# Study on Plastic Coated Overburnt Brick Aggregate as an Alternative Material for Bituminous Road Construction

Authors: Dipankar Sarkar; Manish Pal; Ashoke K. Sarkar
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

There are different places in India where natural stone aggregates are not available for constructional work. Plastic coated OBBA can solve the problem of shortage of stone aggregate to some extent. The engineers are always encouraged to use locally available materials. The present investigation is carried out to evaluate the plastic coated OBBA as an alternative material for bituminous road construction. Shredded waste plastics are mixed with OBBA in different percentages as 0.38, 0.42, 0.46, 0.50, 0.54, and 0.60 of the weight of brick aggregates. Marshall Method of mix design is carried out to find the optimum bitumen content of such bituminous concrete mix prepared by plastic coated OBBA. Bulk density, Marshall Stability, flow, Marshall Quotient, ITS, TSR, stripping, fatigue life, and deformations have been determined accordingly. Marshall Stability value of 0.54 percent of plastic mix is comparatively higher than the other mixes except 0.60 percent of plastic mix. Test results are within the prescribed limit for 0.54 percent of plastic mix. There is a significant reduction in rutting characteristics of the same plastic mix. The fatigue life of the mix is also significantly higher. Thus plastic coated OBBA is found suitable in construction of bituminous concrete road.


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## Body

## 1. Introduction

There are different states in India where rocks are not locally available. The stone aggregates need to be transported from other places for constructional work. Modified overburnt brick aggregate (OBBA) can solve the problem of shortage of stone aggregate to some extent. Bricks are produced from the locally available soil by burning the molded earth to desired forms. Approximately 5–10% of bricks manufactured in modern kilns are rejected because of their nonconformity with relevant specifications [1, 2]. These bricks are overburnt, distorted in shape, and considered as waste. OBBA is produced from distorted bricks by manual or mechanical crushing.The properties of plain OBBA are weaker compared to natural stone aggregate. It has lower specific gravity, high pore rate and thus high water absorption, and lower impact and crushing resistance. The mechanical properties of bituminous concrete with plain OBBA are usually inferior to those of bituminous concrete with natural stone aggregate. In a recent study it is found that the bituminous concrete mix with 4% cement coated OBBA shows considerable improvement in various mechanical properties of bituminous concrete mix compared to the plain OBBA concrete mix [3]. Similarly, the present study is extended to modify the OBBA properties by plastic coating of various percentages.Use of brick aggregate in concrete preparation is not new to the engineers. In Germany during the post-Second World War period, it was necessary to satisfy an enormous demand for the supply of constructional materials along with the removal of debris of war for rebuilding the country. By using these rubbles and demolished aggregates, it was possible not only to reduce site clearing costs but also to meet the need for building materials [4]. Mazumder et al. find that the distorted bricks are stronger than normal burnt bricks. The Los Angeles abrasion value of distorted brick aggregate is below the maximum specified limit as mentioned in specifications. The water absorption of the distorted brick aggregate is also lower [5]. It is observed that dense graded picked brick aggregate bituminous mixes are as efficient as crushed stone aggregate bituminous mixes for use in the base course of bituminous pavement from the standpoint of stability, stiffness, deformation, and voids characteristics [6, 7]. Through experiment, it is found that brick aggregate bituminous concrete mixes are suitable for use in the surface courses of bituminous concrete pavements from the standpoints of stability, stiffness, and deformation characteristics. But the bitumen content requirements of those mixes are much higher than those of natural aggregate mixes [8, 9]. Several researchers study the properties of hot mix asphalt with precoated aggregate and found better results [10]. Use of plastic to modify the bitumen and also the use of plastic coated stone aggregate are being studied by the researchers to ascertain better results for the better performance of the road pavement. It is found that the properties like moisture damage, stability, and indirect tensile strength are improved due to presence of plastic [11–14].If the thin plastic comes in contact with hot aggregate it fills up the pores in the aggregate and forms a thin film of plastic coating on the surface of the aggregate. Plastic coated OBBA becomes less porous and thus reduces water absorption to a great extent.In this study plastic coated OBBAs are used to prepare the bituminous concrete mix. OBBAs are heated to a temperature of 190°C and shredded plastic bags are spread over the hot aggregates. In this temperature, the thin plastic pieces get softened and form a coating over the aggregate of about 90–95% of the surface area. Shredded waste plastic bags are mixed with OBBA in different percentages as 0.38, 0.42, 0.46, 0.50, 0.54, and 0.60 of the weight of brick aggregates to improve the properties. The bituminous concrete mix with plastic coated OBBA shows considerable improvement in various mechanical properties of the mix compared to the plain OBBA. The basic objective of the study is to utilize the waste overburnt brick as well as waste plastic in an ecofriendly way. The main objective of the present study is to evaluate the plastic coated OBBA as an alternative material for bituminous road construction.


## 2. Experiment

### 2.1. Material

#### 2.1.1. Bitumen

Bitumen is commonly known as asphalt cement or asphalt. It is mainly used as binder mixed with aggregate particles to form bituminous concrete. In this study, VG-30 grade bitumen has been used as binder to prepare the bituminous concrete mix. The penetration test of bitumen is carried out at a temperature of 25°C. The properties of bitumen used in this study are presented in Table1 and compared with the acceptable values mentioned in Indian Standard Codes [15–19].Table 1
Properties of bitumen.
Sl. number
Test performed
Test result
Acceptable values
1
Specific gravity
0.99
0.99 (minimum)
2
Penetration (mm)
83
80–100
3
Softening point (°C)
47
35–50
4
Ductility (cm)
92
75 (minimum)


#### 2.1.2. Aggregates

Aggregates normally constitute 90–95 percent of the weight of the total mix. The function of aggregate in a bituminous concrete mix is to provide a rigid skeleton and to reduce the space occupied by the bitumen content and fines. Aggregates have certain physical properties which judge the suitability of aggregate for specific uses. The physical properties of aggregates generally refer to the structure of the particles that form the aggregate. Though it is difficult to model directly the performance of bituminous mixture using aggregate properties, the properties like gradation, hardness, toughness, and porosity have major effects on the performance of bituminous mixture. Aggregate impact, Los Angeles abrasion, water absorption, and soundness test are carried out as per AASHTO T 96-02 (2015) and ASTM codes [20–23]. The test is carried out for stone, OBBA, and 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic coated OBBA. The results are tabulated in Table 2.Table 2
Properties of aggregate.
Test performed
Stone aggregate
OBBA
Plastic coated OBBA
0.38%
0.42%
0.46%
0.50%
0.54%
0.60%
Aggregate impact value
22.4%
29.6%
28.6
27.3%
26.2%
24.6%
23.9%
23.8
Los Angeles abrasion value
15.1%
32%
31.3
31.0%
30.1%
27.6%
25.2%
25.2
Water absorption value
0.96%
6.6%
5.9
5.3%
4.9%
3.5%
2.9%
2.5
Specific gravity
2.64
1.89
1.99
2.04
2.16
2.24
2.45
2.46


#### 2.1.3. Stone Dust

The mineral fillers in a bituminous concrete mix consist of finely divided mineral matters such as rock dust, slag dust, hydrated lime, hydraulic cement, fly ash, loess, and other suitable mineral matters. Mineral fillers should have 100 percent of the particles passing 0.60 mm, 95 to 100 percent passing 0.30 mm, and 70 percent passing 0.075 mm. In this study, stone dust has been used as mineral filler. The standard test method mentioned in ASTM code is followed [24]. The properties of stone dust, used in this study, are listed in Table 3.Table 3
Properties of stone dust.
Sl. number
Test performed
Test result
1
Specific gravity
2.7
2
Bulk density (kN/m3)
18.1


#### 2.1.4. Plastic

Plastic is an essential component of numerous consumer products. All kinds of plastic are not the same. They are usually synthetic and derived from petrochemicals, but few of them are partially natural too. Society of the Plastics Industry (SPI) classifies the different types of plastic as SPI Code numbers 1 to 7. Plastic with SPI code 1 is made of Polyethylene Terephthalate (PET) commonly used to make beverage bottles, medicine jars, combs, and so forth. Plastic with SPI code 2 is made of High-Density Polyethylene (HDPE) commonly used to make containers for milk, motor oil, and so forth. Plastic with SPI code 3 is made of polyvinyl chloride (PVC) commonly used to make PVC pipes. Plastic with SPI code 4 is made of Low-Density Polyethylene (LDPE) commonly used to make plastic cling wrap, sandwich bags, squeezable bottles, plastic grocery bags, and so forth. Plastic with SPI code 5 is made of polypropylene (PP) commonly used to make syrup bottles, stadium cups, and so forth. Plastic with SPI code 6 is made of polystyrene (PS) commonly used to make disposable coffee cups, packing foam, and so forth. Plastic with SPI code 7 is made of Polycarbonate (PC) and polylactide commonly used to make compact discs, medical storage containers, and so forth [25].Waste plastic carry bags are used in this study. Plastic carry bags are a type of shopping bags made from various kinds of plastic materials. Most of the carry bags are made up of Polyethylene (PE), Polypropylene (PP), and so forth. PE is the most popular and most widely used plastic all over the world. This material has wide range of properties with excellent fatigue and wear resistance. It has excellent impact resistance, low moisture absorption, and high tensile strength. The material is characterized by its thickness and softening temperature. The test results of plastic used in the study are tabulated in Table4.Table 4
Properties of plastic.
Type of material
Thickness (µm)
Softening point
Cup
150
100–120°C
Parcel cover
50
100–120°C
Carry bags
10
100–120°C
Film
50
100–120°C


### 2.2. Methods

#### 2.2.1. Design of Bituminous Concrete Mix

Bituminous concrete is a composite material commonly used to surface roads in flexible pavement. It consists of mineral aggregate bound together with bitumen and compacted. Bituminous concrete is prepared by heating the bitumen in order to decrease its viscosity and to dry the aggregate in order to remove the moisture from it prior to mixing. In this study, the oven dried OBBAs are heated to 190°C temperature and then plastic shreds of size less than 2.36 mm are mixed on the aggregate. When the plastic shreds come in contact with the hot aggregate they melt and form a thin film on the surface of the aggregate. The coated aggregate is kept in room temperature for 24 hrs. The coated aggregate, mixed with hot bitumen in 150°C temperature, prepares the bituminous concrete mix. The bituminous concrete is characterized through different laboratory experiments [26].Bituminous concrete mix is commonly designed by Marshall Method. In this method, the resistance to plastic deformation of cylindrical specimen of bituminous mixture is measured. The test procedure is used in the design and evaluation of bituminous paving mixes. In this present study, Marshall Test is performed with stone aggregate as well as with overburnt brick aggregate. The standard gradation of aggregate to prepare the test specimen, followed in this study as per MoRT&H [27], is presented in Table 5. The main objective of the mix design is to find suitable bitumen content to prepare the concrete mix. The Marshall Method is used to determine the optimum bitumen content (OBC). Table 6 provides the standard values of Marshall Test results and tensile strength ratio (TSR) as specified by MoRT&H. Test specimens have been prepared and tested in the laboratory according to MoRT&H guidelines. From the test results the relationship of Marshall Stability, flow value, voids in mineral aggregate (VMA), air void (VA), and voids filled with bitumen (VFB) with varying percentages of bitumen content for stone aggregate, normal OBBA, and plastic coated OBBA has been studied. In this present study, 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic are added to the coarse aggregate for coating by weight of aggregate. The aggregates are heated to a temperature at 190°C and shredded plastic is added to the hot aggregate. The shredded plastic forms a coating over the hot aggregate. The plastic coated aggregate is used to prepare test specimen. The Marshall Test results, obtained in the laboratory for stone, OBBA, and coated OBBA, are displayed in Table 7.Table 5
Gradation of aggregate for bituminous concrete.
Sieve in mm
% passing by weight of specimen
Cumulative % passing
Cumulative % retained
% of aggregate and mineral filler
19
100
100
00
Coarse aggregate 38%
13.2
90–100
89.5
10.50
9.5
70–88
79.0
21.0
4.75
53–71
62.0
38.0
2.36
42–58
50.0
50.0
Fine aggregate 55%
1.18
34–48
41.0
59.0
0.60
26–38
32.0
68.0
0.30
18–28
23.0
77.0
0.15
12–20
16.0
84.0
0.075
4–10
7.00
93.0
Mineral filler 7%.Table 6
Design criteria as per MoRT&H.
Test performed
Minimum stability(at 60°C)
Flow (mm)
Compaction level (both sides)
Air void
VMA (minimum)
VFB
Marshall Quotient (kN/mm)
Tensile strength ratio (minimum)
Results
9 kN
2–4
75
3–5%
10%
65–75%
2–5
80%Table 7
Marshall Test results on different aggregate.
Properties
Stone
OBBA
Plastic coated OBBA
0.38%
0.42%
0.46%
0.50%
0.54%
0.60
OBC (%)
05.10
9.4
9.0
8.8
8.3
8.0
8.0
8.0
Unit weight (kN/m3)
24.1
23.0
23.1
23.2
23.3
23.7
23.9
24.0
Marshall Stability (kN)
17.50
8.5
9.8
10.6
11.8
12.4
13.3
13.4
Flow (mm)
3.90
3.1
3.29
3.5
3.75
3.82
3.9
4.2
% of VA
4.12
4.88
4.90
4.91
4.95
5.0
5.0
5.2
% of VMA
14.27
21.9
21.7
21.6
20.4
20.1
19.9
18.6
% of VFB
68.00
83
80.1
79
78.1
74.4
74.2
74.1
Marshall Quotient (kN/mm)
4.49
2.74
2.98
3.02
3.15
3.24
3.41
3.27


#### 2.2.2. Stripping Value Test

Stripping value test is the determination of binding strength of the aggregate and bitumen. Standard guideline as specified by IS: 6241-1971 is followed to complete the test. 200 gm of clean, oven dried aggregates passing 20 mm sieve and retained on 12.5 mm sieve is heated to 150°C and mixed with 5% bitumen by weight of aggregate which is preheated to 160°C before the preparation of mix [28, 29]. It is tested by immersing bitumen coated aggregate in water for 24 hrs at a temperature of 40°C. When the bitumen coated aggregate is immersed in water, the water penetrates into the pores and fills the voids of the aggregates resulting in the peeling of bitumen. After 24 hr the stripping is observed and the percentage of stripping is noted. Test is conducted for the mix with precoated aggregate of 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic by weight of OBBA. The results are tabulated in Table 8.Table 8
Stripping value test results.
Sl. number
Plastic for coating aggregate used in the mix
Stripping (%)
1
0.38%
9
2
0.42%
5
3
0.46%
2.5
4
0.5%
0
5
0.54%
0
6
0.60%
0


#### 2.2.3. Indirect Tensile Strength Test

The indirect tensile strength (ITS) test is used to measure the tensile strength of the bituminous concrete which can be used to assess the fatigue behavior. The standard procedure as per ASTM D 6931 is followed to prepare the sample for the test as well as to measure the failure loads [30]. The ITS provides a measure of the tensile strength of the bituminous mixes. The test is conducted on the conditioned and unconditioned samples. Three samples are kept in freezer for 16 hours and then placed in a water bath for 24 hrs at a temperature of 60°C. These samples are considered as conditioned samples. Another 3 samples are kept unconditioned. The sample is tested in the Marshall Stability testing equipment. The indirect tensile strength results are presented in Table 9.Table 9
Indirect tensile strength test results.
Sl. number
Plastic % for coating of OBBA
The indirect tensile strength (N/mm2)
Tensile strength ratio (%)
Unconditioned
Conditioned
1
0.38%
0.86
0.63
73.00
2
0.42%
1.06
0.82
77.36
3
0.46%
1.24
0.99
79.84
4
0.50%
1.28
1.04
81.25
5
0.54%
1.31
1.08
82.44
6
0.60%
1.32
1.08
81.81


#### 2.2.4. Resilient Modulus Test

Resilient modulus (RM) of bituminous concrete mix is an important parameter for flexible pavement design and evaluation. It is defined as the ratio of the repeated stress to the corresponding resilient strain. The resilient modulus of a tested sample is calculated from the following equation:(1)
E
RT
=
P
V
RT
+
0.27
t
Δ
H
T
,where P is the repeated load in N, V
RT is the total Resilient Poisson ratio generally taken as 0.35, t is the thickness of specimen in mm, and Δ
H
T is the total recoverable horizontal deformation in mm. The test is performed according to ASTM D 7369-11 [31].


#### 2.2.5. Wheel Tracking Test

Rutting is a longitudinal depression on groove in the wheel tracks. The ruts are formed according to the width of the wheel path. Pavement rutting not only decreases the service life of the roads but also creates perils for the road users. Rutting characteristics are studied using immersion wheel tracking device. Wheel tracking test is widely used for evaluating the rutting potential of pavements. In this method, a steel wheel with solid rubber tire is rolled to and fro over the specimen of bituminous surface of size 600 mm × 200 mm × 50 mm to test the rutting potential and then rutting depth is measured up to 8000 passes [32].


#### 2.2.6. Fatigue Life Test

Repeated load test is conducted using fatigue testing machine developed by Geotran, New Delhi. An attempt is made to study the performance of bituminous concrete with plain and 0.54% plastic coated brick aggregate mix under the applied loads, 2 kN, 3 kN, and 4 kN, respectively, and frequency 5 Hz with sinusoidal type of waveform is applied at temperatures between 35°C and 37°C [33, 34]. Three specimens are tested for each case.


## 2.1. Material

### 2.1.1. Bitumen

Bitumen is commonly known as asphalt cement or asphalt. It is mainly used as binder mixed with aggregate particles to form bituminous concrete. In this study, VG-30 grade bitumen has been used as binder to prepare the bituminous concrete mix. The penetration test of bitumen is carried out at a temperature of 25°C. The properties of bitumen used in this study are presented in Table1 and compared with the acceptable values mentioned in Indian Standard Codes [15–19].Table 1
Properties of bitumen.
Sl. number
Test performed
Test result
Acceptable values
1
Specific gravity
0.99
0.99 (minimum)
2
Penetration (mm)
83
80–100
3
Softening point (°C)
47
35–50
4
Ductility (cm)
92
75 (minimum)


### 2.1.2. Aggregates

Aggregates normally constitute 90–95 percent of the weight of the total mix. The function of aggregate in a bituminous concrete mix is to provide a rigid skeleton and to reduce the space occupied by the bitumen content and fines. Aggregates have certain physical properties which judge the suitability of aggregate for specific uses. The physical properties of aggregates generally refer to the structure of the particles that form the aggregate. Though it is difficult to model directly the performance of bituminous mixture using aggregate properties, the properties like gradation, hardness, toughness, and porosity have major effects on the performance of bituminous mixture. Aggregate impact, Los Angeles abrasion, water absorption, and soundness test are carried out as per AASHTO T 96-02 (2015) and ASTM codes [20–23]. The test is carried out for stone, OBBA, and 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic coated OBBA. The results are tabulated in Table 2.Table 2
Properties of aggregate.
Test performed
Stone aggregate
OBBA
Plastic coated OBBA
0.38%
0.42%
0.46%
0.50%
0.54%
0.60%
Aggregate impact value
22.4%
29.6%
28.6
27.3%
26.2%
24.6%
23.9%
23.8
Los Angeles abrasion value
15.1%
32%
31.3
31.0%
30.1%
27.6%
25.2%
25.2
Water absorption value
0.96%
6.6%
5.9
5.3%
4.9%
3.5%
2.9%
2.5
Specific gravity
2.64
1.89
1.99
2.04
2.16
2.24
2.45
2.46


### 2.1.3. Stone Dust

The mineral fillers in a bituminous concrete mix consist of finely divided mineral matters such as rock dust, slag dust, hydrated lime, hydraulic cement, fly ash, loess, and other suitable mineral matters. Mineral fillers should have 100 percent of the particles passing 0.60 mm, 95 to 100 percent passing 0.30 mm, and 70 percent passing 0.075 mm. In this study, stone dust has been used as mineral filler. The standard test method mentioned in ASTM code is followed [24]. The properties of stone dust, used in this study, are listed in Table 3.Table 3
Properties of stone dust.
Sl. number
Test performed
Test result
1
Specific gravity
2.7
2
Bulk density (kN/m3)
18.1


### 2.1.4. Plastic

Plastic is an essential component of numerous consumer products. All kinds of plastic are not the same. They are usually synthetic and derived from petrochemicals, but few of them are partially natural too. Society of the Plastics Industry (SPI) classifies the different types of plastic as SPI Code numbers 1 to 7. Plastic with SPI code 1 is made of Polyethylene Terephthalate (PET) commonly used to make beverage bottles, medicine jars, combs, and so forth. Plastic with SPI code 2 is made of High-Density Polyethylene (HDPE) commonly used to make containers for milk, motor oil, and so forth. Plastic with SPI code 3 is made of polyvinyl chloride (PVC) commonly used to make PVC pipes. Plastic with SPI code 4 is made of Low-Density Polyethylene (LDPE) commonly used to make plastic cling wrap, sandwich bags, squeezable bottles, plastic grocery bags, and so forth. Plastic with SPI code 5 is made of polypropylene (PP) commonly used to make syrup bottles, stadium cups, and so forth. Plastic with SPI code 6 is made of polystyrene (PS) commonly used to make disposable coffee cups, packing foam, and so forth. Plastic with SPI code 7 is made of Polycarbonate (PC) and polylactide commonly used to make compact discs, medical storage containers, and so forth [25].Waste plastic carry bags are used in this study. Plastic carry bags are a type of shopping bags made from various kinds of plastic materials. Most of the carry bags are made up of Polyethylene (PE), Polypropylene (PP), and so forth. PE is the most popular and most widely used plastic all over the world. This material has wide range of properties with excellent fatigue and wear resistance. It has excellent impact resistance, low moisture absorption, and high tensile strength. The material is characterized by its thickness and softening temperature. The test results of plastic used in the study are tabulated in Table4.Table 4
Properties of plastic.
Type of material
Thickness (µm)
Softening point
Cup
150
100–120°C
Parcel cover
50
100–120°C
Carry bags
10
100–120°C
Film
50
100–120°C


## 2.1.1. Bitumen

Bitumen is commonly known as asphalt cement or asphalt. It is mainly used as binder mixed with aggregate particles to form bituminous concrete. In this study, VG-30 grade bitumen has been used as binder to prepare the bituminous concrete mix. The penetration test of bitumen is carried out at a temperature of 25°C. The properties of bitumen used in this study are presented in Table1 and compared with the acceptable values mentioned in Indian Standard Codes [15–19].Table 1
Properties of bitumen.
Sl. number
Test performed
Test result
Acceptable values
1
Specific gravity
0.99
0.99 (minimum)
2
Penetration (mm)
83
80–100
3
Softening point (°C)
47
35–50
4
Ductility (cm)
92
75 (minimum)


## 2.1.2. Aggregates

Aggregates normally constitute 90–95 percent of the weight of the total mix. The function of aggregate in a bituminous concrete mix is to provide a rigid skeleton and to reduce the space occupied by the bitumen content and fines. Aggregates have certain physical properties which judge the suitability of aggregate for specific uses. The physical properties of aggregates generally refer to the structure of the particles that form the aggregate. Though it is difficult to model directly the performance of bituminous mixture using aggregate properties, the properties like gradation, hardness, toughness, and porosity have major effects on the performance of bituminous mixture. Aggregate impact, Los Angeles abrasion, water absorption, and soundness test are carried out as per AASHTO T 96-02 (2015) and ASTM codes [20–23]. The test is carried out for stone, OBBA, and 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic coated OBBA. The results are tabulated in Table 2.Table 2
Properties of aggregate.
Test performed
Stone aggregate
OBBA
Plastic coated OBBA
0.38%
0.42%
0.46%
0.50%
0.54%
0.60%
Aggregate impact value
22.4%
29.6%
28.6
27.3%
26.2%
24.6%
23.9%
23.8
Los Angeles abrasion value
15.1%
32%
31.3
31.0%
30.1%
27.6%
25.2%
25.2
Water absorption value
0.96%
6.6%
5.9
5.3%
4.9%
3.5%
2.9%
2.5
Specific gravity
2.64
1.89
1.99
2.04
2.16
2.24
2.45
2.46


## 2.1.3. Stone Dust

The mineral fillers in a bituminous concrete mix consist of finely divided mineral matters such as rock dust, slag dust, hydrated lime, hydraulic cement, fly ash, loess, and other suitable mineral matters. Mineral fillers should have 100 percent of the particles passing 0.60 mm, 95 to 100 percent passing 0.30 mm, and 70 percent passing 0.075 mm. In this study, stone dust has been used as mineral filler. The standard test method mentioned in ASTM code is followed [24]. The properties of stone dust, used in this study, are listed in Table 3.Table 3
Properties of stone dust.
Sl. number
Test performed
Test result
1
Specific gravity
2.7
2
Bulk density (kN/m3)
18.1


## 2.1.4. Plastic

Plastic is an essential component of numerous consumer products. All kinds of plastic are not the same. They are usually synthetic and derived from petrochemicals, but few of them are partially natural too. Society of the Plastics Industry (SPI) classifies the different types of plastic as SPI Code numbers 1 to 7. Plastic with SPI code 1 is made of Polyethylene Terephthalate (PET) commonly used to make beverage bottles, medicine jars, combs, and so forth. Plastic with SPI code 2 is made of High-Density Polyethylene (HDPE) commonly used to make containers for milk, motor oil, and so forth. Plastic with SPI code 3 is made of polyvinyl chloride (PVC) commonly used to make PVC pipes. Plastic with SPI code 4 is made of Low-Density Polyethylene (LDPE) commonly used to make plastic cling wrap, sandwich bags, squeezable bottles, plastic grocery bags, and so forth. Plastic with SPI code 5 is made of polypropylene (PP) commonly used to make syrup bottles, stadium cups, and so forth. Plastic with SPI code 6 is made of polystyrene (PS) commonly used to make disposable coffee cups, packing foam, and so forth. Plastic with SPI code 7 is made of Polycarbonate (PC) and polylactide commonly used to make compact discs, medical storage containers, and so forth [25].Waste plastic carry bags are used in this study. Plastic carry bags are a type of shopping bags made from various kinds of plastic materials. Most of the carry bags are made up of Polyethylene (PE), Polypropylene (PP), and so forth. PE is the most popular and most widely used plastic all over the world. This material has wide range of properties with excellent fatigue and wear resistance. It has excellent impact resistance, low moisture absorption, and high tensile strength. The material is characterized by its thickness and softening temperature. The test results of plastic used in the study are tabulated in Table4.Table 4
Properties of plastic.
Type of material
Thickness (µm)
Softening point
Cup
150
100–120°C
Parcel cover
50
100–120°C
Carry bags
10
100–120°C
Film
50
100–120°C


## 2.2. Methods

### 2.2.1. Design of Bituminous Concrete Mix

Bituminous concrete is a composite material commonly used to surface roads in flexible pavement. It consists of mineral aggregate bound together with bitumen and compacted. Bituminous concrete is prepared by heating the bitumen in order to decrease its viscosity and to dry the aggregate in order to remove the moisture from it prior to mixing. In this study, the oven dried OBBAs are heated to 190°C temperature and then plastic shreds of size less than 2.36 mm are mixed on the aggregate. When the plastic shreds come in contact with the hot aggregate they melt and form a thin film on the surface of the aggregate. The coated aggregate is kept in room temperature for 24 hrs. The coated aggregate, mixed with hot bitumen in 150°C temperature, prepares the bituminous concrete mix. The bituminous concrete is characterized through different laboratory experiments [26].Bituminous concrete mix is commonly designed by Marshall Method. In this method, the resistance to plastic deformation of cylindrical specimen of bituminous mixture is measured. The test procedure is used in the design and evaluation of bituminous paving mixes. In this present study, Marshall Test is performed with stone aggregate as well as with overburnt brick aggregate. The standard gradation of aggregate to prepare the test specimen, followed in this study as per MoRT&H [27], is presented in Table 5. The main objective of the mix design is to find suitable bitumen content to prepare the concrete mix. The Marshall Method is used to determine the optimum bitumen content (OBC). Table 6 provides the standard values of Marshall Test results and tensile strength ratio (TSR) as specified by MoRT&H. Test specimens have been prepared and tested in the laboratory according to MoRT&H guidelines. From the test results the relationship of Marshall Stability, flow value, voids in mineral aggregate (VMA), air void (VA), and voids filled with bitumen (VFB) with varying percentages of bitumen content for stone aggregate, normal OBBA, and plastic coated OBBA has been studied. In this present study, 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic are added to the coarse aggregate for coating by weight of aggregate. The aggregates are heated to a temperature at 190°C and shredded plastic is added to the hot aggregate. The shredded plastic forms a coating over the hot aggregate. The plastic coated aggregate is used to prepare test specimen. The Marshall Test results, obtained in the laboratory for stone, OBBA, and coated OBBA, are displayed in Table 7.Table 5
Gradation of aggregate for bituminous concrete.
Sieve in mm
% passing by weight of specimen
Cumulative % passing
Cumulative % retained
% of aggregate and mineral filler
19
100
100
00
Coarse aggregate 38%
13.2
90–100
89.5
10.50
9.5
70–88
79.0
21.0
4.75
53–71
62.0
38.0
2.36
42–58
50.0
50.0
Fine aggregate 55%
1.18
34–48
41.0
59.0
0.60
26–38
32.0
68.0
0.30
18–28
23.0
77.0
0.15
12–20
16.0
84.0
0.075
4–10
7.00
93.0
Mineral filler 7%.Table 6
Design criteria as per MoRT&H.
Test performed
Minimum stability(at 60°C)
Flow (mm)
Compaction level (both sides)
Air void
VMA (minimum)
VFB
Marshall Quotient (kN/mm)
Tensile strength ratio (minimum)
Results
9 kN
2–4
75
3–5%
10%
65–75%
2–5
80%Table 7
Marshall Test results on different aggregate.
Properties
Stone
OBBA
Plastic coated OBBA
0.38%
0.42%
0.46%
0.50%
0.54%
0.60
OBC (%)
05.10
9.4
9.0
8.8
8.3
8.0
8.0
8.0
Unit weight (kN/m3)
24.1
23.0
23.1
23.2
23.3
23.7
23.9
24.0
Marshall Stability (kN)
17.50
8.5
9.8
10.6
11.8
12.4
13.3
13.4
Flow (mm)
3.90
3.1
3.29
3.5
3.75
3.82
3.9
4.2
% of VA
4.12
4.88
4.90
4.91
4.95
5.0
5.0
5.2
% of VMA
14.27
21.9
21.7
21.6
20.4
20.1
19.9
18.6
% of VFB
68.00
83
80.1
79
78.1
74.4
74.2
74.1
Marshall Quotient (kN/mm)
4.49
2.74
2.98
3.02
3.15
3.24
3.41
3.27


### 2.2.2. Stripping Value Test

Stripping value test is the determination of binding strength of the aggregate and bitumen. Standard guideline as specified by IS: 6241-1971 is followed to complete the test. 200 gm of clean, oven dried aggregates passing 20 mm sieve and retained on 12.5 mm sieve is heated to 150°C and mixed with 5% bitumen by weight of aggregate which is preheated to 160°C before the preparation of mix [28, 29]. It is tested by immersing bitumen coated aggregate in water for 24 hrs at a temperature of 40°C. When the bitumen coated aggregate is immersed in water, the water penetrates into the pores and fills the voids of the aggregates resulting in the peeling of bitumen. After 24 hr the stripping is observed and the percentage of stripping is noted. Test is conducted for the mix with precoated aggregate of 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic by weight of OBBA. The results are tabulated in Table 8.Table 8
Stripping value test results.
Sl. number
Plastic for coating aggregate used in the mix
Stripping (%)
1
0.38%
9
2
0.42%
5
3
0.46%
2.5
4
0.5%
0
5
0.54%
0
6
0.60%
0


### 2.2.3. Indirect Tensile Strength Test

The indirect tensile strength (ITS) test is used to measure the tensile strength of the bituminous concrete which can be used to assess the fatigue behavior. The standard procedure as per ASTM D 6931 is followed to prepare the sample for the test as well as to measure the failure loads [30]. The ITS provides a measure of the tensile strength of the bituminous mixes. The test is conducted on the conditioned and unconditioned samples. Three samples are kept in freezer for 16 hours and then placed in a water bath for 24 hrs at a temperature of 60°C. These samples are considered as conditioned samples. Another 3 samples are kept unconditioned. The sample is tested in the Marshall Stability testing equipment. The indirect tensile strength results are presented in Table 9.Table 9
Indirect tensile strength test results.
Sl. number
Plastic % for coating of OBBA
The indirect tensile strength (N/mm2)
Tensile strength ratio (%)
Unconditioned
Conditioned
1
0.38%
0.86
0.63
73.00
2
0.42%
1.06
0.82
77.36
3
0.46%
1.24
0.99
79.84
4
0.50%
1.28
1.04
81.25
5
0.54%
1.31
1.08
82.44
6
0.60%
1.32
1.08
81.81


### 2.2.4. Resilient Modulus Test

Resilient modulus (RM) of bituminous concrete mix is an important parameter for flexible pavement design and evaluation. It is defined as the ratio of the repeated stress to the corresponding resilient strain. The resilient modulus of a tested sample is calculated from the following equation:(1)
E
RT
=
P
V
RT
+
0.27
t
Δ
H
T
,where P is the repeated load in N, V
RT is the total Resilient Poisson ratio generally taken as 0.35, t is the thickness of specimen in mm, and Δ
H
T is the total recoverable horizontal deformation in mm. The test is performed according to ASTM D 7369-11 [31].


### 2.2.5. Wheel Tracking Test

Rutting is a longitudinal depression on groove in the wheel tracks. The ruts are formed according to the width of the wheel path. Pavement rutting not only decreases the service life of the roads but also creates perils for the road users. Rutting characteristics are studied using immersion wheel tracking device. Wheel tracking test is widely used for evaluating the rutting potential of pavements. In this method, a steel wheel with solid rubber tire is rolled to and fro over the specimen of bituminous surface of size 600 mm × 200 mm × 50 mm to test the rutting potential and then rutting depth is measured up to 8000 passes [32].


### 2.2.6. Fatigue Life Test

Repeated load test is conducted using fatigue testing machine developed by Geotran, New Delhi. An attempt is made to study the performance of bituminous concrete with plain and 0.54% plastic coated brick aggregate mix under the applied loads, 2 kN, 3 kN, and 4 kN, respectively, and frequency 5 Hz with sinusoidal type of waveform is applied at temperatures between 35°C and 37°C [33, 34]. Three specimens are tested for each case.


## 2.2.1. Design of Bituminous Concrete Mix

Bituminous concrete is a composite material commonly used to surface roads in flexible pavement. It consists of mineral aggregate bound together with bitumen and compacted. Bituminous concrete is prepared by heating the bitumen in order to decrease its viscosity and to dry the aggregate in order to remove the moisture from it prior to mixing. In this study, the oven dried OBBAs are heated to 190°C temperature and then plastic shreds of size less than 2.36 mm are mixed on the aggregate. When the plastic shreds come in contact with the hot aggregate they melt and form a thin film on the surface of the aggregate. The coated aggregate is kept in room temperature for 24 hrs. The coated aggregate, mixed with hot bitumen in 150°C temperature, prepares the bituminous concrete mix. The bituminous concrete is characterized through different laboratory experiments [26].Bituminous concrete mix is commonly designed by Marshall Method. In this method, the resistance to plastic deformation of cylindrical specimen of bituminous mixture is measured. The test procedure is used in the design and evaluation of bituminous paving mixes. In this present study, Marshall Test is performed with stone aggregate as well as with overburnt brick aggregate. The standard gradation of aggregate to prepare the test specimen, followed in this study as per MoRT&H [27], is presented in Table 5. The main objective of the mix design is to find suitable bitumen content to prepare the concrete mix. The Marshall Method is used to determine the optimum bitumen content (OBC). Table 6 provides the standard values of Marshall Test results and tensile strength ratio (TSR) as specified by MoRT&H. Test specimens have been prepared and tested in the laboratory according to MoRT&H guidelines. From the test results the relationship of Marshall Stability, flow value, voids in mineral aggregate (VMA), air void (VA), and voids filled with bitumen (VFB) with varying percentages of bitumen content for stone aggregate, normal OBBA, and plastic coated OBBA has been studied. In this present study, 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic are added to the coarse aggregate for coating by weight of aggregate. The aggregates are heated to a temperature at 190°C and shredded plastic is added to the hot aggregate. The shredded plastic forms a coating over the hot aggregate. The plastic coated aggregate is used to prepare test specimen. The Marshall Test results, obtained in the laboratory for stone, OBBA, and coated OBBA, are displayed in Table 7.Table 5
Gradation of aggregate for bituminous concrete.
Sieve in mm
% passing by weight of specimen
Cumulative % passing
Cumulative % retained
% of aggregate and mineral filler
19
100
100
00
Coarse aggregate 38%
13.2
90–100
89.5
10.50
9.5
70–88
79.0
21.0
4.75
53–71
62.0
38.0
2.36
42–58
50.0
50.0
Fine aggregate 55%
1.18
34–48
41.0
59.0
0.60
26–38
32.0
68.0
0.30
18–28
23.0
77.0
0.15
12–20
16.0
84.0
0.075
4–10
7.00
93.0
Mineral filler 7%.Table 6
Design criteria as per MoRT&H.
Test performed
Minimum stability(at 60°C)
Flow (mm)
Compaction level (both sides)
Air void
VMA (minimum)
VFB
Marshall Quotient (kN/mm)
Tensile strength ratio (minimum)
Results
9 kN
2–4
75
3–5%
10%
65–75%
2–5
80%Table 7
Marshall Test results on different aggregate.
Properties
Stone
OBBA
Plastic coated OBBA
0.38%
0.42%
0.46%
0.50%
0.54%
0.60
OBC (%)
05.10
9.4
9.0
8.8
8.3
8.0
8.0
8.0
Unit weight (kN/m3)
24.1
23.0
23.1
23.2
23.3
23.7
23.9
24.0
Marshall Stability (kN)
17.50
8.5
9.8
10.6
11.8
12.4
13.3
13.4
Flow (mm)
3.90
3.1
3.29
3.5
3.75
3.82
3.9
4.2
% of VA
4.12
4.88
4.90
4.91
4.95
5.0
5.0
5.2
% of VMA
14.27
21.9
21.7
21.6
20.4
20.1
19.9
18.6
% of VFB
68.00
83
80.1
79
78.1
74.4
74.2
74.1
Marshall Quotient (kN/mm)
4.49
2.74
2.98
3.02
3.15
3.24
3.41
3.27


## 2.2.2. Stripping Value Test

Stripping value test is the determination of binding strength of the aggregate and bitumen. Standard guideline as specified by IS: 6241-1971 is followed to complete the test. 200 gm of clean, oven dried aggregates passing 20 mm sieve and retained on 12.5 mm sieve is heated to 150°C and mixed with 5% bitumen by weight of aggregate which is preheated to 160°C before the preparation of mix [28, 29]. It is tested by immersing bitumen coated aggregate in water for 24 hrs at a temperature of 40°C. When the bitumen coated aggregate is immersed in water, the water penetrates into the pores and fills the voids of the aggregates resulting in the peeling of bitumen. After 24 hr the stripping is observed and the percentage of stripping is noted. Test is conducted for the mix with precoated aggregate of 0.38%, 0.42%, 0.46%, 0.50%, 0.54%, and 0.60% plastic by weight of OBBA. The results are tabulated in Table 8.Table 8
Stripping value test results.
Sl. number
Plastic for coating aggregate used in the mix
Stripping (%)
1
0.38%
9
2
0.42%
5
3
0.46%
2.5
4
0.5%
0
5
0.54%
0
6
0.60%
0


## 2.2.3. Indirect Tensile Strength Test

The indirect tensile strength (ITS) test is used to measure the tensile strength of the bituminous concrete which can be used to assess the fatigue behavior. The standard procedure as per ASTM D 6931 is followed to prepare the sample for the test as well as to measure the failure loads [30]. The ITS provides a measure of the tensile strength of the bituminous mixes. The test is conducted on the conditioned and unconditioned samples. Three samples are kept in freezer for 16 hours and then placed in a water bath for 24 hrs at a temperature of 60°C. These samples are considered as conditioned samples. Another 3 samples are kept unconditioned. The sample is tested in the Marshall Stability testing equipment. The indirect tensile strength results are presented in Table 9.Table 9
Indirect tensile strength test results.
Sl. number
Plastic % for coating of OBBA
The indirect tensile strength (N/mm2)
Tensile strength ratio (%)
Unconditioned
Conditioned
1
0.38%
0.86
0.63
73.00
2
0.42%
1.06
0.82
77.36
3
0.46%
1.24
0.99
79.84
4
0.50%
1.28
1.04
81.25
5
0.54%
1.31
1.08
82.44
6
0.60%
1.32
1.08
81.81


## 2.2.4. Resilient Modulus Test

Resilient modulus (RM) of bituminous concrete mix is an important parameter for flexible pavement design and evaluation. It is defined as the ratio of the repeated stress to the corresponding resilient strain. The resilient modulus of a tested sample is calculated from the following equation:(1)
E
RT
=
P
V
RT
+
0.27
t
Δ
H
T
,where P is the repeated load in N, V
RT is the total Resilient Poisson ratio generally taken as 0.35, t is the thickness of specimen in mm, and Δ
H
T is the total recoverable horizontal deformation in mm. The test is performed according to ASTM D 7369-11 [31].


## 2.2.5. Wheel Tracking Test

Rutting is a longitudinal depression on groove in the wheel tracks. The ruts are formed according to the width of the wheel path. Pavement rutting not only decreases the service life of the roads but also creates perils for the road users. Rutting characteristics are studied using immersion wheel tracking device. Wheel tracking test is widely used for evaluating the rutting potential of pavements. In this method, a steel wheel with solid rubber tire is rolled to and fro over the specimen of bituminous surface of size 600 mm × 200 mm × 50 mm to test the rutting potential and then rutting depth is measured up to 8000 passes [32].


## 2.2.6. Fatigue Life Test

Repeated load test is conducted using fatigue testing machine developed by Geotran, New Delhi. An attempt is made to study the performance of bituminous concrete with plain and 0.54% plastic coated brick aggregate mix under the applied loads, 2 kN, 3 kN, and 4 kN, respectively, and frequency 5 Hz with sinusoidal type of waveform is applied at temperatures between 35°C and 37°C [33, 34]. Three specimens are tested for each case.


## 3. Results and Discussion

### 3.1. Marshall Stability, Flow, and Marshall Quotient Properties

The results of Marshall Test show that the stability of the mix increases in equal proportion with the increase of the amount of plastic in the OBBA. At 0.60% plastic coating the value reaches up to 13.4 kN. But the flow value for such mix is 4.2 which is more than the highest permissible value 4.0 as mentioned in Table6. At 0.54% plastic coating the value reaches up to 13.3 kN which is very close to the highest value of 13.4 kN. The flow value is also within limit for such mix. Hence, in this study, 0.54% plastic coating is considered as optimum plastic content for coating of OBBA. The volumetric properties of this mix at different binder content versus stability, flow, air voids, bulk density, void filled with bitumen, and void in mineral aggregate are presented graphically in Figure 1. The stability of such mix increases by 56% compared to normal OBBA and decreases by 31.82% compared to stone. However, mixes with very high Marshall Stability values and low flow values are not desirable as the pavements, constructed with such mixes, may be brittle and are likely to develop cracks due to heavy vehicular traffic. This study also shows that Marshall Quotient value of the mix is also effective for mix with 0.54% plastic coated OBBA.Figure 1
Volumetric properties of bituminous concrete mix (using 0.54% plastic coated OBBA) at binder content versus stability, flow, air voids, bulk density, voids filled with bitumen, and void in mineral aggregate.


### 3.2. Resistance to Moisture Susceptibility

Stripping value reduces with the increase in the percentage of plastic coating. Stripping value is least when the percentage of plastic coating is 0.50 and 0.54%, respectively. It also satisfies the acceptable value (as per Table6). Hence 0.54% plastic coated aggregate shows a better binding strength with bitumen even when it is subjected to the worst moisture content. The coating of molten-plastic over the aggregate reduces water absorption. This shows that the voids on the surface are reduced. The fewer the voids the better the quality of the aggregate. The presence of entrapped air in the voids of aggregates causes oxidation of bitumen which results in stripping and formation of potholes. Thus, the plastic coated aggregate with fewer voids is considered as a better road construction material.


### 3.3. Indirect Tensile Strength

Bituminous pavement surface can develop distress due to fatigue. It is caused by tensile strains generated in the pavement not only by traffic loading but also by temperature variation. If the tensile strength is higher and the tensile strength ratio is within the permissible limit, in another way, it can be said that bitumen concrete mix is safe against fatigue. From Table8, it is noticed that the indirect tensile strength (ITS) increases with the increase in the amount of plastic content. The ITS value reaches a peak value at 0.54% plastic coating and then it falls in both conditioned and unconditioned cases. Highest ITS value is 1.31 N/mm2 for the same plastic content and corresponding tensile strength ratio (TSR) is 82.44% which is acceptable (as per Table 6). Thus, 0.54% plastic coated OBBA mix is safer against fatigue.


### 3.4. Resilient Modulus Test

The test is performed at different temperatures such as 5°C, 25°C, 35°C, and 45°C. The test results for resilient modulus test, obtained in the study, are shown in Figure2 for the mix without plastic coated brick aggregate and for the mix with 0.54% plastic coated brick aggregate.Figure 2
Resilient modulus values for the mix plain and modified aggregate (plastic coated).


### 3.5. Wheel Tracking Test

In the present study, the stress that the wheel applies to the specimen is 0.70 MPa. Two LVDTs (Linear Variable Differential Transducers) are fitted to the axle of the rubber wheel to monitor the rut depth. The output of the LVDT is connected to a computer. Dedicated software monitors the rut depth and plots the graph for number of passes versus rut depth. The wheel tracking results are shown in Figure3. The rutting is found lower in case of bituminous concrete mix containing 0.54% plastic coating in comparison to the 0% plastic coating.Figure 3
Rut depth versus number of passes.


### 3.6. Fatigue Life Test

The test result shows that the fatigue life of bituminous concrete with plastic coated brick aggregate is much higher than that of bituminous concrete with plain brick aggregate mix with equal tensile strain. This is due to the hardness of aggregate mix with plastic coating. Figure4 indicates that, for a given tensile strain ε
t of 200 × 10−6, the corresponding fatigue life of bituminous concrete of plain and modified brick aggregate is 355 and 765, respectively. Thus, it is concluded that the fatigue life of bituminous concrete mix with 0.54% plastic coated brick aggregate improves by a factor of 2.15. This clearly indicates that BC mix with 0.54% plastic coated aggregate is capable of tolerating higher strain and taking higher number of repetitions prior to failure. The present investigation positively proves that bituminous concrete mix with 0.54% plastic coated aggregate is expected to have much longer fatigue life compared to the bituminous concrete mix with plain brick aggregate mix.Figure 4
Tensile strain versus number of repetitions.


## 3.1. Marshall Stability, Flow, and Marshall Quotient Properties

The results of Marshall Test show that the stability of the mix increases in equal proportion with the increase of the amount of plastic in the OBBA. At 0.60% plastic coating the value reaches up to 13.4 kN. But the flow value for such mix is 4.2 which is more than the highest permissible value 4.0 as mentioned in Table6. At 0.54% plastic coating the value reaches up to 13.3 kN which is very close to the highest value of 13.4 kN. The flow value is also within limit for such mix. Hence, in this study, 0.54% plastic coating is considered as optimum plastic content for coating of OBBA. The volumetric properties of this mix at different binder content versus stability, flow, air voids, bulk density, void filled with bitumen, and void in mineral aggregate are presented graphically in Figure 1. The stability of such mix increases by 56% compared to normal OBBA and decreases by 31.82% compared to stone. However, mixes with very high Marshall Stability values and low flow values are not desirable as the pavements, constructed with such mixes, may be brittle and are likely to develop cracks due to heavy vehicular traffic. This study also shows that Marshall Quotient value of the mix is also effective for mix with 0.54% plastic coated OBBA.Figure 1
Volumetric properties of bituminous concrete mix (using 0.54% plastic coated OBBA) at binder content versus stability, flow, air voids, bulk density, voids filled with bitumen, and void in mineral aggregate.


## 3.2. Resistance to Moisture Susceptibility

Stripping value reduces with the increase in the percentage of plastic coating. Stripping value is least when the percentage of plastic coating is 0.50 and 0.54%, respectively. It also satisfies the acceptable value (as per Table6). Hence 0.54% plastic coated aggregate shows a better binding strength with bitumen even when it is subjected to the worst moisture content. The coating of molten-plastic over the aggregate reduces water absorption. This shows that the voids on the surface are reduced. The fewer the voids the better the quality of the aggregate. The presence of entrapped air in the voids of aggregates causes oxidation of bitumen which results in stripping and formation of potholes. Thus, the plastic coated aggregate with fewer voids is considered as a better road construction material.


## 3.3. Indirect Tensile Strength

Bituminous pavement surface can develop distress due to fatigue. It is caused by tensile strains generated in the pavement not only by traffic loading but also by temperature variation. If the tensile strength is higher and the tensile strength ratio is within the permissible limit, in another way, it can be said that bitumen concrete mix is safe against fatigue. From Table8, it is noticed that the indirect tensile strength (ITS) increases with the increase in the amount of plastic content. The ITS value reaches a peak value at 0.54% plastic coating and then it falls in both conditioned and unconditioned cases. Highest ITS value is 1.31 N/mm2 for the same plastic content and corresponding tensile strength ratio (TSR) is 82.44% which is acceptable (as per Table 6). Thus, 0.54% plastic coated OBBA mix is safer against fatigue.


## 3.4. Resilient Modulus Test

The test is performed at different temperatures such as 5°C, 25°C, 35°C, and 45°C. The test results for resilient modulus test, obtained in the study, are shown in Figure2 for the mix without plastic coated brick aggregate and for the mix with 0.54% plastic coated brick aggregate.Figure 2
Resilient modulus values for the mix plain and modified aggregate (plastic coated).


## 3.5. Wheel Tracking Test

In the present study, the stress that the wheel applies to the specimen is 0.70 MPa. Two LVDTs (Linear Variable Differential Transducers) are fitted to the axle of the rubber wheel to monitor the rut depth. The output of the LVDT is connected to a computer. Dedicated software monitors the rut depth and plots the graph for number of passes versus rut depth. The wheel tracking results are shown in Figure3. The rutting is found lower in case of bituminous concrete mix containing 0.54% plastic coating in comparison to the 0% plastic coating.Figure 3
Rut depth versus number of passes.


## 3.6. Fatigue Life Test

The test result shows that the fatigue life of bituminous concrete with plastic coated brick aggregate is much higher than that of bituminous concrete with plain brick aggregate mix with equal tensile strain. This is due to the hardness of aggregate mix with plastic coating. Figure4 indicates that, for a given tensile strain ε
t of 200 × 10−6, the corresponding fatigue life of bituminous concrete of plain and modified brick aggregate is 355 and 765, respectively. Thus, it is concluded that the fatigue life of bituminous concrete mix with 0.54% plastic coated brick aggregate improves by a factor of 2.15. This clearly indicates that BC mix with 0.54% plastic coated aggregate is capable of tolerating higher strain and taking higher number of repetitions prior to failure. The present investigation positively proves that bituminous concrete mix with 0.54% plastic coated aggregate is expected to have much longer fatigue life compared to the bituminous concrete mix with plain brick aggregate mix.Figure 4
Tensile strain versus number of repetitions.


## 4. Conclusion

The results of the study reveal that the 0.54% waste plastic coated brick aggregate shows better performance as road aggregate. From this study, the following conclusions can be drawn:(1)
The stability of the bituminous concrete mix with 0.54% plastic coated brick aggregate is 56% higher than the mix with plain brick aggregate.
(2)
Moisture susceptibility of the mix with modified aggregate is lesser than the plain mix.
(3)
The TSR value for the mix with modified aggregate is 9.44% higher than mix with plain brick aggregate which indicates the improvement in the moisture sensitivity of the mix.
(4)
Resilient modulus of the mix with 0.54% plastic coated brick aggregate at 35°C is 102% higher than the plain mix which indicates the higher stiffness of the mix.
(5)
Rutting failure for the mix with 0.54% plastic coated brick aggregate is lesser than the plain mix and it points out that the failure for this mix may take place at later stage.
(6)
Fatigue life of the mix with modified brick aggregate is also higher.Thus, plastic coated overburnt brick aggregate can be used as an alternative material for bituminous road construction.



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*Source: 5352787-2016-08-08.xml*