CONSISTENCY OF ATTERBERG LIMIT PROPERTIES FOR CRUSHED

LIMESTONE AGGREGATE BASE COURSE BETWEEN STOCKPILE AND

IN PLACE MATERIAL

SREERAMALU NAMATHEVAN

A project report submitted in partial fulfilment of the

requirements for the award degree of

Master of Engineering (Geotechnics)

Faculty of Civil Engineering

Universiti Teknologi Malaysia

MAY 2017

iii

Dedicated to my beloved family

“Special thanks for their motivation, concern and help”

iv

ACKNOW LEDGEM ENT

First of all thanks I wish to thank to god for his blessing, the countless gifts

offered to me and in giving me this opportunity to complete this project report.

It is a great pleasure to acknowledge my deepest thanks and special

appreciation to my supervisor Professor Ir Dr Ramli Nazir for his invaluable help of

constructive comments and tolerance throughout this project work which has

contributed to the success of this study.

Not forgetting my beloved loved wife Santhy, daughters Dr Kartikasri, Dr

Shalini Sri and my son Shree Sivaneswaran on the sacrifices, encouragement and

every possible support extended throughout the whole programme and successful

completion of this study.

Last but not least, I would like to thank all my colleagues who had helped

directly and indirectly towards the completion of this project.

v

ABSTRACT

This paper presents the test results and discuss the properties consistency for

crushed limestone aggregate materials collected from the stockpile and from in-place

after wetting, mixing, laying, grading and compacting on site using a 25 tonne roller

compactor with a layer thickness of 300mm. A number of test was carried out to

investigate the liquid limits and plasticity index properties of the crushed limestone.

A total of 48 samples was collected, i.e. 24 samples from the stockpile and 24

samples from in-place. The samples collected from all the stockpiles i.e. from both

Doha and Kuala Lumpur meets the ASTM D4318 test for plastic limits ranging from

22 to 25 and for the plasticity index (PI) ranging from non plastic to a maximum of

4. The results for the in place material samples showed an increase in values for both

the Kuala Lumpur and Doha site in comparison to the results from the stockpiles

with the plastic limits ranging from 23 to 35 and the plasticity index ranging from

non plastic to 10. The results varied by location with the in-place samples from

Kuala Lumpur complied with both the plastic and plasticity index limits while the in­

place material results from Doha complied with the liquid limits but exceeded the

plasticity index limit of 6. The results obtained and the observation made in this

study suggests that limestone properties consistency varies with region, location and

type of limestone with Kuala Lumpur limestone mainly consisting of composed

crystallised carbonate rocks and formed marble rocks with minor intercalation of

phyllite whereas the Doha limestone is overlain by younger strata that form a number

of messa-type hills.

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ABSTRAK

Kertas ini membentangkan keputusan kajian dan perbincangan sifat ketekalan

untuk bahan agregat batu kapur yang di kumpulkan dari longokkan simpanan dan

juga dari di-tempat selepas penambahan air, campuran, pengredan dan pemampatan

d i t a p a k m e n g u n a k k a n “ r o l l e ket"balap kpman d a t a n

setebal 300 mm. Sebilangan ujian telah dijalankan untuk mengkaji had cecair dan

index keplastikan bagi agregat batu kapur. Sejumlah 48 sampel telah di ambil, iaitu

sebanyak 24 sampel dari longokkan simpanan dan sebanyak 24 sampel lagi di ambil

dari di-tempat. Sampel sampel yang telah diambil dari kesemua longokkan simpanan

d a r i D o h a d a n j u g a d a r i K u a l a L u m p u r me

ujian had cecair iaitu antara 22 dan 25 dan juga untuk index keplastikan antara tidak

plastik dan maxima 4. Keputusan ujian untuk sampel yang diambil dari di-tempat

menunjukkan peningkatan dibandingkan keputusan sampel dari longokkan simpanan

iaitu keputusan untuk had cecair antara 23 dan 35 dan index keplastikan antara tiada

plastik ke 10. Ini menunjukkan perbezaan keputusan mengikut lokasi iaitu sampel

yang diambil dari tapak di-tempat dari Kuala Lumpur menepati piawan untuk had

cecair dan juga index keplastikan manakala untuk sampel yang diambil dari di-

tempat dari Doha menunjukan tidak menepati piawaan untuk had cecair dan juga

index keplastikan. Keputusan yang telah diperolehi dan pemerhatian mencadangkan

had kekenyalan batu kapur berbeza mengikut rantau, lokasi dan juga jenis batu kapur

itu sendiri. Batu kapur dari Kuala Lumpur terdiri terutamanya dari batuan karbonat

terhablur dan marmar yang dibentuk dengan interkalasi phylitte yang kecil manakala

batu kapur dari Doha dibentuk dari strata yang lebih muda yang membentuk bukit

jenis messa.

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TABLE OF CONTENTS

CHAPTER TITLE PAGE

DECLARATION ii

DEDICATION iii

ACKNOW LEDGEM ENTS iv

ABSTRACT v

ABSTRAK vi

TABLE OF CONTENTS vii

LIST OF TABLES x

LIST OF FIGURES xi

LIST OF APPENDICES xii

1 INTRODUCTION

1.1 Research background 1

1.2 Problem Statement 2

1.3 Objective 3

1.4 Scope and limitations of Study 3

1.5 Significant of the study 4

1.6 Organization of Thesis 4

2 LITERATURE REVIEW

2.1 General geology of limestone 6

2.1.1 General karstic features of limestone 7

2.1.2 Development of karsts 8

viii

2.1.3 Composition o f limestone 11

2.1.4 Weathering and slaking 13

2.1.5 Swelling potential 13

2.1.6 Geology of limestone in Malaysia 15

2.1.7 Uses o f limestone 17

2.1.8 Quarrying o f rocks for aggregate 17

2.2 Aggregate base course 19

2.3 Atterberg limits 22

2.3.1 Liquid limits 23

2.3.2 Plastic limits 23

2.3.3 Plasticity index 24

2.4 Previous studies on lime stone road base 25

2.5 Summary of previous study on limestones 27

3 RESEARCH M ETHODOLOGY

3.1 Preparation of stockpile 29

3 . 1 . 1 G e n e r a l g e o 33

K u a l a L u m p u r

3.1.2 G e n e r a l g e o l o g y o ' 36

D o h a

3.2 Sampling and testing plan 39

3.3 Flow chart for research methodology 41

3.4 Field tests 42

3.5 Laboratory tests 42

4 ANALYSIS OF TESTS RESULTS AND 43

DISCUSSION

4.1 Analysis o f data collected from Doha 48

4.2 Analysis of data collected from Kuala Lumpur 50

4.3 Discussion 52

5 CONCLUSION AND RECOM M ENDATION 55

5.1 Conclusion 55

ix

5.2 Recommendation 57

REFERENCES 58

APPENDICES 61

x

LIST OF TABLES

TABLE NO TITLE PAGE

2.0 JKR standard specification for roadworks 22

2.1 Summary of previous study on similar statement 28

3.0 List of sampling locations and number of test to be 40

carried out

3.1 Proposed field test and standards adopted 42

3.2 Proposed laboratory tests and standards to be adopted 42

Test Results From Stockpile Material, Doha, Qatar

4.0 Test Results from in place Material, Doha, Qatar 44

4.1 Test Results From Stockpile Material, Kuala Lumpur 45

4.2 Test Results from in place Material, Kuala Lumpur 46

Summary of results for Plastic limit and Plasticity

4.3 Index SP vs. IPM (Doha) 47

4.4 Summary of results for Plastic limit and Plasticity 48

Index SP vs. IPM (KL)

4.5 50

xi

LIST OF FIGURES

FIGURE TITLE PAGENO

2.2 Evolution and development of limestone karst 10

(Yin 1986)

2.3 Geological section through Kuala Lumpur 16

(Yeap 1986)

2.4 Plasticity Index chart 25

3.1 Mixing operations at the stockpile in progress. 30

3.2 Schematic base course laying, spreading and 31

compaction operations.

3.3 Grading operations by motor grader 32

3.4 Compaction o f road base 32

3.5 Overview of the proposed site 34

3.6 General view of the limestone excavation site 34

3.7 Limestone excavation in progress after the blasting 35

works

3.8 Closer view of the excavated limestone 35

3.9 Limestone crushing with a mobile crusher 36

3.10 Geological Map of Qatar (Qatar Geological 37

Society)

3.11 Closer view of the Simsima limestone 38

3.12 Excavation operation of limestone operation in 38

Qatar

3.13 Crushing of limestone in the quarry (Doha) 39

xii

APPENDIX

A1

A2

LIST OF APPENDICES

TITLE

Summary of stockpile materials Atterberg limits

test results

Summary of In place materials Atterberg limits test

results

PAGE

61

62

CHAPTER 1

INTRODUCTION AND BACKGROUND

1.1 Research background

Limestone material is found in abundance in Malaysia and often not used in

pavement as the base layer due to its high carbonate content which has been found to

have major impact on strength gain, however this material meets the requirements in

terms of its california bearing ratio, physical and mechanical properties for aggregate

road base applications. Limestone once quarried, crushed and produced, meets all the

requirement of specification for atterberg limits and grading but the in place value

immediately after mixing of water, spreading and compaction often does not meets the

same specifications.

With the ever expanding and developing Klang Valley region and the recent

announcement by the government to improve and further expand the infrastructures

especially roads and transportation networks in this region, the demand for crushed

aggregate has risen rapidly. Klang Valley region consists mainly of natural limestone

below ground which was quarried up to the early nineties but many of them were

closed down due to the low demand. Currently crushed granite aggregate is heavily

2

relied upon in the industry even though the cost of quarrying, producing and

transporting is much higher in comparison to limestone.

This study is proposed to be carried out to check the properties consistency of

stockpiled materials against the in place materials. It is hoped the results obtained

from this laboratory and field tests can be used to establish a consistent relationship

between the stockpile and the in place compacted crushed limestone aggregate. This

will help to greatly reduce the rate of rejection of in place material which will

obviously reduce the cost and time of project at the same time maintaining the quality

expected and meeting the design assumptions.

1.2 Problem statement

A higher Atterberg limits than the specified value in the testing standards

exhibited by the in-place limestone aggregate base course will be rejected for use in

the permanent works. However experience shows that the approved limestones which

meets the specifications requirements often failed in terms of Atterberg limits from

samples collected after spreading works and compaction is carried out, any rejection

at this stage will have an impact on the project. This results in limestone aggregate

not being accepted as aggregate base course material.

3

1.3 Objective

The objectives of this study is to:-

i. To understand the problem of crushing/degrading during compaction

process which results in more fines leading to a higher value of Atterberg

limits.

ii. To collect data related to material Atterberg limits from the stockpile and

in-place.

iii. To analyse data to determine relevant behaviour.

1.4 Scope and limitations of study

The scope and limitations of this study is to,

i. Investigate suitability of limestone crushed aggregate base course material.

ii. Sample investigated is from the stockpile and in-place limestone aggregate

base course.

iii. Properties of limestone aggregate base course to be investigated is the

Atterberg limits i.e. one of the requirements in the standard.

iv. The negative impact will be the swelling of the limestone aggregate base

course.

4

1.5 Importance of study

This study is to establish the comparison of the limestone Atterberg limit

properties i.e. the plastic limit, liquid limit and the plasticity index of the stockpile

versus in place material so that the test results so obtained shall be used to determine

the acceptability of the in place material. This can greatly benefit large infrastructure

projects involving major roadworks whereby the limestones quarried locally can be

used as an economical alternative for road base construction currently using crushed

granite which has gone up commercially due to its higher cost of production.

1.6 Organization of Thesis

Chapter 1 describes the background of research, problem statement, objectives,

scopes and significance of research.

Chapter 2 describes the literature review of the general geology, features,

weathering, slaking, swelling potential of limestone, requirements of road base

material, atterberg limits and study by other researchers.

Chapter 3 deliberates the preparation of the stockpile and the methodology

adopted for the receiving site preparation, delivery, spreading, levelling, compaction

and the sampling plan, the locations where the samples will be collected and the tests

that will be conducted on the field and laboratory.

Chapter 4 discusses the analysis of the test result collected from the stockpile

and the in-place material from both the site in Kuala Lumpur and Doha.

5

Chapter 5 presents the conclusions for the research and discusses possible

future research that can be done by other researchers.

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