Experimental Study of Tensile Properties of Styrene–Butadiene–Styrene Modified Asphalt Binders
Abstract
:1. Introduction
- The rheological flow curve represented by the stress–strain relationship exhibits three regions differing in terms of rheological (viscoelastic) behavior with different values of elasticity modulus assigned to them;
- A mechanical property of the material, described by the material coefficient E (modulus of elasticity) reflects the changes taking place in the internal structure and depends on the deformation level:
- Region I depicts the effect of exerting the force on a rubber sample whose hydrocarbon chains, to that moment randomly distributed throughout the volume, become oriented orderly, parallel to the force direction. The material offers a relatively high resistance to the force and the value of the modulus of elasticity is also relatively high (ca. 10 MPa);
- Region II depicts the behavior of the material after the internal structure has been ordered—weak Van der Waals forces develop between parallel chains, which offer small resistance at this stage of deformation and the modulus of elasticity is very small (ca. 1 MPa);
- Region III features very small strain increase levels in comparison to very high increases of stress due to covalent forces between atoms of carbon (C–C) in hydrocarbon chains, resulting in very high values of the modulus of elasticity (ca. 10 GPa);
- After unloading the sample, the strain disappears rapidly, although also in the process of recovery three distinct steps can be identified, with immediate shortening of the sample in the first step and delayed subsequent steps.
2. Test Materials
3. Modification of Bitumens with SBS Copolymers
4. Testing of Bituminous Binders
4.1. Penetration and Softening Point (TR&B) of the Tested Bitumens
4.2. Determination of Elastic Recovery
4.3. Determination of the Tensile Force and Cohesion Energy in the Force Ductility Test
- Area I (),
- Area II (),
- Area III ().
5. Presentation and Analysis of the Results of Tests of Modified Bitumens
5.1. Penetration and Softening Point
5.2. Elastic Recovery
5.3. Tensile Force and Cohesion Energy
- below 0.12—maximum 1% of SBS (or none at all),
- from 0.12 to 0.6—2–3% of SBS,
- from 0.6 to 0.9—ca. 4% of SBS,
- over 0.9—more than 5% of SBS.
6. Conclusions
- The basic parameters used to assess the quality of modification (besides the typical ones, i.e., the softening point and penetration) are elastic recovery and cohesion energy, which are determined by means of a ductilometer test. EN 14,023 estimates the cohesion on the basis of the difference between the cohesion energy determined at 400 mm extension () and cohesion energy at 200 mm extension (). However, with this approach it is not possible to assess the nature of strain of the tested binder or to estimate the share of energy in Area III, characteristic of polymer-modified bitumens.
- The force ductility test results show that more precise requirements regarding cohesion energy corresponding to the respective strain regions (Figure 2b) could be used as an additional criterion for assessing the efficiency of modification. Particular attention should be paid to the ratio between the sum of cohesion energy determined in the Area I and Area III and the cohesion energy determined in Area II (Figure 20), which can provide an indirect indication of the modifier content. This is particularly important for the pavement behavior at high temperatures in summer. A transition of the strain type of the binder (and also the asphalt mixtures containing it) to viscoelastic at higher levels of strain will be a factor improving the performance parameters of the pavement, including in particular resistance to permanent viscoplastic deformation.
- The test results show that first qualitative changes to the behavior of binders can be observed with only 2% of modifier added, and this concerns both hard (35/50) and soft (160/220) bitumens and the two types of SBS copolymer, namely SBS-L (linear structure) and SBS-R (radial structure). This is particularly evident in Figure 19 and Figure 20. The decisive factor is the appearance of viscoelastic strains in the stretched sample (Area III), which is caused by the presence of SBS copolymer.
- Determining the amount of polymer used for asphalt binder modification is very difficult and requires specialized (very expensive) equipment. The proposed original method can estimate the polymer content in the asphalt binder in a simple but effective way.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Conflicts of Interest
References
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Property | Test Method | SBS-L | SBS-R |
---|---|---|---|
Specific Gravity | ISO 2781 | 0.94 | 0.94 |
Bulk Density, kg/dm3 | ASTM D 1895 method B | 0.4 | 0.4 |
Hardness (15 s/30 s), Shore A | ASTM D 2240 | 70 1 | 75 2 |
Elongation at Break, % | ISO 37 | 1000 | 820 |
Melt Flow Rate (200 °C/5 kg), g/10 min | ISO 1133 | <1 | <1 |
Tensile strength, MPa | ISO 37 | 33 | 27 |
300% Modulus, MPa | ISO 37 | 4.8 | 2.5 |
Polystyrene Content, % | KM 03 | 28.5–32.5 | 29.0–31.0 |
Vinyl Content, % | KM 03 | ≥35 | ≤15 |
Styrene/Butadiene Weight Ratio | KM 03 | 30/70 | 30/70 |
Molecular Weight kg/mol | KM 01 | 138–162 | – |
Viscosity in Toluene at 25 °C:25 wt %, Pa∙s | KM 06 | 1.4–2.4 | 1.0–1.4 |
Triblock content, % | KM01 | ≥90 | – |
Antioxidant content, % | KM08 | ≥0.16 | ≥0.14 |
Wavenumber (cm−1) | Compound | Origin (α—Bending, β—Stretching) |
---|---|---|
699, 750 | PS | C–H (α-Aromatic ring) |
650–750 | PB | =C–H (α-Cis 1,4) |
910 | PB | =C–H (α-Cis 1,2) |
966 | PB | =C–H (α-Trans 1,4) |
1450 | PB | C–H (α-aliphatic –[CH2]n–]) |
1450–1500 | PS | C–C (β-Aromatic ring) |
Type of Test | Maximum Absolute Value of the Difference According to | |
---|---|---|
TWT-PAD-2003 | PN-EN 14023:2011/Ap2:2020-02 | |
Softening point (TR&B) (5 °C/min) (°C) | 2 | 5 |
Penetration (25 °C, 100 g, 5 s), (mm/10) | 5 | NR |
Type of Modified Bitumen | Type of SBS | Type of Test | |||||
---|---|---|---|---|---|---|---|
Penetration (mm/10) | Softening Point (TR&B) (°C) | ||||||
Top Part of Sample | Bottom Part of Sample | Difference | Top Part of Sample | Bottom Part of Sample | Difference | ||
35/50 +6%SBS | linear | 30.5 | 28.4 | 2.1 | 75.8 | 77.3 | 1.5 |
radial | 24.9 | 23.3 | 1.6 | 80.6 | 81.6 | 1.0 | |
160/220 +6%SBS | linear | 108.7 | 105.2 | 3.5 | 71.4 | 73.2 | 1.8 |
radial | 100.4 | 98.1 | 2.3 | 73.2 | 74.4 | 1.2 |
Type of Test | Standard | Bitumen | |||
---|---|---|---|---|---|
Base | After Heating | ||||
35/50 | 160/220 | 35/50 | 160/220 | ||
Penetration (25 °C, 100 g, 5 s.), (mm/10) | EN 1426:2015-08 | 45.4 | 188.7 | 40.6 | 177.3 |
Penetration (10 °C, 100 g, 5 s.), (mm/10) | 9.8 | 31.5 | 9.6 | 31.1 | |
Softening point (TR&B) (5 °C/min), (°C) | EN 1427:2015-08 | 54.5 | 37.1 | 54.7 | 38.6 |
Penetration index (PI), (−) | EN 12591:2010 (Annex A) | –0.36 | –1.65 | –0.28 | –1.48 |
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Mieczkowski, P.; Budziński, B.; Słowik, M.; Kempa, J.; Sorociak, W. Experimental Study of Tensile Properties of Styrene–Butadiene–Styrene Modified Asphalt Binders. Materials 2021, 14, 1734. https://doi.org/10.3390/ma14071734
Mieczkowski P, Budziński B, Słowik M, Kempa J, Sorociak W. Experimental Study of Tensile Properties of Styrene–Butadiene–Styrene Modified Asphalt Binders. Materials. 2021; 14(7):1734. https://doi.org/10.3390/ma14071734
Chicago/Turabian StyleMieczkowski, Paweł, Bartosz Budziński, Mieczysław Słowik, Jan Kempa, and Wojciech Sorociak. 2021. "Experimental Study of Tensile Properties of Styrene–Butadiene–Styrene Modified Asphalt Binders" Materials 14, no. 7: 1734. https://doi.org/10.3390/ma14071734