates reasonably good correlations: 0.82 (UTST versus BBT), 0.94 (UTST versus SCB), and 0.94 (SCB versus BBT).
- The main limitation of the study was related to the methodology of test methods. The UTST and TSRST tests were conducted according to EN 12697-46 standard. In the UTST, the specimen was pulled with a constant strain rate at a constant temperature until failure. The influence of strain rate on tensile strength of asphalt mixtures at low temperatures will be the purpose of further research.
Author Contributions
Funding
Conflicts of Interest
References
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Property | Type of Bitumen | ||||
---|---|---|---|---|---|
35/50 | 50/70 | 70/100 | 45/80–55 | ||
Penetration at 25 °C, 0.1 mm, acc. to PN-EN 1426 | Original | 45 | 54 | 81 | 60 |
RTFOT * | 28 | 40 | 48 | 40 | |
R&B Temperature, °C, acc. to PN-EN 1427 | Original | 53.0 | 50.8 | 47.8 | 68.6 |
RTFOT | 57.8 | 57.8 | 53.4 | 67.4 | |
Performance Grade, acc. to AASHTO M 320 | 70–16 | 64–22 | 58–22 | 70–22 | |
Fraass Breaking Point Temperature, °C, acc. to PN-EN 12593 | Original | −6 | −14 | −16 | −16 |
RTFOT | −3 | −12 | −10 | −15 |
Property | Types of Mixtures | ||
---|---|---|---|
Asphalt mixture | AC 11 S KR1 ÷ 2 | AC 11 S KR3 ÷ 4 | AC 11 W KR3 ÷ 4 |
Type of layer | wearing course | wearing course | binder course |
Type of traffic | low traffic (LT) | medium traffic (MT) | medium traffic (MT) |
Bitumen type | 50/70 | 50/70 | 35/50 |
70/100 | 45/80–55 | ||
Binder content (% by mass) | 5.8 | 5.6 | 5.6 |
Aggregate type | crushed gravel | crushed gneiss/granite | crushed gneiss |
Filler type | limestone | limestone | limestone |
Sieve size (mm) | % Passing (by mass) | ||
16 | 100 | 100 | 100 |
11.2 | 97 | 98 | 98 |
8 | 83 | 77 | 83 |
5.6 | 71 | 62 | 65 |
4 | 60 | 52 | 54 |
2 | 40 | 39 | 43 |
0.125 | 11 | 11 | 12 |
0.063 | 8 | 7.2 | 7.4 |
Asphalt Mixture and Bitumen Type | UTST | TSRST | BBM | SCB |
---|---|---|---|---|
AC 11S 70/100 LT | X | X | X | - |
AC 11S 50/70 LT | - | X | X | X |
AC 11S 50/70 MT | X | X | X | X |
AC 11S 45/80/55 MT | X | X | X | X |
AC 11W 35/50 MT | X | X | X | - |
Asphalt Mixture and Bitumen Type | Tensile Strength βt, MPa | |||||
---|---|---|---|---|---|---|
−30 °C | −20 °C | −10 °C | +5 °C | +20 °C | ||
AC 11W 35/50 MT | mean value | not tested | 4.773 | 5.277 | 3.815 | 1.080 |
st. deviation | 0.312 | 0.022 | 0.064 | 0.049 | ||
CV, % | 6.5 | 0.4 | 1.7 | 4.5 | ||
AC 11S 50/70 MT | mean value | not tested | 4.881 | 5.538 | 4.097 | 0.871 |
st. deviation | 0.120 | 0.098 | 0.162 | 0.075 | ||
CV, % | 2.5 | 1.8 | 3.9 | 8.6 | ||
AC 11S 70/100 LT | mean value | not tested | 4.675 | 5.290 | 3.269 | 0.589 |
st. deviation | 0.122 | 0.152 | 0.030 | 0.043 | ||
CV, % | 2.6 | 2.9 | 0.91 | 7.2 | ||
AC 11S 45/80–55 MT | mean value | 6.747 | 7.292 | 6.642 | 3.457 | 0.868 |
st. deviation | 0.154 | 0.316 | 0.367 | 0.135 | 0.033 | |
CV, % | 2.3 | 4.3 | 5.5 | 3.9 | 3.8 |
Asphalt Mixture and Bitumen Type | Flexural Strength, MPa | Flexural Failure Strain, ‰ | |||
---|---|---|---|---|---|
−20 °C | +10 °C | −20 °C | +10 °C | ||
AC 11W 35/50 MT | mean value | 8.01 | 3.27 | 0.91 | 9.13 |
st. deviation | 1.24 | 0.27 | 0.09 | 0.73 | |
CV, % | 15.5 | 8.4 | 9.8 | 8.0 | |
AC 11S 50/70 MT | mean value | 7.57 | 2.64 | 0.89 | 13.12 |
st. deviation | 0.59 | 0.26 | 0.21 | 2.12 | |
CV, % | 7.9 | 10.0 | 24.1 | 16.2 | |
AC 11S 70/100 LT | mean value | 7.35 | 1.74 | 0.88 | 22.07 |
st. deviation | 0.81 | 0.41 | 0.14 | 6.23 | |
CV, % | 11.0 | 23.4 | 16.0 | 28.2 | |
AC 11S 45/80–55 MT | mean value | 9.13 | 2.37 | 1.19 | 30.40 |
st. deviation | 0.54 | 0.33 | 0.21 | 5.60 | |
CV, % | 5.9 | 13.7 | 17.8 | 18.4 |
Asphalt Mixture and Bitumen Type | Fracture Toughness KIC, N·mm−3/2 | |||||
---|---|---|---|---|---|---|
−20 °C | −10 °C | 0 °C | +10 °C | +20 °C | ||
AC 11S 50/70 LT | mean value | 27.4 | 26.1 | 29.4 | 16.8 | 8.1 |
st. deviation | 1.7 | 1.3 | 0.6 | 0.8 | 0.4 | |
CV, % | 6.4 | 4.9 | 2.8 | 4.9 | 4.5 | |
AC 11S 50/70 MT | mean value | 32.6 | 29.7 | 28.8 | 19.0 | 9.3 |
st. deviation | 2.4 | 1.0 | 2.3 | 1.0 | 0.2 | |
CV, % | 7.4 | 3.4 | 8.1 | 5.4 | 2.0 | |
AC 11S 45/80–55 MT | mean value | 36.7 | 36.8 | 33.5 | 18.4 | 8.6 |
st. deviation | 1.7 | 1.9 | 2.6 | 1.1 | 0.6 | |
CV, % | 4.5 | 5.2 | 7.7 | 5.7 | 6.8 |
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Pszczola, M.; Szydlowski, C. Influence of Bitumen Type and Asphalt Mixture Composition on Low-Temperature Strength Properties According to Various Test Methods. Materials 2018, 11, 2118. https://doi.org/10.3390/ma11112118
Pszczola M, Szydlowski C. Influence of Bitumen Type and Asphalt Mixture Composition on Low-Temperature Strength Properties According to Various Test Methods. Materials. 2018; 11(11):2118. https://doi.org/10.3390/ma11112118
Chicago/Turabian StylePszczola, Marek, and Cezary Szydlowski. 2018. "Influence of Bitumen Type and Asphalt Mixture Composition on Low-Temperature Strength Properties According to Various Test Methods" Materials 11, no. 11: 2118. https://doi.org/10.3390/ma11112118