# Usage of Reclaimed Asphalt Material in Stone Mastic Asphalt

Authors: Petr Hyzl; Ondrej Dasek; Iva Coufalikova; Michal Varaus; Dusan Stehlik
Journal: Advances in Materials Science and Engineering
 (2019)

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## Abstract

The paper focuses on the issue of using reclaimed asphalt (RA) in asphalt mixtures used for highly traffic-loaded asphalt pavements—in asphalt mixtures of the stone mastic asphalt (SMA) type. It is a skeleton-type mixture, where the traffic load is bore by a skeleton of coarse aggregates bonded with mastic (i.e., bitumen and fine aggregates). It is therefore essential to pay close attention to the properties of this coarse aggregate. Higher demands on properties of the aggregate are probably due to the fact that RA is not currently being used in SMA-type mixtures. Most standards do not allow usage of RA in this type of mixtures. Given that traffic load of road networks is constantly increasing, the ratio of SMA-type asphalt mixtures also increases in the road network. This paper presents results of 5-year research focused on the possibility of using RA in SMA-type asphalt mixtures. This included laboratory design of these mixtures with various dosages and types of RA. Their empirical and functional properties were verified. Based on the positive results of the laboratory testing, a test section was subsequently constructed using several variants of the mixtures containing up to 50% of RA. This test section is regularly being monitored, and despite very intense traffic load, there are no failures apparent after 2 and half years of operation. Based on the laboratory research and subsequent construction and monitoring of a test section, it can be said that RA can be used in SMA-type mixtures without any negative impacts on functional properties or mixture lifetime.


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## Body

## 1. Introduction

Based on the European Asphalt Pavement Association (EAPA), the total length of the European road network is more than 5 million kilometres, out of which 66,700 km is classified as highways. Vast majority of these roads have asphalt surface [1]. Annual production of the total number of 4700 European asphalt mixing plants is approximately 282.5 million tons of the asphalt mixture [2]. Given the limited amount of natural resources, it is in long term essential to use materials already built-in to current road constructions, as much as possible. Literature [3] shows that the European road network contains approximately 950 billion tons of asphalt mixtures.Using various recycling methods of these building materials, it is possible to maintain the natural material resources (aggregates and bitumen) and decrease the energy and economical demands of construction works. Given the fact that the cost of basic components for the manufacture of asphalt mixtures constantly increases in long term, the use of reclaimed asphalt (RA) in asphalt mixture manufacturing is advantageous from the economical perspective as well [4, 5]. It is not just the cost of the aggregate but also the cost of the bitumen, which is the most expensive component in the asphalt mixture.RA is already used in some countries routinely in asphalt concrete (AC) mixtures (dense graded), even in relatively high ratio, often above 50% [6–8]. In contrast, use of RA is not very common in mixtures of the stone mastic asphalt (SMA) type. It is especially because these mixtures have high demands on aggregate gradation, which is gap graded and usually dense gradation of RA often does not satisfy this gap-graded gradation requirement. Nevertheless, there are studies which describe high ratios of RA in SMA mixtures. Vast majority of countries, however, currently do not allow the use of RA in SMA mixtures.This paper, based on laboratory research and realization using a test section with various mixture variants, shows that usage of SMA mixtures with a certain ratio of RA is well possible in practice without any negative impacts on functional parameters and lifetime of the layer.The study [9] focused on determination of optimum content of cellulose fibres in RA in the SMA asphalt mixture. RA ratios used were 0%, 8%, 16%, and 24%. Based on the results of the Marshall stability, rutting test, and indirect tensile strength, it was found that the optimum ratio of RA is 16%.The study [10] included comparison of resistance against deformation of stone mastic asphalt with various RA contents (0% to 50%). As the RA content increased, the resistance of the SMA mixtures against deformation also increased, which was affected by polymer-modified bitumen contained in the RA. This study assumed dosages of RA to the SMA mixture up to 50%; however, this only included mixtures prepared in a laboratory. Similar issue is dealt with in the study [11], where stone mastic asphalt with RA content up to 30% and AC with RA content up to 50% were designed. Results of laboratory functional tests (stiffness, fatigue, and rutting) proved little differences between the properties of asphalt mixtures with low and high RA content.The issue of adding RA into SMA mixtures was dealt with as part of the project [12] solved not just by representatives of the technological institute but also by a representative of an investor, and the conclusion was recommendation of adding 30% of RA into all SMA mixtures.


## 2. Scope

Scope of this paper is to summarize and describe the results of a 5-year research focused on the possibilities of using RA in asphalt mixtures of the stone mastic asphalt (SMA) type, which is, thanks to its skeleton, used in most traffic-loaded asphalt pavements (highways, etc.). The paper also introduces the concept of high dosage of RA in SMA (up to 50%), which is currently a relatively new technology with very little experiences worldwide. The paper describes a design of an SMA mixture with aggregate gradation up to 11 mm (SMA 11) with various dosages of RA (0% to 50%), results of laboratory tests of these mixtures, and realization of test sections including evaluation of lifetime of these sections after 2.5 years in operation. Another goal was determination of parameters for standards and regulations with respect to RA dosages in SMA.


## 3. Methods

Three tests were chosen to assess the mechanical properties of SMA mixtures: the wheel tracking test was used to determine rutting resistance (EN 12697-22), the two-point bending test was used to determine the stiffness (EN 12697-26, Annex A), and the thermal stress-restrained specimen test (TSRST) with a temperature decrease was used to determine low-temperature properties (EN 12697-46).


### 3.1. Wheel Tracking Test

The wheel tracking test was performed according to EN 12697-22 method B (wheel tracking test with a small size device in air) under constant temperature (50°C and 60°C). Dimensions of slabs were 260 mm × 320 mm and 50 mm high. The slabs were compacted in a laboratory by using a compactor with a roller running on vertical sliding steel plates. Resistance to permanent deformation was assessed by proportional rut depth at 104 cycles (PRDAIR), and wheel tracking slope was calculated as the average rate at which the rut depth increases with repeated passes (WTSAIR).


### 3.2. Stiffness Test

Stiffness of the individual mixtures was determined based on the EN 12697-26 using the two-point bending test on trapezoidal-shaped specimens performed at 15°C and a load frequency of 5, 10, 15, 20, and 25 Hz. The slabs were compacted similarly to the wheel tracking test. The degree of compaction of slabs was between 99% and 101%. Trapezoidal-shaped specimens were cut from slabs using the sliding table circular saw. For the purposes of the stiffness modulus test, 15 trapezoidal-shaped specimens were produced from each mixture.


### 3.3. Low-Temperature Properties

The low-temperature properties were determined according to EN 12697-46. The critical temperature and the tensile stress in the tested specimen was determined using a uniaxial tension test—thermal-stress restrained specimen test (TSRST). When a crack forms by cooling of the prismatic beam (50 mm × 50 mm × 200 mm) at a constant rate of 10°C/h from the initial temperature, the given specimen is restricted from contracting, i.e., with no longitudinal strain.


### 3.4. Asphalt Binder Tests

Binders were extracted from the asphalt mixtures manufactured for the test sections, and these were subjected to the multiple stress creep and recovery (MSCR) test in accordance with EN 16659 at a temperature 60°C in a dynamic shear rheometer. The main aim of this test was to verify the functionality of the rejuvenators and modification additives and set standard requirements.


## 3.1. Wheel Tracking Test

The wheel tracking test was performed according to EN 12697-22 method B (wheel tracking test with a small size device in air) under constant temperature (50°C and 60°C). Dimensions of slabs were 260 mm × 320 mm and 50 mm high. The slabs were compacted in a laboratory by using a compactor with a roller running on vertical sliding steel plates. Resistance to permanent deformation was assessed by proportional rut depth at 104 cycles (PRDAIR), and wheel tracking slope was calculated as the average rate at which the rut depth increases with repeated passes (WTSAIR).


## 3.2. Stiffness Test

Stiffness of the individual mixtures was determined based on the EN 12697-26 using the two-point bending test on trapezoidal-shaped specimens performed at 15°C and a load frequency of 5, 10, 15, 20, and 25 Hz. The slabs were compacted similarly to the wheel tracking test. The degree of compaction of slabs was between 99% and 101%. Trapezoidal-shaped specimens were cut from slabs using the sliding table circular saw. For the purposes of the stiffness modulus test, 15 trapezoidal-shaped specimens were produced from each mixture.


## 3.3. Low-Temperature Properties

The low-temperature properties were determined according to EN 12697-46. The critical temperature and the tensile stress in the tested specimen was determined using a uniaxial tension test—thermal-stress restrained specimen test (TSRST). When a crack forms by cooling of the prismatic beam (50 mm × 50 mm × 200 mm) at a constant rate of 10°C/h from the initial temperature, the given specimen is restricted from contracting, i.e., with no longitudinal strain.


## 3.4. Asphalt Binder Tests

Binders were extracted from the asphalt mixtures manufactured for the test sections, and these were subjected to the multiple stress creep and recovery (MSCR) test in accordance with EN 16659 at a temperature 60°C in a dynamic shear rheometer. The main aim of this test was to verify the functionality of the rejuvenators and modification additives and set standard requirements.


## 4. Materials

### 4.1. Aggregate

The crushed split aggregates used in this study came from the Zbečno quarry, and the fractions used were 0/2 mm, 2/5 mm, 4/8 mm, and 8/11 mm and limestone filler, which satisfied the requirements of the EN 13043 standard.


### 4.2. Asphalt Binder

Polymer-modified bitumen PMB 45/80-55 was used for the manufacture of the asphalt mixtures. Basic properties of this bitumen are given in Table1.Table 1
Basic parameters of PMB 45/80-55.
Test
Determined values
Requirements of the EN 14023 standard
Needle penetration in accordance with EN 1426
65 (0.1 mm)
45–80 (0.1 mm)
Softening point in accordance with EN 1427
61.6°C
Minimum 55°C
Elastic recovery in accordance with EN 13398
86%
Minimum 60%


### 4.3. Reclaimed Asphalt (RA)

Two types of RA were used for the manufacture of SMA:(a)
Standard RA was obtained from milling of asphalt layers containing paving (nonmodified) bitumen. The age of the milled layers from the 1st class road was 8 years. Such RA is hereafter referred to as “RAP.” Content of the asphalt binder determined by extraction was found to be 5.16% (Table2).(b)
RA was obtained by milling wearing course, made from SMA mixtures with polymer-modified bitumen. The age of the milled surface layer from the motorway was 9 years. Such RA is hereafter referred to as “RAP SMA.” Asphalt binder content determined by extraction was found to be 6.4% (Table3).Table 2
Basic properties determined for reclaimed binder from RA of gradation 0/11 mm (RAP) for SMA 11.
Test
Determined values
Needle penetration in accordance with EN 1426
24.7 (0.1 mm)
Softening point in accordance with EN 1427
64.4°C
Dynamic viscosity at 135°C in accordance with EN 13302
0.81 Pa·s
Elastic recovery in accordance with EN 13398
7%
PG grade
76-10
Fraass breaking point in accordance with EN 12593
−2°CTable 3
Basic properties determined for reclaimed binder from RA of gradation 0/11 mm (RAP SMA) for SMA 11.
Test
Determined values
Needle penetration in accordance with EN 1426
16.9 (0.1 mm)
Softening point in accordance with EN 1427
69.8°C
Dynamic viscosity at 135°C in accordance with EN 13302
1.23 Pa·s
Elastic recovery in accordance with EN 13398
43%
PG grade
76-4
Fraass breaking point in accordance with EN 12593
−3°CDynamic shear rheometer (DSR) was used to compare the functional properties of reclaimed binders made from both of the RAs. Black diagram (relationship between complex shear modulus and phase angle) is given in Figure1.Figure 1
Black diagram—reclaimed binders from used RA.The curve shows a specific wavy trend of the Black diagram of the modified bitumen in RAP SMA, which differs from a Black diagram of a nonmodified bitumen especially in the area of low complex shear modulus values. The modified RAP SMA bitumen has a lower value of phase angle at the equivalent value of complex shear modulus.Both RAs were crushed to gradation 0/11 mm prior to use. Aggregate gradation of both RAs is compared in Figure2. This graph shows a more gap-graded curve in case of RAP SMA, which was subsequently (due to favourable gradation) used in the mixture with the highest dosage of RA.Figure 2
Sieve size distribution of used RAs.


### 4.4. Other Materials Used

To limit binder drainage, 0.3% of cellulose fibres S-CEL 7 G was added to all asphalt mixtures. To improve binder adhesion to the aggregate, the Addibit L300 additive was added to all the mixtures (0.2% of binder weight). Storflux rejuvenator was applied in order to soften the aged asphalt binder contained in the RA.


### 4.5. Laboratory Designs of SMA 11 with RA

When designing SMA 11 mixtures with various RA ratios in a laboratory (Marshall design with requirements specified in EN 13108-5), the main aim was to set (if possible) equivalent sieve size distribution and final overall content of asphalt binders in the individual mixtures so that the designed mixtures could be compared with one another during subsequent functional laboratory tests and on test sections. Binder optimum was chosen based on evaluation of the results of air void content for the individual laboratory-prepared sets with a binder content of 6.3%, 6.5%, and 6.7%, which are not further mentioned in this paper in order to keep the text concise.In particular, an optimization of six variants of asphalt mixtures of the SMA 11 type was performed:(a)
SMA 11 with 0% RA was used as a reference mixture(b)
SMA 11 with 10%, 20%, and 30% “RAP”(c)
SMA 11 with 30% and 50% “RAP SMA”Overall optimum ratio of asphalt binder in all mixtures was 6.5%. Binder contained in the RA was included in this overall binder content. Binder content in RA was always subtracted from the added amount of new polymer-modified bitumen PMB 45/80-55. Table4 shows composition of the individual mixture variants, and Figure 3 provides the sieve size distribution of the final mixture designs. In case of the design of the SMA mixtures, the rejuvenating additive Storflux (producer Storimpex Group) was used both for the laboratory design and for the trial section. The recommended dosing by the producer was 20 kg of Storflux per 1 ton RA.Table 4
Composition of the individual SMA 11 mixture variants with various ratios of RA (RAP and RAP SMA).
Mixture
SMA 11
0% RAP
10% RAP
20% RAP
30% RAP
30% RAP SMA
50% RAP SMA
Filler (%)
10.5
9.5
8.0
7.5
6.5
3.7
Fraction 0/2 (%)
15.0
10.0
6.0
3.0
3.0
—
Fraction 2/5 (%)
18.0
18.0
16.0
8.0
9.5
1.0
Fraction 4/8 (%)
8.0
8.0
6.0
9.0
8.5
7.0
Fraction 8/11 (%)
48.5
44.5
44.0
42.5
42.5
38.3
RAP (%)
—
10.0
20.0
30.0
—
—
RAP SMA (%)
—
—
—
—
30.0
50.0
S-CEL 7G (%)
0.3
0.3
0.3
0.3
0.3
0.3
Total binder content (%)
6.5
6.5
6.5
6.5
6.5
6.5
Colflex 45/80-55 (new binder) (%)
6.5
6.0
5.5
5.0
4.6
3.3
Addibit L300 (%)
0.2
0.2
0.2
0.2
0.2
0.2
Air void content (%)
3.8
3.6
3.7
3.6
3.6
3.6
Maximum specific gravity (kg/m3)
2563.8
2564.8
2537.9
2545.0
2567.2
2579.0
Bulk specific gravity (kg/m3)
2468.1
2473.1
2444.4
2452.6
2475.0
2490.8
Voids in mineral aggregates (%)
19.5
19.3
19.3
19.3
19.4
19.3
Voids filled by bitumen (%)
81
82
81
81
81
82
Total binder content (%-vol.)
15.7
15.8
15.6
15.6
15.8
15.9Figure 3
Sieve size distribution of the individual variants of the designed SMA 11 mixtures with various ratios and both types of RA.


## 4.1. Aggregate

The crushed split aggregates used in this study came from the Zbečno quarry, and the fractions used were 0/2 mm, 2/5 mm, 4/8 mm, and 8/11 mm and limestone filler, which satisfied the requirements of the EN 13043 standard.


## 4.2. Asphalt Binder

Polymer-modified bitumen PMB 45/80-55 was used for the manufacture of the asphalt mixtures. Basic properties of this bitumen are given in Table1.Table 1
Basic parameters of PMB 45/80-55.
Test
Determined values
Requirements of the EN 14023 standard
Needle penetration in accordance with EN 1426
65 (0.1 mm)
45–80 (0.1 mm)
Softening point in accordance with EN 1427
61.6°C
Minimum 55°C
Elastic recovery in accordance with EN 13398
86%
Minimum 60%


## 4.3. Reclaimed Asphalt (RA)

Two types of RA were used for the manufacture of SMA:(a)
Standard RA was obtained from milling of asphalt layers containing paving (nonmodified) bitumen. The age of the milled layers from the 1st class road was 8 years. Such RA is hereafter referred to as “RAP.” Content of the asphalt binder determined by extraction was found to be 5.16% (Table2).(b)
RA was obtained by milling wearing course, made from SMA mixtures with polymer-modified bitumen. The age of the milled surface layer from the motorway was 9 years. Such RA is hereafter referred to as “RAP SMA.” Asphalt binder content determined by extraction was found to be 6.4% (Table3).Table 2
Basic properties determined for reclaimed binder from RA of gradation 0/11 mm (RAP) for SMA 11.
Test
Determined values
Needle penetration in accordance with EN 1426
24.7 (0.1 mm)
Softening point in accordance with EN 1427
64.4°C
Dynamic viscosity at 135°C in accordance with EN 13302
0.81 Pa·s
Elastic recovery in accordance with EN 13398
7%
PG grade
76-10
Fraass breaking point in accordance with EN 12593
−2°CTable 3
Basic properties determined for reclaimed binder from RA of gradation 0/11 mm (RAP SMA) for SMA 11.
Test
Determined values
Needle penetration in accordance with EN 1426
16.9 (0.1 mm)
Softening point in accordance with EN 1427
69.8°C
Dynamic viscosity at 135°C in accordance with EN 13302
1.23 Pa·s
Elastic recovery in accordance with EN 13398
43%
PG grade
76-4
Fraass breaking point in accordance with EN 12593
−3°CDynamic shear rheometer (DSR) was used to compare the functional properties of reclaimed binders made from both of the RAs. Black diagram (relationship between complex shear modulus and phase angle) is given in Figure1.Figure 1
Black diagram—reclaimed binders from used RA.The curve shows a specific wavy trend of the Black diagram of the modified bitumen in RAP SMA, which differs from a Black diagram of a nonmodified bitumen especially in the area of low complex shear modulus values. The modified RAP SMA bitumen has a lower value of phase angle at the equivalent value of complex shear modulus.Both RAs were crushed to gradation 0/11 mm prior to use. Aggregate gradation of both RAs is compared in Figure2. This graph shows a more gap-graded curve in case of RAP SMA, which was subsequently (due to favourable gradation) used in the mixture with the highest dosage of RA.Figure 2
Sieve size distribution of used RAs.


## 4.4. Other Materials Used

To limit binder drainage, 0.3% of cellulose fibres S-CEL 7 G was added to all asphalt mixtures. To improve binder adhesion to the aggregate, the Addibit L300 additive was added to all the mixtures (0.2% of binder weight). Storflux rejuvenator was applied in order to soften the aged asphalt binder contained in the RA.


## 4.5. Laboratory Designs of SMA 11 with RA

When designing SMA 11 mixtures with various RA ratios in a laboratory (Marshall design with requirements specified in EN 13108-5), the main aim was to set (if possible) equivalent sieve size distribution and final overall content of asphalt binders in the individual mixtures so that the designed mixtures could be compared with one another during subsequent functional laboratory tests and on test sections. Binder optimum was chosen based on evaluation of the results of air void content for the individual laboratory-prepared sets with a binder content of 6.3%, 6.5%, and 6.7%, which are not further mentioned in this paper in order to keep the text concise.In particular, an optimization of six variants of asphalt mixtures of the SMA 11 type was performed:(a)
SMA 11 with 0% RA was used as a reference mixture(b)
SMA 11 with 10%, 20%, and 30% “RAP”(c)
SMA 11 with 30% and 50% “RAP SMA”Overall optimum ratio of asphalt binder in all mixtures was 6.5%. Binder contained in the RA was included in this overall binder content. Binder content in RA was always subtracted from the added amount of new polymer-modified bitumen PMB 45/80-55. Table4 shows composition of the individual mixture variants, and Figure 3 provides the sieve size distribution of the final mixture designs. In case of the design of the SMA mixtures, the rejuvenating additive Storflux (producer Storimpex Group) was used both for the laboratory design and for the trial section. The recommended dosing by the producer was 20 kg of Storflux per 1 ton RA.Table 4
Composition of the individual SMA 11 mixture variants with various ratios of RA (RAP and RAP SMA).
Mixture
SMA 11
0% RAP
10% RAP
20% RAP
30% RAP
30% RAP SMA
50% RAP SMA
Filler (%)
10.5
9.5
8.0
7.5
6.5
3.7
Fraction 0/2 (%)
15.0
10.0
6.0
3.0
3.0
—
Fraction 2/5 (%)
18.0
18.0
16.0
8.0
9.5
1.0
Fraction 4/8 (%)
8.0
8.0
6.0
9.0
8.5
7.0
Fraction 8/11 (%)
48.5
44.5
44.0
42.5
42.5
38.3
RAP (%)
—
10.0
20.0
30.0
—
—
RAP SMA (%)
—
—
—
—
30.0
50.0
S-CEL 7G (%)
0.3
0.3
0.3
0.3
0.3
0.3
Total binder content (%)
6.5
6.5
6.5
6.5
6.5
6.5
Colflex 45/80-55 (new binder) (%)
6.5
6.0
5.5
5.0
4.6
3.3
Addibit L300 (%)
0.2
0.2
0.2
0.2
0.2
0.2
Air void content (%)
3.8
3.6
3.7
3.6
3.6
3.6
Maximum specific gravity (kg/m3)
2563.8
2564.8
2537.9
2545.0
2567.2
2579.0
Bulk specific gravity (kg/m3)
2468.1
2473.1
2444.4
2452.6
2475.0
2490.8
Voids in mineral aggregates (%)
19.5
19.3
19.3
19.3
19.4
19.3
Voids filled by bitumen (%)
81
82
81
81
81
82
Total binder content (%-vol.)
15.7
15.8
15.6
15.6
15.8
15.9Figure 3
Sieve size distribution of the individual variants of the designed SMA 11 mixtures with various ratios and both types of RA.


## 5. Results and Discussion

### 5.1. Wheel Tracking Test

Wheel tracking test results determined at temperatures of 50°C and 60°C are given in Table5 and Figure 4. The standard deviation values are shown in brackets. Upon increasing the test temperature from 50°C to 60°C, the value of parameters WTSAIR and PRDAIR increased. Resistance against deformation of all mixtures was similar, and increasing the ratio of RA does not significantly worsen the resistance of the SMA mixture against permanent deformation. All the compared asphalt mixtures satisfied the required resistance against deformation (the maximum value of parameter PRDAIR is 5.0%, and the maximum value of parameter WTSAIR is 0.07 mm/103 cycles at a temperature of 50°C).Table 5
Determined parameters of resistance against permanent deformation of SMA 11 mixture.
Mixture
WTSAIR (mm/103 cycles)
PRDAIR (%)
WTSAIR (mm/103 cycles)
PRDAIR (%)
Temperature (°C)
50
60
SMA 11 0% RAP
0.012 (0.001897)
1.8 (0.366824)
—
—
SMA 11 10% RAP
0.018 (0.002898)
2.0 (0.288097)
—
—
SMA 11 20% RAP
0.028 (0.002530)
2.3 (0.209762)
—
—
SMA 11 30% RAP
0.026 (0.002191)
1.7 (0.244949)
0.048 (0.002608)
2.1 (0.275681)
SMA 11 30% RAP SMA
0.026 (0.001265)
1.6 (0.260768)
0.049 (0.00228)
2.6 (0.126491)
SMA 11 50% RAP SMA
0.019 (0.002000)
2.0 (0.192354)
0.046 (0.003578)
3.0 (0.289828)Figure 4
Course of the wheel tracking test at a temperature of 50°C.


### 5.2. Stiffness

Stiffness modulus results are given in Table6 and graphically assessed in Figure 5.Table 6
Stiffness of SMA 11 mixture variants with various RA ratios (RAP and RAP SMA).
Mixture
Stiffness modulus (MPa) at 15°C and load frequency
5 Hz
10 Hz
15 Hz
20 Hz
25 Hz
SMA 11 0% RAP
6405 (52.4)
7082 (36.4)
7492 (35.0)
7835 (34.8)
8156 (34.8)
SMA 11 10% RAP
5765 (34.9)
6434 (26.4)
6864 (39.7)
7178 (34.8)
7443 (38.5)
SMA 11 20% RAP
6235 (42.7)
6923 (23.5)
7400 (51.3)
7736 (38.4)
8047 (38.2)
SMA 11 30% RAP
6467 (24.8)
7207 (45.7)
7703 (32.6)
8075 (21.1)
8393 (46.2)
SMA 11 30% RAP SMA
6076 (19.4)
6683 (38.1)
7083 (48.0)
7382 (30.0)
7868 (35.0)
SMA 11 50% RAP SMA
6691 (37.1)
7321 (30.3)
7760 (38.0)
8111 (35.2)
8521 (43.2)Figure 5
Stiffness of the individual SMA 11 mixture variants with various ratios and both types of RA.Based on the assessment of the above provided results for determination of stiffness modulus, it can be said that stiffness moduli of all variants lie in a relatively narrow range and there are only relatively small differences between them. In case of the mixture with standard RA (RAP), the values of stiffness modulus at a temperature of 15°C and load frequency of 10 Hz ranged between 6434 MPa and 7207 MPa. Mixtures with RA from the SMA mixture (RAP SMA) under same conditions showed stiffness moduli between 6683 MPa and 7321 MPa, i.e., slightly higher values. Therefore, if a rejuvenator is used to soften an aged RA binder, there is no excessive increase in stiffness of the SMA mixtures with a high RA content.


### 5.3. Low-Temperature Properties

The determined parameters of maximum tensile strength and temperature of the test specimen upon crack formation are summarized in Table7.Table 7
Low-temperature parameters of SMA 11 mixtures with various ratios of RA (RAP and RAP SMA).
Mixture
Low-temperature properties based on EN 12697-46
Maximum tensile strength (MPa)
Temperature at crack formation (°C)
SMA 11 0% RAP
3.60 (0.228)
−22.9 (0.638)
SMA 11 10% RAP
4.08 (0.207)
−21.9 (0.603)
SMA 11 20% RAP
3.72 (0.273)
−21.0 (0.566)
SMA 11 30% RAP
4.04 (0.236)
−21.6 (0.579)
SMA 11 30% RAP SMA
4.24 (0.361)
−24.4 (0.603)
SMA 11 50% RAP SMA
3.84 (0.305)
−23.1 (0.609)The resulting maximum tensile strength upon crack formation is in case of all tested mixture variants practically identical when taking into account uncertainties of the measurement. Similarly, the tested specimen temperatures upon frost crack appearance are very similar. Variants with RA from SMA (RAP SMA) show slightly better results, which can be explained by the presence of polymer-modified bitumen in the RA. It can therefore be deduced that using higher dosage of RA does not lead to worse low-temperature behaviour of SMA mixtures (assuming usage rejuvenator to soften the aged binder in RA).


### 5.4. Test Section

During September 2016, a test section was built in the Czech Republic based on the above described laboratory research. This section included a total of six variants of wearing layers, created from SMA 11 mixture with two types of RA (RAP and RAP SMA) and their various dosages (0% to 50%). For comparison, a section containing unmodified paving bitumen 50/70 was built (Section 7). No problems were encountered during the manufacture of all asphalt mixture variants in the asphalt mixing plant (using parallel drum), rejuvenator dosage or subsequent laying, and compaction of the mixtures with no negative impact of added RA on the asphalt mixtures.Drilled cores from all subsections were sampled in 2017. Subsequently, mixture analyses and functional tests were performed on the obtained binders, especially to verify functionality of the rejuvenators and set the standard requirements. In the meantime, regular monitoring of the test section state was started, which is done by visual inspection.Below are results of the authors’ work, where comparison was made between the sampled drilled cores from all the sections, with the aim to set a criterion for the maximum content and type of RA in SMA mixtures based on standard regulations.Samples of SMA were taken for subsequent laboratory analyses of all mixture variants. Asphalt binder was reclaimed from these mixtures for performing basic empirical tests and rheological measurements, and also sieve analysis of the aggregate was performed.Rheological measurements were performed in order to assess the effect of differences between rheological behaviour of reclaimed binders from mixtures, containing both of the used RA types. Because these mixtures underwent coating process and were approximately one year in operation in a pavement, the authors consider the results very important for determination of standard requirements.Aggregate sieve analyses were performed especially to assess the effect of dosage of standard RA (RAP) with dense-graded sieve size distribution and RA from SMA mixture (RAP SMA) with gap-graded sieve size distribution curve on the overall gradation of the asphalt mixture.A dynamic shear rheometer Kinexus was used to determine the rheological properties of the reclaimed binders. In particular, the MSCR test (multiple stress creep and recovery test) was performed in accordance with the EN 16659, which also allows assessing and differentiating the degree of binder modification. This issue is described in detail in [13]. The table below shows test results of selected binder variants. The binders below were chosen with the aim to determine the parameters for the standard:(a)
From Section 1, the “reference mixture”, containing modified asphalt and no reclaimed asphalt material(b)
From Section 5, a mixture containing polymer-modified bitumen PMB 45/80-55 and 30% RAP SMA(c)
From Section 7, for comparison, mixture containing paving bitumen 50/70 and no reclaimed asphalt materialThe results of shear strain during multiple stress creep and recovery test (Figure6) and the obtained parameters (Table 8) show that binders recovered from Sections 1 and 5 (i.e., with 0% of reclaimed asphalt material and 30% RAP SMA) behave very similarly, unlike bitumen from Section 7 (i.e., 50/70) which behaves differently. Given the fact that nonmodified paving bitumen was used in Section 7, the lowest value of Jnr3,2 and highest value of R3,2 were achieved.Figure 6
Progress of multiple stress creep and recovery test for chosen recovered bitumens.Table 8
Results of multiple stress creep and recovery test according to EN 16659 for selected recovered binders.
Binder recovered from
MSCR test results
J
nr0,1 (kPa−1)
J
nr3,2 (kPa−1)
J
nr,diff
3,2−0,1 (%)
R
0,1 (%)
R
3,2 (%)
R
diff
3,2−0,1 (%)
Section 1
0.24
0.43
75.77
71.46
54.52
23.71
Section 5
0.32
0.46
42.72
54.96
41.78
23.98
Section 7
0.35
0.58
65.63
35.82
12.18
66.00
J
nr…is the nonrecoverable creep compliance (at two shear stresses: 0.1 kPa and 3.2 kPa) in kPa−1; R is the average percent recovery in %.Figure7 shows results of sieve analyses of the aggregate from all asphalt mixtures. Sieve size distribution of recovered aggregates from all mixtures lies in a relatively narrow range. Given the particular drops on the standard-required sieves, it was determined that the requirements of the standard were satisfied with regard to aggregate gradation of mixture.Figure 7
Sieve size distribution of recovered aggregates from test sections.Upon closer analysis of the sieve size distribution curves, it can be seen that mixtures where RAP SMA was used show better results (more gap graded) of the sieve size distribution curve, which is closer to gradation of SMA-type asphalt mixtures.


## 5.1. Wheel Tracking Test

Wheel tracking test results determined at temperatures of 50°C and 60°C are given in Table5 and Figure 4. The standard deviation values are shown in brackets. Upon increasing the test temperature from 50°C to 60°C, the value of parameters WTSAIR and PRDAIR increased. Resistance against deformation of all mixtures was similar, and increasing the ratio of RA does not significantly worsen the resistance of the SMA mixture against permanent deformation. All the compared asphalt mixtures satisfied the required resistance against deformation (the maximum value of parameter PRDAIR is 5.0%, and the maximum value of parameter WTSAIR is 0.07 mm/103 cycles at a temperature of 50°C).Table 5
Determined parameters of resistance against permanent deformation of SMA 11 mixture.
Mixture
WTSAIR (mm/103 cycles)
PRDAIR (%)
WTSAIR (mm/103 cycles)
PRDAIR (%)
Temperature (°C)
50
60
SMA 11 0% RAP
0.012 (0.001897)
1.8 (0.366824)
—
—
SMA 11 10% RAP
0.018 (0.002898)
2.0 (0.288097)
—
—
SMA 11 20% RAP
0.028 (0.002530)
2.3 (0.209762)
—
—
SMA 11 30% RAP
0.026 (0.002191)
1.7 (0.244949)
0.048 (0.002608)
2.1 (0.275681)
SMA 11 30% RAP SMA
0.026 (0.001265)
1.6 (0.260768)
0.049 (0.00228)
2.6 (0.126491)
SMA 11 50% RAP SMA
0.019 (0.002000)
2.0 (0.192354)
0.046 (0.003578)
3.0 (0.289828)Figure 4
Course of the wheel tracking test at a temperature of 50°C.


## 5.2. Stiffness

Stiffness modulus results are given in Table6 and graphically assessed in Figure 5.Table 6
Stiffness of SMA 11 mixture variants with various RA ratios (RAP and RAP SMA).
Mixture
Stiffness modulus (MPa) at 15°C and load frequency
5 Hz
10 Hz
15 Hz
20 Hz
25 Hz
SMA 11 0% RAP
6405 (52.4)
7082 (36.4)
7492 (35.0)
7835 (34.8)
8156 (34.8)
SMA 11 10% RAP
5765 (34.9)
6434 (26.4)
6864 (39.7)
7178 (34.8)
7443 (38.5)
SMA 11 20% RAP
6235 (42.7)
6923 (23.5)
7400 (51.3)
7736 (38.4)
8047 (38.2)
SMA 11 30% RAP
6467 (24.8)
7207 (45.7)
7703 (32.6)
8075 (21.1)
8393 (46.2)
SMA 11 30% RAP SMA
6076 (19.4)
6683 (38.1)
7083 (48.0)
7382 (30.0)
7868 (35.0)
SMA 11 50% RAP SMA
6691 (37.1)
7321 (30.3)
7760 (38.0)
8111 (35.2)
8521 (43.2)Figure 5
Stiffness of the individual SMA 11 mixture variants with various ratios and both types of RA.Based on the assessment of the above provided results for determination of stiffness modulus, it can be said that stiffness moduli of all variants lie in a relatively narrow range and there are only relatively small differences between them. In case of the mixture with standard RA (RAP), the values of stiffness modulus at a temperature of 15°C and load frequency of 10 Hz ranged between 6434 MPa and 7207 MPa. Mixtures with RA from the SMA mixture (RAP SMA) under same conditions showed stiffness moduli between 6683 MPa and 7321 MPa, i.e., slightly higher values. Therefore, if a rejuvenator is used to soften an aged RA binder, there is no excessive increase in stiffness of the SMA mixtures with a high RA content.


## 5.3. Low-Temperature Properties

The determined parameters of maximum tensile strength and temperature of the test specimen upon crack formation are summarized in Table7.Table 7
Low-temperature parameters of SMA 11 mixtures with various ratios of RA (RAP and RAP SMA).
Mixture
Low-temperature properties based on EN 12697-46
Maximum tensile strength (MPa)
Temperature at crack formation (°C)
SMA 11 0% RAP
3.60 (0.228)
−22.9 (0.638)
SMA 11 10% RAP
4.08 (0.207)
−21.9 (0.603)
SMA 11 20% RAP
3.72 (0.273)
−21.0 (0.566)
SMA 11 30% RAP
4.04 (0.236)
−21.6 (0.579)
SMA 11 30% RAP SMA
4.24 (0.361)
−24.4 (0.603)
SMA 11 50% RAP SMA
3.84 (0.305)
−23.1 (0.609)The resulting maximum tensile strength upon crack formation is in case of all tested mixture variants practically identical when taking into account uncertainties of the measurement. Similarly, the tested specimen temperatures upon frost crack appearance are very similar. Variants with RA from SMA (RAP SMA) show slightly better results, which can be explained by the presence of polymer-modified bitumen in the RA. It can therefore be deduced that using higher dosage of RA does not lead to worse low-temperature behaviour of SMA mixtures (assuming usage rejuvenator to soften the aged binder in RA).


## 5.4. Test Section

During September 2016, a test section was built in the Czech Republic based on the above described laboratory research. This section included a total of six variants of wearing layers, created from SMA 11 mixture with two types of RA (RAP and RAP SMA) and their various dosages (0% to 50%). For comparison, a section containing unmodified paving bitumen 50/70 was built (Section 7). No problems were encountered during the manufacture of all asphalt mixture variants in the asphalt mixing plant (using parallel drum), rejuvenator dosage or subsequent laying, and compaction of the mixtures with no negative impact of added RA on the asphalt mixtures.Drilled cores from all subsections were sampled in 2017. Subsequently, mixture analyses and functional tests were performed on the obtained binders, especially to verify functionality of the rejuvenators and set the standard requirements. In the meantime, regular monitoring of the test section state was started, which is done by visual inspection.Below are results of the authors’ work, where comparison was made between the sampled drilled cores from all the sections, with the aim to set a criterion for the maximum content and type of RA in SMA mixtures based on standard regulations.Samples of SMA were taken for subsequent laboratory analyses of all mixture variants. Asphalt binder was reclaimed from these mixtures for performing basic empirical tests and rheological measurements, and also sieve analysis of the aggregate was performed.Rheological measurements were performed in order to assess the effect of differences between rheological behaviour of reclaimed binders from mixtures, containing both of the used RA types. Because these mixtures underwent coating process and were approximately one year in operation in a pavement, the authors consider the results very important for determination of standard requirements.Aggregate sieve analyses were performed especially to assess the effect of dosage of standard RA (RAP) with dense-graded sieve size distribution and RA from SMA mixture (RAP SMA) with gap-graded sieve size distribution curve on the overall gradation of the asphalt mixture.A dynamic shear rheometer Kinexus was used to determine the rheological properties of the reclaimed binders. In particular, the MSCR test (multiple stress creep and recovery test) was performed in accordance with the EN 16659, which also allows assessing and differentiating the degree of binder modification. This issue is described in detail in [13]. The table below shows test results of selected binder variants. The binders below were chosen with the aim to determine the parameters for the standard:(a)
From Section 1, the “reference mixture”, containing modified asphalt and no reclaimed asphalt material(b)
From Section 5, a mixture containing polymer-modified bitumen PMB 45/80-55 and 30% RAP SMA(c)
From Section 7, for comparison, mixture containing paving bitumen 50/70 and no reclaimed asphalt materialThe results of shear strain during multiple stress creep and recovery test (Figure6) and the obtained parameters (Table 8) show that binders recovered from Sections 1 and 5 (i.e., with 0% of reclaimed asphalt material and 30% RAP SMA) behave very similarly, unlike bitumen from Section 7 (i.e., 50/70) which behaves differently. Given the fact that nonmodified paving bitumen was used in Section 7, the lowest value of Jnr3,2 and highest value of R3,2 were achieved.Figure 6
Progress of multiple stress creep and recovery test for chosen recovered bitumens.Table 8
Results of multiple stress creep and recovery test according to EN 16659 for selected recovered binders.
Binder recovered from
MSCR test results
J
nr0,1 (kPa−1)
J
nr3,2 (kPa−1)
J
nr,diff
3,2−0,1 (%)
R
0,1 (%)
R
3,2 (%)
R
diff
3,2−0,1 (%)
Section 1
0.24
0.43
75.77
71.46
54.52
23.71
Section 5
0.32
0.46
42.72
54.96
41.78
23.98
Section 7
0.35
0.58
65.63
35.82
12.18
66.00
J
nr…is the nonrecoverable creep compliance (at two shear stresses: 0.1 kPa and 3.2 kPa) in kPa−1; R is the average percent recovery in %.Figure7 shows results of sieve analyses of the aggregate from all asphalt mixtures. Sieve size distribution of recovered aggregates from all mixtures lies in a relatively narrow range. Given the particular drops on the standard-required sieves, it was determined that the requirements of the standard were satisfied with regard to aggregate gradation of mixture.Figure 7
Sieve size distribution of recovered aggregates from test sections.Upon closer analysis of the sieve size distribution curves, it can be seen that mixtures where RAP SMA was used show better results (more gap graded) of the sieve size distribution curve, which is closer to gradation of SMA-type asphalt mixtures.


## 6. Conclusions

The paper presents and analyzes results of a 5-year research focused on the possibility of using the reclaimed asphalt material (in a dosage up to 50%) in stone mastic asphalt (SMA), which is, thanks to its skeleton structure, used predominantly in very heavily traffic-loaded pavements (highways, etc.). For concluding, the following are considered:(i)
The abovementioned results (stiffness, resistance against permanent deformations, and low-temperature properties) of the individual laboratory-prepared SMA mixtures with various dosages of the reclaimed asphalt material (10% to 50%) and comparison with reference mixture with no reclaimed asphalt material(ii)
Trouble-free real manufacture of these mixtures in an asphalt mixing plant and subsequent laying of all variants of SMA mixtures in the test section(iii)
Analysis of properties of the taken asphalt mixtures and recovered asphalt binders, which were in operation and performed well with no issues until now despite being heavily traffic loadedBased on the above results, it can be said that it is possible to use the reclaimed asphalt material in SMA-type mixtures without any negative impacts on functional properties or layer lifetime. Based on the above results and experience, the authors currently recommend change of the standard (in particular proposal of national parameters in standard EN 13 108-5) regarding content of the reclaimed asphalt material in SMA-type mixtures. The current prohibition of adding the reclaimed asphalt material to SMA-type mixtures is replaced with possibility of adding the processed reclaimed asphalt material in the ratio up to 20%, given the reclaimed asphalt material must be obtained by separate milling of wearing course of the pavement made from the SMA-type mixture (i.e., with modified asphalt binder—RAP SMA). Proper processing means not just precrushing of the material to the required fraction, roofing of RA deposits, its separation by milling layer by layer, but especially usage of rejuvenators for restoration of properties of the aged bitumen in the reclaimed asphalt material.



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*Source: 3078708-2019-08-04.xml*