garnet waste as sand replacement for sub base layer...
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GARNET WASTE AS SAND REPLACEMENT FOR SUB BASE LAYER
MOHD ASNAWI BIN ABD WAHAB
A project report submitted in partial fulfilment
of the requirements for the award of the degree of
Master of Engineering (Civil)
Faculty of Civil Engineering
Universiti Teknologi Malaysia
JUNE 2017
iii
Dedicated to Allah S.W.T,
my beloved wife Fardhila Syahira Bt Salmi Nordin
and family.
iv
ACKNOWLEDGEMENTS
In the Name of Allah, the Most Gracious Most Merciful. First, I would like to
express my full thanks to God for giving me strength and a chance to complete my
Master’s dissertation.
I want to give my sincere appreciation to my supervisor, Dr Azman Bin Mohamad
for his guidance and help. Through his supervision and advices, this dissertation has
become a reality. To all the technicians at Highway and Transportation laboratories
UTM, thank you for everything, especially for your assistance and cooperation.
Finally, I hope that my findings in this research will expand the knowledge in this
field and contribute to all of us in future.
v
ABSTRACT
Pavement quality is an important element in ensuring user satisfaction. Quality
pavement layer will increase the life span of road. As such, it involves a layer of sub
base by replacing with garnet as a replacement material for sub base layer of sand.
This study addresses the usage of sand as sub base layer by reused garnet waste as
sub base layer up to 100 % replacement. The replacement of garnet for sub base
layer will minimise the abandoned the garnet waste. The objectives of this study are
to determine the degree of density and value of California Bearing Ratio (CBR)
value and categorize coefficient of permeability for the sub base mixture between
sand and garnet. There are several laboratory tests were conducted such as
compaction test, CBR and permeability of sand and garnet with ratio of 10 %, 20 %
and 30 % in the mixture. The tests were conducted to determine the maximum mix
proportion as sand replacement for sub-base layer. The results showed the CBR
value coefficients of permeability were meet to the CBR value of sub base 20% and
range permeability coefficient 0.001-1.000 cm/s. As conclusion, the mixture of 70%
sand and 30% garnet was maximum mix proportion that can be used in the
construction layers of sub base.
vi
ABSTRAK
Kualiti turapan adalah elemen penting dalam memastikan kepuasan pengguna.
Lapisan turapan yang berkualiti akan meningkatkan jangka hayat jalan raya. Oleh itu,
ia melibatkan lapisan sub base dengan menggantikan dengan garnet sebagai bahan
pengganti untuk lapisan sub base pasir. Kajian ini menangani penggunaan pasir
sebagai lapisan asas oleh sisa garnet sebagai lapisan sub base sehingga penggantian
mencapai 100%. Penggantian garnet untuk lapisan sub base akan mengurangkan sisa
garnet yang berlebihan. Objektif kajian ini adalah untuk menentukan tahap
ketumpatan dan nilai nilai California Nisbah Galas (CBR) dan mengkategorikan
pekali kebolehtelapan bagi campuran sub base antara pasir dan garnet. Terdapat
beberapa ujian makmal telah dijalankan seperti ujian pemadatan, CBR dan
kebolehtelapan pasir dan garnet dengan nisbah 10%, 20% dan 30% di dalam
campuran. Ujian telah dijalankan bagi menentukan perkadaran campuran maksimum
sebagai pengganti pasir untuk lapisan sub base. Hasil kajian menunjukkan pekali
nilai CBR kebolehtelapan adalah mencapai nilai CBR sub base 20% dan julat bagi
pekali kebolehtelapan 0.001-1.000 cm/s. Kesimpulannya, campuran 70% pasir dan
30% garnet adalah campuran maksimum bahagian yang boleh digunakan dalam
lapisan pembinaan sub base
vii
TABLE OF CONTENTS
CHAPTER TITLE PAGE
DECLARATION ii
DEDICATION iii
ACKNOWLEDGEMENTS iv
ABSTRACT v
ABSTRAK vi
TABLE OF CONTENTS vii
LIST OF TABLE x
LIST OF FIGURE xii
LIST OF ABREVIATIONS xiii
LIST OF SYMBOL xiv
1 INTRODUCTION 1
1.1 Introduction 1
1.2 Background of Study 2
1.3 Problem of Statement 2
1.4 Aim and Objectives 3
1.5 Scope of Study 4
1.6 Significance of Study 4
viii
2 LITERATURE REVIEW 5
2.1 Introduction 5
2.2 Flexible Road Pavement 6
2.3 Rigid Road Pavement 7
2.4 Semi Rigid Road Pavement 9
2.5 Pavement Layers 11
2.5.1 Subgrade 11
2.5.2 Sub-base 11
2.5.3 Base / Roadbase 12
2.5.4 Surface 12
2.6 Aggregates 13
2.7 Garnet 13
2.7.1 Abrasives Garnet 14
2.7.2 Mineral and Chemical Composition 15
2.8 Permeability 16
2.9 California Bearing Ratio (CBR) 21
2.10 Compaction 22
3 METHODOLOGY 24
3.1 Introduction 24
3.2 Research Frameworks 25
3.3 Material Properties 27
3.3.1 Sieve Analysis 27
3.3.2 Compaction and Moisture Content Test 30
3.3.3 California Bearing Ratio (CBR) 34
3.3.4 Permeability Test 36
ix
4 DATA AND ANALYSIS 39
4.1 Introduction 39
4.2 Sieve Analysis 40
4.2.1 Comparison between Sand and Garnet 40
4.3 Maximum Dry Density (MDD) 45
4.4 Limitation CBR of Sub base 50
4.5 Determination of Permeability Value, k 53
4.6 Relationship between CBR value and permeability
for Sub base 61
5 CONCLUSION AND RECOMMENDATION 63
5.1 Introduction 63
5.2 Conclusion 64
5.5 Recommendation 64
REFERENCES 66
APPENDICES A - E 69 - 96
x
LIST OF TABLE
TABLE NO TITLE PAGE
2.1 Comparison between properties of rigid and
flexible pavements 9
2.2 Properties compassion among AC, PCC and SRP
(Wu and Zhang, 2011) 10
2.3 Mineral Composition of Garnet Abrasives 16
2.4 Chemical Composition of Garnet Abrasives 16
2.5 Coefficient of permeability in different soils (Terzaghi, 1967) 17
2.6 Coefficient of permeability (Standard, 2004) 18
2.7 Permeability and drainage characteristic
of soils (K.Terzaghi, 1948) 19
2.8 Properties of Distilled Water ( = absolute) 21
2.9 Compaction requirements for the construction
of pavement layers 23
3.1 Percentages by mass BS sieve (British Standard In, 1992) 28
4.1 Aggregates specification for BS 410 mixture for mineral
filler gradation 43
4.2 Aggregates specification for BS 410 mixture
for fine gradation 43
4.3 Types of sand based on Fineness modulus (ML Gambhir, 2006) 44
4.4 Percentages by mass BS sieve (British Standard In, 1992) 44
4.6 Fineness modulus for mix proportion 45
4.7 Standard Deviation and Correlation 48
4.8 Summary of analysis data for CBR test 50
4.9 Typical Values of Hydraulic Conductivity of Saturated Soils 54
xi
4.10 Value of KTdan K20 55
4.11 Permeability and drainage characteristic of sample
proportion for KT 58
4.12 Permeability and drainage characteristic of sample
proportion for K20 59
xii
LIST OF FIGURE
FIGURE NO TITLE PAGE
2.1 Load Distribution 5
2.2 Layers of Flexible Pavement 6
2.3 Load Distribution 7
2.4 Structural of Pavement 8
2.5 Sample Of Garnet 14
2.6 Constant head permeability 20
3.1 Research Formwork 26
3.2 Test method for sieve analysis mix proportion 28
3.3 Test method for compaction and moisture content 30
3.4 Test method for California Bearing Ratio 34
3.5 Test method for permeability test for sand 37
4.1 Particle Grain Distribution 42
4.2 Optimum Moisture content for mix proportion 48
4.3 Maximum Dry Density versus Optimum Moisture Content 49
4.4 Graph analysis for sample 8S2G 52
4.5 Value of CBR for Mix Proportion and Minimum limit 53
4.6 Relationship between permeability and percentages
of garnet waste 56
4.7 Average maximum permeability KT and K20 60
4.8 Relationship between Permeability and CBR ratio 61
xiii
LIST OF ABREVIATIONS
AASHTO American Association of State Highway and Transportation Officials
ASTM Standard Test Method for Permeability of Granular Soils
(Constant Head).
BS 1377 British Standard Methods of test for soils for
Civil Engineering purposes
NSSGA National Stone, Sand and Gravel Association
ATJ Arahan Teknik Jalan
CBR California Bearing Ratio
JKR Jabatan Kerja Raya
MS Malaysian Standard
TMD Theoretical Maximum Density
MPCT Modified Proctor Compaction Test
VMA Voids in Mineral Aggregate
AC Asphalt Concrete
PCC Portland Cement Concrete
PAC Porous Asphalt Concrete
HMA Hot Mix Asphalt
SRP Semi-Rigid Pavement
VTM Void Ratio in Mix
VFB Void Filled Bitumen
OBC Optimum Bitumen Content
OMC Optimum Moisture Content
MDD Maximum Dry Density
g gram
mm millimetre
xiv
LIST OF SYMBOL
% Percent
k Coefficient of permeability
∆h Head of water
K20 The permeability at any temperature 20C
KT The permeability at any temperature T
T The viscosities at the temperature, T
T The viscosities at the temperature 20C
G A sample of Garnet
S A sample of Sand
R Coefficient of correlation
SD Standard of Deviation
COV Coefficient of Variation
10S 100 % of Sand
9S:1G 90% of Sand and 10% of Garnet
8S:2G 80% of Sand and 20% of Garnet
7S:3G 70% of Sand and 30% of Garnet
10G 100% of Garnet
1
CHAPTER 1
INTRODUCTION
1.1 Introduction
Sub base is the portion of the pavement structure between the base course and
the subgrade. It mainly acts as a structural layer helping to spread the wheel loads so
that the subgrade is not over-stressed. It also plays a useful role as a separation layer
between the base and the subgrade and provides a good working platform on which
the other paving materials can be transported, laid and compacted. It can also act as
a drainage layer (Department For International Development, 2000). It functions
primarily as platform for road base and assists in distributing loads from vehicles,
drainage layer and temporary access road during construction. Normally, the sub-
base course consists of lower quality materials than the base course which is better
than subgrade soils. Nowadays, three factors to be considered in the design are
failure mechanism, traffic loading and environmental factors to improve quality of
pavement. The quality of pavements depend on the strength of the natural soil
present at the site (Ramasubbarao and Siva Sankar, 2013). The design, behaviour
and thickness of these flexible pavements must be emphasized in the process of the
construction of pavement layer.
2
1.2 Background of Study
Sub base may be constructed of granular materials, cement treated materials,
lean concrete or open graded. For light traffic pavements such as residential streets,
secondary roads, parking lots and light duty airport, the use of sub base layer is not
required. The sub base or base thickness of pavement is governed by CBR value of
subgrade soil along with some other parameters such as traffic intensity, climatic
conditions (Ramasubbarao and Siva Sankar, 2013). The value of CBR is a measure
of strength of the pavement to ensure lifetime of pavement can be increased. The
strength of a stabilised material will depend on many factors (Department For
International Development, 2000). These include:
a) The chemical composition of the material to be stabilised;
b) The stabiliser content;
c) The degree of compaction achieved;
d) The moisture content;
e) The success of mixing the material with the stabiliser;
f) Subsequent external environmental effects
1.3 Problem of Statement
Sand is a material used in the construction of sub base in pavement layer.
Current trend of high demand for natural resources and low supply lead to price
increase. So, this problem could be solved by substituting the appropriate material
that has the same function in pavement layer. One solution to this crisis lies in
recycling waste into useful products. Garnet also can replace function of sub base as
drainage layer and prevent mud pumping, continuous support for slab and to protect
subgrade damage (Anjaneyappa, 2011).
3
Garnet is a waste material in marine industry and it is used to clean ship’s
body as it has particle materials with different sizes. Physically, garnet shapes and
sizes are similar to sand, but now, used garnet has become abundant without
appropriate disposal to replace normal sand for sub base layer.
The sustainable reuse of waste materials become critical due to the
enforcement of more stringent environmental regulations during the past few
decades. Significant amounts of virgin material are being used annually in roadwork
construction and development (Maghool et al., 2016).
1.4 Aim and Objectives
The aim of this study is investigate the maximum mix proportion of garnet to
replace normal sand for sub-base layer.
The objectives of this study are as follows:
a) To determine the degree of compaction mixed proportion between
sand and garnet,
b) To determine the California Bearing Ratio (CBR) values of sub base
of mixed between sand and garnet,
c) To classify the coefficient of permeability of sub base mixed between
sand and garnet.
4
1.5 Scope of Study
The scope of study for this research is to know the ability of garnet as waste
material to replace normal sand content for sub base layer based on garnet proportion
of 10 %, 20 % and 30 % of all mixture. It will be tested with compaction test,
California Bearing Ratio (CBR) and permeability to determine the degree of
compaction, CBR values and k value of permeability of mixture. The results can
clarify the optimum mixture proportion of sub base which are suitable for road
construction as an open graded drainage.
1.6 Significance of Study
The study is important for sustainable development through modification or
recycling waste material using available technologies and knowledge (Odd E Gjov,
2000). Furthermore, the assume cost of construction can be reduced and at the same
time the construction industry can be more sustainable with less pollution to the
environment and also avoid the second mode of damaged and the problem of
pumping.
66
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