Improving the moisture performance of hot mix glass

Introduction

Nowadays, with the advancement of science and technology, the main materials used in civil engineering have

been modified or changed in order to improve their engineering properties and reducing the costs of projects [1, 2].

In doing so, innovations emerged in the concrete additives in order to increase the concrete strength together with

diminishing the cost and weight [3-5], geo-mechanical properties of the problematic soils have been modified by

new materials and methods [6-8] and novelties in the constructing methods of all types of asphalts are only a few

cases of the application of modern sciences and technologies in the civil engineering world [9-12].

Finding a new method to decrease the waste materials is abounded in our environment by recycling and applying

Vol. 10, No. 4, 184-193, https://doi.org/10.22712/susb.20190020

INTERNATIONAL JOURNAL OF

SUSTAINABLE Building Technology and Urban Development

pISSN : 2093-761X ･ eISSN 2093-7628

Improving the moisture performance of hot mix glass asphalt by high-density polyethylene as an asphalt binder modifier

Behbahani Hamid1*, Hamedi Gholam Hossein2, Najafi Moghaddam Gilani Vahid3 and Nikookar Mohammad4

1Professor, School of Civil Engineering, Iran University of Science and Technology (IUST), Tehran, Iran2Assistant Professor, Department of Civil Engineering, University of Guilan, Rasht, Iran3PhD student, School of Civil Engineering, Iran University of Science and Technology (IUST), Tehran, Iran4Department of Civil Engineering, University of Guilan, Rasht, Iran.

*Corresponding author: [email protected]

A B S T R A C T

Received: 5 August 2019

Accepted: 21 November 2019

In this study, the waste plastic bottles have been used as a kind of known high-density polyethylene

(HDPE) in order to modify the characteristics of asphalt binder in the hot mix glass asphalt (HMGA).

The present glass asphalts have been constructed using 6, 12, 18 and 24% waste crushed glasses

(WCG). To investigate the HDPE moisture susceptibility, Marshall Stability and Indirect Tensile

Strength (ITS) tests were conducted on different combinations of HMGA. The results indicated that

the combination of 18% WCG and 6% HDPE is the best value for the resistance of asphalt mixtures

against moisture susceptibility. However, increasing the amount of HDPE more than 6%, reduces the

performance of the asphalt binder and aggregate system against stripping. By increasing the amount of

WCG, the Marshall resistance of all asphalt mixtures will be increased compared to the controlled

ones. Although, the asphalt binder modification of the HMGA mixtures using HDPE, increases their

Marshall resistance comparing to the controlled and unmodified HMGA samples, this increase will be

up to 9% HDPE. And higher values will reduce the Marshall resistance.

Keywords: hot mix glass asphalt; waste crushed glass; high-density polyethylene; moisture suscepti-

bility; indirect tensile strength

Ⓒ International Journal of Sustainable Building Technology and Urban Development. This is an Open Access article distributed under the terms of

the Creative Commons Attribution Non-Commercial License (http://creativecommons.org/licenses/by-nc/4.0) which permits unrestricted non-

commercial use, distribution, and reproduction in any medium, provided the original work is properly cited.

H. Behbahani et al. ∙ 185

them as an additive for improving the engineering properties of the asphalt mixtures, has been an interesting

research topic in civil engineering. The usage of industrial byproducts and recycled materials in the pavement

structures, is increasingly favorable. Especially in the hot mix asphalt due to their economic and environmental

benefits [13].

Singh et al. in 2017 conducted a research study on the asphalt mixtures by adding the waste polyethylene bags. In

fact, they preferred to find new materials originated from the urban municipal waste with the aim of decreasing the

costs and environmental issues. They showed that polyethylene improves the bonding between the aggregates,

increases the strength, flows the properties and elasticity. Finally, they indicated reduction in temperature

susceptibility of asphalt binder [14].

In a laboratory investigation carried out by Arabani et al. in 2017, the effect of the different waste materials

(including waste glass powder (WGP), waste brick powder (WBP), rice husk ash (RHA) and stone dust (SD)) on

HMA mixtures were evaluated using the indirect tensile fatigue test (ITFT), Marshall and indirect tensile stiffness

modulus (ITSM) tests. This comprehensive research work has concluded the best stable value for the mixture with

WGP, followed by WBP, SD and RHA. Moreover, ITFT results which indicated the use of WGP and WBP as

fillers, improve the fatigue behavior of the mixtures by increasing the fatigue life and reducing the final strain [15].

Thus, according to above study’s evaluation and due to the shortage of natural resources and presence of countless

environmental issues, waste materials can be investigated more in order to be utilized in the construction.

Guo et al. in 2015, examined the effects of glass fiber and diatomite compound on the asphalt mixture. These

compound performances were evaluated via several experimental methods including the Wheel tracking test, low

temperature indirect tensile test, ITFT test and ITSM test. They concluded that the diatomite and glass fiber

improve the fatigue properties and rutting resistance of the control asphalt mixture [16].

Considering the waste materials used in our current project, it is worth mentioning that in many investigations

conducted on hot mix asphalt (HMA) wasted glass has been used in HMA as a filler [17-19]. However, in the

current study, a laboratory procedure of hot mix glass asphalt (HMGA) including the waste plastic bottles as a kind

of known high-density polyethylene (HDPE) was discussed. HDPE samples were prepared in the laboratory for the

experimentations. Marshall stability and indirect tensile test (ITS) were conducted on different combinations to

evaluate their behavior.

Material and Methodology

Aggregates

The gradation of the limestone aggregates used in the current study have been selected based on the ASTM

standard presented in Table 1. It is clear that the asphalt mixture is considerably affected by chemical and physical

characteristics of the aggregates. The physical properties of the aggregate are given in Table 2.

186 ∙ International Journal of Sustainable Building Technology and Urban Development Vol. 10, No. 4, 2019

Table 1. Applied grading of the aggregates and glasses used in the present study

Sieve Size Aggregate Passed Percent (%) Glass Passed Percent (%)

19 ¾ " 100 -

12.5 ½ " 95 -

9.5 ⅜ " - -

4.75 # 4 60 100

2.36 # 8 40 63

1.18 # 16 - 41

0.6 # 30 - 24

0.3 # 50 15 15

0.15 # 100 - 9

0.075 # 200 5 3

Table 2. Physical properties of aggregates used in this research

Property Standard Limestone Specification limit

Special gravity (coarse grains)

Bulk

ASTM C 127

2.61 -----

Effective 2.64 -----

Apparent 2.69 -----

Specific gravity (fine grains)

Bulk

ASTM C 128

2.61 -----

Effective 2.63 -----

Apparent 2.68 -----

Specific gravity (filler) ASTM D854 2.55 -----

Los Angeles abrasion (%) ASTM C 131 25.6 Maximum 30

Water absorption (%) ASTM C127 0.7 Maximum 2

Needle and flake particles ASTM D 4791 4 Maximum 15

Flat and elongated particles (%) ASTM D 5821 92 Minimum 10

Sodium sulphate soundness (%) ASTM C 88 7 Maximum 15

Asphalt binder

Asphalt binder used in this laboratory investigation was the pure type with the penetration grade of 60/70, which

had been provided from the Pasargad Oil refinery. The specifications of the asphalt binder are presented in Table 3.

Waste Crushed Glass

The utilized crushed glasses were firstly passed through the sieve NO. 4 (4.75 mm opening) and the percentages

of smaller sieves are provided in Table 1. In this study, 6, 12, 18 and 24% content of waste crushed glasses (WCG) in

compare with the asphalt binder weight were applied. Some of the chemical contents of the utilized glasses in the

laboratory investigations are listed in Table 4. The specific gravity of the crushed glasses were estimated as 2.4 gr/cm3.


Table 3. Engineering properties of asphalt binder used in this research

Test Standard Result

Penetration (100 g, 5 seconds, 25°C), 0.1 mm ASTM D5-73 63

Penetration (200 g, 60 seconds, 4°C), 0.1 mm ASTM D5-73 31

Penetration ratio ASTM D5-73 0.25

Ductility (cm) ASTM D113-79 114

Softening point (°C) ASTM D36-76 53

Flash point (°C) ASTM D92-78 264

Heat weight loss (%) ASTM D1754-78 0.75

Table 4. The chemical composition of waste crushed glass

Constituent elements (%)

Sio2 72.21

Cao 9.77

Fe2o3 0.71

Al2o3 0.94

Mgo 3.53

K2o 0.41

SO3 0.27

Na2O 12.04

TiO2 0.04

P2O5 0.01

Mn2O5 0.01

Cr2O3 0.02

HDPE

In this investigation, 3, 6, 9 and 12 % content of high density polyethylene (HDPE) in comparison with the

asphalt binder weight were used. In order to remove the coarse particles, HDPE particles were firstly passed

through the sieve NO. 100 and 200. Table 5 presents the properties of Polyethylene used here.

Table 5. Properties of Polyethylene used in this study

Characteristic Standard Result

Density (gr/cm3) D 792 0.95

Water absorption in 24 hrs. D 570 0.0

Tensile strength (psi) D 638 4600

Softening point (°C) D 570 70

Melting point (°C) D 570 131

Stretch length (%) D 638 900

Bending strength (psi) D 790 200000


Sample Preparation

All samples were prepared using Marshall mixing method. 24 samples were made by the different percentage of

asphalt binder contents in combination with 6, 12, 18 and 24% WCG to find the optimum percent of bitumen by

Marshall Test. The optimum binder content (OBC) was determined as 5.5 %. Then, 3, 6, 9 and 12 % HDPE were

added to each sample made with optimum content of asphalt binder and mentioned percentages of WCG.

Laboratory testing program

Marshall Stability

To investigate the mechanical and physical properties of hot mixed glass asphalt with or without HDPE, the

Marshall Stability test was applied with the ASTM D1559.

Moisture susceptibility test by the AASHTO T283 method

In this study, the AASHTO T283 standard has been applied to investigate the HMA performance against the

moisture damage. Also, in order to examine the modified Lottman method for each mixture, three samples should

be made in dry conditions and three in wet conditions. Hence, to simulate wet conditions, the samples were first

saturated for 5 minutes under relative vacuum conditions (absolute pressure 13-67 kPa). After that, they were kept

for 5-10 minutes in a submerged state under the absence of vacuum conditions. Then they were taken out, their

mass was measured, and the percentage of sample saturation was calculated. The vacuum conditions should be to

the extent that the saturation percentage of the samples is between 70 and 80% [20].

Saturated samples were put in plastic bags and 10 ml of water was poured into them. Samples were kept in the

fridge at -18°C for 16 hours. After that, they were immersed in a hot water bath, which its temperature was 60°C.

Then, they have been removed from the plastic bags and have been allowed to remain at this temperature for 24

hours. Finally, the samples were brought to a temperature of 25°C [21]. The ITS test is carried out at a loading rate

of 2 inches per minute until the sample ruptured. The amount of load was recorded at the moment of the rupture. By

using equation (1), the amount of indirect tensile strength is calculated for each of the six samples [22]:

(1)

In the above-mentioned equation, ITS is the amount of indirect tensile strength (kPa), F is the force at the failure

moment (kN), t is the thickness of the asphalt sample (cm), and d is the diameter of the asphalt sample (cm). The

moisture susceptibility or in other words the potential for stripping of the HMA samples is calculated as a result of

equation (2) with the average ratio of the indirect tensile strength of the wet to dry samples [23]:


× (2)

Where TSR is the indirect tensile strength ratio (%), is the average of the indirect tensile strength of the wet

samples (kPa) and is the average of the indirect tensile strength of the wet samples (kPa).

Result and Discussions

Marshall Stability

The Marshall stabilities of HMGA and HDPE-modified mixtures are presented in Figure 1. As can be seen, by

increasing the WCG content, the Marshall Stability increases compared to the controlled mixture. Also, along with

increasing HDPE content in HMGA, results indicated that the Marshall Stability increases up to 1250 KN which is

the maximum value for mixtures with 9% of HDPE content. By further increment in the HDPE and WCG contents,

the HMGA stability under the compressive stresses have reduced to some extent. This can be attributed to the rise in

asphalt binder viscosity in the presence of the polymer [24].

Figure 1. Marshall Stability results.

4-1- ITS

The results of the ITS test in dry and wet conditions are presented in Figure 2 and 3 respectively. As would be

observed from the test results, using HDPE in HMGA, increases their ITS values about 7 up to 24% in comparison

with non-HDPE glass asphalt samples.


This resistance improvement to the moisture occurs up to the amount of 18% WCG content and more increment

may reduce the resistance to the moisture susceptibility. Furthermore, adding HDPE to HMGA to the amount of

6%, results into the resistance improvement of the samples. Therefore, the combination of 18% WCG and 6%

HDPE, is the best one for the resistance of asphalt mixtures against moisture susceptibility. In other words, adding

HDPE amounts, increase the adhesion and continuity in the HMGA mixtures and it does not allow the rapid transfer

of the asphalt binder from the surface of the aggregates and makes the mixtures to have a higher moisture resistance

than non-HDPE samples.

Figure 2. The ITS test result in the dry condition.

Figure 3. The ITS test result in the wet condition.


The TSR results are presented in Figure 4. Based on these results, it can be clearly observed that the use of WCG

content (18% and lower) has led to an improvement in the resistance of modified HMA as compared to the

controlled samples. Also, HDPE modification improves the moisture susceptibility of HMGA but the enhancement

reduces by using a higher percentage of HDPE (9% and higher) which can be attributed to the asphalt binder

workability reduction in the presence of HDPE addition.

Figure 4. The TSR result.

Conclusions

The present study investigated the influence of the HDPE usage as an asphalt binder modifier on the moisture

susceptibility of HMGAs. The most significant results according to the ITS and Marshall Stability tests are given as

below:

1) Increasing the WCG amount, the Marshall resistance of all asphalt mixtures are increased compared to the

controlled ones. Also, the asphalt binder modification of the HMGA mixtures using HDPE increases their

Marshall resistance in comparison with the controlled and unmodified HMGA samples. However, this

increase will be up to 9% HDPE and higher values will reduce the Marshall resistance.

2) The asphalt binder modification of the HMGAs using HDPE, leads to an increase of 7 to 24% in the ITS

values compared to the HMGA samples with no HDPE. The combination of 18% WCG and 6% HDPE, is the

best one for the resistance of asphalt mixtures against moisture susceptibility.

3) According to the TSR results, the combination of WCG and HDPE leads to an improvement in the

performance of asphalt mixtures against moisture susceptibility. And values of more than 6% HDPE reduce

the performance of the asphalt binder and aggregate system against stripping.


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Improving the moisture performance of hot mix glass