# Thermal Properties of Asphalt Mixtures Modified with Conductive Fillers

Authors: Byong Chol Bai; Dae-Wook Park; Hai Viet Vo; Samer Dessouky; Ji Sun Im
Journal: Journal of Nanomaterials
 (2015)

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## Abstract

This paper investigates the thermal properties of asphalt mixtures modified with conductive fillers used for snow melting and solar harvesting pavements. Two different mixing processes were adopted to mold asphalt mixtures, dry- and wet-mixing, and two conductive fillers were used in this study, graphite and carbon black. The thermal conductivity was compared to investigate the effects of asphalt mixture preparing methods, the quantity, and the distribution of conductive filler on thermal properties. The combination of conductive filler with carbon fiber in asphalt mixture was evaluated. Also, rheological properties of modified asphalt binders with conductive fillers were measured using dynamic shear rheometer and bending beam rheometer at grade-specific temperatures. Based on rheological testing, the conductive fillers improve rutting resistance and decrease thermal cracking resistance. Thermal testing indicated that graphite and carbon black improve the thermal properties of asphalt mixes and the combined conductive fillers are more effective than the single filler.


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## Body

## 1. Introduction

Chemical melting agents have been widely used in snow-removing over asphalt pavements in metropolitan areas of South Korea. However, the chemical agents were known to be detrimental to environment [1, 2]. Silica sand was also used to increase skid resistance of iced surface but with porous asphalt pavements it reduces the drainage capability. Nowadays, thermo- or electrical snow melting asphalt pavements are more appropriate and reasonable to use than conventional chemical snow melting agents, because they are environment friendly, safe, efficient, and sustainable.Wang et al. [3] conducted experimental study of snow and ice melting process on concrete pavement using geothermal tail water. The physical properties such as density and porosity of snow melting pavement linked with ambient conditions affect melting process. The results showed that tail water temperature of around 40°C was enough for melting snow on the pavements. Liu et al. [4] performed a research on electrically conductive porous asphalt concrete by adding conductive filler such as steel fibers and steel wool. The electrical conductivity of porous asphalt concrete was investigated. The results showed that porous asphalt concrete with long steel wool with small diameter had better conductivity than that of short steel fibers with larger diameter. They also found that 10% of steel wool by volume in asphalt binder is an optimal content to get a maximum conductivity, a good induction heating rate, and an acceptable strength. Vaidya and Allouche [5] developed a conductive geopolymer concrete mixed with carbon fiber for the use in health monitoring applications for infrastructure. The optimum carbon fiber content was determined to get electrical percolation. They suggested that carbon fiber reinforced (CFR) geopolymer cement exhibited better electrical conductivity compared to CFR-ordinary Portland cement. Park et al. [6] investigated the thermal conductivity of asphalt pavement with an addition of graphite powder as conductive filler. It was concluded that the time for snow melting process could be shortened by increasing the amount of graphite content; about half amount of the time could be reduced with 20 percent graphite added. Wu et al. [7] have found that the addition of small amounts of expensive fibers to larger amounts of cheaper conductive fillers could be a promotion of economic efficiency. Mixed conductive fillers have remarkable advantages over single powder filler at the same total content with respect to the conductivity. Vo et al. [8] investigated the potential of using graphite as conductive filler for snow melting pavements and recommended 15 percent graphite content, by volume of asphalt binder, in the mixture as a reasonable amount.In this paper, the thermal conductivity of asphalt mixture modified with conductive filler was investigated based on different graphite and carbon black contents and two mixing processes; dry-mixing and wet-mixing processes. Four graphite and carbon black contents of 5, 10, 15, and 20 percent by volume of asphalt binder were used to produce the asphalt mixture. Control asphalt mixture (without conductive filler) was used to compare the results against the modified asphalt mixture. The thermal conductivity of asphalt mixture was measured for control and mixing processes by surface probe type. Dynamic shear rheometer (DSR) and bending beam rheometer (BBR) tests were used to measure the rheological properties of the modified asphalt binders. The effect of mixed fillers on the thermal properties of asphalt mixtures was investigated with the combination of carbon fiber and graphite to comprehend the appreciable effectiveness over single conductive filler. The distribution of conductive fillers in the mixture was observed by scanning election microscope (SEM) images.


## 2. Experimental Method

This section covers the materials used to produce the modified asphalt mixture followed by the sample preparation and testing method of the study.


### 2.1. Materials

Asphalt binder, PG 64-22, was used for all mixes in the study. The conductive fillers were graphite (with particle size of 150μm) consisting of 98.9% carbon, 0.2% ash and 0.03% iron, and carbon black (0.042 μm) with 0.2% ash. Carbon fiber was a combining conductive filler, fiber diameter of 10 μm and average length of 5 mm. Electrical resistivity of carbon fiber, graphite, and carbon black is 10−3, 10−4, and 10−2 Ω cm, respectively.Aggregates obtained from local sources were used in the two mixing processes of the modified asphalt mixture. It is the author’s belief that local river gravel aggregates will enhance the effect of filler conductivity in the asphalt mixture in higher extent than the high quality of expensive aggregates. The mix design includes an optimum asphalt content of 5.3 percent and aggregate gradation as shown in Table1.Table 1
Aggregate gradation used in this study.
Sieve size (mm)
19
13
10
5
2.5
0.6
0.3
0.15
0.075
Percent passing (%)
100
92
80
51
30
17
11
7
3


### 2.2. Sample Preparation

The asphalt binder, PG 64-22, was mixed with four different conductive filler contents, 5, 10, 15, 20 percent by volume of asphalt binder. Aggregate was preheated to the mixing temperature of 170°C. By proceeding the mixing method done by Park and Vo [6, 8], there are two ways to add conductive fillers into the mixture and they have certain effects on the conduction of heat in the asphalt mixture. For the wet-mixing process, conductive filler was blended into the asphalt using a high-speed shear mixer and a hot plate. The asphalt was heated in a high performance oven to a temperature of 180°C. The conductive filler was then added to the asphalt slowly and stirred from 500 to 3500 rpm for 30 minutes until full dissolution is obtained. After mixing, full dispersion was achieved and no phase separation was noticed during the mixing process. The mix of asphalt binder and conductive filler was stored one hour in the oven at the mixing temperature before mixing with the aggregate. For the dry-mixing process, conductive filler was mixed with heated aggregates in the mixer before blending with asphalt. In both mixing processes, the same amount of conductive filler content was subtracted from the filler content (passing sieve size 0.075 mm) of the aggregate. The dry-mixing process was applied for mixtures with combined conductive filler of carbon fiber and graphite. Preliminary experiments had found that carbon fiber of more than 2 percent is hard to disperse evenly in the mixture with normal mixing techniques [5, 7]. Therefore, 0.5 percent carbon fiber was alternately combined with 5, 10 15, and 20 percent graphite and added into the mixture. All asphalt concrete mixtures were prepared in the laboratory using a mechanical, rotational mixer. Compaction following the Superpave volumetric mix design procedures to mold 100 mm diameter and 64 mm height specimens was performed. For each conductive filler content, four replicates were molded for the conductivity test.


### 2.3. Testing

The rheological properties of asphalt binder modified with conductive filler were investigated using DSR and BBR tests. The DSR test is used to characterize the viscoelastic behavior of asphalt binders at high and intermediate service temperatures. The BBR test is used to characterize the behavior of asphalt binders at low temperatures to determine their resistance to thermal cracking. The DSR tests were conducted for unaged and rolling thin film oven (RTFO) aged asphalt binders at 64°C. The BBR tests were conducted for asphalt binders, after RTFO and pressure aging vessel (PAV), at −12°C. The RTFO is used to simulate the aging process of the bitumen from the heating process during construction and laydown operation. Long-term aging was simulated using the RTFO followed by the PAV. The PAV is used to simulate aging conditions of 7–10 years of service [9].The complex shear modulus,G∗, and the phase angle, δ, were obtained from the DSR testing. The test was conducted in a stress-controlled mode at a frequency of 10 rad s−1 for three replicate specimens. The rutting parameter, G∗/sin⁡δ, was calculated for the unaged and RTFO aged specimens. The BBR testing was conducted on four replicate beams and the creep bending stiffness, S(t), and m-value measurements were recorded. Bulk density of asphalt mixture containing various conductive fillers contents was measured according to KS F2366 [10].The thermal conductivity test was conducted to investigate heat flow capacity in the modified asphalt mixture which can be effectively used in snow melting and solar energy harvesting pavements based on ASTM D5334-08 [11]. Thermal conductivity of mixtures was measured using a surface probe type of QuickLine-30. The probe applies a dynamic measurement method which reduces the time of thermal conductivity measurements to 10–16 minutes. A 5 cm diameter surface probe was used to measure the thermal conductivity of the asphalt mixture specimens. Once the surface probe is in contact with the specimen a constant current was then applied. The thermal conductivity is calculated based on the temperature difference between initial temperature and final temperature after applying heat. The measurement range is 0.3 to 2.0 W m−1K−1 for thermal conductivity and −10 to 50°C for temperature, respectively. The measurement was done with three different positions on sample surface. To ensure a good contact and minimize the measurement error, graphite powders were dispersed evenly to fill the gaps between the probe and specimen surface. The accuracy of thermal conductivity test is 10 percent of reading. The thermal conductivity is calculated as follows:(1)k=Q4πT2-T1lnt2t1,where k is thermal conductivity (W m−1 K−1), Q is heater power (W), T1 and T2 are initial and final measured temperature (K), and t1 and t2 are initial and final time (sec).


## 2.1. Materials

Asphalt binder, PG 64-22, was used for all mixes in the study. The conductive fillers were graphite (with particle size of 150μm) consisting of 98.9% carbon, 0.2% ash and 0.03% iron, and carbon black (0.042 μm) with 0.2% ash. Carbon fiber was a combining conductive filler, fiber diameter of 10 μm and average length of 5 mm. Electrical resistivity of carbon fiber, graphite, and carbon black is 10−3, 10−4, and 10−2 Ω cm, respectively.Aggregates obtained from local sources were used in the two mixing processes of the modified asphalt mixture. It is the author’s belief that local river gravel aggregates will enhance the effect of filler conductivity in the asphalt mixture in higher extent than the high quality of expensive aggregates. The mix design includes an optimum asphalt content of 5.3 percent and aggregate gradation as shown in Table1.Table 1
Aggregate gradation used in this study.
Sieve size (mm)
19
13
10
5
2.5
0.6
0.3
0.15
0.075
Percent passing (%)
100
92
80
51
30
17
11
7
3


## 2.2. Sample Preparation

The asphalt binder, PG 64-22, was mixed with four different conductive filler contents, 5, 10, 15, 20 percent by volume of asphalt binder. Aggregate was preheated to the mixing temperature of 170°C. By proceeding the mixing method done by Park and Vo [6, 8], there are two ways to add conductive fillers into the mixture and they have certain effects on the conduction of heat in the asphalt mixture. For the wet-mixing process, conductive filler was blended into the asphalt using a high-speed shear mixer and a hot plate. The asphalt was heated in a high performance oven to a temperature of 180°C. The conductive filler was then added to the asphalt slowly and stirred from 500 to 3500 rpm for 30 minutes until full dissolution is obtained. After mixing, full dispersion was achieved and no phase separation was noticed during the mixing process. The mix of asphalt binder and conductive filler was stored one hour in the oven at the mixing temperature before mixing with the aggregate. For the dry-mixing process, conductive filler was mixed with heated aggregates in the mixer before blending with asphalt. In both mixing processes, the same amount of conductive filler content was subtracted from the filler content (passing sieve size 0.075 mm) of the aggregate. The dry-mixing process was applied for mixtures with combined conductive filler of carbon fiber and graphite. Preliminary experiments had found that carbon fiber of more than 2 percent is hard to disperse evenly in the mixture with normal mixing techniques [5, 7]. Therefore, 0.5 percent carbon fiber was alternately combined with 5, 10 15, and 20 percent graphite and added into the mixture. All asphalt concrete mixtures were prepared in the laboratory using a mechanical, rotational mixer. Compaction following the Superpave volumetric mix design procedures to mold 100 mm diameter and 64 mm height specimens was performed. For each conductive filler content, four replicates were molded for the conductivity test.


## 2.3. Testing

The rheological properties of asphalt binder modified with conductive filler were investigated using DSR and BBR tests. The DSR test is used to characterize the viscoelastic behavior of asphalt binders at high and intermediate service temperatures. The BBR test is used to characterize the behavior of asphalt binders at low temperatures to determine their resistance to thermal cracking. The DSR tests were conducted for unaged and rolling thin film oven (RTFO) aged asphalt binders at 64°C. The BBR tests were conducted for asphalt binders, after RTFO and pressure aging vessel (PAV), at −12°C. The RTFO is used to simulate the aging process of the bitumen from the heating process during construction and laydown operation. Long-term aging was simulated using the RTFO followed by the PAV. The PAV is used to simulate aging conditions of 7–10 years of service [9].The complex shear modulus,G∗, and the phase angle, δ, were obtained from the DSR testing. The test was conducted in a stress-controlled mode at a frequency of 10 rad s−1 for three replicate specimens. The rutting parameter, G∗/sin⁡δ, was calculated for the unaged and RTFO aged specimens. The BBR testing was conducted on four replicate beams and the creep bending stiffness, S(t), and m-value measurements were recorded. Bulk density of asphalt mixture containing various conductive fillers contents was measured according to KS F2366 [10].The thermal conductivity test was conducted to investigate heat flow capacity in the modified asphalt mixture which can be effectively used in snow melting and solar energy harvesting pavements based on ASTM D5334-08 [11]. Thermal conductivity of mixtures was measured using a surface probe type of QuickLine-30. The probe applies a dynamic measurement method which reduces the time of thermal conductivity measurements to 10–16 minutes. A 5 cm diameter surface probe was used to measure the thermal conductivity of the asphalt mixture specimens. Once the surface probe is in contact with the specimen a constant current was then applied. The thermal conductivity is calculated based on the temperature difference between initial temperature and final temperature after applying heat. The measurement range is 0.3 to 2.0 W m−1K−1 for thermal conductivity and −10 to 50°C for temperature, respectively. The measurement was done with three different positions on sample surface. To ensure a good contact and minimize the measurement error, graphite powders were dispersed evenly to fill the gaps between the probe and specimen surface. The accuracy of thermal conductivity test is 10 percent of reading. The thermal conductivity is calculated as follows:(1)k=Q4πT2-T1lnt2t1,where k is thermal conductivity (W m−1 K−1), Q is heater power (W), T1 and T2 are initial and final measured temperature (K), and t1 and t2 are initial and final time (sec).


## 3. Analysis of Test Results

This section covers the analysis and discussion of the testing results of rheological properties of modified asphalt binders and thermal conductivity of asphalt mixture modified with conductive filler.


### 3.1. Rheological Properties

The test results of DSR at 64°C are summarized in Table2. Unaged and RTFO aged modified asphalt binders are presented. Results suggested that all conductive fillers contents have met the specification of rutting parameter, G∗/sin⁡δ, which is a minimum of 1 kPa for unaged and a minimum of 2.2 kPa for the RTFO aged asphalt binder. As graphite or carbon black content increases, the value of G∗/sin⁡δ is increased. It indicates that asphalt binder becomes stiffer and more resistant to rutting with increased graphite or carbon black content.Table 2
Rheological properties of modified asphalt binders.
Filler type
Conductive filler content(% by vol.)
G
∗/sin⁡δ for unaged binder  (kPa)
G
∗/sin⁡δ for RTFO aged(kPa)
Stiffness,S(t) (MPa)
m-value
Control
0
1.8
3.5
206
0.37
Graphite
5
2.0
4.5
257
0.35
10
2.2
4.5
265
0.32
15
2.2
4.6
297
0.30
20
2.3
5.5
343
0.27
Carbon black
5
2.2
4.7
261
0.37
10
2.4
4.8
275
0.34
15
2.5
4.8
291
0.32
20
2.5
5.4
325
0.31The test results of BBR are also summarized in Table2. The coefficient of variation of the four replicates at each graphite and carbon black content was less than 10%. For asphalt binder to be flexible with high resistance to low temperature cracking, a maximum creep stiffness of 300 MPa and a minimum m-value of 0.3 are specified. Results suggested that as conductive filler content increases, S(t) is increased and m-value is decreased. It indicates that asphalt binder becomes brittle and less resistant to low temperature cracking with increased graphite or carbon black content. It is remarked that graphite content of more than 15% and carbon black content of generally more than 20% will have less resistance to thermal cracking as indicated by the out-of-range specifications. There was no significant difference between the effect of graphite and carbon black on rheological properties of asphalt binder.


### 3.2. Thermal Conductivity

The average thermal conductivity measurements for control, dry- and wet-mixing asphalt mixture modified with conductive filler, are shown in Figure1. The results showed that thermal conductivity is increased as the graphite or carbon black content increases. In general, the wet process also showed a slightly increased thermal conductivity compared to the dry process due to the well distribution of conductive filler particles within the asphalt mixtures. In the case of the wet process, even and uniform filler distribution is more pronounced compared to the dry process; however, the increase is generally insignificant and there is a requirement of specific mixer for premixing conductive filler and asphalt. Besides, graphite is apparently dominant in the improvement of thermal conductivity as compared to carbon black. As seen in Figure 2, clusters of small carbon black particles are discrete while graphite particles are widespread in a larger scale. Accordingly, graphite was selected to supplement with carbon fiber as combined conductive filler using dry process.Figure 1
Thermal conductivity measurements of asphalt mixture modified with conductive filler.Figure 2
SEM images of (a) graphite and (b) carbon black in the mixture.
(a)
(b)Asphalt concrete containing single carbon fiber of 0.5% shows the increase in thermal conductivity compared to control specimen as shown in Figure3. Carbon fiber plays a long range conduction role in asphalt mixture (see Figure 4(a)). Furthermore, thermal conductivity strongly increases as combining 0.5% carbon fiber with 5%, 10%, and 15% graphite; however, with 20% graphite combined, the increase is no longer significant. A high level of conductive fillers could have affected the mechanical properties of asphalt concrete and increased air voids content. Due to a linking effect (see Figure 4(b)), which is defined as the fact that fibers may link several isolated conductive areas and bypass the obstacles in conductive network created by some aggregates, carbon fiber may connect conductive areas or chains together and form conductive paths. Therefore, the combined conductive filler with carbon fiber, at a reasonable amount, shows an advance and efficiency in improving thermal conductivity of modified asphalt concrete as compared to a significant amount of single conductive filler.Figure 3
Thermal conductivity measurements of asphalt mixtures modified with combined conductive filler (CF: carbon fiber,G: graphite).Figure 4
SEM images of (a) carbon fiber and (b) carbon fiber with graphite in the mixture.
(a)
(b)The thermal diffusivity,α (mm2 s−1), is given by the following relationship:(2)α=kρC,where k = thermal conductivity (W m−1K−1); ρ = density (kg m−3); and C = specific heat (J kg−1K−1). The thermal properties of modified asphalt mixtures are summarized in Table 3. The bulk density of modified asphalt mixture decreases as the conductive filler increases due to replacing the mineral filler content of the aggregate. The specific heat is lower at a higher conductive filler content. The thermal diffusivity slightly increases with an increase in conductive filler content.Table 3
Summarizing thermal properties of asphalt mixture modified with conductive filler (wet mix).
Filler type
Conductive filler content(% by vol.)
Bulk density(kg m−3)
Thermal conductivity,k (W m−1 K−1)
Specific heat,C (J kg−1 K−1)
Thermal diffusivity(mm2 s−1)
Control
0
2282
1.866
959
0.853
Graphite
5
2288
1.979
935
0.925
10
2285
1.983
906
0.958
15
2281
2.030
886
1.004
20
2274
2.089
864
1.063
Carbon black
5
2321
1.911
944
0.872
10
2314
1.916
932
0.888
15
2298
1.953
922
0.922
20
2276
1.962
920
0.937
Carbon fiber + graphite
0.5 + 0
2304
1.930
909
0.922
0.5 + 5
2328
2.025
867
1.003
0.5 + 10
2338
2.115
816
1.109
0.5 + 15
2319
2.158
814
1.143
0.5 + 20
2316
2.177
810
1.160


## 3.1. Rheological Properties

The test results of DSR at 64°C are summarized in Table2. Unaged and RTFO aged modified asphalt binders are presented. Results suggested that all conductive fillers contents have met the specification of rutting parameter, G∗/sin⁡δ, which is a minimum of 1 kPa for unaged and a minimum of 2.2 kPa for the RTFO aged asphalt binder. As graphite or carbon black content increases, the value of G∗/sin⁡δ is increased. It indicates that asphalt binder becomes stiffer and more resistant to rutting with increased graphite or carbon black content.Table 2
Rheological properties of modified asphalt binders.
Filler type
Conductive filler content(% by vol.)
G
∗/sin⁡δ for unaged binder  (kPa)
G
∗/sin⁡δ for RTFO aged(kPa)
Stiffness,S(t) (MPa)
m-value
Control
0
1.8
3.5
206
0.37
Graphite
5
2.0
4.5
257
0.35
10
2.2
4.5
265
0.32
15
2.2
4.6
297
0.30
20
2.3
5.5
343
0.27
Carbon black
5
2.2
4.7
261
0.37
10
2.4
4.8
275
0.34
15
2.5
4.8
291
0.32
20
2.5
5.4
325
0.31The test results of BBR are also summarized in Table2. The coefficient of variation of the four replicates at each graphite and carbon black content was less than 10%. For asphalt binder to be flexible with high resistance to low temperature cracking, a maximum creep stiffness of 300 MPa and a minimum m-value of 0.3 are specified. Results suggested that as conductive filler content increases, S(t) is increased and m-value is decreased. It indicates that asphalt binder becomes brittle and less resistant to low temperature cracking with increased graphite or carbon black content. It is remarked that graphite content of more than 15% and carbon black content of generally more than 20% will have less resistance to thermal cracking as indicated by the out-of-range specifications. There was no significant difference between the effect of graphite and carbon black on rheological properties of asphalt binder.


## 3.2. Thermal Conductivity

The average thermal conductivity measurements for control, dry- and wet-mixing asphalt mixture modified with conductive filler, are shown in Figure1. The results showed that thermal conductivity is increased as the graphite or carbon black content increases. In general, the wet process also showed a slightly increased thermal conductivity compared to the dry process due to the well distribution of conductive filler particles within the asphalt mixtures. In the case of the wet process, even and uniform filler distribution is more pronounced compared to the dry process; however, the increase is generally insignificant and there is a requirement of specific mixer for premixing conductive filler and asphalt. Besides, graphite is apparently dominant in the improvement of thermal conductivity as compared to carbon black. As seen in Figure 2, clusters of small carbon black particles are discrete while graphite particles are widespread in a larger scale. Accordingly, graphite was selected to supplement with carbon fiber as combined conductive filler using dry process.Figure 1
Thermal conductivity measurements of asphalt mixture modified with conductive filler.Figure 2
SEM images of (a) graphite and (b) carbon black in the mixture.
(a)
(b)Asphalt concrete containing single carbon fiber of 0.5% shows the increase in thermal conductivity compared to control specimen as shown in Figure3. Carbon fiber plays a long range conduction role in asphalt mixture (see Figure 4(a)). Furthermore, thermal conductivity strongly increases as combining 0.5% carbon fiber with 5%, 10%, and 15% graphite; however, with 20% graphite combined, the increase is no longer significant. A high level of conductive fillers could have affected the mechanical properties of asphalt concrete and increased air voids content. Due to a linking effect (see Figure 4(b)), which is defined as the fact that fibers may link several isolated conductive areas and bypass the obstacles in conductive network created by some aggregates, carbon fiber may connect conductive areas or chains together and form conductive paths. Therefore, the combined conductive filler with carbon fiber, at a reasonable amount, shows an advance and efficiency in improving thermal conductivity of modified asphalt concrete as compared to a significant amount of single conductive filler.Figure 3
Thermal conductivity measurements of asphalt mixtures modified with combined conductive filler (CF: carbon fiber,G: graphite).Figure 4
SEM images of (a) carbon fiber and (b) carbon fiber with graphite in the mixture.
(a)
(b)The thermal diffusivity,α (mm2 s−1), is given by the following relationship:(2)α=kρC,where k = thermal conductivity (W m−1K−1); ρ = density (kg m−3); and C = specific heat (J kg−1K−1). The thermal properties of modified asphalt mixtures are summarized in Table 3. The bulk density of modified asphalt mixture decreases as the conductive filler increases due to replacing the mineral filler content of the aggregate. The specific heat is lower at a higher conductive filler content. The thermal diffusivity slightly increases with an increase in conductive filler content.Table 3
Summarizing thermal properties of asphalt mixture modified with conductive filler (wet mix).
Filler type
Conductive filler content(% by vol.)
Bulk density(kg m−3)
Thermal conductivity,k (W m−1 K−1)
Specific heat,C (J kg−1 K−1)
Thermal diffusivity(mm2 s−1)
Control
0
2282
1.866
959
0.853
Graphite
5
2288
1.979
935
0.925
10
2285
1.983
906
0.958
15
2281
2.030
886
1.004
20
2274
2.089
864
1.063
Carbon black
5
2321
1.911
944
0.872
10
2314
1.916
932
0.888
15
2298
1.953
922
0.922
20
2276
1.962
920
0.937
Carbon fiber + graphite
0.5 + 0
2304
1.930
909
0.922
0.5 + 5
2328
2.025
867
1.003
0.5 + 10
2338
2.115
816
1.109
0.5 + 15
2319
2.158
814
1.143
0.5 + 20
2316
2.177
810
1.160


## 4. Conclusions

In this paper, the effect of various and combined conductive fillers, graphite, carbon black, and carbon fiber used for improving thermal conductivity of snow melting pavement, was investigated. Two different mixing processes, dry and wet processes, were used to mold asphalt mixes.The rheological properties of modified asphalt binders indicated that graphite and carbon black increase rutting parameter,G∗/sin⁡δ, at high temperature but reduce resistance to low temperature cracking. Therefore, graphite and carbon black have a potential to increase rutting resistance but decrease thermal cracking resistance. The wet-mixing process provides a better distribution of conductive filler in asphalt mixtures; however, the dry process can be performed more simply.The thermal testing results suggested that both graphite and carbon black improve thermal properties of asphalt mixes; but graphite is significantly more effective. The combination of conductive filler with a certain amount of carbon fiber brings significant effects and advantages over single conductive filler. The authors propose conducting further laboratory testing procedures with various aggregate and binder types and microstructure analysis to have a comprehensive performance evaluation of asphalt mixture modified with conductive filler.



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*Source: 926809-2015-07-02.xml*