# Rheological Characterization of Warm-Modified Asphalt Mastics Containing Electric Arc Furnace Steel Slags

Authors: M. Pasetto; A. Baliello; G. Giacomello; E. Pasquini
Journal: Advances in Materials Science and Engineering
 (2016)

---

## Abstract

The environmental sustainability of road materials and technologies plays a key role in pavement engineering. In this sense, the use of Warm Mix Asphalt (WMA), that is, a modified asphalt concrete that can be produced and applied at lower temperature, is considered an effective solution leading to environmental and operational benefits. The environmental sustainability of WMA can be further enhanced with the inclusion of steel slag in partial substitution of natural aggregates. Nevertheless, such innovative material applied at lower temperatures containing warm additives and steel slag should be able to guarantee at least the same performance of traditional hot mix asphalts, thus assuring acceptable mechanical properties and durability. Therefore, the purpose of this study is to investigate the rheological behaviour of bituminous mastics obtained combining a warm-modified binder and a filler (material passing to 0.063 mm) coming from electric arc furnace steel slag. To evaluate the influence of both warm additive and steel slag, a plain binder and limestone filler were also used for comparison purposes. Complex modulus and permanent deformation resistance of bitumens and mastics were assessed using a dynamic shear rheometer. Experimental results showed that steel slag warm mastics assure enhanced performance demonstrating promising applicability.


---

## Body

## 1. Introduction

Due to continuous increase of traffic loading and taking also into account that the preservation and protection of natural and working environments have become of strategic importance, innovative road materials and products should be considered to enhance environmental sustainability of pavements without affecting (and, actually, improving) their mechanical performance and durability.In this sense, the use of Warm Mix Asphalt (WMA) has gained increasing interest since it is a modified asphalt concrete, obtained by using different types of additives, which can be produced, applied, and compacted at lower temperatures (100–140°C) than hot mix asphalt (HMA). WMA should be able to guarantee environmental benefits (reduced energy consumption, gas and fume emissions) as well as economic/operational advantages such as lower production costs, longer hauling distances, and extended construction periods [1, 2]. The mechanical properties (benefits and drawbacks) of WMA mixes can vary in a large range mainly depending on the amount of additive and the type of WMA technology used. Wide scientific literature exists addressing the assessment of mechanical properties and durability of warm-modified binders and mixtures [2–11].Including steel slag in substitution of natural aggregates within WMA can further enhance the environmental sustainability of such a mixture, since natural resources (natural aggregates) can be saved and industrial waste (steel slag) can be reused. The interest in ferrous slag as valuable resource for construction applications (including road pavements) is increasing steadily, taking also into account that hundreds of millions of tons of this material is produced worldwide annually affecting the environment [12]. In particular, steel slag is a by-product of the steelmaking and steel refining processes usually categorized based on the type of furnace used. In this sense, the more common steel slags are basic oxygen furnace (BOF) and electric arc furnace (EAF) steel slag [12, 13]. Several studies documenting benefits and drawbacks related to the use of steel slags in road pavements under mechanical, functional, and environmental point of view can be found in the literature [14–23]. However, only little research exists about the possibility of using steel slag in WMA [24].In this sense, the basic challenge of such innovative material (WMA including steel slag) is the production of a pavement mixture characterized by at least the same performance of traditional HMA, thus able to assure acceptable in-service mechanical performance and durability. Therefore, this study is addressed to the assessment of rheological properties of mastics, that is, the blend of bitumen and filler, since it is well known that the major distresses in bituminous pavements are principally related to mastic performance. In fact, the filler mainly stiffens the bitumen decisively influencing, as a function of its nature and composition, the mechanical properties of asphalt mixtures in terms of cracking and rutting resistance [25–32].Given this background, this research study was carried with the objective of evaluating the influence of both warm chemical additive and EAF steel slag filler on the rheological behaviour of bituminous binders and mastics at midrange and high service temperature. To accomplish this objective, two bitumens and four mastics of different nature and composition were studied at unaged and long-term aged conditions through a dynamic shear rheometer (DSR). Such a study is a part of a wider research project aimed at assessing the feasibility of using EAF steel slag in WMA taking into account workability, mechanical properties, and durability of binders, mastics, and mixtures [33].


## 2. Materials and Methods

### 2.1. Materials

Plain bitumen was selected as the base reference binder for this study. A commercial WMA additive was added to the plain bitumen to obtain the warm-modified binder. Then, four mastics were produced by adding to the above-mentioned plain and warm bitumens two types of fillers dosed at a constant filler/bitumen volume ratio.The plain bitumen was 35/50 penetration grade bitumen regularly used in central and southern Europe for pavement construction whereas the WMA additive was a chemical additive consisting in a water-free liquid product containing surface active agents. An additive dosage of 0.5% by weight of binder was selected to obtain the warm binder as recommended by the producer and according to the study on mixtures [33]. The warm binder was produced in the laboratory using a portable mixer operating at high stirring rates blending the prefixed amount of liquid additive and the hot plain binder (150°C). Table 1 shows the basic properties of both plain (P) and warm-modified (W) bitumens. It is worth noting that, according to other studies [8], no significant differences can be detected between the two binders from these traditional tests.Table 1
Basic properties of the studied binders.
Properties
Standard
Unit
Value
Binder P
Binder W
Penetration at 25°C
EN 1426
0.1 mm
38
39
Softening point
EN 1427
°C
65
62
Viscosity at 135°C
EN 13302
Pa·s
0.27
0.25
Mass loss after short term aging (RTFOT)
EN 12607-1
%
0.01
0.03
Penetration at 25°C after RTFOT
EN 1426
0.1 mm
23
24
Softening point after RTFOT
EN 1427
°C
72
71P and W binders were used to prepare mastics by using two types of filler. The fillers selected for these studies (Figure1) consisted of particles passing the 0.063 mm sieve and coming from natural (limestone) and manufactured (electric arc furnace steel slag) sources, respectively. The main properties of such fillers are reported in Table 2. Moreover, as reported in a previous study [18], the chemical composition of both materials is given in Table 3. It is worth noting that the two materials are characterized by very different physical (Table 2) and chemical (Table 3) properties that will allegedly affect rheological behaviour of mastics.Table 2
Basic properties of the studied fillers.
Properties
Standard
Unit
Value
Limestone
Steel slag
Particle density
EN 1097-7
Mg/m3
2.74
3.86
Plasticity Index
CEN ISO/TS 17892-12
—
NP
NP
Rigden voids
EN 1097-4
%
32.7
60.4
Delta R&B temperature
EN 13179-1
°C
5.8
22.1Table 3
Chemical composition of the studied fillers.
Oxide content
Filler type
[%]
Limestone
Steel slag
MgO
2.50
3.65
Al2O3
1.00
9.30
SiO2
3.34
13.02
CaO
52.71
29.60
TiO2
—
0.35
Cr2O3
—
4.03
MnO
—
5.09
FeO
0.39
32.84Figure 1
Limestone (a) and electric arc furnace (EAF) steel slag (b) filler.
(a)
(b)Mastics were prepared in the laboratory by heating fillers and bitumens (both plain and warm-modified) at 150°C for 1 hour. Then, fillers were slowly added with accurate blending in order to achieve homogeneous mixes without filler segregation. Mastics were produced at a constant filler-bitumen (by volume) ratio. Since the apparent specific gravity of steel slag is significantly higher than that of mineral aggregate, the dosages of bitumens and filler were selected to obtain 27% filler and 73% binder by volume for both limestone and steel slag mastics. In accordance with Superpave specifications [34], such composition corresponds to a filler-bitumen ratio by mass equal to 1.0 in the case of limestone mastics and to 1.4 by mass in the case of steel slag mastics. Mastics were prepared with both unaged and long-term aged binders in order to reproduce real field conditions. Long-term aging was simulated in the laboratory through the pressure aging vessel (PAV) procedure, according to EN 14769 specifications. Short-term aging was not taken into account since the traditional procedure could not be representative of short-term aging really experienced by WMAs due to different mixing, transportation, and application temperatures of such mixes. Special care was then paid to the thermal history and the storage conditions of the test sample. All specimens were subjected to a 1-day storage period at 25°C before testing to avoid any possible residual stress due to pouring and mixing operations.Thus, 12 materials (bitumens and mastics) were prepared to be tested in this study as described in Table4.Table 4
Tested materials.
Material code
Filler type
Bitumen Type
Bitumen aging
P
—
Plain (hot) bitumen
Unaged
P_A
—
Plain (hot) bitumen
PAV-aged
PL
Limestone
Plain (hot) bitumen
Unaged
PL_A
Limestone
Plain (hot) bitumen
PAV-aged
PS
EAF steel slag
Plain (hot) bitumen
Unaged
PS_A
EAF steel slag
Plain (hot) bitumen
PAV-aged
W
—
Warm bitumen
Unaged
W_A
—
Warm bitumen
PAV-aged
WL
Limestone
Warm bitumen
Unaged
WL_A
Limestone
Warm bitumen
PAV-aged
WS
EAF steel slag
Warm bitumen
Unaged
WS_A
EAF steel slag
Warm bitumen
PAV-aged


### 2.2. Testing Program and Methods

A dynamic shear rheometer (DSR) was used to accomplish the main objective of the study, that is, to characterize midrange and high service temperatures behaviour of warm-modified binder and mastics containing EAF steel slag. In particular, the experimental plan schematized in Figure2 was developed to achieve the research goal. Unaged materials (binder and mastics) were tested through oscillatory Multiple Stress Creep Recovery (MSCR) tests in order to evaluate their rutting potential (high service temperature properties). Moreover, the complex shear modulus at midrange service temperatures of long-term aged materials was analysed through the construction of master curves applying the time-temperature superposition principle.Figure 2
Experimental plan.Linear viscoelastic behaviour (norm of the complex shear modulus|G∗| and phase angle δ) of the studied materials at midrange service temperatures was defined performing strain-controlled frequency sweeps from 0.1 to 100 rad/s at eight temperatures, ranging from 16 to 58°C. A strain level of 0.05% was applied on the basis of the results of preliminary amplitude strain sweeps carried out at 10 rad/s checking the extension of the linear viscoelastic domain. 8 mm parallel plate geometry with 2 mm gap or 20 mm parallel plate geometry with 1 mm gap was used depending on the testing temperature (different expected stiffness). 30 minutes’ thermal conditioning at the test temperature was carried out before testing. Two replicates were performed for each test temperature and frequency. The rheological behaviour of the binders and mastics at midrange service temperatures was described by applying the time-temperature superposition principle. This was accomplished obtaining master curves in a wide range of reduced frequencies by shifting isothermal curves of complex modulus G∗ using temperature-dependent shift factors. The Williams-Landel-Ferry (WLF) formulation [35] is used in the model to express the temperature-shift factor. The master curve model showed below [36] was used to fit DSR test results:(1)G∗f′=GeGg-Ge1+fc/f′kme/k,where Ge is the equilibrium complex modulus (equal to 0 for binders), Gg is the glass complex modulus (usually 109 Pa for binders), fc is a frequency location parameter, and f′ is the reduced frequency obtained by the product of the test frequency and the temperature shift factors a(T), whereas k and me are dimensionless shape parameters. In particular, Gg represents the horizontal asymptote at very high frequencies whereas Ge is the horizontal asymptote at very low frequencies. Ge represents the minimum modulus that a mixture can offer when the contribution of the binder is assumed to be negligible whereas Gg is the maximum asymptotic modulus representing the condition corresponding to the higher contribution of the binder to the mixture modulus. The model is also characterized by a third asymptote having a slope of me. Gg and me asymptotes intercept at frequency fc. At this frequency it is possible to calculate parameter R that represents, on a logarithmic scale, the distance between G∗ and Gg. R is thus defined as(2)R=log⁡2me/k1+2me/k-1Ge/Ggand it is an indicator of the width of the relaxation spectrum. A more gradual transition from the elastic to the viscous behaviour leads to higher R value, generally indicating lower G∗ values and higher phase angles within the intermediate range of frequency. On the other hand, parameter fc represents the frequency at which the elastic component (G′) and the viscous component (G″) are approximately equal. A higher value of fc means a higher phase angle and thus a greater overall viscous component.The corresponding model for the phase angle introduced by [36] is(3)δ=90I-90I-δm1+log⁡fd/f′Rd2-md/2,where I is a constant value equal to 0 or 1 if f′>fd or f′≤fd, respectively (0 for mixtures), δm is a shape constant (value of δ at fd), fd is a frequency location parameter at which δm occurs, and f′ is the above-mentioned reduced frequency whereas Rd and md are dimensionless shape parameters.Multiple stress creep recovery (MSCR) tests were carried out according to ASTM D7405 to evaluate the rutting behaviour of studied materials. Elastic and plastic behaviour as well as the stress dependence of bituminous materials were assessed through these tests. The MSCR tests were performed using 20 mm parallel plate geometry with 1 mm gap. Tests consisted of 10 creep-recovery cycles with a creep loading time of 1 s and recovery time (with no loading) of 9 s. The MSCR tests were conducted on unaged materials. Temperature and stress dependency of bitumens and mastics were evaluated by performing MSCR tests at 58, 64, 70, and 76°C applying 0.1 and 3.2 kPa. An additional higher stress level (10 kPa) was considered for the mastics according to previous studies [28, 37]. Specimens were conditioned at the test temperature for 20 minutes before testing. Two replicates were carried out for each material and testing condition. Average values were used to assess the resistance to permanent viscous strains typical of the rutting processes. In particular, the experimental results were analysed in terms of (i) the nonrecoverable creep compliance (Jnr), that is, the mean value of the ratio between residual (plastic) strain at the end of each cycle (postrecovery phase) and the corresponding applied creep stress and (ii) the ratio between nonrecoverable Jnr and total compliance Jtot, that is, the compliance at load removal (at the end of the creep phase).


## 2.1. Materials

Plain bitumen was selected as the base reference binder for this study. A commercial WMA additive was added to the plain bitumen to obtain the warm-modified binder. Then, four mastics were produced by adding to the above-mentioned plain and warm bitumens two types of fillers dosed at a constant filler/bitumen volume ratio.The plain bitumen was 35/50 penetration grade bitumen regularly used in central and southern Europe for pavement construction whereas the WMA additive was a chemical additive consisting in a water-free liquid product containing surface active agents. An additive dosage of 0.5% by weight of binder was selected to obtain the warm binder as recommended by the producer and according to the study on mixtures [33]. The warm binder was produced in the laboratory using a portable mixer operating at high stirring rates blending the prefixed amount of liquid additive and the hot plain binder (150°C). Table 1 shows the basic properties of both plain (P) and warm-modified (W) bitumens. It is worth noting that, according to other studies [8], no significant differences can be detected between the two binders from these traditional tests.Table 1
Basic properties of the studied binders.
Properties
Standard
Unit
Value
Binder P
Binder W
Penetration at 25°C
EN 1426
0.1 mm
38
39
Softening point
EN 1427
°C
65
62
Viscosity at 135°C
EN 13302
Pa·s
0.27
0.25
Mass loss after short term aging (RTFOT)
EN 12607-1
%
0.01
0.03
Penetration at 25°C after RTFOT
EN 1426
0.1 mm
23
24
Softening point after RTFOT
EN 1427
°C
72
71P and W binders were used to prepare mastics by using two types of filler. The fillers selected for these studies (Figure1) consisted of particles passing the 0.063 mm sieve and coming from natural (limestone) and manufactured (electric arc furnace steel slag) sources, respectively. The main properties of such fillers are reported in Table 2. Moreover, as reported in a previous study [18], the chemical composition of both materials is given in Table 3. It is worth noting that the two materials are characterized by very different physical (Table 2) and chemical (Table 3) properties that will allegedly affect rheological behaviour of mastics.Table 2
Basic properties of the studied fillers.
Properties
Standard
Unit
Value
Limestone
Steel slag
Particle density
EN 1097-7
Mg/m3
2.74
3.86
Plasticity Index
CEN ISO/TS 17892-12
—
NP
NP
Rigden voids
EN 1097-4
%
32.7
60.4
Delta R&B temperature
EN 13179-1
°C
5.8
22.1Table 3
Chemical composition of the studied fillers.
Oxide content
Filler type
[%]
Limestone
Steel slag
MgO
2.50
3.65
Al2O3
1.00
9.30
SiO2
3.34
13.02
CaO
52.71
29.60
TiO2
—
0.35
Cr2O3
—
4.03
MnO
—
5.09
FeO
0.39
32.84Figure 1
Limestone (a) and electric arc furnace (EAF) steel slag (b) filler.
(a)
(b)Mastics were prepared in the laboratory by heating fillers and bitumens (both plain and warm-modified) at 150°C for 1 hour. Then, fillers were slowly added with accurate blending in order to achieve homogeneous mixes without filler segregation. Mastics were produced at a constant filler-bitumen (by volume) ratio. Since the apparent specific gravity of steel slag is significantly higher than that of mineral aggregate, the dosages of bitumens and filler were selected to obtain 27% filler and 73% binder by volume for both limestone and steel slag mastics. In accordance with Superpave specifications [34], such composition corresponds to a filler-bitumen ratio by mass equal to 1.0 in the case of limestone mastics and to 1.4 by mass in the case of steel slag mastics. Mastics were prepared with both unaged and long-term aged binders in order to reproduce real field conditions. Long-term aging was simulated in the laboratory through the pressure aging vessel (PAV) procedure, according to EN 14769 specifications. Short-term aging was not taken into account since the traditional procedure could not be representative of short-term aging really experienced by WMAs due to different mixing, transportation, and application temperatures of such mixes. Special care was then paid to the thermal history and the storage conditions of the test sample. All specimens were subjected to a 1-day storage period at 25°C before testing to avoid any possible residual stress due to pouring and mixing operations.Thus, 12 materials (bitumens and mastics) were prepared to be tested in this study as described in Table4.Table 4
Tested materials.
Material code
Filler type
Bitumen Type
Bitumen aging
P
—
Plain (hot) bitumen
Unaged
P_A
—
Plain (hot) bitumen
PAV-aged
PL
Limestone
Plain (hot) bitumen
Unaged
PL_A
Limestone
Plain (hot) bitumen
PAV-aged
PS
EAF steel slag
Plain (hot) bitumen
Unaged
PS_A
EAF steel slag
Plain (hot) bitumen
PAV-aged
W
—
Warm bitumen
Unaged
W_A
—
Warm bitumen
PAV-aged
WL
Limestone
Warm bitumen
Unaged
WL_A
Limestone
Warm bitumen
PAV-aged
WS
EAF steel slag
Warm bitumen
Unaged
WS_A
EAF steel slag
Warm bitumen
PAV-aged


## 2.2. Testing Program and Methods

A dynamic shear rheometer (DSR) was used to accomplish the main objective of the study, that is, to characterize midrange and high service temperatures behaviour of warm-modified binder and mastics containing EAF steel slag. In particular, the experimental plan schematized in Figure2 was developed to achieve the research goal. Unaged materials (binder and mastics) were tested through oscillatory Multiple Stress Creep Recovery (MSCR) tests in order to evaluate their rutting potential (high service temperature properties). Moreover, the complex shear modulus at midrange service temperatures of long-term aged materials was analysed through the construction of master curves applying the time-temperature superposition principle.Figure 2
Experimental plan.Linear viscoelastic behaviour (norm of the complex shear modulus|G∗| and phase angle δ) of the studied materials at midrange service temperatures was defined performing strain-controlled frequency sweeps from 0.1 to 100 rad/s at eight temperatures, ranging from 16 to 58°C. A strain level of 0.05% was applied on the basis of the results of preliminary amplitude strain sweeps carried out at 10 rad/s checking the extension of the linear viscoelastic domain. 8 mm parallel plate geometry with 2 mm gap or 20 mm parallel plate geometry with 1 mm gap was used depending on the testing temperature (different expected stiffness). 30 minutes’ thermal conditioning at the test temperature was carried out before testing. Two replicates were performed for each test temperature and frequency. The rheological behaviour of the binders and mastics at midrange service temperatures was described by applying the time-temperature superposition principle. This was accomplished obtaining master curves in a wide range of reduced frequencies by shifting isothermal curves of complex modulus G∗ using temperature-dependent shift factors. The Williams-Landel-Ferry (WLF) formulation [35] is used in the model to express the temperature-shift factor. The master curve model showed below [36] was used to fit DSR test results:(1)G∗f′=GeGg-Ge1+fc/f′kme/k,where Ge is the equilibrium complex modulus (equal to 0 for binders), Gg is the glass complex modulus (usually 109 Pa for binders), fc is a frequency location parameter, and f′ is the reduced frequency obtained by the product of the test frequency and the temperature shift factors a(T), whereas k and me are dimensionless shape parameters. In particular, Gg represents the horizontal asymptote at very high frequencies whereas Ge is the horizontal asymptote at very low frequencies. Ge represents the minimum modulus that a mixture can offer when the contribution of the binder is assumed to be negligible whereas Gg is the maximum asymptotic modulus representing the condition corresponding to the higher contribution of the binder to the mixture modulus. The model is also characterized by a third asymptote having a slope of me. Gg and me asymptotes intercept at frequency fc. At this frequency it is possible to calculate parameter R that represents, on a logarithmic scale, the distance between G∗ and Gg. R is thus defined as(2)R=log⁡2me/k1+2me/k-1Ge/Ggand it is an indicator of the width of the relaxation spectrum. A more gradual transition from the elastic to the viscous behaviour leads to higher R value, generally indicating lower G∗ values and higher phase angles within the intermediate range of frequency. On the other hand, parameter fc represents the frequency at which the elastic component (G′) and the viscous component (G″) are approximately equal. A higher value of fc means a higher phase angle and thus a greater overall viscous component.The corresponding model for the phase angle introduced by [36] is(3)δ=90I-90I-δm1+log⁡fd/f′Rd2-md/2,where I is a constant value equal to 0 or 1 if f′>fd or f′≤fd, respectively (0 for mixtures), δm is a shape constant (value of δ at fd), fd is a frequency location parameter at which δm occurs, and f′ is the above-mentioned reduced frequency whereas Rd and md are dimensionless shape parameters.Multiple stress creep recovery (MSCR) tests were carried out according to ASTM D7405 to evaluate the rutting behaviour of studied materials. Elastic and plastic behaviour as well as the stress dependence of bituminous materials were assessed through these tests. The MSCR tests were performed using 20 mm parallel plate geometry with 1 mm gap. Tests consisted of 10 creep-recovery cycles with a creep loading time of 1 s and recovery time (with no loading) of 9 s. The MSCR tests were conducted on unaged materials. Temperature and stress dependency of bitumens and mastics were evaluated by performing MSCR tests at 58, 64, 70, and 76°C applying 0.1 and 3.2 kPa. An additional higher stress level (10 kPa) was considered for the mastics according to previous studies [28, 37]. Specimens were conditioned at the test temperature for 20 minutes before testing. Two replicates were carried out for each material and testing condition. Average values were used to assess the resistance to permanent viscous strains typical of the rutting processes. In particular, the experimental results were analysed in terms of (i) the nonrecoverable creep compliance (Jnr), that is, the mean value of the ratio between residual (plastic) strain at the end of each cycle (postrecovery phase) and the corresponding applied creep stress and (ii) the ratio between nonrecoverable Jnr and total compliance Jtot, that is, the compliance at load removal (at the end of the creep phase).


## 3. Results

### 3.1. Midrange Service Temperature Behaviour

Frequency sweeps tests carried out through the DSR in a wide range of temperatures and frequencies were used to assess the viscoelastic behaviour of tested binders and mastics at midrange service temperatures. Results of the material WL_A are reported, as an example, in Figure3 in terms of complex modulus and phase angle master curves at the reference temperature of 34°C. Such experimental data are also reported in the Cole-Cole plane (G′,G′′) and Black diagram or van Gurp-Palmen plot (G∗,δ) as depicted in Figure 4. Results seem to show a unique curve identifying the material response. Therefore, a thermorheologically simple behaviour can be assumed considering the time-temperature superposition principle generally valid for G∗ in the investigated range of reduced frequencies.Figure 3
Master curves at 34°C and measured shifted data forG∗ and δ (sample WL_A).Figure 4
Cole-Cole plot (a) and Black diagram (b) for the complex modulusG∗ (sample WL_A).
(a)
(b)The model parameters described in (1) and (2) are showed in Table 5. First of all, it is worth noting that Gg and Ge values are not reported in the table since, also in the case of mastics, they tend to 109 and 0 Pa, respectively. As known, such values are typical of bitumens confirming that the rheological properties of all investigated materials mainly depend on the bituminous component. This seems in accordance to the model proposed by [26] which shows that the selected concentration of fillers falls within the diluted region where the available bitumen is not completely influenced by the filler.Table 5
Estimated parameters forG∗ master curves.
Material
f
c
m
e
k
R
[Hz]
[
—
]
[
—
]
[
—
]
P_A
398.5
0.56
0.108
1.58
PL_A
333.7
0.56
0.136
1.25
PS_A
320.5
0.50
0.163
0.93
W_A
441.2
0.56
0.097
1.72
WL_A
390.8
0.55
0.126
1.31
WS_A
359.6
0.44
0.157
0.85Experimental results are also depicted in Figure5 where real shifted data are not reported for the sake of readability.Figure 5
G
∗ (left) and δ (right) master curves for binders (a, b), limestone mastics (c, d), and steel slag mastics (e, f).
(a)
(b)
(c)
(d)
(e)
(f)It can be observed that the addition of the warm chemical additive did not lead to a simple horizontal translation of theG∗ master curve. In particular, in the case of bitumen and mineral limestone mastic, the warm materials seem characterized by a quasi-negligible stiffness decrease at high reduced frequencies (with virtually no difference as reduced frequency decreases) with respect to the corresponding hot materials. On the other hand, a different behaviour is observed when the warm additive is coupled with EAF steel slag filler, denoting a different physical-chemical interaction between the components and thus highlighting the importance of filler mineralogy and physical properties in the additive-filler interaction. In any case, according to previous studies [8], the most significant effect due to the warm modification is the reduced phase angle, especially at low reduced frequencies (i.e., at high temperatures) suggesting a more elastic response of such materials in the linear viscoelastic domain. In this sense, the negative effect of higher G∗ at midrange service temperatures can be mitigated by the reduction of δ, thus making the materials less brittle.Moreover, as far as the effect of the filler is concerned, Figure6 clearly shows the predictable stiffness increase due to the addition of fillers for both plain and warm binders. On the other hand, negligible variations of the phase angle seem to occur, except for the case of warm binder with EAF steel slag filler, which denoted a less viscous response at low reduced frequencies. Such different viscoelastic behaviour of the two studied mastics seem confirmed by the lower R and fc values of steel slag mastic, indicating a variation of the relaxation spectrum and viscous response in the linear visco-elastic domain towards a more elastic material.Figure 6
G
∗ (left) and δ (right) master curves for hot (a, b) and warm (c, d) materials.
(a)
(b)
(c)
(d)It is worth reminding that bitumens and mastics are characterized by more elastic response at high frequencies (low temperatures) and more viscous behaviour at low frequencies (high temperatures). In this sense, useful information can be obtained by plottingG′ and G′′ as a function of reduced frequencies [38]. As an example, Figure 7 reports data of WL_A showing that the storage modulus is higher than the loss modulus at high frequencies (more elastic behaviour) whereas the loss modulus tends to become higher at very low reduced frequencies.Figure 7
Storage and loss moduli versus frequency (sample WL_A).However, regardless ofG′/G′′ ratio of each material, Figure 8 shows that WS_A is characterized by noticeably higher storage modulus than the other warm samples, particularly at low reduced frequencies, confirming previous findings (Figure 6(d)).Figure 8
Storage modulusG′ versus frequency (aged warm samples).


### 3.2. High Service Temperature Behaviour

Repeated creep-recovery tests were carried out through the DSR to evaluate the rutting potential of studied binders and mastics. Experimental results in terms of nonrecoverable creep complianceJnr as a function of test temperature are showed in Figure 9, for both 0.1 and 3.2 kPa stress levels. Obviously, Jnr increased with test temperature for all materials confirming that higher permanent strains will develop at higher temperatures due to higher viscous behaviour. Similar trends were observed for all binders and mastics as a function of temperature and/or applied stress level, highlighting similar temperature susceptibility and no stress dependence within the selected testing conditions.Figure 9
Nonrecoverable creep compliance (Jnr) of binders and mastics at 0.1 (a) and 3.2 (b) kPa.
(a)
(b)The influence of the warm additive on the nonrecoverable creep compliance seems negligible for all binders and mastics (except for the positive effect in the case of mastics containing steel slag at lower test temperature) suggesting that, according to previous research findings [7, 8, 33], such additive should not compromise rutting resistance with respect to the corresponding traditional hot material. On the other hand, the stiffening effect due to the addition of fillers, leading to the reduction of the rutting potential of mixtures, is clearly demonstrated by the sensibly reduced Jnr at all test temperatures with respect to the corresponding bitumens. This fact is particularly true in the case of mastics prepared with EAF steel slag filler revealing distinct aptitude of such material against permanent deformations and confirming that a physical-chemical interaction occurs between fillers and bitumens, also in accordance with the frequency sweep test results. Due to similar trends of all materials as a function of temperature and applied stress level, it is possible to assert that the stiffening effect of fillers is not temperature and stress dependent.For a better characterization of permanent deformation resistance of materials, the ratio between nonrecoverableJnr and total compliance Jtot, that is, the compliance at load removal (at the end of the creep phase), should be considered taking also into account the creep phase of the test [39]. It is worth noting that this ratio can vary from 0 (elastic material completely recovering the accumulated strain) to 1 (viscous material not recovering any accumulated strain). Experimental data reported in Figure 10 in terms of percentage demonstrate that the elastic response of materials is both temperature and stress dependent, decreasing as temperature and stress level increase. Results also show that the plain bitumen P was characterized by Jnr/Jtot value close to 100% at any testing condition suggesting a minor rutting resistance since it does not seem able to recover deformations.Figure 10
J
n
r/Jtot at stress level of 0.1 (a), 3.2 (b), and 10.0 (c) kPa.
(a)
(b)
(c)A slight decrease ofJnr/Jtot ratio can be noted at 0.1 kPa due to the addition of the limestone filler highlighting a very low (negligible) performance increase that disappeared at higher stress levels. On the contrary, in accordance with nonrecoverable creep compliance and viscoelastic response, the addition of EAF steel slag led to a noticeably enhancement of antirutting elastic properties of bitumens, especially at lower test temperatures and stress levels as well as when mixed with the warm binder W, stressing the significance of additive-filler physical-chemical interaction [28].In this sense, it is worth noting that, according to previous studies [8] and confirming frequency sweep test results, warm materials (bitumens and mastics) prepared with the chemical additive generally exhibited higher rutting resistance with respect to the corresponding hot materials demonstrating the ability to enhance the rheological behaviour (elastic response) of mixtures against permanent deformations. In particular, it is significant that the only tested material showing some resilient properties also at 10.0 kPa stress level was the warm mastic prepared with EAF steel slag filler.


## 3.1. Midrange Service Temperature Behaviour

Frequency sweeps tests carried out through the DSR in a wide range of temperatures and frequencies were used to assess the viscoelastic behaviour of tested binders and mastics at midrange service temperatures. Results of the material WL_A are reported, as an example, in Figure3 in terms of complex modulus and phase angle master curves at the reference temperature of 34°C. Such experimental data are also reported in the Cole-Cole plane (G′,G′′) and Black diagram or van Gurp-Palmen plot (G∗,δ) as depicted in Figure 4. Results seem to show a unique curve identifying the material response. Therefore, a thermorheologically simple behaviour can be assumed considering the time-temperature superposition principle generally valid for G∗ in the investigated range of reduced frequencies.Figure 3
Master curves at 34°C and measured shifted data forG∗ and δ (sample WL_A).Figure 4
Cole-Cole plot (a) and Black diagram (b) for the complex modulusG∗ (sample WL_A).
(a)
(b)The model parameters described in (1) and (2) are showed in Table 5. First of all, it is worth noting that Gg and Ge values are not reported in the table since, also in the case of mastics, they tend to 109 and 0 Pa, respectively. As known, such values are typical of bitumens confirming that the rheological properties of all investigated materials mainly depend on the bituminous component. This seems in accordance to the model proposed by [26] which shows that the selected concentration of fillers falls within the diluted region where the available bitumen is not completely influenced by the filler.Table 5
Estimated parameters forG∗ master curves.
Material
f
c
m
e
k
R
[Hz]
[
—
]
[
—
]
[
—
]
P_A
398.5
0.56
0.108
1.58
PL_A
333.7
0.56
0.136
1.25
PS_A
320.5
0.50
0.163
0.93
W_A
441.2
0.56
0.097
1.72
WL_A
390.8
0.55
0.126
1.31
WS_A
359.6
0.44
0.157
0.85Experimental results are also depicted in Figure5 where real shifted data are not reported for the sake of readability.Figure 5
G
∗ (left) and δ (right) master curves for binders (a, b), limestone mastics (c, d), and steel slag mastics (e, f).
(a)
(b)
(c)
(d)
(e)
(f)It can be observed that the addition of the warm chemical additive did not lead to a simple horizontal translation of theG∗ master curve. In particular, in the case of bitumen and mineral limestone mastic, the warm materials seem characterized by a quasi-negligible stiffness decrease at high reduced frequencies (with virtually no difference as reduced frequency decreases) with respect to the corresponding hot materials. On the other hand, a different behaviour is observed when the warm additive is coupled with EAF steel slag filler, denoting a different physical-chemical interaction between the components and thus highlighting the importance of filler mineralogy and physical properties in the additive-filler interaction. In any case, according to previous studies [8], the most significant effect due to the warm modification is the reduced phase angle, especially at low reduced frequencies (i.e., at high temperatures) suggesting a more elastic response of such materials in the linear viscoelastic domain. In this sense, the negative effect of higher G∗ at midrange service temperatures can be mitigated by the reduction of δ, thus making the materials less brittle.Moreover, as far as the effect of the filler is concerned, Figure6 clearly shows the predictable stiffness increase due to the addition of fillers for both plain and warm binders. On the other hand, negligible variations of the phase angle seem to occur, except for the case of warm binder with EAF steel slag filler, which denoted a less viscous response at low reduced frequencies. Such different viscoelastic behaviour of the two studied mastics seem confirmed by the lower R and fc values of steel slag mastic, indicating a variation of the relaxation spectrum and viscous response in the linear visco-elastic domain towards a more elastic material.Figure 6
G
∗ (left) and δ (right) master curves for hot (a, b) and warm (c, d) materials.
(a)
(b)
(c)
(d)It is worth reminding that bitumens and mastics are characterized by more elastic response at high frequencies (low temperatures) and more viscous behaviour at low frequencies (high temperatures). In this sense, useful information can be obtained by plottingG′ and G′′ as a function of reduced frequencies [38]. As an example, Figure 7 reports data of WL_A showing that the storage modulus is higher than the loss modulus at high frequencies (more elastic behaviour) whereas the loss modulus tends to become higher at very low reduced frequencies.Figure 7
Storage and loss moduli versus frequency (sample WL_A).However, regardless ofG′/G′′ ratio of each material, Figure 8 shows that WS_A is characterized by noticeably higher storage modulus than the other warm samples, particularly at low reduced frequencies, confirming previous findings (Figure 6(d)).Figure 8
Storage modulusG′ versus frequency (aged warm samples).


## 3.2. High Service Temperature Behaviour

Repeated creep-recovery tests were carried out through the DSR to evaluate the rutting potential of studied binders and mastics. Experimental results in terms of nonrecoverable creep complianceJnr as a function of test temperature are showed in Figure 9, for both 0.1 and 3.2 kPa stress levels. Obviously, Jnr increased with test temperature for all materials confirming that higher permanent strains will develop at higher temperatures due to higher viscous behaviour. Similar trends were observed for all binders and mastics as a function of temperature and/or applied stress level, highlighting similar temperature susceptibility and no stress dependence within the selected testing conditions.Figure 9
Nonrecoverable creep compliance (Jnr) of binders and mastics at 0.1 (a) and 3.2 (b) kPa.
(a)
(b)The influence of the warm additive on the nonrecoverable creep compliance seems negligible for all binders and mastics (except for the positive effect in the case of mastics containing steel slag at lower test temperature) suggesting that, according to previous research findings [7, 8, 33], such additive should not compromise rutting resistance with respect to the corresponding traditional hot material. On the other hand, the stiffening effect due to the addition of fillers, leading to the reduction of the rutting potential of mixtures, is clearly demonstrated by the sensibly reduced Jnr at all test temperatures with respect to the corresponding bitumens. This fact is particularly true in the case of mastics prepared with EAF steel slag filler revealing distinct aptitude of such material against permanent deformations and confirming that a physical-chemical interaction occurs between fillers and bitumens, also in accordance with the frequency sweep test results. Due to similar trends of all materials as a function of temperature and applied stress level, it is possible to assert that the stiffening effect of fillers is not temperature and stress dependent.For a better characterization of permanent deformation resistance of materials, the ratio between nonrecoverableJnr and total compliance Jtot, that is, the compliance at load removal (at the end of the creep phase), should be considered taking also into account the creep phase of the test [39]. It is worth noting that this ratio can vary from 0 (elastic material completely recovering the accumulated strain) to 1 (viscous material not recovering any accumulated strain). Experimental data reported in Figure 10 in terms of percentage demonstrate that the elastic response of materials is both temperature and stress dependent, decreasing as temperature and stress level increase. Results also show that the plain bitumen P was characterized by Jnr/Jtot value close to 100% at any testing condition suggesting a minor rutting resistance since it does not seem able to recover deformations.Figure 10
J
n
r/Jtot at stress level of 0.1 (a), 3.2 (b), and 10.0 (c) kPa.
(a)
(b)
(c)A slight decrease ofJnr/Jtot ratio can be noted at 0.1 kPa due to the addition of the limestone filler highlighting a very low (negligible) performance increase that disappeared at higher stress levels. On the contrary, in accordance with nonrecoverable creep compliance and viscoelastic response, the addition of EAF steel slag led to a noticeably enhancement of antirutting elastic properties of bitumens, especially at lower test temperatures and stress levels as well as when mixed with the warm binder W, stressing the significance of additive-filler physical-chemical interaction [28].In this sense, it is worth noting that, according to previous studies [8] and confirming frequency sweep test results, warm materials (bitumens and mastics) prepared with the chemical additive generally exhibited higher rutting resistance with respect to the corresponding hot materials demonstrating the ability to enhance the rheological behaviour (elastic response) of mixtures against permanent deformations. In particular, it is significant that the only tested material showing some resilient properties also at 10.0 kPa stress level was the warm mastic prepared with EAF steel slag filler.


## 4. Conclusions

This paper presents a part of a wider research project aimed at assessing the feasibility of using electric arc furnace steel slag as aggregate within dense graded warm mix asphalts prepared with chemical tensioactive additive. In particular, the rheological behaviour of warm bitumens and mastics at midrange and high service temperatures was evaluated through a dynamic shear rheometer.Based on the obtained experimental results, the following main conclusions can be drawn:(i)
The time-temperature superposition principle seems generally valid forG∗ in the investigated range of reduced frequencies for both binders and mastics.(ii)
The most significant effect due to the warm modification is the reduced phase angle that suggests a more elastic response of the tested warm materials in the linear viscoelastic domain.(iii)
The addition of fillers leads to a stiffening effect, but a significant variation of the relaxation spectrum and rheological response in the linear viscoelastic domain towards a more elastic material is only detected in the case of EAF steel slag mastics.(iv)
The use of the warm chemical additive leads to equal or slightly reduced nonrecoverable creep compliance along with an enhanced resilient response demonstrating a general increase of the resistance to permanent deformation.(v)
Mastics generally show lower rutting potential with respect to the corresponding bitumens confirming the stiffening effect due to the addition of fillers.(vi)
Distinct antirutting performance is achieved for mastics containing EAF steel slag filler whereas noticeably lower improvements can be detected in the case of mastics prepared with limestone fillers, thereby confirming the physical-chemical interaction between fillers and bitumens.Therefore, the results presented in this paper showed that warm materials prepared with chemical tensioactive additives and/or containing EAF steel slag filler seem to assure equal or even enhanced performance than the corresponding traditional hot materials, demonstrating promising applicability and confirming previous findings achieved within the same research project. In this sense, further research should be carried out to investigate mechanical properties and durability of such environmentally friendly asphalt mixtures in terms of moisture susceptibility and fatigue and low temperature cracking resistance. Moreover, field validation is also needed to fully promote the extensive use of such a material.



---

*Source: 9535940-2016-02-29.xml*