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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

Impact of Ageing and Moisture Damage on the Fracture

Properties of Plastic Waste Modified Asphalt

H R Radeef 1,2, N A Hassan1*, A R Z Abidin1, M Z H Mahmud1, C R Ismail1, H F

Abbas1, Z H Al-Saffar3 and S Redha1,
1
School of Civil Engineering, Universiti Teknologi Malaysia, Skudai, 81310, Johor, Malaysia
2
Department of Civil Engineering, College of Engineering, University of Kufa, Najaf
Governorate, Iraq
3
Building and Construction Eng. Technical College of Mosul, Northern Technical College of
Mosul, Northern Technical University, 41002, Iraq
*Corresponding author: hnorhidayah@utm.my

Abstract. The utilisation of plastic waste as a modifier in asphalt mixtures has inflicted
significant impacts on the cracking resistance of the produced mixtures. Whilst many studies
have evaluated the cracking resistance of asphalt mixtures incorporating plastic waste using wet
method, limited studies have used the dry method are available. The current study aims to
evaluate the effect of plastic waste incorporation on the fracture properties of conventional
asphalt mixture. In addition, the impact of ageing and moisture damage on the fracture properties
of modified asphalt was also investigated. Indirect tensile strength test was carried out to assess
the CT-index, tensile strength, and fracture energy of the asphalt mixtures before and after
exposure to ageing and moisture conditioning. The finding revealed that the asphalt mixture
incorporating plastic waste demonstrated superior resistance to thermal and fatigue cracking
compared to the control mixture, thus proving the capability of plastic waste in increasing the
resistance of asphalt against ageing and moisture damage.

1. Introduction
The incorporation of plastic waste into asphalt mixtures has demonstrated outstanding economic and
environmental benefits. Indeed, the increasing amount of plastic waste such as plastic bags and plastic
bottles is considered as the most critical environmental challenge in Malaysia and the world, likewise.
It was found that thirteen percent of the solid waste generated in Malaysia is of plastic-based, of which
55% is being mismanaged [1]. The Malaysian Plastics Manufacturers Association has disclosed that
every Malaysian litters 300 plastic bags a year on average, where 30% of the plastic waste might have
been thrown into the ocean [2]. This calls the attention to utilise plastic waste as a sustainable material
for construction. Accordingly, an increase in traffic loading reduces the asphalt pavement service life,
and as a result, this increases the pavement maintenance work. A high asphalt pavement maintenance
cost implies the need for relevant materials utilisation to improve the performance of asphalt mixtures
[3]. Thus, there is an increasing interest in plastic waste incorporation into industrial asphalt pavement
for construction [4–10]. Numerous studies have focused on plastic waste integration into asphalt
mixtures using wet method [5,11,12]. Polymer modification is a widely utilised wet process for
modifying asphalt mixtures through rheological properties improvement in asphalt binder prior to
mixing with aggregate [9,13–15]. However, the wet method has some vital limitations regarding the
mixing process and storage. This method requires the mixing of asphalt binder with plastic waste at high
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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

temperatures for full disintegration of the plastic waste into the binder. Moreover, modified asphalt
binder requires a special storage tank to ensure its homogeneity. On the other hand, a very limited
number of studies is available on the effect of plastic waste incorporation into asphalt binder using dry
method on the cracking performance of asphalt mixtures. This method includes a pre-mixing process
between plastic waste and hot aggregate before a further mixing with asphalt binder [4,16]. In this study,
1 wt.% of shredded plastic bags by total weight of mixture was used for the modification of conventional
asphalt mixture. The plastic content was selected by recommendation of a previous study conducted by
Radeef et al. [17]. The modified and control mixtures were evaluated using tests of CT-index, tensile
strength, total fracture energy, and fracture energy at peak load. Moreover, these test methods included
the evaluation of the impact of two ageing levels and moisture conditioning on the performance of the
produced mixtures. According to several prior researches, the IDEAL-CT test has demonstrated
encouraging results, as it closely simulates the mixture resistance to crack propagation [18–20].

2. Materials
Asphalt binder of 60/70 penetration grade with an average softening point of 48°C was utilised in this
study. Table 1 illustrates the physical properties of the asphalt binder. Asphalt mixtures were prepared
using crushed granite of nominal maximum aggregate size of 14 mm in accordance to the Malaysian
Public Works Department specification [21]. 2% hydrated lime was added as an anti-stripping agent to
reduce the moisture susceptibility of the produced asphalt mixtures [22]. Figure 1 shows the aggregate
gradation of AC 14 mixture.

Table 1. Physical properties of the asphalt binder

Recommended Experimental
Parameter Unit Reference Method
Value Value
Penetration at 25°C mm 60–70 66.7 ASTM D5
Softening Point °C 47 Min 48 ASTM D36
Ductility cm > 100 137 ASTM D113
Specific Gravity at 25°C kg/m3 — 1.033 ASTM D70
ASTM
Viscosity at 135°C Pa∙s — 0.4
D4402/D4402M
ASTM
Viscosity at 165°C Pa∙s — 0.2
D4402/D4402M

100
Retained Weight (%)

80

60

40

20

0
0.01 0.1 1 10 100
Sieve Size (mm)
Lower Upper

Figure 1. Aggregate gradation of AC 14 mixture.

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

Low-density polyethylene of 5-10 mm particle size acquired from shredded plastic bags was utilised
as the plastic waste. In this material preparation, cleaned plastic bags were mechanically shredded at
ambient temperature. This range of small particle size was chosen to increase the homogeneity of the
mixture during the blending process [17]. 1 wt.% of the plastic waste by weight of the total mixture was
incorporated into asphalt mixture using dry process method, as recommended in a previous study
conducted by Radeef et al. [23].

2.1. Mixture preparation

To examine the impact of plastic waste incorporation on the performance of asphalt mixture, two
mixture types were considered in this study; conventional and plastic waste modified asphalt mixtures.
The Marshall mix design method was employed for the asphalt mixtures preparation. The plastic waste
modified asphalt mixture was produced by adding 1% plastic waste by weight to aggregate retained on
3.35 mm mesh sieve. Mixing process was carried out at 160oC for the control mixture and 180oC for the
modified mixture based on the melting point of the shredded plastic utilised in this study. The mixing
process for the modified mixture involved the blending of the shredded plastic with hot aggregate to
create melted plastic coat on the aggregate particles, as shown in Figure 2. Subsequently, the modified
aggregate was mixed with hot binder prior to the addition of fine aggregate and compaction using a
Marshall hammer to produce the modified mixture.

Figure 2. Plastic waste coated aggregate particles

3. Testing method
To fulfil the objectives of this study, a two-phase test method was implemented. The first phase included
mixtures preparation and volumetric properties evaluation. Two types of mixture were prepared, namely
conditioned and unconditioned samples. For sample conditioning, samples were exposed to long-term
ageing and moisture conditionings prior to testing. Meanwhile, the second phase involved the
examination of the effect of moisture conditioning and long-term ageing on the cracking properties of
the control and plastic waste modified mixtures via fracture or indirect tensile stress test (IDEAL-CT).
In addition, the fracture behaviour of the plastic waste modified mixture was assessed using three
different fracture parameters; fracture energy, CT-index, and tensile strength. The asphalt mixtures were
coded into eight different blends as shown in Table 2.

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

Table 2. Mixture type coding.

Mixture Description Mixture Coding
Control conditioned C
Control Moisture conditioned C-MD
Control Long-Term Aged C-LTA
Control Short-Term Aged C-STA
Plastic Waste modified PLW
Plastic Waste Moisture conditioned PLW-MD
Plastic Waste Long-Term Aged PLW-LTA
Plastic Waste Short-Term Aged PLW-STA

3.1. Marshall properties

The Marshall design method as specified by the Malaysian Public Works Department [21] was
implemented to determine the optimum binder content for the control and modified asphalt mixtures.
The dry, wet, and saturation weights of the compacted samples were then calculated in accordance to
the ASTM D 2726 [24]. For loose mixtures, the maximum theoretical density was determined based on
ASTM D2041/D2041M-11 [25]. Subsequently, the samples were conditioned in 60°C hot water for 45
minutes to evaluate the flow and stability of the mixtures via Marshall stability test [26]. Table 3 displays
the results on the stability and volumetric properties of the asphalt mixtures.

Table 3. Stability and volumetric properties of asphalt mixtures.

Plastic Waste Modified Asphalt
Properties Control Asphalt Mixture
Mixture (1% PLW)
Stability (N) 16 410 19 319
Flow (mm) 3.30 3.63
Stiffness (N/mm) 4972 5322
Void filled with binder (%) 79.9 71.9
Air void (%) 3.10 4.30
Asphalt binder content (%) 5.00 4.93
Bulk density (kg/m3) 2351 2330

3.2. Ageing and moisture conditionings

The ageing conditions adopted in this study included the long-term ageing (LTA) and short-term ageing
(STA) as presented in the AASHTO R30 [27]. The LTA procedure involved the exposure of samples to
heat at 85°C in oven for 120 hours. While the STA required the exposure of loose asphalt mixture to
heat at 145°C in oven for 2 hours including mixture stirring at 1-hour interval to ensure uniform heat
distribution within the loose mixtures. Moisture damage conditioning was carried out by immersing
partially saturated samples in water of 60°C temperature for 24 hours, as recommended in D4867M
2014 [28]. Successively, the samples were transferred from the hot water into 25°C water bath and left
for 2 hours prior to testing.

3.3. Fracture energy

Several critical parameters were investigated using a load-displacement curve in assessing the fracture
properties of the asphalt mixtures, including fracture energy, fracture energy at peak load, and
displacement at peak load. These parameters provide valuable information on the behaviour of asphalt
mixtures at fracture. As shown in Figure 3, the fracture energy at maximum denotes the cumulative
energy consumed up to the peak load as represented by the shaded area, whilst the total area below the
load-displacement curve represents the total fracture energy.

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

Peak Load (Pmax)

0.75 % Pmax

GF at GF after
peak peak load
load

I75

Figure 3. Typical load-displacement curve [18].

Zhou [18] utilised Equation (1) for determining fracture energy, Gf.
Wf (1)
Gf =
Af

where;
Gf, Af, and Wf respectively represent fracture energy (J/m2), fracture area (m2), and the work of fracture
(J).

3.4. IDEAL-CT
The CT–index parameters developed by Zhou [18] were utilised to investigate the fracture properties of
the control and modified mixtures. IDEAL-CT was conducted using the recommended procedure
followed by conventional indirect tensile strength test. In IDEAL-CT, continuous measurement of load
and displacement data throughout a fracture test is required to construct a load-displacement curve. The
CT-index parameters obtained from this plot are proven appropriate and valuable for evaluating the
crack propagation rate. The CT-index combines the effect of three essential parameters (load,
displacement, and fracture energy) extracted from the load-displacement curve as shown in Figure 3. A
good correlation between CT-index and the performance of field cracking has also been proven and
confirmed by the National Centre for Asphalt Technology [29]. In the CT-index determination, control
and modified mixtures of air void content of 7±0.5% were prepared. The test was conducted by applying
a vertical loading along the diametrical direction of the samples. The established CT-index parameter
was determined using Equation (2).

Gf I75 (2)
CT indix = ×
|m75 | D

where;
I75 is the displacement at the 75% post point of peak load (mm); |m75| is the absolute value of the slope
at the 75% inflexion point of the peak load (kN/mm); Gf is the fracture energy (J/m2); and D is the
diameter of the sample (mm).

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

3.5. Indirect tensile strength test

The indirect tensile strength test (ITS) was carried out in accordance with ASTM D6931-12 [30] as
represented by Equation (3). The test aims to evaluate the tensile strength of unconditioned and
conditioned samples. In this test, a vertical loading was applied along the diametrical axis of the Marshal
compacted samples at a constant rate of 50mm/min to failure.

St = 2000P/πDt (3)

where;
St is the indirect tensile strength (kPa); D and t are the diameter and height of the sample (mm),
respectively; and P is the peak load (N).

4. Results and Discussion

4.1. Fracture energy

The load-displacement curves for the conditioned and unconditioned control and modified mixtures are
displayed in Figure 4. As shown in the figure, the control mixture exhibited a more flattened curve than
that of the plastic waste modified mixture. In contrast, the modified mixture demonstrated a greater
maximum load compared to the control asphalt mixture, for both conditioned and unconditioned
samples. The results indicate that the plastic waste modified mixture behaves in a linear elastic way due
to the increase in the stiffness value. In addition, a similar effect was observed for the aged control and
modified mixtures [6].

20000
20000 C
18000
18000 C
16000 C-STA
16000 C-STA
14000 C-LTA
14000 C-LTA
12000 C-MD
Load (N)

12000 C-MD
Load (N)

10000 PLW
10000 PLW
8000 PLW-STA
8000 STA
6000 PLW-LTA
6000 LTA
4000
4000 PLW-MD
MD
2000
2000
0 0
1 1 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 1010 1111 1212 1313 1414 1515
Displacment (mm)
Displacement (mm)
Figure 4. Load–displacement curves for conditioned and unconditioned mixtures.

The results of displacement at maximum load, total fracture energy, and fracture energy at maximum
load of the control and plastic waste modified mixtures are presented in Figure 5. Both conditioned and
unconditioned plastic modified mixtures demonstrated lower displacement at peak load than that of the
control mixture. The results of displacement at maximum load as shown in the load-displacement curve
have effectively justified the impact of plastic waste incorporation in improving the stiffness of the
mixtures. This finding compliments a previous study which also revealed that the incorporation of
plastic waste into asphalt mixture could increase the stiffness of the mixture [4]. In terms of fracture
energy, all the pre- and post-conditioned PLW mixtures displayed superior performance to the control
mixture, excluding the short-term aged sample. Short-term ageing has contributed in the total fracture

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

energy enhancement in the sample by 33%, while the PLA-STA mixture exhibited an increase by only
5%. This is possibly due to the effect of the short-term ageing in decreasing the workability of the plastic
waste modified mixtures [12]. Low workability may increase the air void content in a mixture, which
consequently decreases its fracture energy [31]. The fracture energy at maximum load of all plastic
waste modified asphalt mixtures was higher than that of the control mixture. It is worth mentioning that
the effect of plastic waste incorporation in increasing the fracture energy at maximum load was higher
compared to the total fracture energy for the conditioned samples. Nonetheless, moisture conditioning
has decreased the total fracture and fracture energy at maximum load of the mixtures by 7.5% and 1%,
accordingly. The displacement at maximum load for the plastic modified mixture also exhibited a
decrement by 22%. On the other hand, the control mixture demonstrated a higher susceptibility to
moisture damage, where lower reduction in total fracture energy, fracture energy, and displacement at
maximum load by 20%, 7%, and 12% respectively was observed. Such finding indicates the capability
of plastic waste in increasing the resistance of asphalt to cracking and environmental effect.

Figure 5. Fracture energy and maximum displacement results of various asphalt mixtures.

4.2. IDEAL CT
Figure 6 presents the results of CT-index for the various asphalt mixtures under study. The IDEAL-CT
revealed comparable results between both the control and PLW mixtures, which is significant, as the
CT-index parameters combine the effect of post-peak load and fracture energy for determining the value
of CT-index. The PLA mixture demonstrated superior performance compared to the control mixture
based on its higher CT-index, where a higher CT-index indicates higher mixture resistance against
fatigue crack. A similar finding was manifested in a previous study conducted by Modarre and Hamedi
[6] on the impact of plastic incorporation (2-10 % by weight of asphalt binder) into asphalt mixture via
dry process. In the study, fatigue test was conducted on plastic modified mixtures to reveal the effect of
plastic waste incorporation in increasing the fatigue resistance of asphalt mixture. Moreover, in the
current study, the CT-indexes of the short-term aged PLA-STA and C-STA mixtures increased by 23%
and 17%, respectively, and decreased by about 40% after long-term ageing. These results were expected
as observed in the load-displacement curve in Figure 5. Long-term ageing has increased the stiffness of
the mixture and resulted in significantly steeper post-peak load slope and lower CT-index. Whilst,
moisture damage has slightly decreased the CT-indexes of the control and PLA mixtures. On the other
hand, the PLW-MD mixture exhibited a higher CT-index than that of the C-MD mixture, differed by
about 12%. This indicates the capability of plastic waste in increasing the resistance of asphalt to
moisture damage.

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

Figure 6. CT-index results of various asphalt mixtures.

4.3. Indirect tensile strength

The indirect tensile strength test results for the control and plastic waste modified asphalt mixtures are
presented in Figure 7. It was found that the addition of plastic waste has improved the tensile strength
of the conditioned and unconditioned asphalt mixtures. The increase in tensile strength is attributed to
the contribution of plastic waste in increasing the bonding between aggregate and mastic (asphalt-
aggregate paste). The finding is in agreement with several previous studies [9,31]. For instance, Abdo
[32] whom investigated the utilisation of plastic waste in the production of asphalt mixtures disclosed
that plastic waste modified mixtures yielded higher indirect tensile strength by 9% compared to the
control mixture. Moreover, the interaction between asphalt binder and melted plastic during a mixing
process leads to improved bonding and cohesiveness between the asphalt binder and the modified
aggregate [17]. Since failure in an asphalt mixture is mainly related to adhesive and adhesion properties,
enhancing the asphalt binder and aggregate surface properties could significantly increase the interaction
and adhesion properties of the mixture thus leading to high-performance mixture production [33]. The
high bonding properties and stiffness of asphalt binder around the aggregate particles could
consequently increase the friction force and lead to solid interlocking between the aggregate particles.
In the current study, the tensile strength of the control and PLW mixtures increased by 11% and 4%
accordingly under short-term ageing, and by 26% and 16% respectively under long-term ageing.

Figure 7. Tensile strength results of various asphalt mixtures.

Based on the fracture test results of moisture conditioned samples, the incorporation of plastic waste
into conventional asphalt mixture was found effective in increasing its resistance to moisture damage,

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GEOTROPIKA & ICHITRA 2021 IOP Publishing
IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

which resulted in superior tensile strength than that of the control mixture. Moreover, moisture damage
has decreased the indirect tensile strength of the control and plastic waste modified mixtures by 19%
and 10%, respectively. Based on visual analysis on the fractured samples, it was observed that the plastic
waste modified samples exhibited brittle cracking behaviour as circled in Figure 8. The plastic waste
modified asphalt mixture (C-STA) demonstrated a complete fracture, whereas the control mixture (C)
showed a partial fracture as observed in Figure 8. Such behaviour is related to the mechanical behaviour
of the asphalt mixture when subjected to external applied energy which then dissipates into elastic and
plastic deformation. For a plastic mixture, most of the released energy is consumed during the fracture
process [34,35]. A similar behaviour was presented by the long-term aged control mixture due to the
increase in the stiffness of the asphalt mixture.

Figure 8. Visual observation of post-fracture test control and modified mixtures.

5. Conclusions
Based on the findings of this study, the following conclusions can be drawn:

• The PLW asphalt mixtures demonstrated higher fracture energy than that of the control mixture.
Moreover, it is vital to mention that the effect of plastic waste incorporation in increasing the
fracture energy at maximum load was higher compared to the total fracture energy.
• STA and LTA had improved the fracture energy and tensile strength of the control and plastic
waste modified asphalt mixtures. In addition, the impact of STA in increasing the tensile strength
and fracture energy of the control mixture was higher compared to the plastic waste modified
mixture. On the contrary, LTA had increased the fracture energy of both the control and modified
mixtures.
• The CT-index of the plastic waste modified mixture was greater than that of the control mixture,
suggesting the superior resistance of the former to crack propagation.
• The results of indirect tensile strength test indicated the capability of plastic waste in increasing the
resistance of conditioned and unconditioned samples to tensile failure.
• The plastic waste modified mixtures were less susceptible to moisture damage compared to the
control mixture. This indicates that the incorporation of plastic waste into asphalt mixture could
enhance the mixture’s resistance to moisture damage.

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IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

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IOP Conf. Series: Earth and Environmental Science 971 (2022) 012009 doi:10.1088/1755-1315/971/1/012009

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Acknowledgement
This work was financially supported by the Ministry of Higher Education (Malaysia) under the
Fundamental Research Grant Scheme (FRGS) FRGS/1/2020/TK01/UTM/02/5 and the UTM HIR grant
(Q.J130000.2451.09G20) provided by Universiti Teknologi Malaysia (UTM).

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