The optimal mixing conditions for semiplastic recycled cold asphalt, which recycled waste asphalt and used noncement binders (NCB), were assessed through verification of the performance. The NCB of 6% desulfurization gypsum mixing was found to have the most outstanding properties. For the Marshall stability, 4% (NCB) filler mixing brought about a 1.92-time strength increase effect compared to OPC (2%) and was improved when using modified asphalt and SBR. The flow test results showed that although an increase dosage of filler and SBR decreased the flow value of the semiplastic recycled cold asphalt, an increase dosage of asphalt emulsion improved the flow value. The indirect tensile strength and liquid immersion residual stability for the condition with greatest Marshall stability were most outstanding with 0.95 MPa and 83.6%, respectively. Evaluation of the recycled cold asphalt abrasion durability revealed that for the case of mixing more than 4% NCB the mass loss rate was lower than 20%. The abrasion durability was found to improve when using modified emulsified asphalt and SBR substitution. From the test results, it was found that the optimal mixing proportion of semiplastic recycled cold asphalt satisfied mechanical properties and durability is NCB with 4%, emulsified asphalt with 3%, and SBR substitution with 20%.
The total length and percentage of paved roads in Korea are 105,931 km and 80.4% (9.0% unpaved and 10.6% unopened), respectively. Among the paved roads, a significant portion (86.8% or 73,874 km) used asphalt pavement [
Among types of construction waste, waste concrete has typically been recycled into secondary concrete products, subbase layer materials, and structural backfill materials as the quality standard for recycled aggregates has been established. However, because asphalt emulsion is attached to the aggregate surface in the case of reclaimed asphalt pavement, unlike waste concrete, reclaimed asphalt pavement cannot be used for structural backfill and subbase layer materials. In order to increase the effective recycling of reclaimed asphalt pavement, it has to be used as hot-mixed or cold temperature recycling asphalt [
These recycled cold asphalt application studies reported the application of Ordinary Portland Cement (OPC) as the filler material to partially supplement the ductility disadvantage of asphalt and facilitate the binding of the mixture at low temperatures. However, OPC produces a large amount of CO2 during production, so research to find a suitable alternative material is called for [
Therefore, in this study, the optimal mixing conditions for semiplastic recycled cold asphalt using noncement binders (NCB) and recycled reclaimed asphalt pavement were derived and the performance was evaluated.
The reclaimed asphalt pavement recycled aggregate used in this study was processed and manufactured by company G of Korea and Table
Reclaimed asphalt pavement recycled aggregate properties.
Density (g/cm3) | Water absorption (%) | Contents of reclaimed asphalt (%) | Penetration of reclaimed asphalt (1/10 mm) | Loss content of washing test (%) | Amount of foreign material (%) | |
---|---|---|---|---|---|---|
Organic | Inorganic | |||||
2.62 | 1.45 | 4.43 | 21 | 1.0 | 0.07 | 0.11 |
Reclaimed asphalt pavement recycled aggregate size distribution.
Type | Percentage passing (%) | |||||||||
---|---|---|---|---|---|---|---|---|---|---|
25 mm | 20 mm | 13 mm | 10 mm | 5.0 mm | 2.5 mm | 0.6 mm | 0.3 mm | 0.15 mm | 0.08 mm | |
Recycled aggregate | ||||||||||
13~25 mm | 55 | 46.8 | 39.9 | 30.0 | 21.8 | 15.0 | 8.75 | 6.33 | 4.02 | 1.54 |
8~13 mm | 28 | 28 | 28 | 22.8 | 8.65 | 6.64 | 4.28 | 3.28 | 2.18 | 0.95 |
≤8 mm | 15 | 15 | 15 | 15 | 14 | 11.18 | 6.29 | 4.44 | 2.87 | 1.04 |
Aggregate gradation (≤25 mm) | 98 | 89.8 | 82.9 | 67.8 | 44.4 | 32.8 | 19.3 | 14.0 | 9.06 | 3.53 |
Reclaimed asphalt pavement recycled aggregate size distribution curve.
In order to secure strength of recycled cold asphalt, mixing conditions such as blast furnace slag, high-calcium fly ash, desulfurization gypsum, quicklime, hydrated lime, and high range water-reducing AE agent were derived. Additionally, this research aimed to deduce optimal mixing conditions for noncement binders by adjusting desulfurization gypsum substitution ratio [
In this study, modified emulsified asphalt (HS-S.P COAT) was used, which is improved from the emulsified asphalt (MSC-2) commonly used in the conventional asphalt fabrication process in terms of plastic deformation and crack resistance [
Emulsified asphalt MSC-2 properties.
Viscosity (25°C) | Sieve fraction (1.18 mm, wt%) | Charge of particle | Mass of evaporation residue (wt%) | Evaporation residue |
Settlement | ||
---|---|---|---|---|---|---|---|
Penetration (25°C, 1/10 mm) | Ductility (25°C, cm) | Toluene solubility (wt%) | |||||
7.6 | 0.02 | Positive (+) | 60.1 | 128 | 120 over | 99.7 | 0.39 |
Modified emulsified asphalt HS-S·P COAT properties.
Viscosity (25°C) | Sieve fraction (1.18 mm, wt%) | Charge of particle | Mass of evaporation residue (wt%) | Evaporation residue |
Settlement |
Toughness | ||
---|---|---|---|---|---|---|---|---|
Penetration (25°C, 1/10 mm) | Ductility (25°C, cm) | Softening point (°C) | ||||||
3.4 | 0.00 | Positive (+) | 55.2 | 64 | ≥150 | 51.8 | 0.4 | 1,109 |
In this study, SBR latex (Synthetic Rubber Latex) was used to improve adhesion, tensile strength, flexural strength, and waterproofing. Table
SBR latex properties.
Viscosity (Engler degree, 25°C) | pH (25°C) | Solid content (%) |
---|---|---|
62.0 | 9.86 | 46.15 |
In order to assess the optimal mixing conditions for the binder to be used as the filler, mortars were fabricated in accordance with KS L ISO 679 and compressive strength, flow, and setting tests were conducted [
The Marshall stability and flow value tests of the semirigid pavement were measured and analyzed according to ASTM D6927 “Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures.”
The porosity testing for the recycled cold asphalt was measured according to ASTM D3203 “Standard Test Method for Percent Air Voids in Compacted Dense and Open Bituminous Paving Mixtures” and calculated using
Tensile strength was evaluated according to ASTM D6931 “Standard Test Method for Indirect Tension (IDT) Strength of Bituminous Mixtures” with the load applied at a rate of 50 mm/min, and measurement was conducted until the load was reduced after reaching the maximum load.
The liquid immersed residual stability testing for the recycled cold asphalt was conducted according to KS F 2369 “Cold Mix Asphalt for Patching Materials” and the test specimen was manufactured in accordance with ASTM D6927. The specimens were immersed in a 25 ± 1°C constant temperature water tank for 48 hours and then the Marshall stability testing was performed.
Abrasion resistance of the test specimen according to the mixing condition was measured and evaluated following KS F 2492 “Standard Test Method of Cantabro Test for Porous Asphalt Mixtures” where the test specimen for Marshall stability testing was used in the LA abrasion test which measured the rate of mass change after 300 rotations using a steel ball.
For the optimal mixing condition and performance evaluation of the recycled cold asphalt using noncement binders, this study was conducted in two parts depending on the test condition. In Series I, compressive strength, flow, and setting tests were conducted according to the desulfurization gypsum substitution ratio with regard to the ground granulate blast furnace slag with the aim of crack reduction at the optimal mixing condition presented in literature during noncement binder fabrication. In Series II, the mechanical properties and durability of the recycled cold asphalt for each mixing condition were verified. The mixing conditions are shown in Tables
Noncement binder mixing ratio.
Mix number | Mixing condition | Mixing weight (wt.%) | |||||
---|---|---|---|---|---|---|---|
BFS | FA | DG | QL | SL | SP | ||
I-1 | DG: 0% | 66 | 20 | 0 | 8 | 6 | 0.002 |
I-2 | DG: 2% | 64 | 20 | 2 | 8 | 6 | 0.002 |
I-3 | DG: 4% | 62 | 20 | 4 | 8 | 6 | 0.002 |
I-4 | DG: 6% | 60 | 20 | 6 | 8 | 6 | 0.002 |
I-5 | DG: 8% | 58 | 20 | 8 | 8 | 6 | 0.002 |
BFS: blast furnace slag, FA: high-calcium fly ash, DG: desulfurization gypsum, QL: quick lime, SL: slaked lime, and SP: superplasticizer.
Recycled cold asphalt mixing ratio chart.
Mix number | Mixing condition | Mixing weight (wt.%) | |||||||
---|---|---|---|---|---|---|---|---|---|
Filler | Emulsifier | Water | Filler | Emulsifier | Water | Aggregate | |||
13~25 mm | 8~13 mm | ≤8 mm | |||||||
II-1 |
OPC | Normal | W-100 | 2 | 1.5 | 3.5 | 55 | 28 | 15 |
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II-2 | NCB | Normal | W-100 | 2 | 1.5 | 3.5 | 55 | 28 | 15 |
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II-3 | NCB | Normal | W-100 | 3 | 1.5 | 3.5 | 55 | 28 | 14 |
|
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II-4 |
NCB | Normal | W-100 | 4 | 1.5 | 3.5 | 55 | 28 | 13 |
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II-5 | NCB | Normal | W-100 | 4 | 1.5 | 3.5 | 55 | 28 | 13 |
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II-6 | NCB | Modified | W-100 | 4 | 3.0 | 3.5 | 55 | 28 | 13 |
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II-7 | NCB | Modified | W-90, SBR-10 | 4 | 1.5 | 3.5 | 55 | 28 | 13 |
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II-8 | NCB | Modified | W-80, SBR-20 | 4 | 1.5 | 3.5 | 55 | 28 | 13 |
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II-9 | NCB | Modified | W-80, SBR-20 | 4 | 3.0 | 3.5 | 55 | 28 | 13 |
In Series I, mixing was conducted with the binder and fine aggregate ratio of 1 : 3 and W/B of 50% in order to derive the optimal mixing condition of the noncement binder for recycled cold asphalt. Setting, flow, and strength tests were conducted for the mortar [
To analyze the flow value, Marshall stability, and indirect tensile strength of the recycled cold asphalt mixture, a cylindrical test specimen with dimensions of Ø101.6 × 63.5 mm was manufactured in accordance with ASTM D6927 “Standard Test Method for Marshall Stability and Flow of Bituminous Mixtures.” The specimen was mixed into 1 mold at a time followed by compaction on both surfaces 50 times each and then curing for 24 hours in a 60°C thermostatic bath and finally demolding. Testing for each specimen was conducted after an additional curing under room temperature and moisture environment. Figure
Fabrication process and final manufactured test specimen.
Figure
Setting time.
Figure
Compressive strength and flow value.
Also, when the desulfurization gypsum substitution rate increased to 6%, the compressive strength increased, but for 8%, the strength decreased. This decrease in compressive strength was thought to be due to overexpansion, which reduces the compactness of the composition. This was due to the increase in products produced from the transition of quicklime to hydrated lime through hydration and reaction with C3A among the minerals that compose the binder due to the minerals constituting the desulfurization gypsum being composed of CaO-CaSO4 combinations.
The Marshall stability test results for each mixing condition of the base recycled cold asphalt mixture are shown in Figure
Marshall stability and flow value.
However, mixing noncement binders with more than 3% as a filler resulted in a Marshall stability greater than that of the OPC 2% content mixture, and the Marshall stability for 4% mixture showed an increase of approximately 1.92 times.
The Marshall stability according to the asphalt emulsion condition showed that the Marshall stability increases by approximately 8.0~18.8% when regular modified emulsified asphalt is used, in comparison to when regular emulsified asphalt is used, regardless of the emulsion mixing content. This was thought to be due to the improvement of segregation resistance, aggregate scaling resistance, and crack resistance produced by the increase in interfacial adhesion between aggregates when mixing a polymer into the modified emulsified asphalt more so for asphalt than regular emulsified asphalt, resulting in a shorter curing time needed than hardening. The Marshall stability somewhat increased with the increase of emulsion mixing and the increase of emulsion mixing reduced delamination of the binder during failure of the test specimen.
When the substitution ratio of SBR increased, for the case of noncement binder and modified emulsified asphalt, the Marshall stability also increased. This behavior was deduced to be caused by the SBR resin polymer, which has become a functionalized polymer composition, filling the air gaps between the aggregates by forming a reticular structure [
The flow value test result for the base recycled cold asphalt mixture according to the filler, asphalt emulsion and SBR substitution ratios, and mixed amount was measured to be approximately 20.3~31.4 mm.
Inspection of the flow value test results of the base recycled cold asphalt mixture according to each mixing condition revealed contrasting trends for the Marshall stability depending on the filler and SBR conditions. However, the flow value according to the amount of mixed asphalt emulsion showed an increase when the mixed amount was increased, regardless of the asphalt type. The observed decrease in flow value for the mixing condition of increasing Marshall stability was thought to be due to the improvement of the internal cohesion of the recycling asphalt and aggregate adhesion. The increase in asphalt emulsion mixed amount, which is a binder that facilitates plastification of the asphalt mixture, increases both the Marshall stability and the flow value.
Overall inspection of the above discussed Marshall stability and flow value test results reveal that they satisfy the requirements for the base mixture quality regulations of KS F 2369 (Cold Mix Asphalt for Patching Materials) and GR F 4026 (Recycled Cold Asphalt Paving Mixtures) for all mixing conditions.
The asphalt mixture porosity affects the pavement sliding effect which is due to the asphalt pavement plastic deformation and penetration of water and air, so the porosity is a critical factor that influences the quality of the asphalt mixture. In this study, to further investigate the properties of the base recycled cold asphalt mixture, the porosity of the base recycled cold asphalt mixture was measured according to the substitution ratio and mixed amount of the used filler, asphalt emulsion, and SBR. The test results are shown in Figure
Porosity.
The porosity results for each mixing condition show that although the difference depending on the filler type is not significant, the effect of the mixed amount is quite apparent. In particular, when 4% filler and 3% emulsion were mixed simultaneously, the porosity was 8.15%. The increases in the filler and emulsion mixed amounts were thought to have filled the air gaps of the mixture, thereby making the internal matrix structure denser, reducing the porosity. Moreover, when mixing latex, the porosity was superior, with a maximum 7.1%, to when modified asphalt was used. When implementing the optimal mixing condition within the scope presented in this study, the porosity was reduced down to 6.3%.
In the current domestic KS and GR standards, the base recycled cold asphalt porosity is given as 3~12% and the results of this study show a porosity near the maximum 12% when the filler mixed amount is 2%, but all the other mixing conditions were found to satisfy the regulation.
In order to evaluate the applicability and possibility of crack formation in recycled cold asphalt, the indirect tensile strength of the asphalt mixture was measured for each mixing condition and the results are shown in Figure
Indirect tensile strength.
On the other hand, while the increase in filler content increases the indirect tensile strength, there were cases where the pressure from the loading head caused splitting at the center of the test specimen. However, when the asphalt emulsion mixed amount was greater than 3.0%, this splitting phenomenon did not occur, due to improvement of the cohesion between the aggregate particles by the increased emulsion.
In the current domestic KS and GR standards, there is no standard regarding the indirect tensile strength of base recycled cold asphalt. This study set the goal of indirect tensile strength value at 0.11 MPa in order to fabricate mixtures with superior performance in comparison to the conventional recycled cold asphalt being manufactured today. This regulation was satisfied for all mixing conditions conducted in this study.
The liquid immersed residual stability test results of the recycled cold asphalt are shown in Figure
Liquid immersion residual stability.
Correlation between Marshall stability, indirect tensile strength, and liquid immersion residual stability.
Currently, the domestic GR F 4026 standard only presents a standard for surface layer recycled cold asphalt, but KS F 2369 (Cold Mix Asphalt for Patching Materials) requires the liquid immersion residual stability target to be above 75%. In this study, the liquid immersion residual stability target was satisfied for the mixing conditions with filler mixing above 3%, and the liquid immersion residual stability was found to be highest at 83.6% for the condition of 4% noncement binder, 1.5% modified emulsified asphalt, and 20% SBR substitution.
Abrasion resistance was evaluated using the Cantabro test which evaluates the aggregate resistance towards scattering, due to automobile traffic over recycled cold asphalt. The fabricated Marshall test specimen was placed in the LA abrasion test equipment which rotated 300 times at a rate of 30~33 rpm and then measured the rate of mass loss.
The evaluation results, as shown in Figure
Abrasion resistance.
Also, the mass loss rate was found to decrease for the 20% substitution mixture of SBR resin polymer compared to the mixing condition without the mixture, which led to the determination that the use of SBR resin polymer has an increasing effect on the cold pavement durability of abrasion [
For the II-9 condition, which was set as the optimal test condition for this study, the mass loss rate was 15.4%, which was a 70% decrease compared to that of the regular recycled asphalt (II-1).
Although there is no regulation regarding the evaluation standard on abrasion durability for recycled cold asphalt, when compared to the Cantabro loss rate quality standard of less than 20% for porous asphalt pavement, the abrasion durability of recycled cold asphalt can be considered outstanding.
Setting time, flow value, and compressive strength were estimated for optimal mixing ratio of noncement binders under the conditions of this research. As a result, appropriate desulfurization gypsum substitution ratio for blast furnace slag was indicated as about 6% [
From the overall test results regarding marshal stability, flow value, porosity, indirect tensile strength, and liquid immersed residual stability of recycled cold asphalt, it was found that the optimal mixing proportion satisfied quality requirements are NCB with 4%, emulsified asphalt with 3%, and SBR substitution with 20%.
In this study, optimal mixing conditions were derived, and the performance was validated, of semiplastic recycled cold asphalt with recycled waste asphalt and noncement binders. These evaluations were conducted as basic tests for a field applicability investigation. The following are the conclusions obtained from this study. Regarding the noncement binder mixing ratio, the physical and mechanical properties results based on the substitution ratio of desulfurization gypsum revealed that blast furnace slag provided the most superior properties with 6% desulfurization gypsum substitution ratio. Regarding Marshall stability as a function of mixing condition, results showed that 4% mixing of filler brought about a 1.92-fold strength increase effect compared to that of OPC. Modified asphalt and SBR 20% substitution ratio resulted in a Marshall stability improvement. For the flow value testing, the increase in asphalt emulsion usage resulted in an increase of the flow value, while the flow value showed a decreasing trend with increasing filler and SBR substitution rate. With regard to the porosity testing, increasing the mixed amount led to a decrease in porosity and the lowest porosity of 6.3% was obtained for the mixing condition of 4% filler, 3% asphalt emulsion, and 20% SBR substitution. However, the domestic and international standards were satisfied. The indirect tensile strength and liquid immersion residual stability for recycled cold asphalt showed trends similar to the Marshall stability for all conditions. The correlation was found to be above 95%. For the condition of highest Marshall stability, the indirect tensile strength and liquid immersion residual stability were highest, at 0.95 MPa and 83.6%, respectively. Evaluation of the recycled cold asphalt abrasion durability revealed a mass loss rate lower than 20% when mixing more than 4% noncement binders, and the abrasion durability was improved when using modified emulsified asphalt and SBR substitution. For the test conditions assessed in this study, the condition of 4% filler mixing, 3% emulsified asphalt usage, and 20% SBR substitution was found to be appropriate as the optimal mixing condition to satisfy mechanical performance and durability.
The authors declare that there is no conflict of interests regarding the publication of this paper.
This research was supported by a grant (14SCIP-B088624-01) from Construction Technology Research Program funded by Ministry of Land, Infrastructure and Transport of Korean government and National Research Foundation of Korea (NRF) grant funded by the Korea government (MEST) (no. 2012R1A1A1005058).