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

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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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