behaviour of rubberized asphalt mixture...
TRANSCRIPT
BEHAVIOUR OF RUBBERIZED ASPHALT MIXTURE SUBJECTED TO
THERMAL LOADING
DLER HASSAN HUSSEIN
A project report submitted in partial fulfilment of the
requirements for the award of degree of
Master of Engineering (Civil – Transportation and Highway)
Faculty of Civil Engineering
Universiti Teknologi Malaysia
JANUARY 2015
iv
To my beloved Father and Mother
who support me spiritually throughout my life
To DIMAN,
my amazing wife,
whose sacrificial care for me and our daughters
made it possible for me to complete this work
To my daughters,
ZHWAN and YARAN
who are indeed a treasure from Allah
v
ACKNOWLEDGEMENT
In the Name of Allah, the Most Gracious, the Most Merciful
Praise and glory be to Almighty Allah for his blessings and giving me the
health and power to complete this work.
Foremost, I would like to express my special appreciation and thanks for the
continuous support of my supervisor Dr. Norhidayah Abdul Hassan. There are no
proper words to convey my deep gratitude and respect for the useful comments,
remarks and engagement through the learning process of this master project. Her
patience, motivation, eagerness, and knowledge have inspired me to become an
independent and helped me realize the power of critical reasoning. I am very
fortunate to have met such a good supervisor in UTM. Really, this project would
never have been completed (as we wish) without her assistance and support. I still
remember her advice, is to produce a piece of work, that not only to fulfil the grade
but something that I can be proud of.
A special thanks to my parents and my father and mother in-law, your prayers
for me was what sustained me thus far. I am extremely grateful to my lovely wife
and my daughters for their patient and continued support and encouragement
throughout the study period. I would also like to thank my brothers and sisters and
in-laws for their unconditional trust and prayers. Special thanks are also extended to
the technicians of Transportation Laboratory in UTM, particularly (Mr Sahak) who
afforded his precious time during the weekends to open the lab for me and tolerate
until I finished my lab works.
Finally, I would express my gratitude to Kurdistan Regional Government for
supporting me to have the opportunity to get higher degree in UTM-Malaysia.
vi
ABSTRACT
This study investigated the behaviour of dry mixed rubberised asphalt
mixture subjected to permanent deformation under high temperature variation.
Crumb rubber, obtained from recycled scrap tyres was used as an aggregate
replacement within the asphalt mixture as it could potentially provide greater elastic
recovery to the mixture. The elements of natural and synthetic rubber within the
scrap tyres have been identified to improve the thermal stability of the tyre
compound and provide wider working temperature range. Therefore, to use the
crumb rubber as a modifier in asphalt mixture could possibly improve the properties
of asphalt mixture at various service temperatures and consequently, improve the
resistance against permanent deformation. Additionally, this could provide an
alternative in recycling the scrap tyres as non-decaying waste material. In this study,
a mixture of Asphaltic Concrete of AC14 (dense graded with nominal maximum
aggregate size 14 mm) was modified with 1, 2 and 3% of crumb rubber (coarse size,
5 mm) from the total weight of aggregate using dry process method. The properties
of the rubberised mixtures were compared to the control mixture (with no rubber).
Samples were prepared using Marshall Compactor and tested under Resilient
Modulus at 25 and 40ºC to measure the material stiffness. In addition, Dynamic
Creep Test was conducted to determine the permanent deformation at four
temperature conditions; 25, 40, 50, and 60°C. The analysis was focused on the effect
of adding crumb rubber in asphalt mixture in terms of accumulated permanent strain
under the influence of temperature variation. Based on this study, it was observed
that the susceptibility of asphalt mixture to high temperature was reduced by the
crumb rubber modification.
vii
ABSTRAK
Kajian ini telah dijalankan untuk mengenalpasti sifat campuran asfalt kering
dengan campuran getah yang tertakluk kepada perubahan bentuk kekal dengan
variasi suhu tinggi. Getah remah, „Crumb Rubber‟ yang diperolehi daripada tayar
sekerap yang dikitar semula telah digunakan sebagai pengganti agregat dalam
campuran asfalt kerana ia boleh memberikan kebolehan elastik yang lebih tinggi
kepada campuran. Unsur-unsur getah asli dan tiruan dalam tayar sekerap telah
dikenal pasti dapat meningkatkan kestabilan terma dalam kompaun tayar dan
menyediakan julat suhu kerja yang lebih luas. Oleh itu, penggunaan Getah Remah
sebagai pengubahsuai dalam campuran asfalt boleh meningkatkan sifat-sifat
campuran asfalt pada pelbagai julat suhu, justeru meningkatkan rintangan terhadap
perubahan bentuk kekal. Tambahan lagi, penggunaan Getah Remah dalam kajian ini
boleh memberikan alternatif dalam mengitar semula tayar sekerap yang sedia ada
dari bahan buangan tidak mereput. Dalam kajian ini, campuran konkrit asfalt
daripada AC14 (bergred tumpat dengan saiz nominal agregat maksimum 14 mm)
telah diubah suai dengan 1, 2 dan 3% daripada Getah Remah (saiz kasar, 5 mm) dari
jumlah berat agregat menggunakan kaedah proses kering. Sifat-sifat campuran Getah
Remah dibandingkan dengan campuran kawalan (tanpa getah). Sampel telah
disediakan dengan menggunakan Marshall Compactor dan diuji di bawah „Resilient
Modulus‟ pada suhu 25 dan 40ºC untuk mengukur kekukuhan bahan. Di samping itu,
ujian „Dinamik Creep‟ telah dijalankan untuk menentukan perubahan bentuk kekal
pada empat keadaan suhu; 25, 40, 50, dan 60°C. Analisis ini telah memberi tumpuan
kepada kesan penambahan Getah Remah dalam campuran asfalt dari aspek
ketegangan tetap terkumpul „permanent strain‟ hasil daripada pengaruh perubahan
suhu. Berdasarkan kajian ini, telah didapati bahawa pengaruh suhu yang tinggi
kepada campuran asphalt telah dikurangkan oleh pengubahsuaian Getah Remah
tersebut.
viii
TABLE OF CONTENTS
CHAPTER TITLE PAGE
DECLARATION ii
ACKNOWLEDGEMENT iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF TABLES x
LIST OF FIGURES xi
LIST OF ABBREVIATIONS AND SYMBOLS xiv
LIST OF APPENDICES xv
1 INTRODUCTION
1.1 Introduction 1
1.2 Problem Statement 3
1.3 Aim and Objectives of Study 4
1.4 Scope of Study 5
1.5 Significance of Knowledge 5
2 LITERATURE REVIEW
2.1 Introduction 7
2.2 Thermal Effects on Asphalt Pavement 8
2.3 Permanent Deformation in Asphalt Pavement 11
2.4 Resilient Modulus 15
2.5 Creep and Recovery Behaviour 16
2.6 Asphalt Mixture Materials 18
2.6.1 Bituminous Binder 19
2.6.2 Aggregate and Gradation 22
2.6.3 Air voids in Mixture 24
ix
2.7 Crumb Rubber Modifier 25
2.7.1 Waste tires in civil engineering applications 25
2.7.2 Recovered Rubber: Types and Particle Size 27
2.7.3 Crumb Rubber: Properties and Production 28
2.7.4 Crumb Rubber : Composition and Physical
Properties 30
2.8 Rubberized Asphalt Mixture (RAM) 34
2.8.1 Background 34
2.8.2 Wet Process 35
2.8.3 Dry Process 36
2.8.4 Benefits and limitation of RAM 37
2.9 Modification Concept of Dry Process 38
2.10 Dry Mixed RAM Technology 40
3 METHODOLOGY
3.1 Introduction 43
3.2 Operational Framework 44
3.3 1st Stage: Asphalt Mixture Design 45
3.3.1 Materials 45
3.3.1.1 Aggregate 45
3.3.1.2 Bitumen 46
3.3.1.3 Crumb Rubber 47
3.3.2 Sieve Analysis 47
3.3.3 Aggregate Gradation 50
3.3.3.1 Aggregate Replacement with Crumb
Rubber 51
3.3.3.2 RAM Aggregate Gradation 53
3.3.3.3 Specific Gravity 53
3.3.4 Marshall Mix Design 57
3.3.4.1 Conventional Asphalt Mixture 57
3.3.4.2 Rubberized Asphalt Mixture 58
3.3.5 Marshall Mix Design Procedures 59
3.3.5.1 Apparatus 60
3.3.5.2 Procedures 61
3.3.6 Theoretical Maximum Density 64
3.3.6.1 Apparatus 65
3.3.6.2 Procedures 65
x
3.3.7 Bulk Specific Gravity 67
3.3.7.1 Apparatus 67
3.3.7.2 Procedures 68
3.3.8 Flow and Stability Test 70
3.3.8.1 Apparatus 70
3.3.8.2 Procedures 71
3.3.9 Determination of Optimum Bitumen Content
(OBC) 73
3.4 2nd
Stage: Resilient Modulus Test 74
3.4.1 Apparatus 74
3.4.2 Procedures 77
3.5 3rd
Stage: Dynamic Creep Test 80
3.5.1 Apparatus 80
3.5.2 Procedures 82
4 RESULTS AND DISCUSSIONS
4.1 Introduction 84
4.2 Asphalt Mixture Design 85
4.2.1 Material Properties 85
4.2.2 Aggregate Gradation 86
4.2.3 Marshall Mix Method Test Analysis 90
4.2.4 Volumetric Analysis of Asphalt Mixture
Samples 93
4.2.5 Determination of Optimum Bitumen Content
(OBC) 95
4.3 Sample Preparation for Test Performance 97
4.4 Resilient Modulus 98
4.5 Permanent Deformation 100
5 CONCLUSIONS AND RECOMMENDATIONS
5.1 Conclusions 112
5.2 Recommendations 114
REFERENCES 115
APPENDICES A - J 119
xi
LIST OF TABLES
TABLE NO. TITLE PAGE
2.1 Elementary analysis of the bituminous materials 20
2.2 Aggregate characteristics effect on rutting of
asphalt mixture
24
2.3 Comparison of passenger car and truck in the EU 31
2.4 Comparison of passenger car and truck (Rubber
Manufacturer Association, USA)
31
2.5 Effect of different temperature on rubber
properties
32
3.1 Gradation Limit for Asphalt mixture AC 14 51
3.2 Design Bitumen Content 57
3.3 Test and Analysis Parameter 58
3.4 Total number of samples for Marshall Mix Design 59
4.1 Bitumen properties 85
4.2 Aggregate size 5 mm properties 86
4.3 Gradation Limit for Asphalt mixture AC14 for Control
(0%CRM) mixture
87
4.4 Volumetric aggregate replacement with CR 88
4.5 Gradation Limit for Rubberized Asphalt mixture AC14
(1, 2 and 3%CRM) mixture
88
4.6 Optimum Bitumen Content (OBC) for all mixtures 96
4.7 Marshall Mix Design Method requirements 96
xii
LIST OF FIGURES
FIGURE NO. TITLE PAGE
2.1 Highest pavement temperatures vs. highest air
temperature
9
2.2 Schematic showing three main regions in the
relationship between total permanent strains and
loading cycles curve
14
2.3 Idealized responses of elastic, viscous and
viscoelastic material under constant stress loading
22
2.4 Aggregate mixture gradation 23
2.5 Crumb Rubber production methods 30
2.6 Wet Process Method 36
2.7 Dry Process Method 37
2.8 Illustration of elastic behaviour of rubber particles 39
3.1 Operational framework of the laboratory work 44
3.2 AC 14 Aggregate Mix, Retaining on Various Sieve
Sizes (1200 g)
46
3.3 Bitumen Pen 60/70 sample 46
3.4 Crumb Rubber Modifier (CRM) 47
3.5 Mechanical Sieve Shaker with different sieve sizes 48
3.6 Separating aggregates according to appropriate size
from AC 14
49
3.7 Washing aggregate to remove the dust 50
3.8 Aggregate gradations for AC14 51
3.9 CR and Aggregate Comparison by Volume and
Mass (for 3%CRM)
52
xiii
3.10 Aggregate samples in the immersed glass flask 54
3.11 Weighing filled (with distilled water and aggregate
sample) glass flask
56
3.12 Drying process for aggregate sample 56
3.13 Heating process in Marshall Mix method 62
3.14 Mixing process in Marshall Mix method 63
3.15 Compacting and extracting process in Marshall Mix
method
63
3.16 All samples were used for Marshall Mix method 64
3.17 Loose Asphalt Mixture sample 66
3.18 Vacuum Apparatus for TMD test 66
3.19 Vessel weighted in water and in air 67
3.20 Balance with wire basket in water bath 68
3.21 Weighting Marshall sample in air and water 69
3.22 Water bath 71
3.23 Marshall Machine 71
3.24 UTM Machine (Resilient Modulus Tools Installed) 76
3.25 UTM Machine-Resilient Modulus components 76
3.26 Resilient Modulus components 77
3.27 Resilient Modulus Test Software Result Display 79
3.28 UTM Machine (Dynamic Creep Tools Installed) 81
3.29 UTM Machine-Dynamic Creep Test 81
3.30 Sample under Dynamic Creep Test 82
3.31 Dynamic Creep Test Software Result Display 83
4.1 Designed percentage of each material by volume 89
4.2 Designed percentage of each material by mass 89
4.3 Marshall Samples 98
4.4 Resilient Modulus results at 25°C 99
4.5 Resilient Modulus results at 40°C 100
4.6 Accumulative Permanent Strains vs. Loading Cycles for
Control Mixture (0%CRM) @ 25, 40, 50 and 60°C
103
4.7 Accumulative Permanent Strains vs. Loading
Cycles for RAM (1%CRM) @ 25, 40, 50 and 60°C
103
xiv
4.8 Accumulative Permanent Strains vs. Loading
Cycles for RAM (2%CRM) @ 25, 40, 50 and 60°C
104
4.9 Accumulative Permanent Strains vs. Loading
Cycles for RAM (3%CRM) @ 25, 40, 50 and 60°C
104
4.10 Accumulative Permanent Strains vs. Loading
Cycles @ 25°C
105
4.11 Accumulative Permanent Strains vs. Loading
Cycles @ 40°C
105
4.12 Accumulative Permanent Strains vs. Loading
Cycles @ 50°C
106
4.13 Accumulative Permanent Strains vs. Loading
Cycles @ 60°C
106
4.14 Simulation of the sample shapes after Creep test at
different temperature (Increment explanation)
107
4.15 Loading cycle stations (For comparison between
strain increments at different temperature)
108
4.16 Accumulative Strain Increment Rate @ 40ºC 108
4.17 Accumulative Strain Increment Rate @ 50ºC 109
4.18 Accumulative Strain Increment Rate @ 60ºC 109
4.19 Creep Modulus for control mixture and RAMs
(1%CRM, 2%CRM and 3%CRM) at 1000 load
cycles under various temperature
111
xv
LIST OF ABBREVIATIONS AND SYMBOLS
AASHTO - American Association of State Highway and Transportation
AC - Asphaltic Concrete
ASTM - American Society of Testing and Materials
BS - British Standards
CRM - Crumb Rubber Modifier
En - Creep modulus
F - Flow
Gmb - Bulk specific gravity of compacted mix
Gmm - Theoretical maximum density
Gse - Effective specific gravity of total aggregate
HMA - Hot Mix Asphalt
JKR - Jabatan Kerja Raya
LVDT - Linear Variable Differential Transformer
Mr - Resilient Modulus
OBC - Optimum Bitumen Content
RAM - Rubberized Asphalt Mixture
S - Stability
SSD - Saturated Surface Dry
TMD - Theoretical Maximum Density
UTM - Universal Testing Machine
VFB - Voids Filled with Bitumen
VMA - Voids in Mineral Aggregate
VTM - Void in Total Mix
Ɛ - Accumulated strain
σ - Compressive axial stress
xvi
LIST OF APPENDICES
APPENDIX TITLE PAGE
A Specific Gravity for Aggregate Size (5 mm) 119
B Aggregate Gradation (AC14) Graphs 121
C Theoretical Maximum Density 123
D Marshall Test Results 128
E Marshall Parameters vs. Bitumen Content Graphs 133
F Marshall Volumetric Parameter Results (VTM Check) 138
G Resilient Modulus Test Results 143
H Dynamic Creep Test Results 146
I Permanent Strain and Increment Rate 149
J Preparing, Testing and Trimming Samples 151
CHAPTER 1
INTRODUCTION
1.1 Introduction
Asphalt mixtures are complex heterogeneous materials consists of bitumen,
aggregate and air voids. The interactions between these components resist the loads
from the traffic to underneath layers and their properties determine the ability of the
road layers to withstand the loads and prevent the failure (Abdul Hassan and Rosli,
2012). At high temperatures, the bitumen tends to flow easily, and behaves like a
viscous liquid. This could lead to the loss of internal friction between the aggregate
particles, consequently make the repeated loading be supported by the asphalt binder
rather than the aggregate structure, resulting in the permanent deformation in asphalt
mixtures (Huang et al., 2012). On the other hand, asphalt mixture according to their
components, is a temperature sensitive material, where the properties close to elastic
material at a lower temperature and close to viscous material at a higher temperature.
Its viscoelastic property has a close relationship to rutting, cracking, fatigue
behaviour, and other distresses of asphalt pavement (Peilong Li et al., 2013).
Therefore, it is very important to find out ways to delay the asphalt pavement
deterioration experienced by the conventional asphalt mixture and increase pavement
service life.
Various researchers reported that using additives such as different type of
polymers and fibres to modify asphalt mixture could be a solution to delay
2
deterioration of asphalt pavement (Moghaddam et al., 2011). The addition of Crumb
Rubber Modifier (CRM) as polymer additives in asphalt mixtures has increased
significantly in past years around the world, especially in the USA. Several of the
roads have been reported to be in good condition after several years in service in
comparison to conventional mixtures (Wong and Wong, 2007). Previous studies
have demonstrated that CRM binders produce pavements with good mechanical
behaviour. They offer improved resistance to rutting, better resistance to low
temperature cracking, reduced fatigue cracking and temperature susceptibility,
decreased traffic noise and maintenance costs, and prolonged pavement life. These
pavements also save energy and natural resources by making use of waste products.
Because of these advantages, CRM asphalt mixtures are increasingly used as a green
material in the highway pavement construction industry in many countries
(Rodríguez et al., 2014).
Crumb rubber modified materials are mainly applied via two techniques in
asphalt pavement. One is the wet process, in which the crumb rubber is used as a
modifier in bitumen, and the other is the dry process, in which the ground crumb
rubber is directly mixed with aggregate prior to mixing it with bitumen. Although,
the wet process has been used widely for its excellent performance in comparison to
dry process, still the last has own distinct advantages as it can be added directly to
the aggregate, that means the process is simpler and the amount of crumb rubber
recycled is greater than those used in wet process. In this study, the properties of the
rubberized asphalt mixture using dry process under permanent deformation mode
were investigated under the influence of high temperature. Different percentages of
CRM modified asphalt mixture were evaluated and compared with the conventional
asphalt mixture.
3
1.2 Problem Statement
Allocating design period and service quality for any highway construction
project are essentially rely on the asphalt mixture component that consist of bitumen,
aggregate and air voids. Unfortunately, with the steady increase in the traffic
intensity and high axle load with the significant variation in daily and seasonal
temperature asphalt mixtures a typical visco-elastic material damaged at different
environmental condition particularly at high temperature. This is because; under this
condition the viscosity of the asphalt binder will be very low and thus reduce the
internal friction between the aggregate particles, leading to the permanent
deformation.
The phenomenon of permanent deformation in asphalt pavements has a major
impact on the pavement performance throughout its life. It will not only reduce the
service life, but it may also affect the vehicle handling manoeuvres, which can be
hazardous to the road users. Therefore, it is a demand for improving the properties of
the asphalt mixture by modifying the conventional asphalt mixtures to enhance the
mixture properties. One of the modification methods is to introduce recycled material
such as crumb rubber (obtained from scrap tires) as aggregate replacement within the
mixture using dry process. Previous research has established that adding CRM could
improve asphalt mixture resistant against permanent deformation and fatigue cracks
(Hamed, 2010; Peilong Li et al., 2013; Moghaddam et al., 2011).
In addition, by modifying asphalt mixture with CRM using dry process could
result of better performance at both high and low temperatures (Cao, 2007).
Therefore, this study was carried out to investigate the effect of CRM on the asphalt
mixture characteristics in term of its resistance against permanent deformation under
temperature variation. Moreover, the rubber composition within the tires consists of
natural and synthetic rubber where these materials are identified to improve the
thermal stability of the tire compound, making it ideal for anti-vibration applications
and use in large tires where excessive heat build-up could be disastrous. For example
the natural rubber has a working temperature range of approximately -50oC to 100
oC.
4
Additionally, the properties of the compound also could provide greater elastic
recovery and excellent physical strength as well as resilience and high resistance to
tearing and abrasion.
1.3 Aim and Objectives of Study
The aim of this study is to investigate the mechanical properties of dry mixed
rubberized asphalt mixture under the temperature variation. The objectives are as
follows:
i) To determine the effect of different percentages of CRM on resilient modulus
of asphalt mixture.
ii) To determine the performance of rubberized asphalt mixture under permanent
deformation with the influence of temperature variation.
5
1.4 Scope of Study
In this study four mixture types were prepared namely control mixture
(Asphalt mixture with nominal maximum aggregate size, NMAS 14 mm-AC14
without rubber) and rubberized mixture with 1, 2 and 3% of crumb rubber (single
size of 5 mm) from the total weight of aggregate. AC 14 is a dense graded mixture
type according to JKR/SPJ/2008-S4. Marshall Mix design was used for fabricating
the compacted samples and determining the optimum bitumen content. Resilient
Modulus test was conducted at 25 and 40ºC, to measure the material stiffness. In
addition, the samples were tested under various temperature conditions to evaluate
the permanent deformation under high temperature using Dynamic Creep Test. The
samples were tested at four temperature conditions; 25, 40, 50, and 60°C. This range
of temperatures was intended to simulate a full hot season cycle of outdoor
temperature variations a pavement would experience. It should be noted that the
temperature variation in an asphalt pavement is significantly higher than the air
temperature. Therefore, the range of testing temperatures presented here reflects the
pavement temperatures, not the encompassing aboveground temperature.
1.5 Significance to Knowledge
Noticeable differences in the temperature degree in many countries influence
the asphalt mixture performance, causing a lot of distresses in the pavement.
Permanent deformation is one of the main distresses which normally occur in hot
climate area as a result of the repeated heavy axle load. The resistance of asphalt
mixtures against permanent deformation change with the influence of the
temperature fluctuation due to the asphalt temperature‟s susceptibility where it tends
to flow at high temperatures. As a result, each year millions of dollars are invested
for the construction and maintenance of roads. Therefore, to use an elastomer
polymer such as crumb rubber is expected to improve the stability of the asphalt
mixture at high and low temperature service. This is because some valuable
6
components within the crumb rubber might well contribute to the improvement of
bitumen properties as well as asphalt mixture. Additionally, this could provide an
alternative in recycling the scrap tires as non-decaying waste material. Previous
studies conducted on the asphalt mixture modified with crumb rubber, particularly
using wet process have proved that the rubber could reduce the temperature
susceptibility of the mixture and increase thermal cracking resistance (Rodríguez et
al., 2014). However, not much information can be found on the performance of dry
mixed rubberized asphalt mixture under the temperature variances. Therefore, this
study is very important in getting some data related to the temperature influence
upon the permanent deformation mode of dry mixed rubberized asphalt mixture.
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