# Study of Antiultraviolet Asphalt Modifiers and Their Antiageing Effects

Authors: Jinxuan Hu; Shaopeng Wu; Quantao Liu; María Inmaculada García Hernández; Wenbo Zeng; Wenhua Xie
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

Ultraviolet (UV) radiation causes serious ageing problems on pavement surface. In recent years, different UV blocking materials have been used as modifiers to prevent asphalt ageing during the service life of the pavement. In this study, three different materials have been used as modifiers in base asphalt to test their UV blocking effects: layered double hydroxides (LDHs), organomontmorillonite (OMMT), and carbon black (CB). UV ageing was applied to simulate the ageing process and softening point, penetration, ductility, DSR (Dynamic Shear Rheometer) test, and Fourier Transform Infrared Spectroscopy (FTIR) test were conducted to evaluate the anti-UV ageing effects of the three UV blocking modifiers. Physical property tests show that base asphalt was influenced more seriously by UV radiation compared to the modified asphalt. DSR test results indicate that the complex modulus of asphalt before UV ageing is increased because of modifiers, while the complex modulus of base asphalt after UV ageing is higher than that of the modified asphalt, which shows that the UV blocking modifiers promote the antiageing effects of asphalt. FTIR test reveals that the increment of carbonyl groups and sulfoxide groups of modified asphalt is less than that in base asphalt. Tests indicate the best UV blocking effect results for samples with LDHs and the worst UV blocking effect results for samples with CB.


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## Body

## 1. Introduction

Asphalt has been used for road construction for more than a century [1–3]. Compared with cement pavement, asphalt pavement has remarkable advantages in comfortableness and smoothness [4, 5]. However, the UV radiation leads to a shorter lifespan of the pavement. A set of complex physicochemical processes happen because of the exposition of the asphalt pavement to UV radiation and result in a harder and more brittle asphalt [6, 7]; as a result, low temperature cracking and fatigue cracks are more likely to occur on the pavement [8, 9]. Under these circumstances, it is an urgent task to develop the method to prevent the ageing of asphalt.Thermooxidative degradation of asphalt has been investigated deeply, but the effects of UV radiation on asphalt binder ageing have been given little attention in previous researches [10]. Although some researchers [11, 12] showed that UV radiation only affects the upper layers of asphalt pavement, the effect of UV radiation on asphalt cannot be ignored. Studies [13] have shown that UV radiation after RTFOT could age a thin film of asphalt to the same ageing level as the one aged by PAV in a few hours.Researchers adopted modifiers such as UV absorbents [14, 15], LDHs [16–18], and nanomaterials [19] to improve the UV ageing resistance of asphalt. CB is an organic protective material with high absorbance to UV radiation, as a UV absorber has the potential to improve the UV ageing resistance and enhances the low temperature properties [20]. Cong et al. [10] used CB to reflect and absorb UV radiation in asphalt. Results show that low temperature properties of CB modified asphalt were better than unmodified asphalt after UV ageing.Montmorillonite (MMT) nanocomposite is a phyllosilicate nanomaterial which has been used for the modification of polymers [21, 22]. Nanosize layers of MMT could be dispersed into the polymer matrix due to the fact that polymer chains can intercalate into the interlayer of MMT [23, 24]. Previous researches investigated the effects of OMMT on the physical properties of asphalt and found a positive effect [25, 26]. Zhang et al. [27, 28] modified SBS asphalt with OMMT and found that OMMT could improve the UV ageing resistance of asphalt.In recent years the use of LDHs as antiageing agent to improve the asphalt ageing resistance has attracted much attention [17]. LDHs are a anionic compound with sheet-like structure [29]. Previous researches indicate that LDHs could improve the UV ageing resistance of asphalt because their shielding physical structure and their chemical UV light absorption properties [18, 30]. UV blocking materials have been used by some researchers to improve the UV ageing resistance of asphalt. Liu et al. [31, 32] used LDHs as a UV blocking and absorbing material in asphalt. In their research, the rheological properties and fatigue properties of LDHs modified asphalt and its mixture were improved greatly with LDHs. However, there is no research about the antiageing effects of these UV blocking materials. So in this study, LDHs, OMMT, and CB were used as asphalt modifiers to prepare anti-UV ageing asphalt. Softening point, penetration, ductility, DSR test, and FTIR tests were conducted to evaluate anti-UV ageing effects of the three UV blocking materials.


## 2. Experiment Materials

### 2.1. Materials

Three UV blocking materials (LDHs, OMMT, and CB) were used as modifiers in this research to prepare anti-UV ageing asphalt, because they were frequently used as antiageing materials in the previous research. Base asphalt (BA) with 80/100 pen grade was the matrix. The physical properties of the asphalt used are listed in Table1.Table 1
Physical properties of BA.
Physical properties
BA
Softening point (°C)
45.4
Penetration (25°C, 0.1 mm)
90.9
Ductility (10°C, 1 cm/min)
170
Viscosity (60°C, pa·s)
205
Viscosity (135°C, pa·s)
0.439The molecule structure of modifiers is illustrated in Figures1–3. As shown in Figure 1, LDHs are a kind of anion layered material which consists of interlayer galleries filled with electrically balanced anions, along with hydration water molecules and basal layers with positively charged metal hydroxide. The chemical formula of LDHs could be descripted as M2+1-XM3+XOH2X+-(An-X/n)·mH2O, where M2+ was divalent metal cation and M3+ was trivalent. The subscript X was the molar ratio equal to M3+/(M2++M3+), which ranges from 0.2 to 0.33. An- represents the exchangeable n-valent anion. A part of M2+ in the layers is replaced by M3+ because of isomorphous substitution, which let the layers have a positive electric charge. And An- between the layers maintains the system charge balance. The special structural composition of LDHs results in regulation of composition in the layers and anion between the layers [18, 33].Figure 1
The molecule structure of LDHs [33].Figure 2
The molecule structure of MMT [34].Figure 3
The molecule structure of CB [37].MMt is a layered silicate mineral, whose chemical formula is (Na,Ca)0.33(Al,Mg)2(Si4O10)(OH)2. It consists of a 2 : 1 type layer structure, one octahedral sandwiched by two tetrahedrons, as shown in Figure 2. The thickness of a single MMt layer is around 1 nm and the cross-sectional area is 100 nm2. Between the layers, there are some hydrated cations, such as Na+. In order to make the MMt more compatible with polymer, it is usually modified by some surfactants, such as quaternary ammonium salt. After being modified, the interlayer hydrated cations will be replaced by organic cations. In this way, organophilic will replace the normally hydrophilic silicate surface [34, 35], and the Mt becomes OMMT.CB could be generated when gaseous or liquid hydrocarbon conducts incomplete combustion or hot crack under insufficient oxygen. The component of CB consists of a great deal of carbon and a little bit of oxygen, hydrogen, sulfur, water, and other impurities, as shown in Figure3. The basic building blocks of CB particles are the individual graphitic layers. In a single CB particle, small crystallites are randomly oriented, which is different from graphite. The fundamental units are aggregates comprised of particles but the particles appear to be continuous on the lattice scale within the same aggregate [36, 37].


### 2.2. Preparation of Modified Asphalt

Melting asphalt was added to a mixing container where the bitumen was modified with 3 wt% of UV blocking material. An oil-bath heating container was applied to heat the asphalt at about150±5°C. When temperature reached the target temperature, high speed shear mixer was used to disperse the modifier. Finally, 4000 r/min rotation speed for 60 min [31] was applied to ensure a homogeneous modified asphalt. BA was also treated with the same process to eliminate the preparation effects, which might lead to experimental error. LMA, OMA, and CMA are the acronyms for LDHs modified asphalt, OMMT modified asphalt, and CB modified asphalt, respectively.


### 2.3. Ageing Procedure

A UV chamber was used to simulate the UV ageing of asphalt. In the top of the chamber, there are four UV lamps on four corners in order to ensure homogeneous UV intensity. The samples previously experienced TFOT (ASTM D 1754) and were placed on a rotary table in the UV chamber. The main wavelength of UV lamp was 365 nm. And the average density of UV radiation on asphalt surface is about 500μw/cm2. This procedure was performed for the samples for 10 days as the UV ageing time. The figures of TFOT oven and UV chamber are shown in Figures 4 and 5. Asphalt was poured into Ф (140±0.5) mm iron pan and the thickness of samples was 1.3 mm.Figure 4
TFOT oven.Figure 5
UV chamber.


## 2.1. Materials

Three UV blocking materials (LDHs, OMMT, and CB) were used as modifiers in this research to prepare anti-UV ageing asphalt, because they were frequently used as antiageing materials in the previous research. Base asphalt (BA) with 80/100 pen grade was the matrix. The physical properties of the asphalt used are listed in Table1.Table 1
Physical properties of BA.
Physical properties
BA
Softening point (°C)
45.4
Penetration (25°C, 0.1 mm)
90.9
Ductility (10°C, 1 cm/min)
170
Viscosity (60°C, pa·s)
205
Viscosity (135°C, pa·s)
0.439The molecule structure of modifiers is illustrated in Figures1–3. As shown in Figure 1, LDHs are a kind of anion layered material which consists of interlayer galleries filled with electrically balanced anions, along with hydration water molecules and basal layers with positively charged metal hydroxide. The chemical formula of LDHs could be descripted as M2+1-XM3+XOH2X+-(An-X/n)·mH2O, where M2+ was divalent metal cation and M3+ was trivalent. The subscript X was the molar ratio equal to M3+/(M2++M3+), which ranges from 0.2 to 0.33. An- represents the exchangeable n-valent anion. A part of M2+ in the layers is replaced by M3+ because of isomorphous substitution, which let the layers have a positive electric charge. And An- between the layers maintains the system charge balance. The special structural composition of LDHs results in regulation of composition in the layers and anion between the layers [18, 33].Figure 1
The molecule structure of LDHs [33].Figure 2
The molecule structure of MMT [34].Figure 3
The molecule structure of CB [37].MMt is a layered silicate mineral, whose chemical formula is (Na,Ca)0.33(Al,Mg)2(Si4O10)(OH)2. It consists of a 2 : 1 type layer structure, one octahedral sandwiched by two tetrahedrons, as shown in Figure 2. The thickness of a single MMt layer is around 1 nm and the cross-sectional area is 100 nm2. Between the layers, there are some hydrated cations, such as Na+. In order to make the MMt more compatible with polymer, it is usually modified by some surfactants, such as quaternary ammonium salt. After being modified, the interlayer hydrated cations will be replaced by organic cations. In this way, organophilic will replace the normally hydrophilic silicate surface [34, 35], and the Mt becomes OMMT.CB could be generated when gaseous or liquid hydrocarbon conducts incomplete combustion or hot crack under insufficient oxygen. The component of CB consists of a great deal of carbon and a little bit of oxygen, hydrogen, sulfur, water, and other impurities, as shown in Figure3. The basic building blocks of CB particles are the individual graphitic layers. In a single CB particle, small crystallites are randomly oriented, which is different from graphite. The fundamental units are aggregates comprised of particles but the particles appear to be continuous on the lattice scale within the same aggregate [36, 37].


## 2.2. Preparation of Modified Asphalt

Melting asphalt was added to a mixing container where the bitumen was modified with 3 wt% of UV blocking material. An oil-bath heating container was applied to heat the asphalt at about150±5°C. When temperature reached the target temperature, high speed shear mixer was used to disperse the modifier. Finally, 4000 r/min rotation speed for 60 min [31] was applied to ensure a homogeneous modified asphalt. BA was also treated with the same process to eliminate the preparation effects, which might lead to experimental error. LMA, OMA, and CMA are the acronyms for LDHs modified asphalt, OMMT modified asphalt, and CB modified asphalt, respectively.


## 2.3. Ageing Procedure

A UV chamber was used to simulate the UV ageing of asphalt. In the top of the chamber, there are four UV lamps on four corners in order to ensure homogeneous UV intensity. The samples previously experienced TFOT (ASTM D 1754) and were placed on a rotary table in the UV chamber. The main wavelength of UV lamp was 365 nm. And the average density of UV radiation on asphalt surface is about 500μw/cm2. This procedure was performed for the samples for 10 days as the UV ageing time. The figures of TFOT oven and UV chamber are shown in Figures 4 and 5. Asphalt was poured into Ф (140±0.5) mm iron pan and the thickness of samples was 1.3 mm.Figure 4
TFOT oven.Figure 5
UV chamber.


## 3. Test Methods

### 3.1. Physical Properties Test

The penetration, softening point, and ductility of the samples were tested in accordance with the standards ASTM D36-76, ASTM D5-13, and ASTM D113-99, respectively.


### 3.2. Dynamic Shear Rheometer (DSR) Test

Rheological properties of asphalt can be measured by DSR test. In this paper, strain sweep test, high temperature sweep test, and low temperature sweep test were performed. DSR tests were adopted under the strain-controlled mode, whose constant load frequency was 10 rad/s. In the strain sweep test, the strain level was conducted applying first 0.005% strain amplitude to a specimen, which was continuously increased until nonlinearity appeared in the response. The test temperature was 60°C.During the high temperature sweep test, temperature increased from 30°C to 80°C with 2°C/min increment. The diameter of the plate was 25 mm and the gap between parallel plates was 1 mm. During the low temperature sweep test, temperature increased from −10°C to 30°C with 2°C/min increment. The diameter of the plate was 8 mm and the gap between parallel plates was 2 mm. The strain level applied during the high temperature sweep tests and low temperature tests was 0.5% and 0.05% strain amplitude, respectively. Complex modulus (G∗) and phase angle (δ) could be obtained from the DSR test, which are important evaluation indices for asphalt rheological properties before and after UV ageing.


### 3.3. Fourier Transform Infrared Spectroscopy

The ageing index of asphalt can be conveniently measured by FTIR tests. Asphalt binders were dissolved into carbon disulfide to prepare 5 wt% solutions. Then a drop of solution was added to a KBr cell. After carbon disulfide evaporated, the thin asphalt film was prepared as FTIR sample. The scan range is from 3000 cm−1 to 600 cm−1 with a resolution of 4 cm−1.The carbonyl function C=O (1700 cm−1) and sulfoxide S=O (1032 cm−1) are calculated by the peak areas of themselves. The carbonyl function index and sulfoxide index can be calculated by the following equations [38, 39]:(1)IC=O=Areaofcarbonylebandcenteredaround1700cm-1∑Areaofspectralbandsbetween2000∧600cm-1IS=O=Areaofethylenebandcenteredaround1030cm-1∑Areaofspectralbandsbetween2000∧600cm-1.


## 3.1. Physical Properties Test

The penetration, softening point, and ductility of the samples were tested in accordance with the standards ASTM D36-76, ASTM D5-13, and ASTM D113-99, respectively.


## 3.2. Dynamic Shear Rheometer (DSR) Test

Rheological properties of asphalt can be measured by DSR test. In this paper, strain sweep test, high temperature sweep test, and low temperature sweep test were performed. DSR tests were adopted under the strain-controlled mode, whose constant load frequency was 10 rad/s. In the strain sweep test, the strain level was conducted applying first 0.005% strain amplitude to a specimen, which was continuously increased until nonlinearity appeared in the response. The test temperature was 60°C.During the high temperature sweep test, temperature increased from 30°C to 80°C with 2°C/min increment. The diameter of the plate was 25 mm and the gap between parallel plates was 1 mm. During the low temperature sweep test, temperature increased from −10°C to 30°C with 2°C/min increment. The diameter of the plate was 8 mm and the gap between parallel plates was 2 mm. The strain level applied during the high temperature sweep tests and low temperature tests was 0.5% and 0.05% strain amplitude, respectively. Complex modulus (G∗) and phase angle (δ) could be obtained from the DSR test, which are important evaluation indices for asphalt rheological properties before and after UV ageing.


## 3.3. Fourier Transform Infrared Spectroscopy

The ageing index of asphalt can be conveniently measured by FTIR tests. Asphalt binders were dissolved into carbon disulfide to prepare 5 wt% solutions. Then a drop of solution was added to a KBr cell. After carbon disulfide evaporated, the thin asphalt film was prepared as FTIR sample. The scan range is from 3000 cm−1 to 600 cm−1 with a resolution of 4 cm−1.The carbonyl function C=O (1700 cm−1) and sulfoxide S=O (1032 cm−1) are calculated by the peak areas of themselves. The carbonyl function index and sulfoxide index can be calculated by the following equations [38, 39]:(1)IC=O=Areaofcarbonylebandcenteredaround1700cm-1∑Areaofspectralbandsbetween2000∧600cm-1IS=O=Areaofethylenebandcenteredaround1030cm-1∑Areaofspectralbandsbetween2000∧600cm-1.


## 4. Results and Discussion

### 4.1. Softening Point

Figure6 shows that all the three anti-UV ageing materials increased the softening point of the asphalt binder and CB modified asphalt shows the biggest increment of the softening point temperature compared to the BA sample. The softening point temperatures of LDHs and OMMT modified asphalt are 45.3°C and 45.6°C, respectively. The reason why CB modified asphalt shows higher increment is that the higher specific surface area of CB would absorb light components (aromatic and saturation); this leads to a worse deforming ability and a higher softening point value. After the UV ageing process, all the samples present an increment in the softening point and the BA showed the highest increment compared to the three modified asphalt samples, which means that the anti-UV ageing materials could alleviate the UV ageing of asphalt. And the softening point increments of LDHs modified asphalt and OMMT are almost the same which are much lower than that of CB modified asphalt. This indicates that LHDs and OMMT could significantly prevent asphalt ageing during UV radiation. And the antiageing effect of CB is limited compared to the other two UV blocking materials.Figure 6
Softening point of UV aged and unaged asphalt.


### 4.2. Penetration

Penetration reflects the hardness of asphalt and indicates the ageing index of asphalt after UV ageing. Smaller penetration means more serious ageing. From Figure7, it can be seen that the penetration value declines for all four asphalt samples after UV ageing. The penetration values of the three modified asphalt samples are much higher compared to base asphalt. The penetration decrement of LDHs modified asphalt is the smallest, and the penetration decrement of CB modified asphalt is the highest in the three modified asphalt samples. The penetration results are in concordance with the softening point results. The anti-UV ageing effects of LDHs and OMMT are better than CB.Figure 7
Penetration of UV aged and unaged asphalt.


### 4.3. Ductility

Results of ductility are presented in Table2. Incorporation of LDHs, OMMT, and CB decreased the ductility of asphalt by 16%, 26%, and 37%, respectively. But after UV ageing, ductility values of three anti-UV ageing materials of modified asphalt were higher than aged base asphalt. For LDHs modified asphalt was highest and for CB it was smallest. The rate of the loss of ductility was reduced greatly by the incorporation of UV barrier materials. Ultraviolet blocking materials dispersed in asphalt could reflect and absorb UV radiation and reduced the loss rate of light component in asphalt, which leads to a higher residual ductility during UV ageing process.Table 2
Ductility of UV aged and unaged asphalt.
Asphalt
Original ductility (cm)
Ductility after UV ageing (cm)
BA
170
41
LMA
142
62
OMA
126
52
CMA
107
45


### 4.4. Rheological Properties

#### 4.4.1. Strain Sweep Test

There are various test methods to measure the rheological properties: temperature sweep test, frequency sweep test, and sheer creep test. The shear stress applied in these tests must be low enough to keep the measurement inside the region of linear viscoelastic (LVE). In this LVE region, the sum of responses to an individual stress is equal to the sum of stresses [40]. The LVE strain limit represents the deformation where molecular structure of materials begins to experience irreversible changes [41]. Tests on asphalt must be done inside the LVE region to ensure test repeatability. The dynamic shear modulus is relatively independent of the strain applied at sufficiently small strains. Therefore, the strain level or stress level must be selected so that the resulting response (G∗) is within the LVE limit. The LVE strain limit was defined as the strain value at which the complex modulus has decreased to 95% of its initial value by Airey et al. [42].The strain sweep tests were performed firstly with the purpose of determining the limits of the LVE region and stress range.G∗ and stress (σ) of UV aged and unaged asphalt versus strain are shown in Figures 8 and 9. Tendencies of G∗ and σ of unaged asphalt stay at a similar level. The LVE strain limits of several kinds of unaged asphalt are similar, and the LVE strain limits of several kinds of unaged asphalt are smaller than aged asphalt. But for aged asphalt and unaged asphalt, 0.05% and 0.5% strain amplitude are sufficiently small for the following temperature sweep tests.Figure 8
G
∗ of UV aged and unaged asphalt versus strain.Figure 9
Stress of UV aged and unaged asphalt versus strain.


#### 4.4.2. High Temperature Sweep

Dynamic viscoelastic performances are an important part of asphalt rheological properties, which depends strongly on temperature and loading frequency [43]. There are several parameters such as G∗ and δ which can represent the principal viscoelastic performance. G∗ represents the ratio between maximum stress and maximum strain, which shows the deformation resistance ability of asphalt [44]. In other words, the higher complexity the modulus has, the higher the deformation resistance ability becomes. G∗ of both base and modified asphalt before and after ageing from 30°C to 80°C is shown in Figure 10. For asphalt ageing, the higher complexity the modulus has, the higher the ageing degree becomes. It can be seen that G∗ of base asphalt is lower than G∗ of modified asphalt before UV ageing. It means that asphalt ability for deformation resistance is increased with additives. G∗ of LMA and OMA is higher than CMA, which means that LDHs and OMMT have a stronger effect for improving the deformation resistance than CB. G∗ of modified asphalt is lower than G∗ of base asphalt after UV ageing, which shows that UV ageing resistance of asphalt is increased by modifiers; besides it can be seen that G∗ of LMA-UV and OMA-UV is lower than CA-UV. The results indicate that the anti-UV ageing effects of LDHs and OMMT are better than CB.Figure 10
G
∗ of UV aged and unaged asphalt from 30°C to 80°C.δ describes the time between the applied stress and the generated strain, which shows viscosity and elasticity characteristics of asphalt [45]. With the decrease of δ, the time is shortened. Lower phase angle means higher ageing degree of asphalt. δ of base and modified asphalt before and after ageing from 30°C to 80°C is shown in Figure 11. It can be seen that δ of modified asphalt is higher than δ of base asphalt before UV ageing, which indicates that the time lag is shortened by modifiers. δ of asphalt after UV ageing is BA-UV > CA-UV > OMA-UV > LMA-UV. The results indicate that the anti-UV ageing effect of asphalt is improving with the additives and the anti-UV ageing effects of LDHs and OMMT are better than CB, which is in concordance with results of complex modulus.Figure 11
δ of UV aged and unaged asphalt from 30°C to 80°C.


#### 4.4.3. Low Temperature Sweep

G
∗ of both base and modified asphalt before and after ageing from −10°C to 30°C is illustrated in Figure 12. It can be seen that modifiers used in this research increase G∗ of bitumen at low temperature. The phenomenon could be explained as asphalt ability of deformation resistance is increased with modifiers. G∗ of unaged modified bitumen is slightly higher than unaged base bitumen. The results show that UV ageing resistance of asphalt is increased with additives modifiers and G∗ of CMA-UV is higher than LMA, which means that the anti-UV ageing effects of LDHs are better than CB.Figure 12
G
∗ of UV aged and unaged asphalt from −10°C to 30°C.δ of base and modified asphalt before and after ageing from −10°C to 30°C is shown in Figure 13. δ of base and modified asphalt before ageing is similar, which means that the ratio between viscous component and elastic component of asphalt is not changed by modifiers. δ of modified asphalt after ageing is slightly higher than base bitumen. It indicated that UV resistance of modified bitumen is increased. Variation of δ of CB before and after UV ageing is slightly bigger than LMA, which means that the anti-UV ageing effects are better than CB.Figure 13
δ of UV aged and unaged asphalt from −10°C to 30°C.


### 4.5. FTIR

With the increase of ageing degree, the content of carbonyl groups and sulfoxide groups is promoted [46]. From Table 3, it can be seen that the peak areas of carbonyl and butadiene double bonds of the BA are increased after UV ageing. Increasing IC=O and IS=O indicate absorbing more oxygen and more serious ageing index of asphalt after UV ageing. IC=O and IS=O of LMA, OMA, and CA are decreased compared to BA after UV ageing process. IC=O and IS=O of LDHs are minimums and IC=O and IS=O of carbon black are maximums. The effect of improving the UV ageing resistance of asphalt is highest with LDHs, medium with OMMT, and lowest with CB under the specific mixing amount. FTIR results show that the ageing extent of LMA is the lowest.Table 3
I
C
=
O and IS=O of UV aged and unaged asphalt.
Asphalt
I
C
=
O
I
S
=
O
BA
0
0.00127
BA-UV
0.0482
0.0954
LMA-UV
0.0257
0.0623
OMA-UV
0.0318
0.0817
CMA-UV
0.0367
0.0785


## 4.1. Softening Point

Figure6 shows that all the three anti-UV ageing materials increased the softening point of the asphalt binder and CB modified asphalt shows the biggest increment of the softening point temperature compared to the BA sample. The softening point temperatures of LDHs and OMMT modified asphalt are 45.3°C and 45.6°C, respectively. The reason why CB modified asphalt shows higher increment is that the higher specific surface area of CB would absorb light components (aromatic and saturation); this leads to a worse deforming ability and a higher softening point value. After the UV ageing process, all the samples present an increment in the softening point and the BA showed the highest increment compared to the three modified asphalt samples, which means that the anti-UV ageing materials could alleviate the UV ageing of asphalt. And the softening point increments of LDHs modified asphalt and OMMT are almost the same which are much lower than that of CB modified asphalt. This indicates that LHDs and OMMT could significantly prevent asphalt ageing during UV radiation. And the antiageing effect of CB is limited compared to the other two UV blocking materials.Figure 6
Softening point of UV aged and unaged asphalt.


## 4.2. Penetration

Penetration reflects the hardness of asphalt and indicates the ageing index of asphalt after UV ageing. Smaller penetration means more serious ageing. From Figure7, it can be seen that the penetration value declines for all four asphalt samples after UV ageing. The penetration values of the three modified asphalt samples are much higher compared to base asphalt. The penetration decrement of LDHs modified asphalt is the smallest, and the penetration decrement of CB modified asphalt is the highest in the three modified asphalt samples. The penetration results are in concordance with the softening point results. The anti-UV ageing effects of LDHs and OMMT are better than CB.Figure 7
Penetration of UV aged and unaged asphalt.


## 4.3. Ductility

Results of ductility are presented in Table2. Incorporation of LDHs, OMMT, and CB decreased the ductility of asphalt by 16%, 26%, and 37%, respectively. But after UV ageing, ductility values of three anti-UV ageing materials of modified asphalt were higher than aged base asphalt. For LDHs modified asphalt was highest and for CB it was smallest. The rate of the loss of ductility was reduced greatly by the incorporation of UV barrier materials. Ultraviolet blocking materials dispersed in asphalt could reflect and absorb UV radiation and reduced the loss rate of light component in asphalt, which leads to a higher residual ductility during UV ageing process.Table 2
Ductility of UV aged and unaged asphalt.
Asphalt
Original ductility (cm)
Ductility after UV ageing (cm)
BA
170
41
LMA
142
62
OMA
126
52
CMA
107
45


## 4.4. Rheological Properties

### 4.4.1. Strain Sweep Test

There are various test methods to measure the rheological properties: temperature sweep test, frequency sweep test, and sheer creep test. The shear stress applied in these tests must be low enough to keep the measurement inside the region of linear viscoelastic (LVE). In this LVE region, the sum of responses to an individual stress is equal to the sum of stresses [40]. The LVE strain limit represents the deformation where molecular structure of materials begins to experience irreversible changes [41]. Tests on asphalt must be done inside the LVE region to ensure test repeatability. The dynamic shear modulus is relatively independent of the strain applied at sufficiently small strains. Therefore, the strain level or stress level must be selected so that the resulting response (G∗) is within the LVE limit. The LVE strain limit was defined as the strain value at which the complex modulus has decreased to 95% of its initial value by Airey et al. [42].The strain sweep tests were performed firstly with the purpose of determining the limits of the LVE region and stress range.G∗ and stress (σ) of UV aged and unaged asphalt versus strain are shown in Figures 8 and 9. Tendencies of G∗ and σ of unaged asphalt stay at a similar level. The LVE strain limits of several kinds of unaged asphalt are similar, and the LVE strain limits of several kinds of unaged asphalt are smaller than aged asphalt. But for aged asphalt and unaged asphalt, 0.05% and 0.5% strain amplitude are sufficiently small for the following temperature sweep tests.Figure 8
G
∗ of UV aged and unaged asphalt versus strain.Figure 9
Stress of UV aged and unaged asphalt versus strain.


### 4.4.2. High Temperature Sweep

Dynamic viscoelastic performances are an important part of asphalt rheological properties, which depends strongly on temperature and loading frequency [43]. There are several parameters such as G∗ and δ which can represent the principal viscoelastic performance. G∗ represents the ratio between maximum stress and maximum strain, which shows the deformation resistance ability of asphalt [44]. In other words, the higher complexity the modulus has, the higher the deformation resistance ability becomes. G∗ of both base and modified asphalt before and after ageing from 30°C to 80°C is shown in Figure 10. For asphalt ageing, the higher complexity the modulus has, the higher the ageing degree becomes. It can be seen that G∗ of base asphalt is lower than G∗ of modified asphalt before UV ageing. It means that asphalt ability for deformation resistance is increased with additives. G∗ of LMA and OMA is higher than CMA, which means that LDHs and OMMT have a stronger effect for improving the deformation resistance than CB. G∗ of modified asphalt is lower than G∗ of base asphalt after UV ageing, which shows that UV ageing resistance of asphalt is increased by modifiers; besides it can be seen that G∗ of LMA-UV and OMA-UV is lower than CA-UV. The results indicate that the anti-UV ageing effects of LDHs and OMMT are better than CB.Figure 10
G
∗ of UV aged and unaged asphalt from 30°C to 80°C.δ describes the time between the applied stress and the generated strain, which shows viscosity and elasticity characteristics of asphalt [45]. With the decrease of δ, the time is shortened. Lower phase angle means higher ageing degree of asphalt. δ of base and modified asphalt before and after ageing from 30°C to 80°C is shown in Figure 11. It can be seen that δ of modified asphalt is higher than δ of base asphalt before UV ageing, which indicates that the time lag is shortened by modifiers. δ of asphalt after UV ageing is BA-UV > CA-UV > OMA-UV > LMA-UV. The results indicate that the anti-UV ageing effect of asphalt is improving with the additives and the anti-UV ageing effects of LDHs and OMMT are better than CB, which is in concordance with results of complex modulus.Figure 11
δ of UV aged and unaged asphalt from 30°C to 80°C.


### 4.4.3. Low Temperature Sweep

G
∗ of both base and modified asphalt before and after ageing from −10°C to 30°C is illustrated in Figure 12. It can be seen that modifiers used in this research increase G∗ of bitumen at low temperature. The phenomenon could be explained as asphalt ability of deformation resistance is increased with modifiers. G∗ of unaged modified bitumen is slightly higher than unaged base bitumen. The results show that UV ageing resistance of asphalt is increased with additives modifiers and G∗ of CMA-UV is higher than LMA, which means that the anti-UV ageing effects of LDHs are better than CB.Figure 12
G
∗ of UV aged and unaged asphalt from −10°C to 30°C.δ of base and modified asphalt before and after ageing from −10°C to 30°C is shown in Figure 13. δ of base and modified asphalt before ageing is similar, which means that the ratio between viscous component and elastic component of asphalt is not changed by modifiers. δ of modified asphalt after ageing is slightly higher than base bitumen. It indicated that UV resistance of modified bitumen is increased. Variation of δ of CB before and after UV ageing is slightly bigger than LMA, which means that the anti-UV ageing effects are better than CB.Figure 13
δ of UV aged and unaged asphalt from −10°C to 30°C.


## 4.4.1. Strain Sweep Test

There are various test methods to measure the rheological properties: temperature sweep test, frequency sweep test, and sheer creep test. The shear stress applied in these tests must be low enough to keep the measurement inside the region of linear viscoelastic (LVE). In this LVE region, the sum of responses to an individual stress is equal to the sum of stresses [40]. The LVE strain limit represents the deformation where molecular structure of materials begins to experience irreversible changes [41]. Tests on asphalt must be done inside the LVE region to ensure test repeatability. The dynamic shear modulus is relatively independent of the strain applied at sufficiently small strains. Therefore, the strain level or stress level must be selected so that the resulting response (G∗) is within the LVE limit. The LVE strain limit was defined as the strain value at which the complex modulus has decreased to 95% of its initial value by Airey et al. [42].The strain sweep tests were performed firstly with the purpose of determining the limits of the LVE region and stress range.G∗ and stress (σ) of UV aged and unaged asphalt versus strain are shown in Figures 8 and 9. Tendencies of G∗ and σ of unaged asphalt stay at a similar level. The LVE strain limits of several kinds of unaged asphalt are similar, and the LVE strain limits of several kinds of unaged asphalt are smaller than aged asphalt. But for aged asphalt and unaged asphalt, 0.05% and 0.5% strain amplitude are sufficiently small for the following temperature sweep tests.Figure 8
G
∗ of UV aged and unaged asphalt versus strain.Figure 9
Stress of UV aged and unaged asphalt versus strain.


## 4.4.2. High Temperature Sweep

Dynamic viscoelastic performances are an important part of asphalt rheological properties, which depends strongly on temperature and loading frequency [43]. There are several parameters such as G∗ and δ which can represent the principal viscoelastic performance. G∗ represents the ratio between maximum stress and maximum strain, which shows the deformation resistance ability of asphalt [44]. In other words, the higher complexity the modulus has, the higher the deformation resistance ability becomes. G∗ of both base and modified asphalt before and after ageing from 30°C to 80°C is shown in Figure 10. For asphalt ageing, the higher complexity the modulus has, the higher the ageing degree becomes. It can be seen that G∗ of base asphalt is lower than G∗ of modified asphalt before UV ageing. It means that asphalt ability for deformation resistance is increased with additives. G∗ of LMA and OMA is higher than CMA, which means that LDHs and OMMT have a stronger effect for improving the deformation resistance than CB. G∗ of modified asphalt is lower than G∗ of base asphalt after UV ageing, which shows that UV ageing resistance of asphalt is increased by modifiers; besides it can be seen that G∗ of LMA-UV and OMA-UV is lower than CA-UV. The results indicate that the anti-UV ageing effects of LDHs and OMMT are better than CB.Figure 10
G
∗ of UV aged and unaged asphalt from 30°C to 80°C.δ describes the time between the applied stress and the generated strain, which shows viscosity and elasticity characteristics of asphalt [45]. With the decrease of δ, the time is shortened. Lower phase angle means higher ageing degree of asphalt. δ of base and modified asphalt before and after ageing from 30°C to 80°C is shown in Figure 11. It can be seen that δ of modified asphalt is higher than δ of base asphalt before UV ageing, which indicates that the time lag is shortened by modifiers. δ of asphalt after UV ageing is BA-UV > CA-UV > OMA-UV > LMA-UV. The results indicate that the anti-UV ageing effect of asphalt is improving with the additives and the anti-UV ageing effects of LDHs and OMMT are better than CB, which is in concordance with results of complex modulus.Figure 11
δ of UV aged and unaged asphalt from 30°C to 80°C.


## 4.4.3. Low Temperature Sweep

G
∗ of both base and modified asphalt before and after ageing from −10°C to 30°C is illustrated in Figure 12. It can be seen that modifiers used in this research increase G∗ of bitumen at low temperature. The phenomenon could be explained as asphalt ability of deformation resistance is increased with modifiers. G∗ of unaged modified bitumen is slightly higher than unaged base bitumen. The results show that UV ageing resistance of asphalt is increased with additives modifiers and G∗ of CMA-UV is higher than LMA, which means that the anti-UV ageing effects of LDHs are better than CB.Figure 12
G
∗ of UV aged and unaged asphalt from −10°C to 30°C.δ of base and modified asphalt before and after ageing from −10°C to 30°C is shown in Figure 13. δ of base and modified asphalt before ageing is similar, which means that the ratio between viscous component and elastic component of asphalt is not changed by modifiers. δ of modified asphalt after ageing is slightly higher than base bitumen. It indicated that UV resistance of modified bitumen is increased. Variation of δ of CB before and after UV ageing is slightly bigger than LMA, which means that the anti-UV ageing effects are better than CB.Figure 13
δ of UV aged and unaged asphalt from −10°C to 30°C.


## 4.5. FTIR

With the increase of ageing degree, the content of carbonyl groups and sulfoxide groups is promoted [46]. From Table 3, it can be seen that the peak areas of carbonyl and butadiene double bonds of the BA are increased after UV ageing. Increasing IC=O and IS=O indicate absorbing more oxygen and more serious ageing index of asphalt after UV ageing. IC=O and IS=O of LMA, OMA, and CA are decreased compared to BA after UV ageing process. IC=O and IS=O of LDHs are minimums and IC=O and IS=O of carbon black are maximums. The effect of improving the UV ageing resistance of asphalt is highest with LDHs, medium with OMMT, and lowest with CB under the specific mixing amount. FTIR results show that the ageing extent of LMA is the lowest.Table 3
I
C
=
O and IS=O of UV aged and unaged asphalt.
Asphalt
I
C
=
O
I
S
=
O
BA
0
0.00127
BA-UV
0.0482
0.0954
LMA-UV
0.0257
0.0623
OMA-UV
0.0318
0.0817
CMA-UV
0.0367
0.0785


## 5. Conclusions

In this research, LDHs, OMMT, and CB were used as modifiers to prepare anti-UV ageing asphalt. Softening point, penetration, ductility, DSR test, and Fourier Transform Infrared Spectroscopy (FTIR) test were conducted to evaluate anti-UV ageing effects of the three UV blocking materials. According to the discussion above, conclusions can be drawn as follows:(1)
The modifications of the asphalt with LDHs, OMMT, and CB could all improve the anti-UV ageing ability of asphalt. The physical properties of base asphalt were more influenced by UV ageing than those of modified asphalt. The increment of carbonyl groups and sulfoxide groups of modified asphalt is less than that of base asphalt.(2)
The complex modulus of asphalt before UV ageing is increased by adding the UV blocking additives, while the complex modulus of base asphalt after UV ageing is higher than modified asphalt. The phase angle of base asphalt after UV ageing is lower than that of modified asphalt. These results showed that the ageing extents of the three anti-UV ageing asphalt samples were much lower than that of base asphalt.(3)
LDHs could decrease the ageing rate of asphalt most effectively, followed by OMMT. CB showed the worst anti-UV ageing effect.



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*Source: 9595239-2017-09-07.xml*