# Evaluation of the Physical and Adhesive Properties of Natural Weathering Asphalt

Authors: Yanzhu Wang; Xudong Wang; Xingye Zhou; Guang Yang; Lei Zhang
Journal: Advances in Materials Science and Engineering
 (2021)

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## Abstract

Asphalt suffers from a series of aging processes in the natural environment. This is a significant factor in asphalt pavement diseases. Research of the properties of the decay processes in the natural weathering of asphalt will be helpful in distinguishing the characteristics of the various types of asphalt and in the selection of pavement materials. Neat asphalt A70, a styrene-butadiene-styrene- (SBS-) modified asphalt, and crumb-rubber-modified asphalt AR are exposed to outdoor conditions to weather naturally. This process is traced by testing the basic physical properties and the surface free energy of asphalts, using the sessile drop method. Results illustrate that the basic physical properties of asphalt change significantly during the natural weathering process and that the rubber asphalt has the superior aging resistance, while the neat asphalt A70 has a high aging susceptibility. Furthermore, the presence of the SBS and rubber-powder modifiers transforms the change trend of the surface free energy of neat asphalt. The adhesion work between aggregate and asphalt can be used to quantitatively evaluate the adhesive properties between them. Meanwhile, the presence of moisture between the asphalt and aggregate changes cohesive failure into adhesive failure.


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## Body

## 1. Introduction

In the natural environment, asphalt will undergo complex physical and chemical reactions under the influence of sunlight, oxygen, and heat and lead to the deterioration of asphalt performance [1–3]. The adhesion failure of asphalt that manifests as the peeling off from the aggregate surface (caused by the presence of moisture) is another important factor that affects the durability of the asphalt pavement [4–6]. Thus, understanding the physical and adhesive properties of the naturally weathering asphalt is crucial.Currently, research on the simulation of the aging of asphalt is widespread. Most of this research is carried out in laboratories. Aging methods include the thin-film oven test (TFOT), the rolling TFOT, and the pressurized aging vessel [7]. These standard laboratory-aging methods are the short-term and long-term aging simulations of asphalt [8–11]. To simulate natural weathering conditions optimally, researchers evaluate the performance of asphalt after accelerated weather aging. An asphalt sample with a certain thickness is irradiated for a period of time at a designated temperature and with an irradiance of ultraviolet radiation intensity [12–14]. However, the methods of the laboratory simulation of the asphalt sample still cannot reflect the natural environment fully. Thus, to study the real situation of asphalt aging in the natural environment, some researchers are exposing modified asphalts to outdoor conditions to subject them to natural weathering for one year at most [2, 15, 16]. This is insufficient time for achieving a simulation of the entire service life of asphalt exposed to outdoor conditions.Asphalt-aging research aims mainly to establish performance indicators to quantify the aging-degree of asphalt in order to improve predictions of the properties of asphalt. At present, the traditional evaluation indexes of asphalt-aging performance include basic physical properties (e.g., penetration, softening point, and ductility) and rheological indicators (e.g., viscosity, complex modulus (G∗), and phase angle (δ)) [7]. Many modern test methods, such as the atom force microscope (AFM), have been applied. AFM has the potential to measure adhesion differences among micron-sized domains in asphalt binders [17]. Yu et al. evaluated the adhesive property of aging asphalt binders quantitatively by using the AFM method [18]. Research shows that asphalt pavement performance is related to the cohesive and adhesive bonding within the asphalt-aggregate system, and the cohesive-adhesive bonding is related to the surface free energy characteristics of the system [19]. However, studies of the changes of cohesive and adhesive properties of asphalt after natural weathering (based on surface free energy theory) are few.Generally, traditional and advanced performance indicators can realize the evaluation and prediction of asphalt-aging performance by standard laboratory aging methods and by self-designed aging methods. However, research on the natural weathering of asphalt in regard to aging methods is still insufficient, and the allowed natural-aging times are not long enough. However, studies of the cohesive and adhesive properties of asphalt after natural weathering (based on surface free energy theory) are significant.To evaluate the physical and adhesive properties of naturally weathered asphalt, three kinds of asphalt are exposed to natural weathering. Every year, samples are retrieved for performance evaluation. At this point, they have been aging for 4 years. The performance indicators include penetration, softening point, ductility, and viscosity. The surface free energy of the asphalt samples is investigated at various aging times.


## 2. Materials and Experiment Design

### 2.1. Materials

Neat asphalt A70 with penetration grade 70 and SBS-modified asphalt (SBSMA) were used in this study. Three kinds of rubber asphalt were made, using the ‘‘wet process.” The performance indexes of rubber asphalt are shown in Table1. According to the “Specification for Asphalt Rubber Pavement and Construction” provisions in China, the elastic recovery rate shall not be less than 70% when the softening point is greater than 60°C. Finally, rubber asphalt with 22 wt. % crumb-rubber-powder content was used. The PG grades of A70, SBSMA, and AR-22% were PG64-22, PG82-22, and PG82-28, respectively. The aggregates used were limestone, basalt, and granite.Table 1
Performance indexes of AR at three contents.
Crumb-rubber content (%)Penetration 0.1 mm (25°C)Softening point °CElastic recovery rate %2255.164.774.02055.862.168.91856.560.265.2


### 2.2. Aging Procedure

A certain amount of asphalt was weighed and poured on folded and fixed-size silver paper. Then, the silver paper with its asphalt load was placed on a glass plate and then into the oven. The glass plate was adjusted with a level ruler to be horizontal. The oven temperature was controlled at 100°C and 135°C, so that the base and modified asphalts distribute evenly, such that the thickness of the asphalt film is 2 mm. Finally, all the samples were exposed to outdoor conditions—in this case, to the weather in Beijing City, a temperate-zone monsoon climate area—to age in the natural environment (see Figure1). The weather-aging was carried out over 4 years, from January 2016 to January 2020. The asphalts were retrieved for testing at yearly intervals.Figure 1
Aging environment conditions of natural weathering.


### 2.3. Characterization Methods

#### 2.3.1. Basic Performance Test

Penetration, softening point, and ductility were measured according to ASTM D5, ASTM D36, and ASTM D113, respectively. Viscosity was obtained by using a Brookfield viscometer. Approximately 8.5 g of sample was placed into a Brookfield viscometer test tube and tested with a spindle rotating at 20 rpm, for neat asphalt and SBSMA (ASTM D4402) [7]. The torque was controlled at 50% in the viscosity test for AR, and the stretching speed in the ductility test for AR asphalt was 1 cm/min, in accordance with the provisions of the “Guidelines for Design and Construction of Asphalt Rubber and Mixture in Beijing” (2006).


#### 2.3.2. Contact Angle Test

To calculate the surface energy of asphalt, the contact angle of the standard liquid with known surface-energy parameters on the asphalt surface must be measured. In this research, the contact angle was measured by the sessile drop method on a drop-shape analysis instrument made in Germany. The sessile drop method schematic is shown in Figure2.Figure 2
Schematic of contact angle measurement.According to the theory of van Oss et al., the total surface free energy can be divided into two components, namely, the nonpolar Lifshitz–van der Waals (LW) component and the polar Lewis acid-base (AB) component [20].(1)γ=γd+γp,where γ is the surface free energy of the solid material, γd is the dispersive component of surface free energy, and γp is the polarity component of the surface free energy.The contact angle (θ) can be measured when a liquid (L) is wetted on a solid (S) surface, and the interaction energy between L and S can be described by Young’s equation as follows [21, 22]:(2)γLcosθ=γS−γSL,where γL is the surface energy (or surface tension) of the liquid, γS is the surface energy of the solid, and γSL is the interfacial tension between L and S.According to the theory of interfacial tension, the L-S interface free energy can be expressed as follows [23, 24]:(3)γSL=γS+γL−2γSdγLd−2γSpγLp,where γSd is the dispersive component of S surface free energy, γSp is the polarity component of S surface free energy,γLd is the dispersive component of L surface free energy, and γLp is the polarity component of L surface free energy.Equation (4) can be obtained by combining equations (2) and (3) as follows:(4)γL1+cosθ=2γSdγLd+2γSpγLp.The transposed form equation (4) is shown as follows:(5)1+cosθγL2γLd=γSpγLpγLd+γSd.According to equation (5), the surface energy parameters of S can be obtained by linear analysis when the surface energy parameters of more than two standard reagents are known, and the contact angle on the S surface is measured. In this study, the reagents used to test the surface free energy include distilled water, formamide, glycerol, and ethylene glycol. The surface free energy and components of the reagents are shown in Table 2.Table 2
Surface free energy components of reagents [25].
LiquidsSurface free energy components (mJ·m−2)γγdγpDistilled water72.3018.7053.60Formamide59.0039.4019.60Glycerol65.2028.3036.90Ethylene glycol48.2029.2918.91


## 2.1. Materials

Neat asphalt A70 with penetration grade 70 and SBS-modified asphalt (SBSMA) were used in this study. Three kinds of rubber asphalt were made, using the ‘‘wet process.” The performance indexes of rubber asphalt are shown in Table1. According to the “Specification for Asphalt Rubber Pavement and Construction” provisions in China, the elastic recovery rate shall not be less than 70% when the softening point is greater than 60°C. Finally, rubber asphalt with 22 wt. % crumb-rubber-powder content was used. The PG grades of A70, SBSMA, and AR-22% were PG64-22, PG82-22, and PG82-28, respectively. The aggregates used were limestone, basalt, and granite.Table 1
Performance indexes of AR at three contents.
Crumb-rubber content (%)Penetration 0.1 mm (25°C)Softening point °CElastic recovery rate %2255.164.774.02055.862.168.91856.560.265.2


## 2.2. Aging Procedure

A certain amount of asphalt was weighed and poured on folded and fixed-size silver paper. Then, the silver paper with its asphalt load was placed on a glass plate and then into the oven. The glass plate was adjusted with a level ruler to be horizontal. The oven temperature was controlled at 100°C and 135°C, so that the base and modified asphalts distribute evenly, such that the thickness of the asphalt film is 2 mm. Finally, all the samples were exposed to outdoor conditions—in this case, to the weather in Beijing City, a temperate-zone monsoon climate area—to age in the natural environment (see Figure1). The weather-aging was carried out over 4 years, from January 2016 to January 2020. The asphalts were retrieved for testing at yearly intervals.Figure 1
Aging environment conditions of natural weathering.


## 2.3. Characterization Methods

### 2.3.1. Basic Performance Test

Penetration, softening point, and ductility were measured according to ASTM D5, ASTM D36, and ASTM D113, respectively. Viscosity was obtained by using a Brookfield viscometer. Approximately 8.5 g of sample was placed into a Brookfield viscometer test tube and tested with a spindle rotating at 20 rpm, for neat asphalt and SBSMA (ASTM D4402) [7]. The torque was controlled at 50% in the viscosity test for AR, and the stretching speed in the ductility test for AR asphalt was 1 cm/min, in accordance with the provisions of the “Guidelines for Design and Construction of Asphalt Rubber and Mixture in Beijing” (2006).


### 2.3.2. Contact Angle Test

To calculate the surface energy of asphalt, the contact angle of the standard liquid with known surface-energy parameters on the asphalt surface must be measured. In this research, the contact angle was measured by the sessile drop method on a drop-shape analysis instrument made in Germany. The sessile drop method schematic is shown in Figure2.Figure 2
Schematic of contact angle measurement.According to the theory of van Oss et al., the total surface free energy can be divided into two components, namely, the nonpolar Lifshitz–van der Waals (LW) component and the polar Lewis acid-base (AB) component [20].(1)γ=γd+γp,where γ is the surface free energy of the solid material, γd is the dispersive component of surface free energy, and γp is the polarity component of the surface free energy.The contact angle (θ) can be measured when a liquid (L) is wetted on a solid (S) surface, and the interaction energy between L and S can be described by Young’s equation as follows [21, 22]:(2)γLcosθ=γS−γSL,where γL is the surface energy (or surface tension) of the liquid, γS is the surface energy of the solid, and γSL is the interfacial tension between L and S.According to the theory of interfacial tension, the L-S interface free energy can be expressed as follows [23, 24]:(3)γSL=γS+γL−2γSdγLd−2γSpγLp,where γSd is the dispersive component of S surface free energy, γSp is the polarity component of S surface free energy,γLd is the dispersive component of L surface free energy, and γLp is the polarity component of L surface free energy.Equation (4) can be obtained by combining equations (2) and (3) as follows:(4)γL1+cosθ=2γSdγLd+2γSpγLp.The transposed form equation (4) is shown as follows:(5)1+cosθγL2γLd=γSpγLpγLd+γSd.According to equation (5), the surface energy parameters of S can be obtained by linear analysis when the surface energy parameters of more than two standard reagents are known, and the contact angle on the S surface is measured. In this study, the reagents used to test the surface free energy include distilled water, formamide, glycerol, and ethylene glycol. The surface free energy and components of the reagents are shown in Table 2.Table 2
Surface free energy components of reagents [25].
LiquidsSurface free energy components (mJ·m−2)γγdγpDistilled water72.3018.7053.60Formamide59.0039.4019.60Glycerol65.2028.3036.90Ethylene glycol48.2029.2918.91


## 2.3.1. Basic Performance Test

Penetration, softening point, and ductility were measured according to ASTM D5, ASTM D36, and ASTM D113, respectively. Viscosity was obtained by using a Brookfield viscometer. Approximately 8.5 g of sample was placed into a Brookfield viscometer test tube and tested with a spindle rotating at 20 rpm, for neat asphalt and SBSMA (ASTM D4402) [7]. The torque was controlled at 50% in the viscosity test for AR, and the stretching speed in the ductility test for AR asphalt was 1 cm/min, in accordance with the provisions of the “Guidelines for Design and Construction of Asphalt Rubber and Mixture in Beijing” (2006).


## 2.3.2. Contact Angle Test

To calculate the surface energy of asphalt, the contact angle of the standard liquid with known surface-energy parameters on the asphalt surface must be measured. In this research, the contact angle was measured by the sessile drop method on a drop-shape analysis instrument made in Germany. The sessile drop method schematic is shown in Figure2.Figure 2
Schematic of contact angle measurement.According to the theory of van Oss et al., the total surface free energy can be divided into two components, namely, the nonpolar Lifshitz–van der Waals (LW) component and the polar Lewis acid-base (AB) component [20].(1)γ=γd+γp,where γ is the surface free energy of the solid material, γd is the dispersive component of surface free energy, and γp is the polarity component of the surface free energy.The contact angle (θ) can be measured when a liquid (L) is wetted on a solid (S) surface, and the interaction energy between L and S can be described by Young’s equation as follows [21, 22]:(2)γLcosθ=γS−γSL,where γL is the surface energy (or surface tension) of the liquid, γS is the surface energy of the solid, and γSL is the interfacial tension between L and S.According to the theory of interfacial tension, the L-S interface free energy can be expressed as follows [23, 24]:(3)γSL=γS+γL−2γSdγLd−2γSpγLp,where γSd is the dispersive component of S surface free energy, γSp is the polarity component of S surface free energy,γLd is the dispersive component of L surface free energy, and γLp is the polarity component of L surface free energy.Equation (4) can be obtained by combining equations (2) and (3) as follows:(4)γL1+cosθ=2γSdγLd+2γSpγLp.The transposed form equation (4) is shown as follows:(5)1+cosθγL2γLd=γSpγLpγLd+γSd.According to equation (5), the surface energy parameters of S can be obtained by linear analysis when the surface energy parameters of more than two standard reagents are known, and the contact angle on the S surface is measured. In this study, the reagents used to test the surface free energy include distilled water, formamide, glycerol, and ethylene glycol. The surface free energy and components of the reagents are shown in Table 2.Table 2
Surface free energy components of reagents [25].
LiquidsSurface free energy components (mJ·m−2)γγdγpDistilled water72.3018.7053.60Formamide59.0039.4019.60Glycerol65.2028.3036.90Ethylene glycol48.2029.2918.91


## 3. Results and Discussion

### 3.1. Basic Physical Properties

The penetration index is used to evaluate the consistency of asphalt. The result can be considered a property of the material, and its softness is described. Figure3 shows the penetration of asphalts of different natural weathering times. The penetration index of asphalt decreases greatly after one year of natural weathering, and the attenuation rate slows down in the three following years. Table 3 presents the residual penetration ratio (penetration ratio after aging and before aging) of asphalt. Among the three kinds of asphalt, the penetration of A70 asphalt decreases the fastest. Its residual penetration ratio is only 39.4% and 18.5% after 1 year and after 4 years of natural weathering, respectively. The penetration of AR asphalt decreases the slowest, and its residual penetration ratio is 59.4% and 37.0% after 1 year and after 4 years of natural weathering, respectively. The penetration change rate of modified asphalt SBSMA falls between the two. The pavement will be prone to cracking when the penetration value of asphalt at 25°C drops below 20 (0.1 mm). The penetration value of A70 and SBSMA dropped below 20 in the second and third year, respectively. However, the value of AR is still higher than 20 after four years of natural weathering. This finding indicates that rubber asphalt AR is still soft and difficult to crack after weathering.Figure 3
Penetration of asphalt with different weathering time.Table 3
Residual penetration ratio of asphalt.
AsphaltResidual penetration ratio (%)1 year2 years3 years4 yearsA7039.427.823.618.5SBSMA45.136.230.527.3AR59.446.244.337.0The softening point can be used to evaluate the asphalt’s susceptibility to heat. Figure4 presents the softening point of the asphalts with different natural weathering times. Comparison shows that, after the first year of aging, the softening point of asphalt increases the most and rises steadily in the subsequent aging process. The effect of natural weathering on the softening point of neat asphalt A70 is the most significant, but the effect on the modified asphalt is relatively small, and the change rate of the softening point of the two modified asphalts is close. After four years of natural weathering, the softening point change rates of A70, SBSMA, and AR are 48.8%, 22.3%, and 26.2% respectively, as Table 4 shows.Figure 4
Softening point comparison of asphalts with different weathering times.Table 4
Change rate of softening point.
AsphaltChange rate of softening point (%)1 year2 years3 years4 yearsA7023.631.035.548.8SBSMA10.713.218.522.3AR11.318.019.826.2The rheological properties of asphalt are evaluated by viscosity indicator, and its viscosity at 160°C is studied. Figure5 presents the viscosity of the asphalts with different natural weathering times. The viscosity (160°C) of asphalt increases gradually with the progress of aging. The viscosity change rate of rubber asphalt AR is smaller when compared to the other two kinds of asphalt, and the increase in viscosity after four years of aging is only 45.7%, whereas the viscosity increases of neat asphalt and SBS-modified asphalt reach as high as 432.4% and 372.9%, respectively, as shown in Table 5. This also shows that viscosity is the most sensitive property index of aging asphalt and that the rubber asphalt has superior aging resistance.Figure 5
Viscosity of asphalt with different weathering time.Table 5
Viscosity change rate of asphalt.
AsphaltViscosity increase rate (%)1 year2 years3 years4 yearsA7084.5143.2233.8432.4SBSMA105.6171.1306.0372.9AR10.715.123.945.7Asphalt ductility is an important performance indicator in evaluating crack resistance. Table6 presents the ductility dates of the asphalt at various weathering times. The data in Table 5 show that brittle fracturing occurs in neat asphalt A70 and that in the modified asphalt SBSMA, the ductility test after natural-weather aging for 1 year. Ductility data are at value 0. The ductility dates of SBS-modified asphalt are 11.6 (10°C) and 0 (5°C) after weathering for 1 year. In subsequent experiments, when the test temperature is increased to 10°C, brittle fracture still occurs in asphalt A70 and SBSMA, while the ductility value of rubber asphalt continues to be measurable. This finding indicates that rubber asphalt has good ductility under natural weathering conditions.Table 6
Ductility dates of asphalt.
AsphaltDuctility (cm)Virgin1 year2 years3 years4 years10°C5°C10°C5°C10°C10°C10°CA7037.3—0—000SBSMA48.728.511.60000AR—15.0—5.16.35.53.3The above analysis suggests that natural weathering has a significant impact on the basic physical properties of asphalt. After 4 years of aging, the penetration, softening point, viscosity, and ductility of asphalt exhibited different degrees of attenuation; the aging in the first year has the most significant effect. The performance of rubber asphalt is relatively stable, and base asphalt A70 has a high aging susceptibility.Asphalt will suffer from a series of complex physiochemical reactions in the natural environment, such as volatilization, oxidation, and condensation. These reactions will happen in asphalt, and they make it even harder and more brittle. Oxidation plays an important role in asphalt performance. According to the research of Zhao et al. [16], when the asphalt is exposed to the natural environment, oxidation will occur and lead to an increase in its carbonyl and sulfoxide content. The change of the carbonyl index (CI) agrees with the obvious change in rheological properties. Meanwhile, the increase of carbonyl content is less in SBSMA, compared with that of neat asphalt. This indicates that SBSMA is, in terms of oxidation, the superior of neat asphalt in regard to the resistance to the aging process. The higher viscosity of SBSMA results in the slower flow of the asphalt, which reduces the chance of oxidation. This leads to a change in the physical properties of base asphalt, more so than in that of SBS-modified asphalt. The carbonyl content increase is lesser in crumb-rubber-modified asphalt than in SBSMA [2]. This indicates that the aging resistance of AR is superior to that of SBSMA. The change rates of carbonyl content are also in agreement with the change ratio of rheological properties. This is consistent with the research findings outlined in this paper. That is, rubber asphalt has superior aging resistance, and base asphalt A70 has high aging susceptibility.


### 3.2. Cohesive and Adhesive Performance

The contact angle values of asphalt with distilled water, formamide, glycerol, and ethylene glycol reagents are measured by sessile drop testing. The surface energy components of asphalt can be obtained by equation (5), a calculation of the relationship between contact angle and surface free energy. Table 7 lists the surface free energy components of the asphalt with various natural weathering times.Table 7
Surface free energy components of asphalt.
AsphaltAging time (year)γ (mJ·m−2)γd (mJ·m−2)γp (mJ·m−2)A70014.4911.952.55116.1714.691.48216.2014.721.48316.5215.351.17416.9415.861.08SBSMA014.4811.522.97115.6813.801.87217.1615.821.34317.0015.881.12416.9215.781.15AR015.6313.602.03117.2415.721.52217.4416.171.27317.1515.901.25416.7715.161.61The comparative analysis of the data in Table7 indicates that the surface free energy of base asphalt A70 increases with aging time, and the change rate reaches 16.9% after 4 years of aging. However, the surface free energy of SBSMA and AR first increases, reaches the maximum value after the second year of aging, and then decreases gradually in the next 2 years. Asphalt is composed mainly of nonpolar hydrocarbons that cause the dispersive component of asphalt to become far greater than the polarity component. However, the existence of polar chemical groups in asphalt, such as in some functional groups that include carbonyl (C=O) and sulfoxide (S=O), has an important role in asphalt performance. After natural weathering, the change characteristics of the polar component of surface energy are also significant. The polarity component of A70 asphalt decreases with aging time, whereas the polar component of the two other kinds of modified asphalt reaches the lowest value after 3 years of aging and increases in the 4th year. The influence of aging on asphalt composition and the relationship between asphalt chemical composition and surface free energy need further study.The work of cohesion is defined as the energy consumed when a homogeneous material is divided into two new surfaces. Value can be calculated from the surface free energy on the following equation:(6)Wcohesion=2γasphalt=2γasphaltd+γasphaltp,where Wcohesion is the work of cohesion, γasphalt is the surface free energy of asphalt, γasphaltd is the dispersive component, and γasphaltp is the polarity component.Figure6 presents the work of asphalt cohesion with different natural weathering times. The work of cohesion has the same change trend as the surface free energy of asphalt. The cohesive work of base asphalt increases gradually with aging time, and the cohesive work of modified asphalt rises initially, reaches the maximum value after the second year of aging, and then decreases gradually in the next two years. The results show that the presence of SBS and rubber powder transforms the change trend of the cohesive work of the matrix asphalt. This phenomenon causes the modified asphalt to become more prone to cohesive failure after long-term natural weathering.Figure 6
Work of cohesion of asphalt.The work of adhesion can be observed in the decrease in free energy when a two-phase material is separated. In dry conditions, the value can be calculated from the surface free energy according to the following equation [25]:(7)Wadhesion,dry=γasphalt+γaggregate−γasphalt−aggregate=2γasphaltdγaggregated+2γasphaltpγaggregatep.Under water conditions, the work of adhesion between asphalt and aggregate can be formulated as follows [25]:(8)Wadhesion,wet=γasphalt−water+γaggregate−water−γasphalt−aggregate=2γwater+γaggregated⋅γasphaltd+γaggregatep⋅γasphaltp−γasphaltd⋅γwaterd−γasphaltp⋅γwaterp−γaggregated⋅γwaterd−γaggregatep⋅γwaterp,where Wadhesion,dry is the work of adhesion under dry conditions,Wadhesion,wet is the work of adhesion under water condition, γaggregate is the surface free energy of the aggregate, γaggregatedγaggregatep are the dispersive and polarity components of aggregate surface free energy, γasphalt−water is the interface of the free energy between asphalt and water, γaggregate−water is the interface of free energy between aggregate and water, and γasphalt−aggregate is the interface free energy between aggregate and asphalt.The surface free energy components of aggregates are listed in Table8. The surface free energy of limestone is lower than those of basalt and granite. The dispersion components of limestone and basalt are slightly larger than that of the polar component, whereas the dispersion component of granite is much smaller than that of the polar component. According to equations (7) and (8), the adhesion work of asphalt and aggregate under dry and water conditions can be obtained.Table 8
Surface free energy components of aggregates.
Aggregatesγ (mJ·m−2)γd (mJ·m−2)γp (mJ·m−2)Limestone47.124.322.8Basalt58.530.128.4Granite57.316.940.4The work of adhesion between asphalt and aggregate under dry conditions is shown in Figure7. The results in this study show that the surface energy of the aggregate is the main factor that affects adhesive performance. Under dry conditions, the work of adhesion between asphalt and basalt is maximal and that of granite is minimal. This result indicates that the adhesive property and antispalling ability of asphalt and basalt are better than that of granite. Compared with the cohesion work of asphalt, as shown in Figure 6, the adhesion work of asphalt and the three kinds of aggregate is greater than that of asphalt cohesion work under dry conditions. This indicates that the cohesive failure of the asphalt mixture will occur preferentially when subjected to external forces under dry conditions.Figure 7
Work of adhesion between asphalt and (a) limestone, (b) basalt, and (c) granite under dry conditions.
(a)(b)(c)However, with the deepening of the natural weathering of asphalt, the work of adhesion between asphalt and aggregate under dry conditions shows a decreasing trend, and the numerical value changes slightly. Nevertheless, its influence on the adhesion of granite is relatively significant. Natural weathering reduces the adhesive properties of asphalt.The presence of moisture is an important factor in the acceleration of the water damage of the asphalt mixture. The work of adhesion between asphalt and aggregate under water conditions is shown in Figure8. The adhesion work of asphalt and aggregate in a water environment is significantly reduced and is less than the cohesion work of asphalt in dry conditions. The presence of water leads to the poor adhesive strength of asphalt and aggregate. When moisture damage occurs, asphalt will tend to peel off from the surface of the aggregate, rather than fail cohesively. Comparing the three aggregates, the order of adhesion work, from the greatest to the least, is limestone, basalt, and granite. Asphalt is a kind of weak acid material that easily adheres to alkaline aggregates. However, granite is an acid stone, and the adhesion work of granite and asphalt is less than those of the two other aggregates, regardless of whether water is present. Therefore, from the point of view of adhesion work theory, granite and asphalt have a poor adhesive performance.Figure 8
Work of adhesion with asphalt and (a) limestone, (b) basalt, and (c) granite under water condition.
(a)(b)(c)Furthermore, under water conditions, the work of adhesion with neat asphalt A70 increases gradually with aging time and that of modified asphalt increases initially and then decreases after 4 years of natural aging. This observation is consistent with the change trend of the surface free energy of asphalt but different from that under dry conditions.Asphalt will suffer from a series of complex physical and chemical reactions in the natural environment because of sunlight, heat, oxygen, and moisture. When the asphalt is exposed to the natural environment, some light components will volatilize. The components of asphalt will also change in sequence. That is, the aromatics will be converted into the resin, the resin will be transformed into asphaltene, and the asphaltene can be transformed also into a toluene insoluble substance, because of molecular association and condensation. Carbonyl sulfoxide and other compound groups will be produced because of the reaction of the functional groups to oxygen.Overall, the molecular weight of asphalt increases. However, the aging process of modified asphalt is more complex. The interaction between SBS copolymer, which has a higher molecular weight, and neat asphalt causes the modified asphalt to have better oxidation resistance. The deepening of the aging of SBS will degrade into small molecular substances [16]. Similarly, in rubber asphalt, the rubber powder will pyrolyze, and the pyrolysis products will oxidize and condense, thereby making the aging mechanism of rubber asphalt more complex. This phenomenon may be the reason for the change trend of surface energy. Alternately, the adhesion work of modified asphalt differs from that of neat asphalt.The above analysis of the adhesion of asphalt and the aggregates shows that the property of each aggregate is the main factor in adhesion, whereas the influences of asphalt properties and natural weathering are relatively mild. For granite, whether water is present or absent, adhesion to asphalt is less likely than it is for the two other aggregates. Compared with limestone, basalt has better adhesion under dry conditions, whereas limestone has better adhesion when water is present. The presence of moisture changes cohesive failure into adhesion failure between asphalt and aggregate. The adhesive performance indicator is relatively independent of basic physical properties and needs further research.


## 3.1. Basic Physical Properties

The penetration index is used to evaluate the consistency of asphalt. The result can be considered a property of the material, and its softness is described. Figure3 shows the penetration of asphalts of different natural weathering times. The penetration index of asphalt decreases greatly after one year of natural weathering, and the attenuation rate slows down in the three following years. Table 3 presents the residual penetration ratio (penetration ratio after aging and before aging) of asphalt. Among the three kinds of asphalt, the penetration of A70 asphalt decreases the fastest. Its residual penetration ratio is only 39.4% and 18.5% after 1 year and after 4 years of natural weathering, respectively. The penetration of AR asphalt decreases the slowest, and its residual penetration ratio is 59.4% and 37.0% after 1 year and after 4 years of natural weathering, respectively. The penetration change rate of modified asphalt SBSMA falls between the two. The pavement will be prone to cracking when the penetration value of asphalt at 25°C drops below 20 (0.1 mm). The penetration value of A70 and SBSMA dropped below 20 in the second and third year, respectively. However, the value of AR is still higher than 20 after four years of natural weathering. This finding indicates that rubber asphalt AR is still soft and difficult to crack after weathering.Figure 3
Penetration of asphalt with different weathering time.Table 3
Residual penetration ratio of asphalt.
AsphaltResidual penetration ratio (%)1 year2 years3 years4 yearsA7039.427.823.618.5SBSMA45.136.230.527.3AR59.446.244.337.0The softening point can be used to evaluate the asphalt’s susceptibility to heat. Figure4 presents the softening point of the asphalts with different natural weathering times. Comparison shows that, after the first year of aging, the softening point of asphalt increases the most and rises steadily in the subsequent aging process. The effect of natural weathering on the softening point of neat asphalt A70 is the most significant, but the effect on the modified asphalt is relatively small, and the change rate of the softening point of the two modified asphalts is close. After four years of natural weathering, the softening point change rates of A70, SBSMA, and AR are 48.8%, 22.3%, and 26.2% respectively, as Table 4 shows.Figure 4
Softening point comparison of asphalts with different weathering times.Table 4
Change rate of softening point.
AsphaltChange rate of softening point (%)1 year2 years3 years4 yearsA7023.631.035.548.8SBSMA10.713.218.522.3AR11.318.019.826.2The rheological properties of asphalt are evaluated by viscosity indicator, and its viscosity at 160°C is studied. Figure5 presents the viscosity of the asphalts with different natural weathering times. The viscosity (160°C) of asphalt increases gradually with the progress of aging. The viscosity change rate of rubber asphalt AR is smaller when compared to the other two kinds of asphalt, and the increase in viscosity after four years of aging is only 45.7%, whereas the viscosity increases of neat asphalt and SBS-modified asphalt reach as high as 432.4% and 372.9%, respectively, as shown in Table 5. This also shows that viscosity is the most sensitive property index of aging asphalt and that the rubber asphalt has superior aging resistance.Figure 5
Viscosity of asphalt with different weathering time.Table 5
Viscosity change rate of asphalt.
AsphaltViscosity increase rate (%)1 year2 years3 years4 yearsA7084.5143.2233.8432.4SBSMA105.6171.1306.0372.9AR10.715.123.945.7Asphalt ductility is an important performance indicator in evaluating crack resistance. Table6 presents the ductility dates of the asphalt at various weathering times. The data in Table 5 show that brittle fracturing occurs in neat asphalt A70 and that in the modified asphalt SBSMA, the ductility test after natural-weather aging for 1 year. Ductility data are at value 0. The ductility dates of SBS-modified asphalt are 11.6 (10°C) and 0 (5°C) after weathering for 1 year. In subsequent experiments, when the test temperature is increased to 10°C, brittle fracture still occurs in asphalt A70 and SBSMA, while the ductility value of rubber asphalt continues to be measurable. This finding indicates that rubber asphalt has good ductility under natural weathering conditions.Table 6
Ductility dates of asphalt.
AsphaltDuctility (cm)Virgin1 year2 years3 years4 years10°C5°C10°C5°C10°C10°C10°CA7037.3—0—000SBSMA48.728.511.60000AR—15.0—5.16.35.53.3The above analysis suggests that natural weathering has a significant impact on the basic physical properties of asphalt. After 4 years of aging, the penetration, softening point, viscosity, and ductility of asphalt exhibited different degrees of attenuation; the aging in the first year has the most significant effect. The performance of rubber asphalt is relatively stable, and base asphalt A70 has a high aging susceptibility.Asphalt will suffer from a series of complex physiochemical reactions in the natural environment, such as volatilization, oxidation, and condensation. These reactions will happen in asphalt, and they make it even harder and more brittle. Oxidation plays an important role in asphalt performance. According to the research of Zhao et al. [16], when the asphalt is exposed to the natural environment, oxidation will occur and lead to an increase in its carbonyl and sulfoxide content. The change of the carbonyl index (CI) agrees with the obvious change in rheological properties. Meanwhile, the increase of carbonyl content is less in SBSMA, compared with that of neat asphalt. This indicates that SBSMA is, in terms of oxidation, the superior of neat asphalt in regard to the resistance to the aging process. The higher viscosity of SBSMA results in the slower flow of the asphalt, which reduces the chance of oxidation. This leads to a change in the physical properties of base asphalt, more so than in that of SBS-modified asphalt. The carbonyl content increase is lesser in crumb-rubber-modified asphalt than in SBSMA [2]. This indicates that the aging resistance of AR is superior to that of SBSMA. The change rates of carbonyl content are also in agreement with the change ratio of rheological properties. This is consistent with the research findings outlined in this paper. That is, rubber asphalt has superior aging resistance, and base asphalt A70 has high aging susceptibility.


## 3.2. Cohesive and Adhesive Performance

The contact angle values of asphalt with distilled water, formamide, glycerol, and ethylene glycol reagents are measured by sessile drop testing. The surface energy components of asphalt can be obtained by equation (5), a calculation of the relationship between contact angle and surface free energy. Table 7 lists the surface free energy components of the asphalt with various natural weathering times.Table 7
Surface free energy components of asphalt.
AsphaltAging time (year)γ (mJ·m−2)γd (mJ·m−2)γp (mJ·m−2)A70014.4911.952.55116.1714.691.48216.2014.721.48316.5215.351.17416.9415.861.08SBSMA014.4811.522.97115.6813.801.87217.1615.821.34317.0015.881.12416.9215.781.15AR015.6313.602.03117.2415.721.52217.4416.171.27317.1515.901.25416.7715.161.61The comparative analysis of the data in Table7 indicates that the surface free energy of base asphalt A70 increases with aging time, and the change rate reaches 16.9% after 4 years of aging. However, the surface free energy of SBSMA and AR first increases, reaches the maximum value after the second year of aging, and then decreases gradually in the next 2 years. Asphalt is composed mainly of nonpolar hydrocarbons that cause the dispersive component of asphalt to become far greater than the polarity component. However, the existence of polar chemical groups in asphalt, such as in some functional groups that include carbonyl (C=O) and sulfoxide (S=O), has an important role in asphalt performance. After natural weathering, the change characteristics of the polar component of surface energy are also significant. The polarity component of A70 asphalt decreases with aging time, whereas the polar component of the two other kinds of modified asphalt reaches the lowest value after 3 years of aging and increases in the 4th year. The influence of aging on asphalt composition and the relationship between asphalt chemical composition and surface free energy need further study.The work of cohesion is defined as the energy consumed when a homogeneous material is divided into two new surfaces. Value can be calculated from the surface free energy on the following equation:(6)Wcohesion=2γasphalt=2γasphaltd+γasphaltp,where Wcohesion is the work of cohesion, γasphalt is the surface free energy of asphalt, γasphaltd is the dispersive component, and γasphaltp is the polarity component.Figure6 presents the work of asphalt cohesion with different natural weathering times. The work of cohesion has the same change trend as the surface free energy of asphalt. The cohesive work of base asphalt increases gradually with aging time, and the cohesive work of modified asphalt rises initially, reaches the maximum value after the second year of aging, and then decreases gradually in the next two years. The results show that the presence of SBS and rubber powder transforms the change trend of the cohesive work of the matrix asphalt. This phenomenon causes the modified asphalt to become more prone to cohesive failure after long-term natural weathering.Figure 6
Work of cohesion of asphalt.The work of adhesion can be observed in the decrease in free energy when a two-phase material is separated. In dry conditions, the value can be calculated from the surface free energy according to the following equation [25]:(7)Wadhesion,dry=γasphalt+γaggregate−γasphalt−aggregate=2γasphaltdγaggregated+2γasphaltpγaggregatep.Under water conditions, the work of adhesion between asphalt and aggregate can be formulated as follows [25]:(8)Wadhesion,wet=γasphalt−water+γaggregate−water−γasphalt−aggregate=2γwater+γaggregated⋅γasphaltd+γaggregatep⋅γasphaltp−γasphaltd⋅γwaterd−γasphaltp⋅γwaterp−γaggregated⋅γwaterd−γaggregatep⋅γwaterp,where Wadhesion,dry is the work of adhesion under dry conditions,Wadhesion,wet is the work of adhesion under water condition, γaggregate is the surface free energy of the aggregate, γaggregatedγaggregatep are the dispersive and polarity components of aggregate surface free energy, γasphalt−water is the interface of the free energy between asphalt and water, γaggregate−water is the interface of free energy between aggregate and water, and γasphalt−aggregate is the interface free energy between aggregate and asphalt.The surface free energy components of aggregates are listed in Table8. The surface free energy of limestone is lower than those of basalt and granite. The dispersion components of limestone and basalt are slightly larger than that of the polar component, whereas the dispersion component of granite is much smaller than that of the polar component. According to equations (7) and (8), the adhesion work of asphalt and aggregate under dry and water conditions can be obtained.Table 8
Surface free energy components of aggregates.
Aggregatesγ (mJ·m−2)γd (mJ·m−2)γp (mJ·m−2)Limestone47.124.322.8Basalt58.530.128.4Granite57.316.940.4The work of adhesion between asphalt and aggregate under dry conditions is shown in Figure7. The results in this study show that the surface energy of the aggregate is the main factor that affects adhesive performance. Under dry conditions, the work of adhesion between asphalt and basalt is maximal and that of granite is minimal. This result indicates that the adhesive property and antispalling ability of asphalt and basalt are better than that of granite. Compared with the cohesion work of asphalt, as shown in Figure 6, the adhesion work of asphalt and the three kinds of aggregate is greater than that of asphalt cohesion work under dry conditions. This indicates that the cohesive failure of the asphalt mixture will occur preferentially when subjected to external forces under dry conditions.Figure 7
Work of adhesion between asphalt and (a) limestone, (b) basalt, and (c) granite under dry conditions.
(a)(b)(c)However, with the deepening of the natural weathering of asphalt, the work of adhesion between asphalt and aggregate under dry conditions shows a decreasing trend, and the numerical value changes slightly. Nevertheless, its influence on the adhesion of granite is relatively significant. Natural weathering reduces the adhesive properties of asphalt.The presence of moisture is an important factor in the acceleration of the water damage of the asphalt mixture. The work of adhesion between asphalt and aggregate under water conditions is shown in Figure8. The adhesion work of asphalt and aggregate in a water environment is significantly reduced and is less than the cohesion work of asphalt in dry conditions. The presence of water leads to the poor adhesive strength of asphalt and aggregate. When moisture damage occurs, asphalt will tend to peel off from the surface of the aggregate, rather than fail cohesively. Comparing the three aggregates, the order of adhesion work, from the greatest to the least, is limestone, basalt, and granite. Asphalt is a kind of weak acid material that easily adheres to alkaline aggregates. However, granite is an acid stone, and the adhesion work of granite and asphalt is less than those of the two other aggregates, regardless of whether water is present. Therefore, from the point of view of adhesion work theory, granite and asphalt have a poor adhesive performance.Figure 8
Work of adhesion with asphalt and (a) limestone, (b) basalt, and (c) granite under water condition.
(a)(b)(c)Furthermore, under water conditions, the work of adhesion with neat asphalt A70 increases gradually with aging time and that of modified asphalt increases initially and then decreases after 4 years of natural aging. This observation is consistent with the change trend of the surface free energy of asphalt but different from that under dry conditions.Asphalt will suffer from a series of complex physical and chemical reactions in the natural environment because of sunlight, heat, oxygen, and moisture. When the asphalt is exposed to the natural environment, some light components will volatilize. The components of asphalt will also change in sequence. That is, the aromatics will be converted into the resin, the resin will be transformed into asphaltene, and the asphaltene can be transformed also into a toluene insoluble substance, because of molecular association and condensation. Carbonyl sulfoxide and other compound groups will be produced because of the reaction of the functional groups to oxygen.Overall, the molecular weight of asphalt increases. However, the aging process of modified asphalt is more complex. The interaction between SBS copolymer, which has a higher molecular weight, and neat asphalt causes the modified asphalt to have better oxidation resistance. The deepening of the aging of SBS will degrade into small molecular substances [16]. Similarly, in rubber asphalt, the rubber powder will pyrolyze, and the pyrolysis products will oxidize and condense, thereby making the aging mechanism of rubber asphalt more complex. This phenomenon may be the reason for the change trend of surface energy. Alternately, the adhesion work of modified asphalt differs from that of neat asphalt.The above analysis of the adhesion of asphalt and the aggregates shows that the property of each aggregate is the main factor in adhesion, whereas the influences of asphalt properties and natural weathering are relatively mild. For granite, whether water is present or absent, adhesion to asphalt is less likely than it is for the two other aggregates. Compared with limestone, basalt has better adhesion under dry conditions, whereas limestone has better adhesion when water is present. The presence of moisture changes cohesive failure into adhesion failure between asphalt and aggregate. The adhesive performance indicator is relatively independent of basic physical properties and needs further research.


## 4. Conclusions

The neat asphalt A70, SBS-modified asphalt SBSMA, and crumb-rubber-modified asphalt AR were exposed to outdoor conditions for four years, for natural weathering. The physical properties, surface free energy, and adhesive properties of asphalt were evaluated. The following conclusions can be drawn:(1)
Natural weathering causes asphalt to harden and become brittle, thereby reducing penetrability and increasing softening points and viscosity. After four years of aging, the residual penetration ratio of asphalt is only 18.5%∼37.0%, and the increased rates of the softening point reach 22.3%∼48.8%. Meanwhile, aging in the first year has the most significant effect.(2)
The rubber asphalt AR has superior aging resistance, and base asphalt A70 has a high aging susceptibility. The viscosity change rate of rubber asphalt AR is only 45.7% after four years of aging, whereas viscosity increases for neat asphalt and SBS-modified asphalt reaches as high as 432.4% and 372.9%. After four years of aging, the ductility value of rubber asphalt is still greater than 3 cm, while the other two kinds of asphalt have deteriorated to a state of brittle fracture.(3)
The surface free energy of neat asphalt gradually increases with aging time, while that of modified asphalt increases initially, reaches the maximum value after the second year of aging, and then decreases gradually in the next two years. The presence of SBS and rubber powder transform the change trend of the surface free energy of neat asphalt.(4)
The work of adhesion can evaluate adhesive properties effectively, and the surface free energy of aggregate and moisture are the main factors that affect adhesive performance. Under dry conditions, the adhesion work is about 50 mJ·m−2, but when moisture is present, the adhesion work of limestone, basalt, and granite decrease to about 30 mJ·m−2, 23 mJ·m−2, and 12 mJ·m−2, respectively. These are less than the cohesion work of asphalt, which is about 33 mJ·m−2. This means that the presence of moisture changes cohesive failure into adhesive failure.Asphalt will suffer from a series of complex physical and chemical reactions in the natural environment because of sunlight, heat, oxygen, and moisture. The change in asphalt chemical components should be studied further to discover the natural weathering law that should guide the production and application of asphalt.



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