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BEHAVIOR OF A HOT-MIX ASPHALT MADE WITH RECYCLED CONCRETE AGGREGATE AND CRUMB RUBBER

Journal: Canadian Journal of Civil Engineering

Manuscript ID cjce-2018-0443.R2

Manuscript Type: Article

Date Submitted by the Author: 13-Nov-2018

Complete List of Authors: Muniz de Farias, Márcio; Universidade de Brasilia, Faculdade de TecnologiaQuiñonez-Sinisterra, Ferney; Universidad del Cauca, Faculty of Civil EngineeringRondón-Quintana, Hugo; Universidad Distrital Francisco Jose de Caldas, Facultad del Medio Ambiente y Recursos Naturales;

Keyword: construction and demolition waste, CDW, crumb rubber asphalt, recycled concrete aggregate, RCA

Is the invited manuscript for consideration in a Special

Issue? :Not applicable (regular submission)

https://mc06.manuscriptcentral.com/cjce-pubs

Canadian Journal of Civil Engineering

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BEHAVIOR OF A HOT-MIX ASPHALT MADE WITH RECYCLED CONCRETE

AGGREGATE AND CRUMB RUBBER

Marcio Muniz de Fariasa, Ferney Quiñonez Sinisterrab, Hugo Alexander Rondón Quintanac

aPh.D. Geotechnical Eng., Faculty of Technology, Universidade de Brasília.

Campus Universitário Darcy Ribeiro, Brasília-DF, Brasil. [email protected]

bPh.D. Geotechnical Eng., Faculty of Civil Engineering, Universidad del Cauca and Faculty

of Technology, Universidad del Tolima. Campus universitario sede Tulcán, Popayán,

Colombia. [email protected]

cPh.D. Civil Eng., Faculty of Environment and Natural Resources, Universidad Distrital

Francisco José de Caldas, Avenida Circunvalar sede Vivero UD, Bogotá D.C., Colombia.

[email protected]. Corresponding author: Phone number: +57 3108687715.

ABSTRACT

An experimental program was devised to evaluate the effect on the resistance of a hot mix

asphalt (HMA), due to the total replacement of a natural aggregate (limestone – LS) by a

recycled concrete aggregate (RCA). Two asphalt binders were used: conventional AC 50-70

(penetration grade) and AC 50-70 modified with crumb rubber (CRM). The mechanical

properties investigated were the stability and flow ratio (Marshall test), indirect tensile

strength, resistance to abrasion (Cantabro test), resilient modulus, resistance to permanent

deformation, to fatigue and to moisture damage (modified Lottman test). When the LS is

completely replaced by RCA, the resistance under monotonic loading, moisture damage and

permanent deformation improved, the mass loss in the Cantabro test and the resilient modulus

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shows appropriate values, however, the fatigue resistance decreases. Besides, mixtures with

RCA using CRM binder showed lower fatigue life under stress controlled tests, but much

better rutting resistance.

Keywords: construction and demolition waste, CDW, crumb rubber asphalt, hot mix asphalt,

Mechanical properties, recycled concrete aggregate, RCA.

INTRODUCTION

Motivation

In recent years, the demand for natural mineral aggregates in civil engineering activities has

increased, generating environmental problems such as the exploitation of scarce and finite

natural materials, and the landscape deterioration. Therefore, the interest for use of alternative

road construction materials has been increasing worldwide in order to preserve natural

resources, to free landfill space and to reduce the use of natural aggregates, thus preventing

the release of pollutants into the air, water and soil during the processing of such materials.

An alternative material, that can be used as a substitute for natural aggregates is the so-called

recycled concrete aggregates (RCA), which is a by-product from construction and demolition

(CDW) wastes, i.e. granular materials usually collected and generated by construction and

demolition of buildings and structures, or commercial and industrial activities (Afshar et al.

2017). RCA are produced mainly by the process of crushing demolished concrete elements.

According to Paranavithana and Mohajerani (2006), RCA differ from conventional

aggregates due to the presence of mortar and cement paste remaining on the surface of the

original natural aggregates, and for the presence of contaminant material such as glass,

rubber, asphalt, bricks and other soft or friable particles. The use of this waste material in

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pavements has become practical in many countries. However, further research must be

performed in order to diversify RCA applications and make its use a reliable habitual practice

(Pasandín and Pérez, 2013).

According to Jin et al. (2017), CDW accounts for around 40% of the total urban waste in

mainland China, 26% of the total solid waste in the USA and 34% of all industrial waste

within Europe. In the UK and Australia, CDW constitutes around 50% and 44% of solid

waste generation, respectively (Rodrigues et al. 2013). In the European Union (EU), the

construction industry generates over 500 million tons of waste per year (Mália et al. 2013).

According to Contreras et al. (2016), the estimated CDW production in Brazil is higher than

70 Mt/year (around 500 kg/year per capita) and represents in mass, the largest amount of

municipal solid waste (between 40% to 70%, Da Costa et al. 2017). According to Akhtar and

Sarmah (2018), CDW generation around the world reached approximately 3 billion tons.

Background

In comparison to other uses (e.g., base and subbase course materials, concrete), few studies

have been performed in order to evaluate the potential use of RCA in asphalt mixtures

(Berthelot et al. 2010; Pérez et al. 2012a; Moghadas et al. 2013; Pasandín and Pérez, 2013;

Wu et al. 2013). RCA are highly heterogeneous materials due mainly to differences in the

waste concrete source origin, recycling process, chemical composition and contamination,

adhered residual mortar, among others. For this reason, the results reported on their behavior

in asphalt mixtures are often contradictory. However, there is general agreement when

reporting its effect on asphalt content and air voids. When compared to conventional

mixtures, asphalt mixtures using RCA have higher optimum asphalt contents (OAC) (Shen

and Du, 2004, 2005; Wong et al. 2007; Cho et al. 2011; Rafi et al. 2011; Bushal et al. 2011;

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Pérez et al. 2007, 2010, 2012, 2012a; Bessa et al. 2012; Lee et al. 2012; Gómez-Meijide and

Pérez, 2014; Gómez-Meijide et al. 2015; Radević et al. 2017; Al-Bayati et al. 2018; Kareem

et al. 2018) and also higher air voids (Paranavithana and Mohajerani, 2006; Rafi et al. 2011;

Pérez et al. 2012a; Pasandín and Pérez, 2014; Pourtahmasb and Karim, 2014; Fatemi and

Imaninasab, 2016; Qasrawi and Asi, 2016; Zhang et al. 2016; Pérez and Pasandin, 2017;

Radević et al. 2017; Al-Bayati et al. 2018; Kareem et al. 2018). It is also general agreement

that both OAC and air voids increase with higher RCA contents and when it is used as fine or

filler aggregate (Rafi and Qadir, 2011). Besides, asphalt mixtures using RCA, generally meet

the national Marshall design specifications for medium and low traffic (Pérez et al. 2007,

2012; Mills-Beale and You, 2010; Qasrawi and Asi, 2016). Additionally, the grain size

distribution of asphalt mixtures changes during the mixing and compaction process, mainly

because of the weakness of the attached mortar on the RCA surface (Paranavithana and

Mohajerani, 2006; Cho et al. 2011; Arabani and Azarhoosh, 2012; Pasandín and Pérez,

2013).

While for some researchers RCA increases the Marshall stability of the mixture (Wong et al.

2007; Pérez et al. 2012; Zulkati et al. 2013), others obtained the opposite result (Lee et al.

2012) or values close to that of conventional mixtures (Pasandín and Pérez, 2013; Wu et al.

2013). Similarly, conflicting conclusions are reported with respect to stiffness, permanent

deformation and thermal cracking resistance. While several studies stated that employing

RCA in asphalt mixtures resulted in lower stiffness (Paranavithana and Mohajerani, 2006;

Mills-Beale and You, 2010; Qasrawi and Asi, 2016) others obtained the opposite (Shen and

Du, 2005; Wong et al. 2007; Pérez et al. 2010; Chen et al. 2011; Zhu et al. 2012; Zulkati et al.

2013; Gómez-Meijide et al. 2015; Fatemi and Imaninasab, 2016; Gómez-Meijide et al. 2016).

Radević et al. (2017), based on an experimental research performed on 10 asphalt mixtures

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with partial fine and coarse natural aggregate substitution by RCA, concluded that the use of

RCA had no significant influence on the permanent deformation. For the case of thermal

cracking at low temperatures, some studies agree that RCA worsens the behavior of asphalt

mixtures (Chen et al. 2011; Zhu et al. 2012; Wu et al. 2013) and others conclude also the

opposite (Zhang et al. 2016).

Most studies agree that asphalt mixtures containing RCA had a considerably higher stripping

potential, especially when increasing its content (Paranavithana and Mohajerani, 2006; Mills-

Beale and You, 2010; Pérez et al. 2007, 2010, 2012, 2012a; Zulkati et al. 2013; Qasrawi and

Asi, 2016; Ossa et al. 2016; Pérez and Pasandin, 2015, 2017). However, some studies

reported that mixtures using RCA meet the national specifications for resistance to moisture

damage (Aljassar and Al-Fadala, 2005; Shen and Du, 2005; Cho et al. 2011; Chen et al. 2011;

Zhu et al. 2012; Pasandín and Pérez, 2013; Wu et al. 2013; Gómez-Meijide and Pérez, 2014).

In order to improve some properties of asphalt mixtures, some researchers recommend pre-

treating the RCA’s (Wong et al. 2007; Lee et al. 2012; Zhu et al. 2012; Pasandín and Pérez,

2013, 2014a).

Fatigue resistance is the property less studied. Replacing 100% of natural aggregate by RCA

in a conventional HMA, Moghadas et al. (2013) reported an improvement of fatigue life. A

similar conclusion was obtained by Chen et al. (2011) using RCA as filler material. Pérez et

al. (2007, 2010) concluded that asphalt mixtures with RCA behave similarly to conventional

mixtures when RCA is coated with a bitumen emulsion prior to the mixing process. Martinho

et al. (2018) replaced 60% of a natural aggregate by RCA in a warm mix asphalt in order to

evaluate the influence on the fatigue resistance. They concluded that the fatigue resistance of

WMA with RCA was satisfactory.

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Problem statement

The use of crumb rubber (CR) to modify asphalts has been extensively studied. However, on

HMA mixtures with RCA, few studies have been performed and reported. The most current

and only case found was reported by Pérez and Pasandín (2017) and Pasandín and Pérez

(2017). The aim of these researches was to manufacture HMA with various percentages of

RCA and to evaluate the effect of use CR as bitumen modifier on the moisture damage and

fatigue resistance. The use of CR was motivated by the hypothesis forwarded by some

authors that rubberized asphalt improves moisture damage due mainly to its increment in

viscosity and elastic properties. According with some researchers, the mixtures made with

asphalt modified with CR do not display better moisture damage than mixtures made without

CR. For the case of fatigue resistance, as RCA percentage increases, the fatigue resistance of

HMA also increases.

In this study, unlike that reported by Pérez and Pasandín (2017) and Pasandín and Pérez

(2017), other properties besides moisture damage and fatigue resistance were investigated.

The use of CR as asphalt modifier in the present research was motivated due to the following

reported advantages: i) it generates mixtures more resistant to fatigue and rutting (Hsu et al.

2011; Wang et al. 2017; Msallam and Asi, 2018); ii) increases the resistance to aging and

oxidation of the asphalt binder Huang (2008); iii) increases the resistance to thermal cracking

at low temperatures (Huang et al. 2007); iv) increases resistance to moisture damage (Hossain

et al. 2015; Msallam and Asi, 2018); v) increases the resistance to abrasion in porous asphalt

mixtures (Partl et al. 2010); vi) reduces noise from tire/pavement interaction (Vázquez et al.

2016); vii) promotes energy savings and reduces environmental impacts (Saberi et al. 2017;

Msallam and Asi, 2018).

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Objective

The main objectives of the present study are: 1) to get further insight about the effects of

using RCA as substitutes of the total particles of a natural aggregate (limestone - LS) in the

manufacture of HMA, and 2) to evaluate whether the use of a CR as asphalt modifier may

improve the behavior of HMA made with total substitution of RCA. Unlike other studies

carried out on the subject, the total replacement (100%) of a natural aggregate (LS with very

low absorption) will be evaluated and a greater number of mechanical parameters will be

measured when CR is used as asphalt modifier.

General methodology

Initially a series of tests were carried out for the characterization of the granular materials (LS

and RCA), followed by the design of asphalt mixtures with total substitution of LS by RCA,

using as bitumen’s a virgin AC 50-70 (penetration grade in 0.1 mm) asphalt binder and this

binder modified with crumb rubber (called CRM). A phase of asphalts characterization (AC

50-70 and CRM) was also carried out regarding their physical and rheological properties.

Then the resistance of mixtures under monotonic loading was evaluated using Marshall test

(AASHTO T 245) and indirect traction test (AASHTO T 283). Later Cantabro tests (ASTM

D7064) were performed in order to measure the abrasion resistance. Finally its properties

under cyclic loading (resilient modulus - ASTM D 4123, resistance to permanent deformation

- NF P 98-250-2, and fatigue - EN 12697-24) and its resistance to moisture damage (using

modified Lottman test methodology - AASHTO T 283) were evaluated.

MATERIALS AND METHODS

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Materials characterization

The construction and demolition waste (CDW) used in the study was obtained from the

demolition process of the Mané Garrincha soccer stadium in Brasilia (Brazil). The

characterization of this CDW composition was performed in two stages. In the first one, a

sample of 200 kg was characterized, resulting in 99.1% of CDW type A (according to NBR

10004 – ABNT, 2004, type A are residues from construction, demolition, remodeling and

repairs of paving and other infrastructure works, including soils excavation and fill), followed

by wood with 0.6%, plastic with 0.24% and other materials 0.05%. In the second stage,

samples of 15 kg were characterized, obtaining on average a content of 44% of concrete and

mortar, 37.25% of fine mineral material, 16.24% of aggregate without presence of mortar or

cementing material, 1.768% of ceramic material and 0.004% of others as gypsum, wood,

steel and wire. According to NBR 15116 (2004), this material is classified as RCA because

97.18% of the material with nominal size superior to 4.75 mm is made of concrete, natural

aggregates and mortar. The natural aggregate is a limestone material (LS) widely used in the

construction of HMA asphalt layers in Brasilia.

Tables 1 and 2 present the values obtained from the characterization tests performed on the

aggregates (LS and RCA) and on asphalts (AC 50-70 and asphalt modified with crumb

rubber – CRM), respectively. The CR used as modifier meets the recommendations of

Standard D6114 (ASTM, 1997) specification, the gradation and maximum nominal size of 2

mm follow norms specified by the Arizona Department of Transportation (ADOT). The AC

50-70 was modified with 17% of CR with respect to mass in according to previous studies

(Dantas et al. 2006). The wet process was employed to produce CR modifier asphalt binder

(CRM). Crumb rubber powder was mixed with the AC 50-70 asphalt binder using a high

speed shear apparatus. The binder was heated at 170 °C, and the blending speed of 300 rpm

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for 60 minutes was adopted, based on a previous study conducted by Dantas Neto (2004) and

Dantas et al. (2006).

It is observed in Table 1 that RCA particles have lower specific gravity, higher water

absorption (due to attached mortar which is porous in nature, Rao et al. 2019) and poorer

abrasion resistance when compared to the natural limestone aggregate. These results are

consistent with those reported widely in the previous documents consulted (Sánchez de Juan

and Gutiérrez, 2009; Gómez-Meijide and Pérez, 2014; Zhang et al. 2016). On the other hand,

the shape of RCD particles is more appropriate to withstand mechanical loads compared to

the natural LS. Material loss due to chemical attacks by sulfates and contamination with fines

are also higher for the RCA.

Table 1. LS and RCA characterization.

Table 2. General properties of AC 50-70 and CRM.

Regarding the virgin and modified binder properties, it is shown in Table 2 that CR enhances

the consistence, decreases high temperature susceptibility of AC 50-70 (CR increases

softening point and viscosity, and decreases penetration) and improves short term aging

resistance. Likewise, CR increases notoriously the elastic recovery of the asphalt.

In order to evaluate permanent deformation resistance of AC 50-70 and CRM, rheological

characterization at high service temperatures was performed using a dynamic shear rheometer

- DSR (AASHTO T 315-05). Figure 1 shows the rheological characterization test results (G*

- shear modulus complex, and δ - phase angle). Greater stiffness and resistance to permanent

deformation (at high temperatures) of the CRM is evidenced in comparison to AC 50-70.

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Figure 1. Rheological characterization test results.

Marshall and indirect tensile strength tests

Marshall samples were compacted for four kinds of asphalt mixtures: 1) using AC 50-70 and

100% of limestone as aggregate (LS-AC); 2) using AC 50-70 and 100% of RCA as aggregate

(RCA-AC); 3) using CRM and 100% of limestone as aggregate (LS-CRM); and 4) using

CRM and 100% of RCA as aggregate (RCA-CRM). For each asphalt mixture, three Marshall

samples were compacted applying 75 blows per face for four different asphalt percentages,

all using the same grain-size distribution presented in Figure 2. The grain size distribution of

the aggregates follows the prescription of DNIT (2006) for asphalt concrete HMA-C

(maximum nominal size particle of 19 mm) due to the fact that this is the gradation type most

commonly used in Brazil for the construction of asphalt layers. For LS-AC and RCA-AC

mixtures, the temperatures of the samples for compaction and for mixing in the laboratory

were 140°C and 155°C, respectively. These values were obtained from the viscosity-

temperature curves, based on the criteria established by the ASTM D6925 specification, in

which the viscosities required to obtain the mix and compaction temperatures of HMA

mixtures are 85±15 SSF (170 cP) and 140±15 SSF (280 cP), respectively. For LS-CRM and

RCA-CRM mixtures, these temperatures were 164°C and 172°C (according to previous

studies performed by Dantas Neto, 2004 and Dantas et al. 2006). Marshall tests (AASHTO T

245) were performed on all mixtures in order to get volumetric composition (mainly, air

voids in volume – Va, voids in mineral aggregate – VMA, and optimum asphalt content -

OAC in mass) and resistance under monotonic load (stability – S, flow – F and S/F ratio).

Bulk specific gravities and volumetric composition were calculated in accordance with

ASTM D2726. Besides, three Marshall samples of each mixture (LS-AC, RCA-AC, LS-

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CRM, RCA-CRM) were tested for indirect tensile strength under dry condition (IT-d) at a

temperature of 25°C.

Figure 2. Particle-size distribution of asphalt mixtures (DNIT, 2006).

Modified Lottman test

In order to assess the potential for moisture damage, modified Lottman tests (AASHTO T

283) were performed. The samples were compacted until reaching air voids between 6% and

8%. Initially, three Marshall samples of each mixture (LS-AC, RCA-AC, LS-CRM, RCA-

CRM) were tested under dry condition (IT-d). Then, three samples of each mixture were

submerged in distilled water and subjected to a pressure ranging from 250 to 650 mmHg

during 5 to 10 minutes (reaching a saturation level between 55% and 80%). Then each

sample was subjected to freezing and heating cycles (-18°C and 60°C, respectively)

according to AASHTO T 283. Finally, on each sample, the indirect traction test was

performed at 25°C (IT-w). With the test results, the resistance to moisture damage parameter

TSR was calculated using the ratio of indirect tensile strengths (IT-w/IT-d).

Cantabro test

The Cantabro abrasion loss test (ASTM D7064) was developed as a relative measure of the

resistance to disintegration (e.g., raveling) of open graded mixtures. However, for the case of

dense HMA mixtures, it can be used in order to evaluate durability (generally including non-

load-associated cracking and raveling or weathering) and cohesion properties (Doyle and

Howard, 2016; Cox et al. 2017). In this study three Marshall samples were compacted for

each asphalt mixture (LS-AC, RCA-AC, LS-CRM, RCA-CRM). Then, each specimen was

tested at 25°C in a Los Angeles abrasion drum for 300 revolutions without the charge of steel

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spheres. The specimen mass loss was expressed as a percentage of the original specimen

mass and the final mass after of test.

Cyclic tests

Resilient modulus - Mr (ASTM D 4123) and fatigue test resistance under controlled-stress

loading were performed under the temperature of 25°C and loading frequency of 1 Hz (0.1 s

corresponding to the time of load application and 0.9 s to the rest time) using a triaxial

equipment. Additionally, permanent deformation tests were performed under repeated load

following the standardized procedure by NF P 98-250-2 (contact pressure of 0.6 MPa,

loading frequency of 1 Hz and temperature of 60°C). Furthermore, the particle size

distribution of aggregates on each mixture were obtained before and after the tests, in order to

calculate the crushing index (CI) (DNER ME 401-99), using the equation (1). Resilient

modulus and permanent deformation test were performed on three samples of each mixture

analyzed. Fatigue test was performed on nine samples of each mixture (three for each

constant stress levels applied).

(1)CI =16∑6

𝑖 = 1𝐷𝑖

where Di is the % passing before compaction - % passing after compaction. The following

sieve openings are prescribed: 25.4 mm (1”), 12.5 mm (1/2”), 9.5 mm (3/8”), 4.75 mm (#4),

2.0 mm (#10), 0.425 mm (#40) and 0.075 mm (#200).

RESULTS

Marshall and indirect tensile strength tests

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The results of the Marshall and indirect tensile strength tests are shown in Table 3. To

determine optimum asphalt content (OAC) the following parameters were taken in account:

(1) maximum stability (S); (2) maximum (S) and flow (F) ratio (S/F); (3) higher bulk density;

(4) asphalt binder content corresponding to air void percentage in the total mix (Va)

according to DNIT (2006) for an intermediate or binder layers. In general terms it is observed

that:

1. OAC and air voids increase when RCA and CRM are added to the blend. With RCA the

increase is mainly due to the higher porosity, absorption and larger specific surface area of

the attached mortar. As to the increase of OAC in the CRM, it is mainly due to the greater

viscosity and stiffness. Additionally, according to Chen et al. (2011), Pérez et al. (2012a),

the rough texture of RCA could introduce additional difficulties in the coating process.

2. The resistance under monotonic loading increases (S, S/F and indirect tensile resistance)

when RCA is incorporated, and decreases when CRM is used. The presence of the RCA

materials increased the contact points and interlocking in the mineral skeleton (possibly

due to lower specific gravity and better cubicity in comparison to LS natural aggregate).

The presence of crumb rubber is known to reduce ductility of modified binder (Dantas

Neto et al., 2006) what may affect the cohesion properties of the mixture.

3. Higher resistance under monotonic loading was obtained when RCA and conventional AC

50-70 asphalt (RCA-AC) were used.

Table 3. Marshall and indirect tensile strength test results.

Moisture damage resistance – modified Lottman test

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The results of the modified Lottman tests are shown in Table 4. In a similar way to Marshall

test and IT-d parameter, the indirect tensile strength of the conditioned samples (IT-w)

increases when RCA is incorporated and decreases when CRM is used. Additionally it is

observed that the resistance to moisture damage decreases when CRM is used (lower TSR

value). These results are consistent with those reported by Pérez and Pasandín (2017) and can

be explained by the following reasons: 1) greater air void content of HMA when CRM is

used; 2) due to greater air void content, the HMA with CRM develops greater surface area

exposed to water; 3) higher viscosity of CRM may hinder the total coverage of the aggregate;

4) the RCA absorbs easier and more effectively the AC 50-70, due to the greater viscosity of

the CRM; 5) CR into the asphalt may hinder the asphalt-aggregate contact. Additionally, the

LS used is a granular material with low absorption, smooth surface texture and low porosity.

These properties may have some disadvantages in terms of adhesion and asphalt bleeding

(Rondón et al. 2019) and do not promote a good contact with CR. For such reason, this type

of materials could be combined with others with opposite properties (rough superficial

texture and high porosity as RCA) in order to improve the response of the resulting asphalt

mixture. Besides, a possible excess in the asphalt content of HMA mixtures with aggregates

of low absorption could be used in the RCA mixes in order to improve adhesion (Rondón et

al. 2019).

Table 4. Modified Lottman test results.

Cantabro test

The results of the Cantabro test are shown in Table 5. Unlike the previously results, mixes

with CRM exhibited higher abrasion resistance. This is probably due to the higher binder

content and the elasticity of the crumb-rubber modified binder, which may absorb the

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mechanical impact loads and consequently reduce the damage to the HMA samples.

Additionally, it is observed that the loss by abrasion is not significant in none of the evaluated

mixtures.

Table 5. Cantabro test results.

Dynamic characterization

Resilient modulus and permanent deformation resistance

The results of the resilient modulus (Mr) tests are shown in Table 6. With CRM and RCA,

asphalt mixtures exhibit lower moduli. This is due to its higher binder and air void content.

Furthermore, the weakness and brittleness of the attached mortar in the coarse fraction of the

RCA could favor a lower stiffness (Arabani and Azarhoosh, 2012).

Table 6. Resilient modulus test results.

The results of the permanent deformation tests after 3x104 load cycles are shown in Table 7.

The resistance to permanent deformation increases when RCA is incorporated. In addition,

good behavior is observed when using CRM as bitumen. Notwithstanding the higher aid

voids in the mixtures with RCA and CRM binders, the following aspects may explain these

good results regarding permanent deformation: 1) as the dosage was made by mass, the

mixtures with lighter RCA present a greater number of particles and therefore greater

contacts and interlocking in the mineral skeleton; 2) the roughness and the better shape of

RCA particles might increase internal friction and, therefore, less lateral deformation could

be caused under the same applying load (Shen and Du, 2004, 2005; Fatemi and Imaninasab,

2016); 3) due to easy separation of the mortar attached to the RCA surface, a change in the

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particle size distribution of mixtures containing RCA occurred during of the compaction and

loading process, as shown in Table 8, and that must be taken into account (Paranavithana and

Mohajerani, 2006); 4) based on physical and rheological characterization of bitumen’s, the

crumb rubber modified binder has greater viscosity, elastic recovery and stiffness and

therefore better resistance to permanent deformation at high temperatures of service.

Table 7. Permanent deformation test results.

Table 8. Crushing index after permanent deformation tests.

Fatigue resistance

The fatigue resistance results are shown in Figure 3. All the results presented a correlation

coefficient (R2>0.95). For the control asphalt mixture (LS-AC), resistance to fatigue proved

to be greater in comparison to other mixtures that used RCA and CRM. This can be related to

the mixture’s response to this type of loading (controlled-stress). In other words, as mixture

stiffness increases with this type of loading, usually so too does its service life and resistance

to load fatigue. In contrast, when controlled deformation loading is imposed, usually greater

fatigue life occurs when the mixture is less stiff (Di Benedetto et al. 2004; Rondón et al.

2016). The results of lower stiffness and shorter fatigue life are both related to the higher air

void volumes attained in the RCA-CRM mixture (see Table 1). Initial voids provide the

potential for the development and propagation of internal cracks which control the fatigue

phenomena.

Figure 3. Fatigue resistance.

CONCLUSIONS

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In this research, the behavior of a Hot Asphalt Mixtures (HMA) made with 100% of

Recycled Concrete Aggregates (RCA) was analyzed using two asphalt binders: conventional

AC 50-70 penetration grade binder and the same binder modified with crumb rubber (CRM).

The aggregate of reference was a limestone (LS). Based on the results obtained it can be

concluded that:

1. Although the use of 100% of RCA leads to mixtures with higher optimum asphalt

content (OAC) and air voids (Va) (due mainly to its highly absorptive nature), its

behavior was satisfactory for most mechanical characteristics here analyzed, except for

fatigue life. Compared with the LS used (LS-AC), the HMA made with RCA and

conventional AC 50-70 (RCA-AC) showed higher resistance under monotonic loading

(Marshall stability, S/F ratio and indirect traction resistance), to moisture damage (TSR,

and indirect tensile strength in modified Lottman test) and to permanent deformation.

Furtermore it also showed a lower mass loss in the Cantabro tests and a resilient modulus

appropriate under the temperature analyzed. However, under controlled-stress condition,

the fatigue resistance decreases. In spite of the above, further studies must be performed

in order to evaluate the fatigue resistance under controlled-deformation condition, since

under this type of load, the results can be reversed. Also a different gradation curve,

better compaction dosage using Superpave compactor and a tighter compaction

procedure may lead to lower air voids and better fatigue characteristics for the mixtures

using RCA.

2. When CRM is used as bitumen, the resistance of HMA under monotonic loading

decreased, but still meets the minimum requirements. Similar to fatigue, the resistance to

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moisture damage also decreased, despite the overall enhanced properties of CRM binder

compared to the conventional asphalt. These results may be due to poorer aggregate

coating and high air voids when CRM was used. However the abrasion resistance in the

Cantabro test improved with CRM mixtures, probably due to higher asphalt content and

higher elasticity when the modified binder is used. With regard to the HMA made with

LS and CRM there is not a clear trend in the results, since when this bitumen is used, the

OAC and Va increased, the abrasion resistance increased, the resistance under monotonic

load, to fatigue and to moisture damage decreased, and the mixture developed a good

permanent deformation resistance even though the resilient modulus decreased.

3. The total substitution of the limestone aggregate by RCA or the substitution of the

straight binder by asphalt modified with crumb rubber led to excellent performance

regarding permanent deformations. The mixture with both RCA and CRM also

performed very well and all mixtures achieved approximately half of the deformation

observed for the reference mixture.

4. Several studies conclude that using 100% of RCA as a substitute for aggregates in HMA

mixture is not appropriate. However, some properties obtained in the present research

were improved, specially the rutting resistance. This enhances the need to continue

studying the influence of the substituted aggregate (e.g., type, shape, size, absorption,

superficial texture, resistance), the type of asphalt, RCA and grain size distribution used,

the property analyzed, among others aspects. In addition, in order to faithfully evaluate

the effect of RCA on the properties of HMA, further studies should be performed where

the dosage of the mixtures is by volume and not by mass, due to the lower specific

gravity of the RCA in comparison to natural aggregates.

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Figure Legends

Figure 1. Rheological characterization test results

Figure 2. Particle-size distribution of asphalt mixtures (DNIT, 2006)

Figure 3. Fatigue resistance

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Table 1. LS and RCA characterization.

Test Method LS RCA

Specific gravity/absorption – coarse aggregate 2.701/0.8% 2.19/7.43%

Specific gravity/absorption – fine aggregate

AASHTO T 84-00

AASHTO T 85-91 2.688/0.79% 2.439/7.4%

Abrasion in Los Angeles Machine, 500

revolutionsAASHTO T 96-02 19% 35%

Shape index DNER-ME 086/94 0.65 0.86

Soundness of aggregates (magnesium sulfate) ASTM C 88-99a 5.7% 6.8%

Sand equivalent test AASHTO T 176–02 68% 77%

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Table 2. General properties of AC 50-70 and CRM.

Test Method Unit AC 50-70 CRM

Tests on the original AC

Specific gravity AASHTO T 228-04 - 1.002 1.050

Penetration (25°C, 100 g, 5 s) ASTM D-5 0.1 mm 53 42

Softening point ASTM D-36-95 ° C 47 62

Ductility (25°C, 5cm/min) ASTM D-113 cm >100 28.5

Penetration Index NLT 181/88 - -1.5 0.7

Viscosity at a 135° C AASHTO T-316 cP 336 800



Elastic recovery (25°C, 20 cm) NLT 329/91 % 7.5 69

Flashpoint ASTM D-92 ° C 382 410

Tests on the residue of AC after the RTFOT

Mass loss ASTM D-2872 % 0.15 0.09

Penetration (25°C, 100 g, 5 s), in

percentage of the original penetration ASTM D-5 % 72 93

Increase on the softening point ASTM D-36-95 ° C 1.6 2.4

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Table 3. Marshall and indirect tensile strength test results.

Parameter/Mixture DNIT (2006) LS-AC RCA-AC LS-CRM RCA-CRM

OAC (%) - 5.0 6.8 7.3 9.0

Va (%) 4-6 4.0 5.7 5.1 6.7

VMA (%) 15 16.0 20.5 15.0 21.0

Stability - S (kN) 5 8.55 14.0 6.25 6.98

S/F (kN/mm) - 1.74 3.11 1.30 1.59

IT-d to 25°C (MPa) 0.65 0.789 0.859 0.647 0.665

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Table 4. Modified Lottman test results.

Mixture Va (%) IT-d (MPa) IT-w (MPa) TSR (%)

LS-AC 6.9 0.691 0.571 82.63

RCA-AC 7.0 0.749 0.626 83.58

LS-CRM 6.8 0.547 0.408 74.59

RCA-CRM 7.2 0.565 0.418 73.98

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Table 5. Cantabro test results.

Mixture Abrasion Cantabro (%)

LS-AC 5.2

RCA-AC 6.7

LS-CRM 4.1

RCA-CRM 1.2

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Table 6. Resilient modulus test results.

Mixture Resilient modulus (MPa)

LS-AC 3601

RCA-AC 2858

LS-CRM 2539

RCA-CRM 1317

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Table 7. Permanent deformation test results.

Mixture Rutting (%)

LS-AC 14.54

RCA-AC 6.95

LS-CRM 8.58

RCA-CRM 7.26

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Table 8. Crushing index after permanent deformation tests.

Mixture Crushing index (%)

LS-AC 3.19

RCA-AC 8.43

LS-CRM 3.06

RCA-CRM 5.69

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Figure 1. Rheological characterization test results

197x195mm (300 x 300 DPI)

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Figure 2. Particle-size distribution of asphalt mixtures (DNIT, 2006)

197x189mm (300 x 300 DPI)

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Figure 3. Fatigue resistance

199x188mm (300 x 300 DPI)

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