# Influence of the Skid Resistance of Ultrathin Wearing Course with Various Types of Asphalt Binders

Authors: Hongfu Liu; Teng Guo; Chenxi Yang; Yunyong Huang; Xuelian Li
Journal: Advances in Materials Science and Engineering
 (2020)

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## Abstract

Ultrathin wearing course (UTWC) has been widely applied in both asphalt pavements preventive maintenance and functional overlay. This study’s objective is to evaluate the influence of different modified asphalt binders with warm mix additives on the skid resistance of UTWC and to reveal the attenuation law of skid resistance of UTWC. Three types of modified asphalt binders (Styrene-Butadiene-Styrene- (SBS-) modified asphalt, Acrylester Rubber- (AR-) modified asphalt, and SinoTPS-modified asphalt) and sasobit warm mix asphalt additive were selected to prepare asphalt mixtures. The Model Mobile Load Simulator 3 (MMLS3) was used to simulate repeated vehicle loading and abrasion. The British Pendulum Number (BPN) and Mean Texture Depth (MTD) were chosen to evaluate the skid resistance of the UTWC. The Analysis of Range (ANOR) and Analysis of Variance (ANOVA) were used to verify the significance of asphalt binder on the antiskid performance of the UTWC. ANOR and ANOVA show that the influence of different modified asphalt binders on the skid resistance of the UTWC is significant. The SinoTPS modified asphalt mixture can maintain high texture roughness before and after abrasion, providing excellent and durable skid resistance. The influence of the addition of a warm mixing additive on the skid resistance of UTWC is not significant, and changes in microtexture mainly reflect its impact on antiskid performance. The decay curve of three modified asphalt binders of the skid resistance of the UTWC can be well fitted into an exponential function. The conclusion will play an essential role in selecting the asphalt binder in a UTWC to improve the antiskid performance.


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## Body

## 1. Introduction

Road safety issues are still a major social issue worldwide, and road safety accidents significantly threaten people’s lives every year worldwide [1]. The better the skid resistance of the road is, the fewer road safety accidents that will occur. Particularly on highways, the skid resistance of pavement has become one of the critical factors affecting traffic accidents [2–4].The road engineering workers always favor the research on the skid resistance of pavement. It is better to pay attention to skid resistance monitoring and improving its measurement accuracy to ensure road safety [5]. The mixture of different coarse aggregate can improve antiwear performance [6]. Torbruegge and Wies [7] explored the correlation between the road surface texture and the wet sliding resistance by introducing the parameter set of self-affine surfaces. Kane et al. [8] found that a new aggregate hardness parameter can well show that the aggregate can retain the friction performance. Road safety is closely related to the antiskid performance of the pavement. The antiskid performance of the pavement must be improved from the root cause, and the reasons must be analyzed to improve road safety.The application of asphalt concrete wearing course can increase the traffic safety of asphalt pavement [9]. Ultrathin wearing course (UTWC) is regarded as a preventive maintenance measure of Asphalt Pavement [10]. Experts and scholars pay attention to the skid resistance. The National Cooperative Highway Research Program (NCHRP) 108 report stated that aggregate property, gradation type, asphalt content, and construction technology all affect the macrotexture of the pavement [11]. For example, the shape and wear resistance of aggregate have a significant impact on the skid resistance of the pavement [12]. Lin and Tongjing [13] showed that the influence of Fine Aggregate Angularity (FAA) value has a significant influence on the macrotexture of stone mastic asphalt (SMA) pavement. Wasilewska [14] found that the mixture with granite and basalt showed a higher friction coefficient by comparing the skid resistance of the SMA (11 mm) wearing course with different aggregates. Wang et al. [15] considered that the decrease of skid resistance property with time is caused by microstructure change. The volume parameters of the asphalt mixture also affect the skid resistance, and it needs to integrate multiple indicators to evaluate the skid resistance [16]. Hu et al. [17] show that the macrotexture of pavement is related to the friction coefficient and affects the skid resistance. A large number of studies by road researchers have shown that the factors affecting the road surface’s antiskid performance mainly come from aggregates.In addition, temperature, climate, humidity, and other environmental factors also affect the pavement’s skid resistance [18, 19]. El-Desouky [20] considered the fact that the change of temperature would affect the measurement of skid resistance. Muñoz [21] showed that the skid resistance of the Ultrathin Bonded Wearing Course decreased with the increase of temperature. The change of season also affects the skid resistance of the pavement, and the potential influence of various factors on the skid resistance is implied in the alternation of seasons [22]. The roughness of pavement reflects the skid resistance, and the change of average roughness is the result of the joint action of load and temperature [23]. The skid resistance of roads related to the dry and wet state of the road surface; the wet road has a significant impact on road traffic accidents [24]. The impact of the road service environment on antiskid performance is also significant.As mentioned above, the research on the skid resistance of UTWC mainly focuses on the aggregate characteristics and environmental factors as temperature. Asphalt, as the binder of wearing course mixture, its performance characteristics, and adhesion with aggregate significantly affect the volume parameters of the mixture [25, 26]. Hadiwardoyo et al. [27] believed that the skid resistance value is also influenced by asphalt characteristics, such as asphalt penetration index, softening point, and ductility. Kane et al. [28] also proposed that the aging of asphalt binders should be considered during the prediction of the antiskid performance of the road surface. Therefore, asphalt is also a significant potential factor affecting pavement skid resistance.This study’s objective is to explore the influence of different modified asphalt binders with warm mix additives on the skid resistance of UTWC and to reveal the attenuation law of skid resistance of UTWC. The Model Mobile Load Simulator 3 (MMLS3) was used to simulate repeated vehicle loading and abrasion. The Analysis of Range (ANOR) and Analysis of Variance (ANOVA) were used to verify the influence of asphalt binder on the antiskid performance of ultrathin wearing course. An exponential model was used for the analysis of the fitting equation coefficients.


## 2. Technical Performance of Raw Materials

### 2.1. Asphalt Binder

The materials used in this paper include three modified asphalt binders. The modifiers used were Styrene-Butadiene-Styrene (SBS), Acrylester Rubber (AR), and SinoTPS. Sasobit warm mix asphalt additive was used to prepare warm mix asphalt mixtures.The neat asphalt binder used for UTWC is AH-70 petroleum asphalt. SBS-modified asphalt is the most commonly used in asphalt mixture [29, 30]. SinoTPS-modified asphalt as a high-viscosity modified asphalt is commonly used for comparison [31]. AR-modified asphalt is also concerned because of its economy and environmental protection [32, 33].SBS is one of the polymers used as a modifier. The SBS-modified asphalt is made with 12% SBS and 88% AH-70 neat binder. It is prepared in the lab via a high shear mixer at 4000–5000 r/min and 180°C for 1 hour then at a constant temperature of 170°C for 2 hours. The SinoTPS is an asphalt binder modifier that can significantly improve the viscosity of asphalt binders. The modifier was designed and produced by a corporation in Shenzhen, China. The SinoTPS-modified asphalt included 16% SinoTPS and 84% AH-70 neat binder, and it is prepared in the lab via a high shear mixer at 8000 r/min and 170∼180°C for 1.5 hours. AR-modified asphalt is composed of 20% rubber powder and 80% AH-70 neat asphalt at 1000 r/min and 180°C for 1 hour.In the process of paving and compaction, the temperature of the UTWC asphalt mixture drops rapidly, which will cause the UTWC to be difficult to compact and will reduce the road performance. Warm mix cools more slowly than the hot mix since there is a smaller difference between the mix temperature and the surrounding air. The lower temperature means that the warm mix will have a reduced viscosity during construction. It will not resist the flow as much as hot mix, which means that better compaction is achievable at a lower compaction temperature. The application of warm mix asphalt pavements has a positive effect for saving CO2 emissions and prolonging the construction season [34].Sasobit, a warm mix asphalt additive produced in South Africa, was used in the test. The use of the warm mix asphalt additive (sasobit) is simple in operation and can be stably dispersed in asphalt only by simple heating and asphalt mixing. It is not easily separated, has excellent workability, and is easy to use. Sasobit has solid particles with the appearance of white or light yellow, as shown in Figure1. The primary technical indicators are shown in Table 1. For the warm mix asphalt additive product, the supplier’s recommended dosage is 1.5%∼3% of the quality of rubber asphalt binder. Sasobit was added into SBS-modified asphalt, SinoTPS high-viscosity modified asphalt, and AR-modified asphalt by a wet process.Figure 1
Sasobit powder.Table 1
Test results of sasobit.
Test itemUnitTest resultsDrop melting point°C105Flashpoint°C290Density (25°C)g/cm30.94Viscosity (135°C)Pa · s12Penetration (65°C)0.1 mm5According to the Standard Test Method of Asphalt and Asphalts Mixtures for Highway Engineering (JTG E20-2011), the test results of neat asphalt (AH-70) and modified asphalt (SBS, AR, and SinoTPS) are shown in Table2 and Tables 3–5. Technical properties of AH-70 neat asphalt and SBS modified asphalt met the requirements of Technical Specifications for Construction of Highway Asphalt Pavement (JTG E20-2004) in China. Technical properties of the SinoTPS-modified asphalt and AR-modified asphalt met the requirements of Technical Specifications for Maintenance of Highway Asphalt Pavement (JTG 5142-2019) in China.Table 2
Technical properties of AH-70 binder.
Test projectTechnical requirementTest resultTest methodsPenetration (25°C, 100 g, 5 s) (0.1 mm)60–8069T 0604Softening point (R&B) (°C)≥4648T 0606Ductility (15°C, 5 cm/min) (cm)≥40100T 0605Flashpoint (°C)≥260314T 0611Solubility (%)≥99.599.8T 0607Density (15°C) (kg/m3)Measured record1.03T 0603After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±0.80.17T 0609Penetration ratio (%)≥6165.4T 0604Retained ductility (5°C) (cm)≥1517T 0605Table 3
Technical properties of SBS-modified asphalt.
Test projectTechnical requirementTest resultTest methodsHot mixWarm mixPenetration (25°C, 100 g, 5 s) (0.1 mm)60–806464.7T 0604Softening point (R&B) (°C)≥607886.4T 0606Ductility (5°C, 5 cm/min) (cm)≥3043.241.7T 0605Kinematic viscosity (135°C)≤30.961.08T 0625Flashpoint (°C)≥230319318T 0611Elastic recovery (%)≥607876.9T 0662Toughness (N · m)≥2.52.752.7T 0624Storage stability (°C)≤2.51.71.5T 0661After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±1.00.200.18T 0609Penetration ratio (%)≥6568.169.3T 0604Retained ductility (5°C) (cm)≥20267T 0605Table 4
Technical properties of SinoTPS-modified asphalt.
Test projectTechnical requirementTest resultTest methodsHot mixWarm mixPenetration (25°C, 100 g, 5 s) (0.1 mm)40–6048.942.3T 0604Softening point (R&B) (°C)≥7588.996.4T 0606Ductility (5°C, 5 cm/min) (cm)≥3043.742.4T 0605Kinematic viscosity (135°C)≤31.181.29T 0625Dynamic viscosity (60°C) (Pa·s)≥20,000153718160217T 0620Solubility (%)≥9999.499.47T 0607Storage stability (°C)≤2.51.91.7T 0661Elastic recovery (%)≥8598.697.8T 0662After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±0.50.180.16T 0609Penetration ratio (%)≥758176.5T 0604Retained ductility (5°C) (cm)≥202930T 0605Table 5
Technical properties of AR-modified asphalt.
Test projectTechnical requirementTest resultTest methodsHot mixWarm mixPenetration (25°C, 100 g, 5 s) (0.1 mm)30–6042.637.3T 0604Softening point (R&B) (°C)≥606984.5T 0606Ductility (5°C, 5 cm/min) (cm)≥202623T 0605Rotational viscosity (180°C) (Pa · s)2–42.02.83T 0625Storage stability (°C)≤52.32.1T 0661Elastic recovery (%)≥607879.3T 0662After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±0.50.230.2T 0609Penetration ratio (%)≥6569.571.3T 0604Retained ductility (5°C) (cm)≥596T 0605


### 2.2. Aggregate

Two types of aggregates were used in this study. The coarse aggregate and fine aggregates are diabase and limestone, respectively. Coarse and fine aggregate sizing is classified as follows: particles smaller than 2.36 mm are fine and above 2.36 mm are coarse. The nominal maximum size of the aggregate of SMA is 8 mm (SMA-8). The aggregates test according to the Specifications and Test Methods of Aggregate for Highway Engineering (JTG E42-2005), the test results of diabase coarse aggregates are shown in Table6, and the test results of fine limestone aggregates are shown in Table 7.Table 6
Test results of diabase coarse aggregate.
Test projectTechnical requirementTest resultTest method8.0–9.5 mm4.75–8.0 mm2.36–4.75 mmCrushing value (%)≤2612.9—T 0316Polishing value≥4249.3—T 0321Los Angeles abrasion value (%)≤2814.1—T 0317Apparent relative density (g/cm3)≥2.62.9492.9592.942T 0321Gross volume relative density (g/cm3)Measure2.9042.9002.874T 0308Water absorption rate (%)≤20.520.690.80T 0308Table 7
Test results of fine limestone aggregate.
Aggregate sizeTest requirementTechnical resultTest methodApparent relative density≥2.502.756T 0328Firmness coefficient (%)≥126.7T 0340Methylene blue value (g/kg)≤256T 0349Angularity (flow time) (s)≥3062T 0345


### 2.3. Asphalt Mixtures

The SMA-8 with six different asphalt binders (three contains warm mix additive) were prepared in this paper. The asphalt mixture with SBS-modified asphalt named as SBS-SMA-8 (WSBS-SMA-8 was named with the addition of warm mix additive), the mixture with AR-modified asphalt was named as AR-SMA-8 (WAR-SMA-8 was named with the addition of warm mix additive), and the mixture with SinoTPS-modified asphalt was named as TPS-SMA-8 (WTPS-SMA-8 was named with added warm mix additive). The test result of different asphalt mixtures is shown in Table8.Table 8
Test results of different asphalt mixtures.
Type of mixturePorosity (%)VMA (%)Marshall stability (kN)Freeze-thaw splitting tensile strength ratio (%)Dynamic stability (times/mm)Mass loss (%)Technical requirement3∼4.5≥17≥7≥80≥3000≤15SBS-SMA-83.7618.168.8389.5671636.67WSBS-SMA-83.9218.228.7487.6482236.62TPS-SMA-83.9719.869.0591.8870625.72WTPS-SMA-83.8818.329.1288.3678525.65AR-SMA-83.8520.138.4587.4180857.54WAR-SMA-83.8419.848.8283.0985177.49The gradation of SMA-8 is shown in Figure2. Air voids and compaction temperature curve of warm asphalt mixture is shown in Figure 3. It is determined that the compaction temperature of warm SBS-modified asphalt mixture is 140°C (the hot mixing is 160°C), warm mixing SinoTPS high-viscosity modified asphalt mixture is 155°C (the hot mixing is 170°C), and warm mixing AR-modified asphalt mixture is 160°C (the hot mixing is 170°C). Asphalt mixture test slab production process contains mixture transfer and heat dissipation process. The compaction temperature of the asphalt mixture test slab is about 10°C∼15°C lower than the corresponding mixing temperature. The mixing temperature of the mixture with warm mixing SBS-modified asphalt is 150°C∼155°C (the hot mix is 170°C∼175°C), the mixing temperature of the mixture with warm mixing SinoTPS high-viscosity modified asphalt is 165°C∼170°C (the hot mix is 180°C∼185°C), and the mixing temperature of warm mixing AR-modified asphalt is 170°C∼175°C (the hot mix is 180°C∼185°C) [35]. The size of the test slab is 300 × 180 × 100 mm. Each test slab consists of three layers, a 20 mm top layer with SMA-8, a 40 mm middle layer with AC-13, and 40 mm bottom layer with AC-20. Figure 4 shows the structure of the test slabs.Figure 2
Aggregate gradation curve of SMA-8.Figure 3
Air voids with the compaction temperature curve.Figure 4
Structure of test slabs.


## 2.1. Asphalt Binder

The materials used in this paper include three modified asphalt binders. The modifiers used were Styrene-Butadiene-Styrene (SBS), Acrylester Rubber (AR), and SinoTPS. Sasobit warm mix asphalt additive was used to prepare warm mix asphalt mixtures.The neat asphalt binder used for UTWC is AH-70 petroleum asphalt. SBS-modified asphalt is the most commonly used in asphalt mixture [29, 30]. SinoTPS-modified asphalt as a high-viscosity modified asphalt is commonly used for comparison [31]. AR-modified asphalt is also concerned because of its economy and environmental protection [32, 33].SBS is one of the polymers used as a modifier. The SBS-modified asphalt is made with 12% SBS and 88% AH-70 neat binder. It is prepared in the lab via a high shear mixer at 4000–5000 r/min and 180°C for 1 hour then at a constant temperature of 170°C for 2 hours. The SinoTPS is an asphalt binder modifier that can significantly improve the viscosity of asphalt binders. The modifier was designed and produced by a corporation in Shenzhen, China. The SinoTPS-modified asphalt included 16% SinoTPS and 84% AH-70 neat binder, and it is prepared in the lab via a high shear mixer at 8000 r/min and 170∼180°C for 1.5 hours. AR-modified asphalt is composed of 20% rubber powder and 80% AH-70 neat asphalt at 1000 r/min and 180°C for 1 hour.In the process of paving and compaction, the temperature of the UTWC asphalt mixture drops rapidly, which will cause the UTWC to be difficult to compact and will reduce the road performance. Warm mix cools more slowly than the hot mix since there is a smaller difference between the mix temperature and the surrounding air. The lower temperature means that the warm mix will have a reduced viscosity during construction. It will not resist the flow as much as hot mix, which means that better compaction is achievable at a lower compaction temperature. The application of warm mix asphalt pavements has a positive effect for saving CO2 emissions and prolonging the construction season [34].Sasobit, a warm mix asphalt additive produced in South Africa, was used in the test. The use of the warm mix asphalt additive (sasobit) is simple in operation and can be stably dispersed in asphalt only by simple heating and asphalt mixing. It is not easily separated, has excellent workability, and is easy to use. Sasobit has solid particles with the appearance of white or light yellow, as shown in Figure1. The primary technical indicators are shown in Table 1. For the warm mix asphalt additive product, the supplier’s recommended dosage is 1.5%∼3% of the quality of rubber asphalt binder. Sasobit was added into SBS-modified asphalt, SinoTPS high-viscosity modified asphalt, and AR-modified asphalt by a wet process.Figure 1
Sasobit powder.Table 1
Test results of sasobit.
Test itemUnitTest resultsDrop melting point°C105Flashpoint°C290Density (25°C)g/cm30.94Viscosity (135°C)Pa · s12Penetration (65°C)0.1 mm5According to the Standard Test Method of Asphalt and Asphalts Mixtures for Highway Engineering (JTG E20-2011), the test results of neat asphalt (AH-70) and modified asphalt (SBS, AR, and SinoTPS) are shown in Table2 and Tables 3–5. Technical properties of AH-70 neat asphalt and SBS modified asphalt met the requirements of Technical Specifications for Construction of Highway Asphalt Pavement (JTG E20-2004) in China. Technical properties of the SinoTPS-modified asphalt and AR-modified asphalt met the requirements of Technical Specifications for Maintenance of Highway Asphalt Pavement (JTG 5142-2019) in China.Table 2
Technical properties of AH-70 binder.
Test projectTechnical requirementTest resultTest methodsPenetration (25°C, 100 g, 5 s) (0.1 mm)60–8069T 0604Softening point (R&B) (°C)≥4648T 0606Ductility (15°C, 5 cm/min) (cm)≥40100T 0605Flashpoint (°C)≥260314T 0611Solubility (%)≥99.599.8T 0607Density (15°C) (kg/m3)Measured record1.03T 0603After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±0.80.17T 0609Penetration ratio (%)≥6165.4T 0604Retained ductility (5°C) (cm)≥1517T 0605Table 3
Technical properties of SBS-modified asphalt.
Test projectTechnical requirementTest resultTest methodsHot mixWarm mixPenetration (25°C, 100 g, 5 s) (0.1 mm)60–806464.7T 0604Softening point (R&B) (°C)≥607886.4T 0606Ductility (5°C, 5 cm/min) (cm)≥3043.241.7T 0605Kinematic viscosity (135°C)≤30.961.08T 0625Flashpoint (°C)≥230319318T 0611Elastic recovery (%)≥607876.9T 0662Toughness (N · m)≥2.52.752.7T 0624Storage stability (°C)≤2.51.71.5T 0661After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±1.00.200.18T 0609Penetration ratio (%)≥6568.169.3T 0604Retained ductility (5°C) (cm)≥20267T 0605Table 4
Technical properties of SinoTPS-modified asphalt.
Test projectTechnical requirementTest resultTest methodsHot mixWarm mixPenetration (25°C, 100 g, 5 s) (0.1 mm)40–6048.942.3T 0604Softening point (R&B) (°C)≥7588.996.4T 0606Ductility (5°C, 5 cm/min) (cm)≥3043.742.4T 0605Kinematic viscosity (135°C)≤31.181.29T 0625Dynamic viscosity (60°C) (Pa·s)≥20,000153718160217T 0620Solubility (%)≥9999.499.47T 0607Storage stability (°C)≤2.51.91.7T 0661Elastic recovery (%)≥8598.697.8T 0662After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±0.50.180.16T 0609Penetration ratio (%)≥758176.5T 0604Retained ductility (5°C) (cm)≥202930T 0605Table 5
Technical properties of AR-modified asphalt.
Test projectTechnical requirementTest resultTest methodsHot mixWarm mixPenetration (25°C, 100 g, 5 s) (0.1 mm)30–6042.637.3T 0604Softening point (R&B) (°C)≥606984.5T 0606Ductility (5°C, 5 cm/min) (cm)≥202623T 0605Rotational viscosity (180°C) (Pa · s)2–42.02.83T 0625Storage stability (°C)≤52.32.1T 0661Elastic recovery (%)≥607879.3T 0662After thin-film oven test (TFOT) 163°C, 5 hMass loss (%)±0.50.230.2T 0609Penetration ratio (%)≥6569.571.3T 0604Retained ductility (5°C) (cm)≥596T 0605


## 2.2. Aggregate

Two types of aggregates were used in this study. The coarse aggregate and fine aggregates are diabase and limestone, respectively. Coarse and fine aggregate sizing is classified as follows: particles smaller than 2.36 mm are fine and above 2.36 mm are coarse. The nominal maximum size of the aggregate of SMA is 8 mm (SMA-8). The aggregates test according to the Specifications and Test Methods of Aggregate for Highway Engineering (JTG E42-2005), the test results of diabase coarse aggregates are shown in Table6, and the test results of fine limestone aggregates are shown in Table 7.Table 6
Test results of diabase coarse aggregate.
Test projectTechnical requirementTest resultTest method8.0–9.5 mm4.75–8.0 mm2.36–4.75 mmCrushing value (%)≤2612.9—T 0316Polishing value≥4249.3—T 0321Los Angeles abrasion value (%)≤2814.1—T 0317Apparent relative density (g/cm3)≥2.62.9492.9592.942T 0321Gross volume relative density (g/cm3)Measure2.9042.9002.874T 0308Water absorption rate (%)≤20.520.690.80T 0308Table 7
Test results of fine limestone aggregate.
Aggregate sizeTest requirementTechnical resultTest methodApparent relative density≥2.502.756T 0328Firmness coefficient (%)≥126.7T 0340Methylene blue value (g/kg)≤256T 0349Angularity (flow time) (s)≥3062T 0345


## 2.3. Asphalt Mixtures

The SMA-8 with six different asphalt binders (three contains warm mix additive) were prepared in this paper. The asphalt mixture with SBS-modified asphalt named as SBS-SMA-8 (WSBS-SMA-8 was named with the addition of warm mix additive), the mixture with AR-modified asphalt was named as AR-SMA-8 (WAR-SMA-8 was named with the addition of warm mix additive), and the mixture with SinoTPS-modified asphalt was named as TPS-SMA-8 (WTPS-SMA-8 was named with added warm mix additive). The test result of different asphalt mixtures is shown in Table8.Table 8
Test results of different asphalt mixtures.
Type of mixturePorosity (%)VMA (%)Marshall stability (kN)Freeze-thaw splitting tensile strength ratio (%)Dynamic stability (times/mm)Mass loss (%)Technical requirement3∼4.5≥17≥7≥80≥3000≤15SBS-SMA-83.7618.168.8389.5671636.67WSBS-SMA-83.9218.228.7487.6482236.62TPS-SMA-83.9719.869.0591.8870625.72WTPS-SMA-83.8818.329.1288.3678525.65AR-SMA-83.8520.138.4587.4180857.54WAR-SMA-83.8419.848.8283.0985177.49The gradation of SMA-8 is shown in Figure2. Air voids and compaction temperature curve of warm asphalt mixture is shown in Figure 3. It is determined that the compaction temperature of warm SBS-modified asphalt mixture is 140°C (the hot mixing is 160°C), warm mixing SinoTPS high-viscosity modified asphalt mixture is 155°C (the hot mixing is 170°C), and warm mixing AR-modified asphalt mixture is 160°C (the hot mixing is 170°C). Asphalt mixture test slab production process contains mixture transfer and heat dissipation process. The compaction temperature of the asphalt mixture test slab is about 10°C∼15°C lower than the corresponding mixing temperature. The mixing temperature of the mixture with warm mixing SBS-modified asphalt is 150°C∼155°C (the hot mix is 170°C∼175°C), the mixing temperature of the mixture with warm mixing SinoTPS high-viscosity modified asphalt is 165°C∼170°C (the hot mix is 180°C∼185°C), and the mixing temperature of warm mixing AR-modified asphalt is 170°C∼175°C (the hot mix is 180°C∼185°C) [35]. The size of the test slab is 300 × 180 × 100 mm. Each test slab consists of three layers, a 20 mm top layer with SMA-8, a 40 mm middle layer with AC-13, and 40 mm bottom layer with AC-20. Figure 4 shows the structure of the test slabs.Figure 2
Aggregate gradation curve of SMA-8.Figure 3
Air voids with the compaction temperature curve.Figure 4
Structure of test slabs.


## 3. Test and Analysis Methods

### 3.1. Test Methods

Figure5 shows the test and work process design. The investigation of skid resistance was based on a scaled APT (Figure 6), and the MMLS3 is a piece of equipment employed in the test. The wheel load for the MMLS3 was set to 2.5 kN. The tire pressure was 0.75 MPa. 6,000 repetitions per hour. The test temperature was 25°C. The skid resistance depends on the pavement surface texture (microtextural and macrotexture) [27, 36, 37]. The value of BPN provides a good approximation of the pavement microtexture size [38]. Sand Patch Method is one of the most effective techniques in macrotexture measurement [39]. In this paper, BPN and MTD are used to evaluate the skid resistance of UTWC. Before 100,000 loading cycles, BPN and MTD values were recorded at every 20,000 cycles. After 100,000 loading cycles, the data of BPN (MTD) was recorded at every 50,000 (100,000) cycles. After one million cycles, the cyclic loading was terminated. The BPN tests were conducted, and the MTD values were measured via the Sand Patch test; both test methods were according to Field Test Methods of Highway Subgrade and Pavement (JTG 3450-2019) in China.Figure 5
Flowchart of the test and work design.Figure 6
The Model Mobile Load Simulator (MMLS3) and the test slabs.


### 3.2. Analysis Methods

The skid resistance of asphalt pavement is related to the characteristics of aggregate, grading type, forming mode, the contact state of tire and pavement, and other factors. Different asphalt binders with warm mix additive on the antiskid performance and decay law of UTWC have been studied. It includes two factors: asphalt type and mix process, which meet the conditions of Analysis of Range (ANOR) and Analysis of Variance (ANOVA).ANOR judges the main influencing factors by calculating the range of test results of various factors.Rj is the range of factor (j), as calculated by the following equation:(1)Rj=maxK1j,K2j,…,Kij−minK1j,K2j,…,Kij,where Kij is the mean value of factor (j) at one certain level [40, 41].The influence of this factor’s level change on the test index is significant while theRj is large.ANOVA decomposes the total variation (i.e., variance) of test indexes into the mutual variation of different factors to determine the importance of each factor in the total variation (just to judge the significance of the influence from various factors). In the ANOVA method, the sum of squares due to factor (SSf) is calculated by the following equations:(2)SSf=∑Kf2​N−Ki2n,where Kf is the sums of test results of the factor, Ki is the value at each level of the factor, N is repeating the number of one factor, and n is the number of tests. The variance value of factor (Vf) and the variance value of error (Ve) are calculated by the following equation:(3)Vf=SSfn−1,Ve=SSeDOFe,where SSe is the sum of squares due to error, (n-1) is the degree of freedom (DOF) of one factor, and DOFe is the number of errors’ degree of freedom. Construct the following equations to calculate statistics Ff.(4)Ff=VfVe.For a given level of significanceα, Fa can be obtained from the F distribution table; if Ff>Fα, the effect of this factor is significant [40–42].An exponential model is used to fit the skid resistance deterioration of the UTWC using different asphalt binders. Some literatures pointed out that the skid resistance of asphalt pavements can be predicted by mathematical models [4, 43–45]. The exponential model is(5)Y=A+B⋅EXP−k⋅x,where Y is the value of BPN or MTD of the UTWC under any number of loading cycles, A is the terminal value of BPN or MTD, B is the loss value of BPN or MTD, A + B is the initial value of BPN or MTD, k is the loss rate of BPN or MTD, and x is the number of loading cycles.


## 3.1. Test Methods

Figure5 shows the test and work process design. The investigation of skid resistance was based on a scaled APT (Figure 6), and the MMLS3 is a piece of equipment employed in the test. The wheel load for the MMLS3 was set to 2.5 kN. The tire pressure was 0.75 MPa. 6,000 repetitions per hour. The test temperature was 25°C. The skid resistance depends on the pavement surface texture (microtextural and macrotexture) [27, 36, 37]. The value of BPN provides a good approximation of the pavement microtexture size [38]. Sand Patch Method is one of the most effective techniques in macrotexture measurement [39]. In this paper, BPN and MTD are used to evaluate the skid resistance of UTWC. Before 100,000 loading cycles, BPN and MTD values were recorded at every 20,000 cycles. After 100,000 loading cycles, the data of BPN (MTD) was recorded at every 50,000 (100,000) cycles. After one million cycles, the cyclic loading was terminated. The BPN tests were conducted, and the MTD values were measured via the Sand Patch test; both test methods were according to Field Test Methods of Highway Subgrade and Pavement (JTG 3450-2019) in China.Figure 5
Flowchart of the test and work design.Figure 6
The Model Mobile Load Simulator (MMLS3) and the test slabs.


## 3.2. Analysis Methods

The skid resistance of asphalt pavement is related to the characteristics of aggregate, grading type, forming mode, the contact state of tire and pavement, and other factors. Different asphalt binders with warm mix additive on the antiskid performance and decay law of UTWC have been studied. It includes two factors: asphalt type and mix process, which meet the conditions of Analysis of Range (ANOR) and Analysis of Variance (ANOVA).ANOR judges the main influencing factors by calculating the range of test results of various factors.Rj is the range of factor (j), as calculated by the following equation:(1)Rj=maxK1j,K2j,…,Kij−minK1j,K2j,…,Kij,where Kij is the mean value of factor (j) at one certain level [40, 41].The influence of this factor’s level change on the test index is significant while theRj is large.ANOVA decomposes the total variation (i.e., variance) of test indexes into the mutual variation of different factors to determine the importance of each factor in the total variation (just to judge the significance of the influence from various factors). In the ANOVA method, the sum of squares due to factor (SSf) is calculated by the following equations:(2)SSf=∑Kf2​N−Ki2n,where Kf is the sums of test results of the factor, Ki is the value at each level of the factor, N is repeating the number of one factor, and n is the number of tests. The variance value of factor (Vf) and the variance value of error (Ve) are calculated by the following equation:(3)Vf=SSfn−1,Ve=SSeDOFe,where SSe is the sum of squares due to error, (n-1) is the degree of freedom (DOF) of one factor, and DOFe is the number of errors’ degree of freedom. Construct the following equations to calculate statistics Ff.(4)Ff=VfVe.For a given level of significanceα, Fa can be obtained from the F distribution table; if Ff>Fα, the effect of this factor is significant [40–42].An exponential model is used to fit the skid resistance deterioration of the UTWC using different asphalt binders. Some literatures pointed out that the skid resistance of asphalt pavements can be predicted by mathematical models [4, 43–45]. The exponential model is(5)Y=A+B⋅EXP−k⋅x,where Y is the value of BPN or MTD of the UTWC under any number of loading cycles, A is the terminal value of BPN or MTD, B is the loss value of BPN or MTD, A + B is the initial value of BPN or MTD, k is the loss rate of BPN or MTD, and x is the number of loading cycles.


## 4. Results and Discussion

### 4.1. BPN Test Results

The BPN test result of UTWC with modified asphalt under different loading repetitions is shown in Figure7. It can be observed that the BPN value decreases with the increase of loading repetitions, while the attenuation rate also decreases. According to Technical Specifications for Maintenance of Highway Asphalt Pavement (JTG 5142-2019), if the BPN value is greater than 45, the pavement is considered to have satisfactory skid resistance.Figure 7
BPN test results.The initial value, terminal value, and loss value of BPN are shown in Figure8. The initial value and terminal value of TPS-SMA are both at a high level compared with AR-SMA. The terminal value of TPS-SMA and SBS-SMA are very close, and they are 2.8% and 2.6% higher than those of AR-SMA, respectively. The AR-SMA has the highest initial value but the lowest terminal value. The initial value of AR-SMA is 1.3% higher than TPS-SMA and 2.2% higher than SBS-SMA. The order of the rate of BPN loss is SBS-SMA (35.0%) < TPS-SMA (35.3%) < AR-SMA (38.0%). Both TPS-SMA and SBS-SMA have better durability of skid resistance than AR-SMA. The addition of the warm mix additive reduces the initial value (0.9%) and terminal value (2.5%), and it increases the average loss rate (2.2%). However, warm mix asphalt reduces fuel consumption and cools more slowly than hot mix.Figure 8
BPN initial values, terminal values, and loss values of different mixtures.


### 4.2. MTD Test Results

The MTD test result is shown in Figure9. The attenuation process of MTD is roughly similar to BPN, and the loss rate in the early stage of the test is much faster than in the later stage of the test. Combined with Figure 10, the MTD values of SBS-SMA and TPS-SMA are both higher than AR-SMA. The initial value of SBS-SMA is the highest, then the TPS-SMA, and the lowest is AR-SMA. Compared with AR-SMA, the initial value of SBS-SMA and TPS-SMA is increased by 17.6% and 11.4%, respectively; the terminal value of SBS-SMA and TPS-SMA remains at a higher level than the AR-SMA. The loss rate of AR-SMA is 34.2%, the TPS-SMA (36.7%) is 2.5% higher than AR-SMA, and the SBS-SMA (40.5%) is 6.3% higher than AR-SMA. The initial value and terminal value of MTD decreased by 2.2%, 2.5%, respectively, with the addition of warm mix additive, but it does not influence the loss rate. According to the Technical Specifications for Maintenance of Highway Asphalt Pavement (JTG 5142-2019), if the MTD of the UTWC is over 0.6 mm, the pavement is considered satisfactory skid resistance.Figure 9
MTD test results.Figure 10
MTD initial values, terminal values, and loss values of different mixtures.As shown in Figure10, the initial value and terminal value of BPN of TPS-SMA are both at a high level compared with SBS-SMA and AR-SMA. The results show that the skid resistance performance of TPS-SMA is the most stable and prominent. As far as the indicators of the three modified asphalts are concerned, TPS modified asphalt has a higher viscosity, and elastic recovery value than that of SBS-modified asphalt and AR-modified asphalt. The test results of BPN and MTD show a gradual decrease in the attenuation rate. At the beginning of the test, the main body that bears the wheel wear is the asphalt film thickness on the aggregate surface. Then its skid resistance is mainly controlled by the aggregate characteristics after the surface asphalt has worn out [46]. A warm mix additive will affect the initial skid resistance and the terminal value in a minimal range and only influence the loss rate of BPN. This can be explained by the fact that the addition of warm mix additive will weaken the adhesion of asphalt–aggregate interface [47].


### 4.3. Analysis of Range

Analysis of the range method is used to compare the influence degree of different factors on skid resistance. Multiple indexes evaluate the skid resistance of UTWC, and skid resistance attenuation is a long and complicated process. In this paper, multiple indexes were used in ANOR. The results are shown in Table9. For all evaluation indexes (BPN and MTD), the influence of asphalt type is higher than that of the mixing process (i.e., range one > range two); the mixing process has little effect on the MTD data.Table 9
Calculation results of ANOR.
FactorBPNMTDInitialTerminalLossInitialTerminalLossModified asphalt typeSBS76.549.7526.751.1350.6750.46SinoTPS77.150.726.41.0750.680.395AR78.2548.529.750.9650.630.335Range one1.752.23.350.170.050.125Mixing processHot mixing77.6350.3327.31.070.670.4Warm mixing76.9348.9727.971.050.650.39Range two0.71.360.670.020.020.01


### 4.4. Analysis of Variance

For a givena = 0.05, if the calculation result F ≥ Fa, the factor has a significant impact on the test results; otherwise, it has no significant impact on the test results. As seen from Table 10, the influence of asphalt type and mixing process on the initial and terminal BPN values is significant. However, the interaction effect is not apparent. Asphalt binder type has a significant effect on the loss value of BPN. As for the initial value, terminal value, and loss value of MTD, only asphalt binder type has significant influence. It can be explained that the addition of warm mix additive (sasobit) mainly reduces the viscosity of asphalt binder but does not alter the volumetric properties of mixtures [48–50].Table 10
Calculation results of ANOVA.
VariationF (BPN)F (MTD)FaInitialTerminalLossInitialTerminalLossAsphalt type20.00219.22426.37585.4044.93483.5843.89Mixing process9.92522.1182.5934.6911.3550.7134.75Interaction effect0.4430.5660.1230.3830.0541.2483.89In summary, the influence of asphalt binder type on various indexes is significant. The mixing process (hot mix and warm mix) on the initial and terminal value of BPN is significant.


### 4.5. Exponential Model Analysis

The BPN and MTD test results and exponential regression by formula5 are shown in Figures 11 and 12, respectively. The antiskid performance (BPN and MTD) of UTWC decreases with repeated vehicle loading and abrasion, and the rate of decline gradually slows down.Figure 11
Fit function and test results of BPN.Figure 12
Fit function and test results of MTD.Mathematical analysis shows that the value ofA is a prediction value for the terminal. The value of B stands for the loss value of prediction, and A + B is the initial value of prediction about the skid resistance. The predicted initial value in the model is close to the test result shown in Figure 11. However, there is a gap between the prediction of terminal value and the test result. The loss of BPN is a long-term process, and it can still decay with the increase in loading repetitions. The prediction of the initial value and the terminal value in the fitting model is close to the test result shown in Figure 12.


## 4.1. BPN Test Results

The BPN test result of UTWC with modified asphalt under different loading repetitions is shown in Figure7. It can be observed that the BPN value decreases with the increase of loading repetitions, while the attenuation rate also decreases. According to Technical Specifications for Maintenance of Highway Asphalt Pavement (JTG 5142-2019), if the BPN value is greater than 45, the pavement is considered to have satisfactory skid resistance.Figure 7
BPN test results.The initial value, terminal value, and loss value of BPN are shown in Figure8. The initial value and terminal value of TPS-SMA are both at a high level compared with AR-SMA. The terminal value of TPS-SMA and SBS-SMA are very close, and they are 2.8% and 2.6% higher than those of AR-SMA, respectively. The AR-SMA has the highest initial value but the lowest terminal value. The initial value of AR-SMA is 1.3% higher than TPS-SMA and 2.2% higher than SBS-SMA. The order of the rate of BPN loss is SBS-SMA (35.0%) < TPS-SMA (35.3%) < AR-SMA (38.0%). Both TPS-SMA and SBS-SMA have better durability of skid resistance than AR-SMA. The addition of the warm mix additive reduces the initial value (0.9%) and terminal value (2.5%), and it increases the average loss rate (2.2%). However, warm mix asphalt reduces fuel consumption and cools more slowly than hot mix.Figure 8
BPN initial values, terminal values, and loss values of different mixtures.


## 4.2. MTD Test Results

The MTD test result is shown in Figure9. The attenuation process of MTD is roughly similar to BPN, and the loss rate in the early stage of the test is much faster than in the later stage of the test. Combined with Figure 10, the MTD values of SBS-SMA and TPS-SMA are both higher than AR-SMA. The initial value of SBS-SMA is the highest, then the TPS-SMA, and the lowest is AR-SMA. Compared with AR-SMA, the initial value of SBS-SMA and TPS-SMA is increased by 17.6% and 11.4%, respectively; the terminal value of SBS-SMA and TPS-SMA remains at a higher level than the AR-SMA. The loss rate of AR-SMA is 34.2%, the TPS-SMA (36.7%) is 2.5% higher than AR-SMA, and the SBS-SMA (40.5%) is 6.3% higher than AR-SMA. The initial value and terminal value of MTD decreased by 2.2%, 2.5%, respectively, with the addition of warm mix additive, but it does not influence the loss rate. According to the Technical Specifications for Maintenance of Highway Asphalt Pavement (JTG 5142-2019), if the MTD of the UTWC is over 0.6 mm, the pavement is considered satisfactory skid resistance.Figure 9
MTD test results.Figure 10
MTD initial values, terminal values, and loss values of different mixtures.As shown in Figure10, the initial value and terminal value of BPN of TPS-SMA are both at a high level compared with SBS-SMA and AR-SMA. The results show that the skid resistance performance of TPS-SMA is the most stable and prominent. As far as the indicators of the three modified asphalts are concerned, TPS modified asphalt has a higher viscosity, and elastic recovery value than that of SBS-modified asphalt and AR-modified asphalt. The test results of BPN and MTD show a gradual decrease in the attenuation rate. At the beginning of the test, the main body that bears the wheel wear is the asphalt film thickness on the aggregate surface. Then its skid resistance is mainly controlled by the aggregate characteristics after the surface asphalt has worn out [46]. A warm mix additive will affect the initial skid resistance and the terminal value in a minimal range and only influence the loss rate of BPN. This can be explained by the fact that the addition of warm mix additive will weaken the adhesion of asphalt–aggregate interface [47].


## 4.3. Analysis of Range

Analysis of the range method is used to compare the influence degree of different factors on skid resistance. Multiple indexes evaluate the skid resistance of UTWC, and skid resistance attenuation is a long and complicated process. In this paper, multiple indexes were used in ANOR. The results are shown in Table9. For all evaluation indexes (BPN and MTD), the influence of asphalt type is higher than that of the mixing process (i.e., range one > range two); the mixing process has little effect on the MTD data.Table 9
Calculation results of ANOR.
FactorBPNMTDInitialTerminalLossInitialTerminalLossModified asphalt typeSBS76.549.7526.751.1350.6750.46SinoTPS77.150.726.41.0750.680.395AR78.2548.529.750.9650.630.335Range one1.752.23.350.170.050.125Mixing processHot mixing77.6350.3327.31.070.670.4Warm mixing76.9348.9727.971.050.650.39Range two0.71.360.670.020.020.01


## 4.4. Analysis of Variance

For a givena = 0.05, if the calculation result F ≥ Fa, the factor has a significant impact on the test results; otherwise, it has no significant impact on the test results. As seen from Table 10, the influence of asphalt type and mixing process on the initial and terminal BPN values is significant. However, the interaction effect is not apparent. Asphalt binder type has a significant effect on the loss value of BPN. As for the initial value, terminal value, and loss value of MTD, only asphalt binder type has significant influence. It can be explained that the addition of warm mix additive (sasobit) mainly reduces the viscosity of asphalt binder but does not alter the volumetric properties of mixtures [48–50].Table 10
Calculation results of ANOVA.
VariationF (BPN)F (MTD)FaInitialTerminalLossInitialTerminalLossAsphalt type20.00219.22426.37585.4044.93483.5843.89Mixing process9.92522.1182.5934.6911.3550.7134.75Interaction effect0.4430.5660.1230.3830.0541.2483.89In summary, the influence of asphalt binder type on various indexes is significant. The mixing process (hot mix and warm mix) on the initial and terminal value of BPN is significant.


## 4.5. Exponential Model Analysis

The BPN and MTD test results and exponential regression by formula5 are shown in Figures 11 and 12, respectively. The antiskid performance (BPN and MTD) of UTWC decreases with repeated vehicle loading and abrasion, and the rate of decline gradually slows down.Figure 11
Fit function and test results of BPN.Figure 12
Fit function and test results of MTD.Mathematical analysis shows that the value ofA is a prediction value for the terminal. The value of B stands for the loss value of prediction, and A + B is the initial value of prediction about the skid resistance. The predicted initial value in the model is close to the test result shown in Figure 11. However, there is a gap between the prediction of terminal value and the test result. The loss of BPN is a long-term process, and it can still decay with the increase in loading repetitions. The prediction of the initial value and the terminal value in the fitting model is close to the test result shown in Figure 12.


## 5. Conclusions

This paper mainly studies the influence of different asphalt binders with warm mix additive on the skid resistance of UTWC. Based on the accelerating pavement test that used MMLS3, the following conclusions can be drawn:(1)
ANOR and ANOVA show that the influence of different modified asphalt binders on the skid resistance of the UTWC is significant. The results show that the TPS-SMA can maintain high texture roughness before and after abrasion, providing excellent and durable skid resistance.(2)
Compared with hot mix UTWC, there is some minor variation to the initial value and the terminal value with the addition of warm mixing additive. Changes in microtexture mainly reflect their impact on antiskid performance.(3)
The antiskid performance (BPN and MTD) of UTWC decreases with repeated vehicle loading and abrasion, and the rate of decline of BPN and MTD gradually slows down. The decay curve of three modified asphalt binders of the skid resistance of the UTWC can be well fitted into an exponential function.By analyzing the influence of different modified asphalt with warm mix additive on skid resistance, this study plays an essential role in selecting asphalt binder in a UTWC to improve the antiskid performance. Future studies can be done to focus on the influence of wet environment and different surface temperatures of the sample on the antislip performance of UTWC.



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*Source: 7162520-2020-11-16.xml*