correlation of engineering characteristics of

92
CORRELATION OF ENGINEERING CHARACTERISTICS OF MARINE CLAY FROM CENTRAL WEST COAST OF MALAYSIA SURIAWATI A/P RAMAMOORTHY A project report submitted in partial fulfilment of the requirements for the award of the degree of Master of Engineering (Civil – Geotechnics) Faculty of Civil Engineering Universiti Teknologi Malaysia NOVEMBER 2007

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Page 1: CORRELATION OF ENGINEERING CHARACTERISTICS OF

CORRELATION OF ENGINEERING CHARACTERISTICS OF MARINE CLAY FROM CENTRAL WEST COAST OF MALAYSIA

SURIAWATI A/P RAMAMOORTHY

A project report submitted in partial fulfilment of the requirements for the award of the degree of

Master of Engineering (Civil – Geotechnics)

Faculty of Civil Engineering Universiti Teknologi Malaysia

NOVEMBER 2007

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DEDICATION

For my dearest mum and dad

Ramamoorthy & Apiamah

My success is your gift and prayers…

To my beloved husband

Renganathan

Your support and courage is my success…

and to my children

Hemantkumar & Tirishaanth

To my sisters, brother and relations

Everyone and friends whom are the best…

Success of mine is success of all of yours…

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ACKNOWLEDGEMENT

I would like to thank God for giving me enough knowledge and time to

conclude this program. I would also like to express my sincere thanks to my lecturer

cum supervisor Prof. Madya Dr. Aminaton bt Marto, for the time she has allocated

and all her guidance in preparation of this thesis. I wish to acknowledge the

encouragement and advice I have received from her.

All the help rendered by the lectures and friends are appreciated. My special

thanks to Mr Balakrishnan from GCU Geotechnics Sdn Bhd and Mr Ismail Abd.

Rahman from Jabatan Kerja Raya, Malaysia for being helpful to me in gathering all

the data and information related to this study. The time spent in doing this program

gives memories that would last forever.

I am grateful to my beloved husband whom always encourages and supports

me in my studies. Thanks for his care and love.

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ABSTRACT

Quaternary erosion induced by climatic and sea level changes have produced widespread and thick deposits of soft marine clays in the coastal areas and major river valleys on the west coast of Malaysia. These areas of poor ground condition have been attracting increasing attention as land reclamation, strengthening of the reclaimed ground and coastal development projects, which have gained momentum in recent years. A study was conducted mainly to establish the geotechnical properties of marine clay from the central west coast region of Malaysia. The data’s are obtained from four completed project sites comprising about 48 nos. of borehole. Correlations and geotechnical parameters are established to assist in the preliminary design process. From the study, it can be concluded that the marine clay from central west coast of Malaysia have high natural moisture content (w) which reaches 125%. Other physical parameters such as liquid limit (wL) is between 50 to 125%, unit weight (γ) is in the range of 13 to 18 kN/m3 and the average specific gravity (Gs) is 2.6. The strength parameters are also established; the effective friction angle (φ') is in the range of 15 to 25o and the effective cohesion (c') is 2 to 20 kPa. The undrained shear strength obtained from vane shear test shows that the value is ranging from 4 to 65 kPa. Based on the oedometer test, the compressibility parameters have been produced, such as range of void ratio (eo) is 1.5 to 3.0. Range of compressibility index obtained is 0.2 to 1.5 and for compression ratio (CR) is 0.1 to 0.4. The pre consolidation pressure (Pc') is 20 to 125 kPa and for coefficient of volume compressibility (mv) is 0.25 to 1.5m2/MN is also have been established. From the correlation derived, it shows that the undrained shear strength decreases with the increase in natural moisture content and liquidity index. The same trend also found with the effective friction angle where it is decreases with the increase in plasticity index. The correlation for effective cohesion is increases with the increase in liquidity index. From the correlation derived on compressibility parameters, it shows that compressibility index increases with natural moisture content, plasticity index, liquid limit and void ratio, whereas compression ratio is also increases with void ratio and liquid limit.

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ABSTRAK

Hakisan pantai banyak berlaku di pesisiran pantai Malaysia. Ini disebabkan oleh pasang surut air, angin, ombak, arus air, suhu dan juga perubahan cuaca, dimana proses geologinya telah berlaku sejak dahulu lagi. Dengan ini, mendapan kuartenari yang tebal banyak terdapat di tepi-tepi pantai di bahagian dataran barat Malaysia. Pada dekad kebelakangan ini, disebabkan perkembangan teknologi yang pesat dan pertambahan penduduk yang cepat menyebabkan masalah kekurangan tanah mula dirasai di merata tempat. Masalah ini, menyebabkan kebanyakan projek utama yang dilaksanakan mula tertumpu di kawasan mendapan tanah liat. Walau bagaimanapun, pembinaan bangunan di atas kawasan tanah liat lembut ini sering mengalami masalah kestabilan dan enapan. Oleh yang demikian, adalah sangat penting untuk para jurutera awam untuk membuat kajian lanjutan terhadap tanah liat lembut tersebut untuk mengetahui ciri-cirinya. Data untuk kajian ini diperolehi dari empat lokasi projek yang telah siap dengan 48 bilangan lubang jara. Korelasi serta parameter geoteknik bagi tanah liat lembut telah diterbitkan sebagai rujukan untuk digunakan semasa membuat rekabentuk awal. Hasil kajian terhadap tanah liat lembut dari bahagian pantai barat Malaysia, didapati kandungan lembapan (w) yang tinggi diperolehi iaitu mencapai sehingga 125%. Beberapa parameter lain yang penting juga diperolehi iaitu, nilai had cecair (wL) adalah di antara 50 hingga 125%, berat unit (γ) adalah di antara 13 hingga 18 kN/m3 dan nilai purata bagi graviti tentu (Gs) adalah 2.6. Bagi penentuan kekuatan ricih, nilai sudut rintangan ricih berkesan (φ') dan nilai kejelikitan berkesan (c') adalah masing-masing berjulat di antara 15–25o dan 2-20 kPa. Bagi nilai kekuatan ricih tak terganggu adalah di antara 4–65 kPa. Berdasarkan keputusan ujian odometer, parameter tanah seperti kebolehmampatan juga diperolehi. Nilai nisbah lompang asal (eo) adalah di antara 1.5–3.0, indeks mampatan (Cc) adalah di antara 0.2–1.5 dan nilai nisbah mampatan (CR) adalah di antara 0.1–0.4. Nilai tekanan pra pengukuhan (Pc') dan pekali kebolehmampatan isipadu (mv) yang diperolehi adalah masing-masing berjulat di antara di antara 20–125 kPa dan 0.25- 1.5m2/MN. Dari korelasi yang diterbitkan, didapati kekuatan ricih tak terganggu berkurangan apabila kandungan lembapan semulajadi dan indeks kecairan meningkat. Manakala sudut geseran dalam berkesan juga berkurangan apabila indeks keplastikan meningkat. Korelasi yang diterbitkan di antara kejelikatan berkesan dan indeks kecairan pula menunjukkan kejelikatan berkesan bertambah apabila indeks kecairan meningkat. Bagi korelasi yang diterbitkan di atas parameter kebolehmampatan, didapati indeks mampatan meningkat apabila kandugan lembapan semulajadi, indeks keplastikan, had cecair dan nilai nisbah lompang asal meningkat, manakala nisbah mampatan juga meningkat apabila had cecair dan nisbah lompang asal meningkat.

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TABLE OF CONTENTS

CHAPTER TITLE PAGE

DECLARATION ii

DEDICATION iii

ACKNOWLEDGEMENTS iv

ABSTRACT v

ABSTRAK vi

TABLES OF CONTENTS vii

LIST OF TABLES ix

LIST OF FIGURES xi

LIST OF SYMBOLS xvi

1 INTRODUCTION 1

1.1 Background of Problem 1

1.2 Statement of Problem 3

1.3 Aim and Objective of The Study 4

1.4 Scope of Study 5

1.5 Importance of Study 5

2 LITERATURE REVIEW 6

2.1 General Characteristic of Clay 6

2.2 Formation of Marine Clayey Sediments 7

2.3 Geotechnical Properties of Marine Clay 9

2.3.1 Index Properties 9

2.3.2 Strength Properties 14

2.3.3 Compressibility Properties 21

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2.3.3.1 Compression Index 23

2.3.3.2 Coefficient of Volume of

Compressibility 26

2.3.3.3 Compression Ratio 28

3 METHODOLOGY 34

3.1 Introduction 34

3.2 Data Collection 36

3.3 Data analysis and Results 38

3.4 Summary 40

4 DATA ANALYSIS AND DISCUSSION 42

4.1 Introduction 42

4.2 Soil Profile 43

4.3 Results and Discussion 45

4.3.1 Physical and Engineering Properties 45

4.3.2 Correlations between Strength

and Physical Properties 58

4.3.3 Correlations between Compressibility

Properties and Physical Properties 62

5 CONCLUSION AND RECOMMENDATION FOR

FUTURE STUDY 70

5.1 Conclusion 70

5.2 Limitations 73

5.3 Recommendations for future study 74

REFERENCES 75

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LIST OF TABLES

TABLE NO. TITLE PAGE

2.1 Physical properties of marine clay in South East Asia 12

2.2 Relationship between undrained shear strength and

consistency of clay samples (BS5930) 15

2.3 Undrained shear strength of marine clay in South East

Asia from different sources 18

2.4 Correlation on undrained shear strength with physical properties

(Huat et al. 1995) 20

2.5 Typical values of coefficient of volume compressibility

(Head, 1992) 28

2.6 Correlation between compressibility parameters with

liquid limit, natural void ratio and natural moisture content

for marine clay 30

3.1 Type of test conducted at each site 37

3.2 Type of analysis and correlation conducted 39

3.3 Accuracy of correlation by Marto (in Saiful, 2004) 40

4.1 Physical and Engineering properties (Part A) 47

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4.2 Correlation between undrained shear strength and depth 56

4.3 Correlation between strength and physical properties (Part B) 58

4.4 Correlation between compressibility and physical

properties (Part C) 62

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LIST OF FIGURES

FIGURE NO. TITLE PAGE

1.1 Quaternary deposits at Peninsular Malaysia and

the locations of the site (Geological map of

Peninsular Malaysia, 8th Edition, 1985) 2

1.2 Project site locations: Central Sludge Treatment Facility (CSTF)

In South Klang Valley, Express Rail Link (ERL) in

Sungai Labu Sepang, Jimah Power Station (JIMAH) in

Port Dickson and Pusat Angkasa Negara in Mukim Kelanang,

Daerah Kuala Langat 3

2.1 Cross section through coastal area in Alor Setar, Kedah of

West Malaysia (Cox, 1970) 8

2.2 Moisture content and atterberg limits of Klang Marine clay

(Chen & Tan, 2003) 10

2.3 Basic soil properties of Klang Marine Clay (Tan&Gue, 1999) 10

2.4 Atterberg limits of Marine Clay in South East Asia 13

2.5 Undrained shear strength from field vane shear test of Klang

Marine clay (Chen & Tan, 2003) 16

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2.6 Comparison of the undrained shear strength values measured by

different laboratory and in-situ of Singapore marine clay

(Chu, Choa & Win, 1999) 17

2.7 Relationship between effective frictional angle and

plasticity index by Bjerrum and Simons, 1960 (in Das, 2004) 21

2.8 Compressibility properties for Klang clay, of Malaysia

(Tan & Gue, 1999) 22

2.9 The relationship between compression index and

liquid limit (Tan & Gue, 2003) 24

2.10 The relationship between compression index and

natural void ratio (Tan & Gue, 2003) 25

2.11 The relationship between compression index and

natural moisture content (Tan & Gue, 2003) 26

2.12 The relationship between Compression Ratio and depth

(Chen & Tan, 2003) 29

2.13 Correlations between compression index and

liquid limit of marine clays 31

2.14 Correlation between compression index and natural void ratio

for marine clays 32

2.15 Correlation between compression index and natural moisture

content for marine clays 33

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3.1 Flowchart of the study 35

4.1a Soil profile in CSTF 43

4.1b Soil Profile in JIMAH 43

4.1c Soil profile in ERL 44

4.1d Soil profile in PAN 44

4.2a Physical and Engineering properties versus depth at

Jimah Power Station (JIMAH) 48

4.2b Physical properties versus depth at Express Rail Link (ERL) 49

4.2c Engineering properties versus depth at Express Rail Link (ERL) 50

4.2d Physical properties versus depth at Sewerage

Treatment Plant (CSTF) 51

4.2e Engineering properties versus depth at Sewerage Treatment Plant

(CSTF) 52

4.2f Physical properties versus depth at Pusat Angkasa Negara (PAN) 53

4.2g Engineering properties versus depth at Pusat

Angkasa Negara (PAN) 54

4.3 Casagrande plasticity chart 55

4.4 Relationship between cohesion and depth 55

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4.5 Correlation between undrained shear strength and depth 57

4.6 Typical plot of correlation between undrained shear strength

with natural moisture content and undrained shear strength

with liquidity index 59

4.7 Correlation between undrained shear strength and

natural moisture content 60

4.8 Correlation between undrained shear strength

and liquidity index 60

4.9 Correlation between effective friction angle

and plasticity index 61

4.10a Typical plot of correlation between compressibility and

Physical properties in ERL 63

4.10b Typical plot of correlation between compressibility and

Physical properties in PAN 64

4.10c Typical plot of correlation between compressibility and

Physical properties in CSTF 64

4.11 Correlation between compression index and

natural moisture content 65

4.12 Relationship between compression index and

liquid limit 66

4.13 Correlation between compression index and

initial void ratio 67

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4.14 Correlation between compression ratio and

liquid limit 68

4.15 Correlation between coefficient of volume compressibility

and void ratio 68

4.16 Correlation between compression index and

plasticity index 69

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LIST OF SYMBOLS

Cc - Compression index

CR - Compression ratio

c - Cohesion

c' - Effective cohesion

d - Diameter

eo - Initial void ratio

Gs - Specific gravity

h - Height

IL - Liquidity index

Ip - Plasticity index

mv - Coefficient of volume compressibility

P'c - Pre consolidation pressure

Sc - Consolidation settlement

Su - Undrained shear strength

T - Torque

w - Natural moisture content

wL - Liquid limit

wp - Plastic limit

φ' - Effective frictional angle

γ - Unit weight

σ'v - Effective overburden pressure

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CHAPTER 1

INTRODUCTION

1.1 Background of Problem

In many cases, clay deposit layers which are widely distributed over the

seaside show various aspects according to the type of base rock or distribution

characteristics. Especially very soft ground composed of marine clayey deposit

which is mostly distributed over the west and south east coast part of Malaysia, is

considerably affected by the numerous factors such as components of the deposit,

particle size distribution, the shape of the particles, properties of the absorbed ion and

pore water, tidal current, temperature and so on (Yoon et al, 2006). Figure 1.1 shows

the general location of the deposits. Moreover, after the deposit process,

geotechnical characteristics of the ground show great complexity by its history, the

variation of pore water, leaching process, gas generation and many more.

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Recently in Malaysia, the increasing attention on coastal development

projects have gained momentum as it is expected for the utilization of the soft ground

to be increased hereafter. Therefore, technical backgrounds for the effective

utilization of soft ground are to be highly demanded. For these reasons, as a

fundamental stage, the collected data have been analyzed to establish various

correlation and design parameters. The locations of the project sites considered are

superimposed on Figure 1.1 and Figure 1.2.

Figure 1.1 Quaternary deposits at Peninsular Malaysia and the locations of the

site (Geological Map of Peninsular Malaysia, 8th Edition, 1985)

JIMAH PROJECT SITE

ERL PROJECT SITE

CSTF PROJECT SITE

Quaternary

PAN PROJECT SITE

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Figure 1.2 Project site locations: Central Sludge Treatment Facility (CSTF) in

South Klang Valley, Express Rail Link (ERL) in Sungai Labu

Sepang, Jimah Power Station (JIMAH) in Port Dickson and Pusat

Angkasa Negara in Mukim Kelanang, Daerah Kuala Langat.

1.2 Statement of Problem

The solutions of many geotechnical issues on construction are very much

directly or indirectly related to the understanding of the problematic soil. Marine

clay is one of the problematic soils which are commonly found along the coastal area

of west Malaysia. Thus, it is very important to understand the characteristic and

behaviour of marine clays. However, in many situations geotechnical engineers are

often expected to provide prediction of the subsoil behaviour during and after

construction. To provide a satisfactory prediction, geological knowledge and

CSTF PROJECT SITE

PAN PROJECT SITE

JIMAH PROJECT SITE

ERL PROJECT SITE

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understanding of subsoil are essential in order to use the reliable correlations

developed by the researcher based on the existing data.

This master project attempts to compile information’s obtained from site

investigation works for better understanding of the marine clay properties of this

area. In addition, as geotechnical engineers are often expected to provide their

estimation of soil behaviour even when there is no relevant test results are available,

this master project attempts to develop empirical correlations for estimating the

engineering characteristic of shear strength properties. Such correlations included

undrained shear strength (Su), cohesion (c) and clay effective soil friction angle (φ')

with basic properties and compressibility parameters. Compressibility parameters

are equally important in the design of land reclamation and building structures on

soft clay, therefore some of the compression parameters are also correlated, such as

compression index (Cc), coefficient of volume compressibility (mv), void ratio (eo)

and compression ratio (CR) with basic properties.

1.3 Aim and Objective of the Study

The aim of the study is to develop correlations between engineering

characteristics of marine clay taken from central west coast of Malaysia. In order to

achieve the aim of study, three objectives have been identified:

(i) To determine the characteristic of marine clay in particular the basic

properties, strength and compressive characteristics.

(ii) To obtain the correlations between strength with basic properties and

compressibility parameters of marine clay.

(iii) To obtain the correlations between compressibility parameters and

basic parameters of marine clay.

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1.4 Scope of Study

The study are conducted based on data collection from three construction

sites, which are Central Sludge Treatment Facility (CSTF) in South Klang Valley,

Jimah Power Station (JIMAH) in Port Dickson and Express Rail Link (ERL) in

Sungai Labu Sepang. This covers only the central west coast of Malaysia.

Site and laboratory tests had not been carried out thus, all the soil information

and test results were obtained from the existing soil investigation that have been done

by contractors and commercial laboratories.

The correlations reviewed and analysed in this study are limited to shear

strength and compressibility parameters, such as undrained shear strength (Su),

effective frictional angle (φ'), compression index (Cc), coefficient of volume

compressibility (mv), void ratio (eo) and compression ratio (CR).

1.5 Importance of Study

Basic knowledge and understanding of geotechnical properties of marine clay

is very important due to many projects are developed along the coastal area, where

this will overcome the problems related to settlement and also the stability.

Correlations obtained not only will be used at the study area but also at other

places with similar soil condition. This will allow the engineers to use the

correlations obtained for design purposes without having to do strength or

compressibility tests, hence will be able to save cost and also to reduce the time.

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CHAPTER 2

LITERATURE REVIEW

2.1 General Characteristic of Clay

The term clay is somewhat ambiguous, in that it is used to refer both to a size

and to a mineral type. The particles of most of the clay mineral species are platy, and

in a few cases they are needle shaped or tubular. It refers to the size fraction of soils

with particles of less than 0.002 mm in diameter or smaller, where the pore spaces

between clay particles are very small. Thus, water and air movement through clay

particles is significantly decreased. When clay becomes wet it swells, sticks together

(cohesion), and feels “sticky”. As wet clay dries it shrinks and cracks. Clay also

becomes dense, hard, and brittle making it difficult for plant roots to grow through

(Nagaraj and Miura, 2001).

It also refer to certain minerals, which are the result of chemical weathering

of rocks and which are usually not present as larger particles. The clay-size fractions

of most soils contain clay minerals. There are three major clay minerals, which are

kaolinite, illite and montmorillonite. Kaolinite is a principally formed as an

alteration product of feldspars, feldspathoids and muscovite as a result of weathering

under acidic conditions. Illite is a common mineral in most clays and shale and is

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present in various amounts in tills and loess, but less common in soils. It develops

due to the weathering of feldspars, micas and ferromagnesium silicates (Cox, 1970).

Both kaolinite and illite have non-expansive lattices while for

montmorillonite is the expansive type. In other words, montmorillonite is

characterised by its ability to swell and by its notable cation exchange properties.

The basic reason why montmorillonite can readily absorb water into the interlayers

spaces in its sheet structure is simply that the bonding between them is very weak.

2.2 Formation of Marine Clayey Sediments

Quaternary deposits of marine clay cover almost the entire west coast of

Peninsular Malaysia. The quaternary period was characterized by the occurrence of

ice ages and resultant of drastic climatic changes, and by the world wide sea level

fluctuations. The marine soils are generally light grey, wet, soft silty clays which

generally vary from 15 to 30 meters thick at the coast-line to zero thickness away

from the coast. Cox (1970) gives a typical cross section on the thickness of marine

clay through coastal plain in Kedah as shown in Figure 2.1.

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Marine clays are subject to wetting and drying cycles from tidal movements

of approximately ± 1.0 m during emergence of the land, which called as transition

zone and are then built up above mean sea level by the terrestrial deposition of silt

and clay size particles in the annual flood waters, which called as terrestrial zone.

This terrestrial build-up is neutralized by secondary consolidation of the sediments,

so that the natural surface level in most of the deltaic plains area is only 0.5 to 3.0m

above mean sea level.

Marine clayey deposit is considerably affected by the numerous factors such

as components of the deposit, particle size distribution, the shape of the particles,

properties of the absorbed ion and pore water, tidal current, temperature and etc. of

the conditions from the deposit stage. Moreover, after the deposit process,

geotechnical characteristics of the ground show great complexity by its history, the

variation of pore water, leaching process, gas generation and many more.

The seasonal flood waters also leach the salt water from the pores of the

marine clay. Studies shows leaching process decreases the concentration of salt in

CoastlineDistance from Coastline (m)

Figure 2.1 Cross section through coastal area in Alor Setar, Kedah of

West Malaysia (Cox, 1970)

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the pore water where, this increases the shear strength, particularly in the crustal zone

and increases the plasticity by weathering the clay minerals. In general, therefore the

marine clays should have initial pore water salinities of 20 to 30 grams per litre

around the coastal margins which become progressively less away from the coast

because of the greater duration of the leaching process in these areas (Cox, 1970).

2.3 Geotechnical Properties of Marine Clay

2.3.1 Index Properties

According to Cox (1970), the clay percentage (particle size < 0.002 mm) of

the marine clay soils generally varies from 35% to 60%, the silt percentage generally

varies from 40% to 60% and the sand percentage is generally less than 10%. The

principle minerals in a deposit of clay tend to influence its index properties.

Geological age also has an influence on the engineering behaviour of a clay

deposit (Cox, 1970). In particular, the moisture and plasticity normally decrease in

value with increasing depth and the age. The basic index properties to be discussed

are Liquid Limit (wL), Plastic Limit (wp), Plasticity Index (Ip), Natural Moisture

Content (w), unit weight (γ), void ratio (eo) and specific gravity (Gs).

Typical moisture content and the Atterberg limits for marine clay from Klang

areas obtained from different researchers are shown in Figure 2.2 and Figure 2.3.

According to Chen and Tan (2003), the liquid limit (wL) of the marine clay is high

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which is mostly at about 50% to 150%. This shows that, marine clays in Klang area

are highly plastic and the plasticity index (Ip) varies from 20% to 80%. From Figure

2.3, it shows that the moisture content of the marine clay, located near to the ground

level is higher than the liquid limit.

Figure 2.2 Moisture content and Atterberg Limits of Klang Marine Clay

(Chen & Tan, 2003)

Figure 2.3 Basic Soil Properties of Klang Marine Clay (Tan & Gue, 1999)

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The unit weight, (γ) of a soil is the ratio of the total weight to the volume.

According to Chen & Tan (2003), the unit weight of the soft clay from Klang areas is

mostly in the range of 14 to 16 kN/m3. Their study also indicates that the unit weight

is constant from the ground surface to about 30m depth. However, from Tan & Gue,

1999 shown in Figure 2.3, the range of unit weight, γ is between 13 to 16 kN/m3 for

0–15m depth and between 13.5 to 19 kN/m3 for 15 to 30m depth.

A study by Abdullah and Chandra (1987) shows that unit weight of soft clay

at east coast of Peninsular Malaysia is high, which is ranging from 16.3 to 17.1

kN/m3 compared to west coast which is 14.6 to 15.7 kN/m3.

Specific gravity of soil is the ratio of unit weight of soil (weight of soil

divided by volume of soils) to unit weight of water or of unit mass of soil (mass of

soil divided by volume of soil) to unit mass of water. The general range of value of

specific gravity, Gs for clay type of soil is normally 2.75 to 2.9 (Das, 2004). Table

2.1 lists the physical properties of marine clay in South East Asia.

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Table 2.1: Physical properties of Marine Clay in South East Asia

Location Natural MoistureContent, w(%)

Unit Weight,γ (kN/m3)

Specific Gravity, Gs

Liquid Limit, wL (%)

Plastic Limit, wp (%)

Plasticity Index, Ip

References

NORTH WEST COAST , PENINSULAR MALAYSIA South of Sg Petani Butterworth SE Coast of Penang Island

15-112

22-101

34-89

- - -

- - -

37-97

19-126

28-150

15-44

23-56

22-47

20-62

13-49

20-81

Huat et al. (1995)

CENTRAL WEST COAST, PENINSULAR MALAYSIA Klang

50-100

100-140

20-175

14-16

13.2-16.8

14.6-15

-

2.45-2.65

2.53-2.6

50-150

106-142

-

30-70

26-42 -

20-80 - -

Chen & Tan (2003) Saiful (2003) Abdullah & Chandra (1987)

Singapore Arts Centre

30-60

- 2.78 60-80 10-20 50-60 Tan, Poon & Lee (2003)

Osaka Basin, Japan

20-100 - - 69-110 20-30 40-80 Tanaka, Ritoh & Omukai (2002)

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Figure 2.4 Atterberg Limits of Marine Clay in South East Asia

Figure 2.4 shows the graph form in term of ranges of the physical properties

of marine clay in South East Asia as indicated in Table 2.1. Several conclusions can

be made concerning the Atterberg Limits of the marine clay minerals.

(1) According to Mitchell (1993), for any clay, the range of liquid limit values is

greater than the range in plastic limit values and it is true for this case.

(2) As observed from Figure 2.4, marine clays possess medium to extremely high

plasticity with liquid limits ranging from minimum of 20% to max of 150%.

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2.3.2 Strength Properties

The safety of any geotechnical structure is dependent on the strength of the

soil, hence determination of strength parameter for marine clay is very important and

somehow difficult job in geotechnical engineering. Low shear strength and high

compressibility of these soils confined them in problematic category. Undrained

shear strength (Su), cohesion (c) and frictional angle (φ) are the important parameters

of the strength properties, which will be used during the preliminary or conceptual

design decisions. These are the parameters which will be discussed in detail.

Undrained shear strength is a soil parameter, which is essential for the

analysis of embankment stability and bearing capacity of foundation in saturated

clay. The most common form of analysis used in a stability problems in soft clay is

the φ = 0 analysis, which is known as total stress analysis (Cox, 1970), which is

applicable immediately after the load is applied.

Several methods can be used to determine the undrained shear strength, such

as shear box test, triaxial test and vane shear test. The results of laboratory tests are

usually subjected to uncertainties primarily due to inevitable sample disturbance

particularly for soft clay. The results of field test conducted by vane shear test and

triaxial test will be presented. Undrained shear strength, Su conducted by vane shear

test is interpreted as below:

Su = 2T (2.1)

πd3 (h/d + 1/3)

where,

T = maximum torque

d = overall diameter of vane

h = vane height

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A summary of the test results of undrained shear strength of clay samples,

according BS 5930 is presented in Table 2.2.

Table 2.2: Relationship between undrained shear strength and consistency of

clay samples (BS 5930)

Consistency Undrained Shear Strength, Su

(kN/m2)

Very Soft Less than 20

Soft 20 – 40

Soft to firm 40 – 50

Firm 50 – 75

Firm to stiff 75 – 100

Stiff 100 -150

Very stiff or hard Greater than 150

According to Chen and Tan (2003), the undrained shear strength, Su from

vane shear test of Klang marine increased with depth, where the following

correlation could be adopted for a preliminary assessment:

Su = 0.25 σ′v (2.2)

where, σ′v is the effective overburden pressure.

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Figure 2.5 Undrained Shear Strength from Field Vane Shear Test of Klang

Marine Clay (Chen & Tan, 2003)

The undrained shear strength (Su), of Klang Clay, is as shown in Figure 2.5.

There are two strengths that are obtained, which is undisturbed strength and

remolded strength. In vane shear test, a rod with a four blade vane is pushed into the

ground and rotated generally at a slow rate of 6o to 12o per minute. Every 15 – 30

sec the torque force is measured, once maximum torque has been reached, the vane

will be rotated rapidly to induce shear failure. After shearing, the slow rotation rate

is resumed to determine the remolded shear strength. Both strengths are useful for

evaluating the sensitivity of the soil.

Figure 2.6 shows the value of undrained shear strength for marine clay in

Singapore, which measured by different laboratory and in-situ tests. For Su value

which, measured by in-situ vane shear test (FV) is ranging from 18 to 80 kPa for the

depth of 0 to 25 meter.

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17

Figure 2.6 Comparison of the Undrained Shear Strength values measured by

different laboratory and in-situ test of Singapore Marine Clay

(Chu, Choa & Win, 1999)

Table 2.3 shows the undrained shear strength data of marine clay in South

East Asia. The undrained shear strength is ranging from 0 to 85 kpa.

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Table 2.3: Undrained Shear Strength of Marine Clay in South East Asia from

different sources

Location Undrained Shear

Strength, Su (kN/m2)

References

NORTH COAST , PENINSULAR MALAYSIA South of Sg Petani Butterworth SE Coast of Penang Island

7.5 – 60

7 -35

0 - 48

Huat et al. (1995)

WEST COAST, PENINSULAR MALAYSIA Klang

5 -85

Huat et al. (1995)

NORTH COAST, PENINSULAR MALAYSIA S. Coast of Johor

2.5 -69

Huat et al. (1995)

Soft Bangkok Clay, in

Rangsit, Thailand

Changi, Singapore at 5m

10 – 40

20

Brand et al. (1972)

Choa (2002)

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19

Table 2.4 shows some of published empirical correlations for undrained shear

strength which can be used to estimate the characteristic of soil layers, when there is

no relevant test results are available. There are two basic index properties are used to

establish expressions to obtain the undrained shear strength such as, natural moisture

content (w) and liquidity index (IL).

The liquidity index of a soil is defined as:

IL = (2.3)

where,

w = in situ moisture content

wp = plastic limit

wL = liquid limit

w - wp

wL - wp

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20

Table 2.4: Correlation on Undrained Shear Strength with Physical Properties

(Huat et al. 1995)

Correlation Applicability as stated in references

Su = 0.35(152.63 – w)

Su = 0.06(439.67 – w)

Su = 0.13(199.02 – w)

Marine Clay, South of Sg. Petani,Malaysia

Marine Clay, Butterworth, Malaysia

South Coast of Johor, Malaysia

Su = 48.86 – 26.04IL

Su = 22.52 – 2.20IL

Su = 20.78 – 3.25IL

Marine Clay, South of Sg. Petani, Malaysia

Marine Clay, Butterworth, Malaysia

South Coast of Johor, Malaysia

Cohesion (c), is a measure of the forces that cement particles of soil. It is

affected by the mutual attraction of particles due to molecular forces and the

presence of moisture. Hence, the cohesive force in a particular soil will vary with its

moisture content. Cohesion is very high in clay but little or no significance in silt

and sand.

Internal friction is the resistance to sliding within the soil mass. Gravel and

sand impart of high internal friction, and the internal friction of a soil increases with

sand and gravel content. Clay has low internal friction that varies with the moisture

content (Das, 2004). The angle of internal friction is the angle whose tangent is the

ratio between the resistance offered to sliding along any plane in the soil and the

component of the applied force acting normal to that plane. Values are given in

degrees.

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Various laboratory tests have been conducted to determine the shearing

strength and the angle of friction of soils, such as shear box test, the triaxial

compression test and the unconfined compression test. According to Bjerrum and

Simons, 1960 (in Das, 2004), in general the effective friction angle (φ’) decreases

with the increase in plasticity index (Ip). Figure 2.7 shows the non linear relationship

between φ’ and Ip.

Figure 2.7: Relationship between Effective Frictional Angle and

Plasticity Index by Bjerrum and Simons, 1960

(in Das, 2004)

2.3.3 Compressibility Properties

There are two main geotechnical problems in soft clay engineering which is

settlement and stability. However, many practicing engineers tend to forget about

the importance of settlement problem. Therefore, more effort should be emphasized

in the interpretation of compressibility parameters for settlement analysis.

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The compressibility of marine clay is usually measured using oedometer test,

which conducted on undisturb soil samples in laboratory. The coefficients which are

derived from this test are compression index (Cc), coefficient of volume

compressibility (mv) and void ratio (e). Preconsolidation pressure (P′c) and

compression ratio (CR) could be obtained for calculation of consolidation settlement.

Examples of compressibility parameters of marine clay, in particular the

Klang Clay, are presented in Figure 2.8.

Figure 2.8 Compressibility Properties for Klang Clay, of Malaysia

(Tan & Gue, 1999)

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2.3.3.1 Compression Index

The compression index (Cc) for field settlement caused by consolidation can

be determined by graphic construction, which is e-log p′ curve, after obtaining

laboratory test results for the void ratio and pressure (p). The compression index is

the slope of the straight line portion of the e–log p′ plot and it is dimensionless.

For a layer of normally consolidated clay of thickness H, initial void ratio

(eo), compression index (Cc), and initial over burden pressure (σ′o), the settlement

(Sc), under an applied load ∆σ may be expressed as:

Sc =

Since liquid limit are the measure of water attracted to these clay particles,

correlation between liquid limit and soil compression index is necessary to be

conducted. Terzaghi and Peck (1967) suggested empirical expressions for the

compression index. For undisturbed clays:

Cc =0.009(wL – 10) (2.5)

For remolded clays:

Cc =0.007(wL – 10) (2.6)

H H log σ′o + ∆σ σ'o

(2.4) Cc 1 + eo

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Figure 2.9 shows the relationship between Compression Index and Liquid

Limit for marine clay in Klang area by Tan & Gue (2003) and the empirical

expressions for the compression index is:

Cc= 0.02wL – 0.87 or (2.7)

Cc = 0.02(wL – 43.5) (2.8)

Figure 2.9 The Relationship between Compression Index and Liquid Limit

(Tan & Gue, 2003)

As compression index, Cc is influenced by the sensitivity of natural clay, it

can generally be related to void ratio and sensitivity (Leroueil et al., 1983). Figure

2.10 shows the relationship between Cc and eo for marine clay in Klang area by Tan

& Gue (2003) and represented by the equation below:-

Cc = 0.61eo -0.17 (2.9)

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25

Figure 2.11 shows the relationship between Cc and natural moisture content,

w for marine clay in Klang area by Tan & Gue (2003) and represented by the

equation below:-

Cc = 0.02w -0.37 (2.10)

Study done by Chen & Tan (2003), shows that the Cc value for marine clay in

Klang area, are in the range of 0.3 to about 2.5.

Figure 2.10 The Relationship between Compression Index and

Natural Void Ratio (Tan & Gue, 2003)

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26

Figure 2.11 The Relationship between Compression Index and Natural

Moisture Content (Tan & Gue, 2003)

2.3.3.2 Coefficient of Volume Compressibility

The coefficient of volume compressibility (mv), decreases in unit volume for

each unit increase in pressure. The decrease in volume of the sample is caused by

the reduction in the void ratio with pressure. In the oedometer, the reduction is

proportional to the decrease in the thickness. The coefficient of compressibility can

therefore be expressed in terms of thickness. The unit of mv is the inverse of pressure

(m2/MN). The volume change can be expressed in terms of either void ratio or

specimen thickness.

mv = ∆e (2.11)

∆p(1+eo)

where, ∆p is the applied load and eo is the initial void ratio.

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27

By using the equation (11), the settlement (Sc) of a sub-layer of soil thickness

(H) can be computed as (Das,2004):

Sc sublayer = mv.∆p.H (2.12)

and the total settlement of the layer:

Sc = Σmv.∆p.∆H (2.13)

Study done by Head (1992) gives some typical values of the coefficient of

volume compressibility for different types of clay as shown in Table 2.5. According

to Saiful (2003) the range of mv of clay soil from Peninsular Malaysia is

0.056m2/MN to 2.084m2/MN, where it is categorised under low to very high

compressibility type of clay.

According to Hussein (1995), the range of mv for the west and east coast of

Peninsular Malaysia is 0.08m2/MN to 4.7m2/MN. Saiful (2003) also proposed the

following relationship for coefficient of volume compressibility, mv with initial void

ratio, eo for clay in Peninsular Malaysia:

mv = 0.5742eo – 0.4084 (2.14)

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Table 2.5: Typical Values of Coefficient of Volume Compressibility

(Head, 1992)

Description of

compressibility

Coefficient of volume

compressibility, mv

(m2/MN)

Clay types

Very high Above 1.5 Very organic alluvial clays and peats

High 0.3 – 1.5 Normally consolidated alluvial clays (e.g.

estuarine clays)

Medium 0.1 – 0.3 Fluvio-glacial clays, Lake clays, Upper

‘blue’ and weathered ‘brown’ London Clay

Low 0.05 – 0.1 Boulder Clay

Very Stiff or hard ‘blue’ London Clay

Very Low Below 0.05 Heavily overconsolidated ‘boulder clays’

Stiff weathered rocks

2.3.3.3 Compression Ratio

Compression Ratio, CR can be computed as:

CR = (2.15)

where, Cc is the compression index and eo is the initial void ratio.

Figure 2.12 shows the relationship between depth and compression ratio for

marine clay in Klang area by Chen & Tan (2003). The CR value varies from 0.25 to

0.5. It also shows that the CR values are decreasing with depth. According to Cox,

Cc 1 + eo

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1970 the value of compression ratio is generally increases with both the liquid limit

(wL) and natural moisture content (w) of the soil. Chen & Tan (2003) also proposed

the following relationship for compression ratio, CR with depth for marine clay in

Klang area:

CR = 0.45 – 0.007* Depth (2.16)

Figure 2.12 The Relationship between Compression Ratio and Depth

(Chen & Tan, 2003)

Table 2.6 shows some of published empirical correlations for compressibility

properties which can be used to estimate the characteristic of soil layers, when there

is no relevant test results are available. There are three basic index properties are

used to establish expressions to obtain the compressibility properties such as, natural

moisture content (w), void ratio (eo) and liquid limit (wL).

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Table 2.6: Correlation between Compressibility Parameters with Liquid Limit,

Natural Void Ratio and Natural Moisture Content for marine clay

Correlation Applicability as stated in

references

Reference

Cc=0.02wL-0.87

Cc =0.015(wL – 10)

Cc=0.005(wL+71.8)

Cc=0.007(wL-7)

Cc=0.009(wL-10)

Marine Clay, Klang M’sia

Marine Clay, Klang M’sia

Marine Clay, Klang M’sia

Remolded Clay

NC Clay

Tan & Gue (2003)

Chen & Tan (2003)

Huat et al. (1995)

Skempton (1994)

Terzhagi & Peck (1967)

Cc=0.55(eo-0.4)

Cc=0.61eo-0.17

Cc=0.62(eo-0.34)

Cc=0.61(eo-0.35)

Cc=0.43(eo-0.20)

Cc = 0.54(eo-0.15)

Cc = 0.344(eo+0.51)

Cc = 0.1882 + 0.3097eo

Marine Clay, Klang M’sia

Marine Clay, Klang M’sia

Marine Clay, South of Sg.

Petani M’sia

Marine Clay, Butterworth

M’sia

South Coast of Johor,

M’sia

Marine Clay of Singapore

Marine Clay of Singapore

Soft Bangkok Clay

Chen & Tan (2003)

Tan & Gue (2003)

Huat et al. (1995)

Huat et al. (1995)

Huat et al. (1995)

Dames & Moore (1983)

Tan (1983)

Sivandran (1979)

Cc=0.02w-0.37

Cc=0.016(w-12.56)

Cc=0.015(w-11)

Cc=0.010(w-3.3)

Marine Clay, Klang M’sia

Marine Clay, South of Sg.

Petani M’sia

Marine Clay, Butterworth

South Coast of Johor,

M’sia

Tan & Gue (2003)

Huat et al. (1995)

Huat et al.(1995)

Huat et al. (1995)

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The correlation obtained from Table 2.6, is plotted as shown in Figure 2.13 to Figure

2.15 for comparison purposes.

Figure 2.13 Correlations between Compression Index and Liquid Limit of

Marine Clays

Figure 2.13 shows a general trend indicating that the compression index value

is increasing with liquid limit, wL. It is also showing that apart from the correlation

given by Terzhagi & Peck (1967), Skempton (1948) and Huat et al. (1995), all other

soils tend to show larger Cc for a given wL.

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Figure 2.14 Correlation between Compression Index and Natural Void Ratio

for Marine Clays

Figure 2.14 shows the correlation between compression index (Cc) and

natural void ratio (eo). The value varies significantly from site to site.

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33

Figure 2.15 Correlation between Compression Index and Natural Moisture

Content for Marine Clays

Figure 2.15 shows the correlation between compression index, (Cc) and

natural moisture content, w. It shows that the value of compressibility index of all

the soils is increases with the increase of natural moisture content.

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CHAPTER 3

METHODOLOGY

3.1 Introduction

The main part of the study is the data collection and the analyses from the

field and laboratory test results. The scope of studies is limited to undrained shear

strength and compressibility parameters of marine clay.

The soil data are acquired from a few locations of completed construction site

at central west coast of Malaysia. There are 4 main project sites that are Central

Sludge Treatment Facility (CSTF), Jimah Power Station (JIMAH) in Port Dickson,

Express Rail Link (ERL), in Sungai Labu, Sepang and Building ‘Pusat Angkasa

Negara (PAN) in Mukim Kelanang, Daerah Kuala Langat. Comprehensive and

detail planning is essential for the smooth running of the study.

The methodology of the study has been summarized in a flowchart as shown

in Figure 3.1.

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35

Figure 3.1 Flowchart of the study

Laboratory Test Results

Field Test Results

Collate Data

Data Analysis

Review of Existing Correlations with

New Data

Tabulation of Shear Strength &

Compressibility Values Based on Soil Index

Properties

Develop a Correlation for Malaysia Marine

Clay Characteristic by best-fit line/regression

Shear Strength Properties Soil Compressibility Properties

Compiled Published Correlations

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3.2 Data Collection

The collected data for the study are in the form of raw data from subsurface

investigation reports. The soil data are acquired from a few locations of completed

construction site at Central West Coast of Malaysia. There are four main project

sites, which are:

1. Central Sludge Treatment Facility (CSTF)

The project, which is called as “Sewage Treatment Plant Project in

Malaysia” is managed by “Jabatan Perkhidmatan Pembentungan”, where

the sewage treatment system has been upgraded.

2. Jimah Power Station (JIMAH)

Jimah Power Station was build to meet the demand on the power supply

in central west of Malaysia.

3. Express Rail Link Kuala Lumpur and Kuala Lumpur International Airport

(ERL)

This project was conducted to ease the transportation problem from Kuala

Lumpur to Kuala Lumpur International Airport (KLIA).

4. Pusat Angkasa Negara (PAN). The project was constructed on Lot 2233,

Mukim Kelanang, Daerah Ulu Langat, Selangor Darul Ehsan.

Type of data collected from this project is both from field and laboratory test.

Table 3.1 lists the type of test conducted and number of boreholes obtained at each

project site, where from field test only vane shear test data is used for analysis and

from laboratory test there are four types of data is obtained:

a. Index tests were performed on the selected samples in order to obtain water

content, atterberg limit, specific gravity and bulk density

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37

b. One dimensional consolidation test or oedometer test in order to obtain

compressibility and consolidation parameters.

c. Unconsolidated undrained triaxial test (UU).

d. Consolidated undrained triaxial test (CIU).

Table 3.1: Type of Test Conducted at Each Site

Location Type of test conducted at each

site

No. of borehole

test obtained.

a. Central Sludge

Treatment Facility

(CSTF)

b. Pusat Angkasa

Negara (PAN)

i. Vane shear test

ii. Index tests

iii. One dimensional

consolidation test or

oedometer test

iv. Unconsolidated

undrained triaxial test

(UU).

v. Consolidated

undrained triaxial test

(CIU).

9

10

c. Jimah Power Station

(JIMAH)

i. Vane shear test

ii. Index tests

20

e. Express Rail Link

Kuala Lumpur and

Kuala Lumpur

International Airport

(ERL)

i. Vane shear test

ii. Index tests

iii. One dimensional

consolidation test or

oedometer test

iv. Consolidation

undrained test

(CIU)

9

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3.3 Data Analysis and Results

The collected data are sorted and compiled according to the locations where

the soil samples are taken. Statistical analysis are conducted on the available data

from the soil investigation reports and are used to plot the necessary graph to achieve

the aim of the study, which is to determine the characteristics of marine clay in

particular the basic properties, strength and compressive characteristics. In an effort

to obtain correlation between strength with basic properties and compressibility

parameters and also to obtain the correlations between compressibility parameters

and basic parameters of marine clay, the regression analysis were performed on the

data. Comparison results are reported and discussed in the study to evaluate the

appropriateness of the correlations for the marine type of soil in Malaysia.

The data which were analyzed are divided into three parts as explained in

Chapter 1:

Part A: Graphs are plotted to determine the characteristics of marine clay, where

basic properties, strength and compressive data are plotted against the depth.

Part B: Graphs are plotted to obtain the correlations between strength with basic

properties and compressibility parameters.

Part C: Graphs are plotted to obtain the correlations between compressibility

parameters and basic parameters.

Table 3.2 indicates the type of analysis and correlations which are discussed

in Chapter 4.

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39

Table 3.2: Type of Analysis and Correlation Conducted

Part Type of Analysis and Correlations

A

1. Natural Moisture Content vs. Depth

2. Liquid Limit vs. Depth

3. Plastic Limit vs. Depth

4. Plasticity Index vs. Depth

5. Bulk Density vs. Depth

6. Specific Gravity vs. Depth

7. Void Ratio vs. Depth

8. Undrained Shear Strength vs. Depth

9. Effective Frictional Angle vs. Depth

10. Compression Index vs. Depth

11. Compression Ratio vs. Depth

12. Pre Consolidation Pressure vs. Depth

13. Coefficient of Volume Compressibility v. Depth

B

1. Undrained Shear Strength vs. Natural Moisture Content

2. Undrained Shear Strength vs. Liquidity Index

3. Effective Friction Angle vs. Plasticity Index

C

1. Compression Index vs. Natural Moisture

Content

2. Compression Index vs. Liquid Limit

3. Compression Index vs. Void Ratio

4. Compression Ratio vs. Void Ratio

5. Compression Ratio vs. Liquid Limit

6. Plasticity Index vs. Liquid Limit

7. Coefficient of Volume Compressibility vs. Void Ratio

8. Void Ratio vs. Natural Moisture Content

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40

Microsoft Excel program are used to carry out the evaluation and analysis.

The correlations produced are in the form of graphical and empirical equation. In a

general sense, correlation is a synonym for relationship: two variables are correlated

if certain values of one tend to go with certain values of the other. The accuracy of

the correlation obtained will be measured using the correlation coefficient (R2) as

given by Marto (in Saiful, 2004). The level of measurement of correlation

coefficient is indicated in Table 3.3. A linear association is one that can be described

by a straight line.

Table 3.3: Accuracy of correlation by Marto (in Saiful, 2004)

R2 Type of Correlation

< 0.25 Poor

0.25 – 0.55 Fair

0.56 – 0.8 Good

> 0.8 Excellent

3.4 Summary

The final stage of the study was to draw conclusion based on the results of the

analysis. It is understood that from previous study there has been good correlations

have been established for key engineering properties namely strength with basic

properties and correlations between compressibility parameters and basic parameters.

The results obtained were verified in this stage by comparing with the existing results

for the marine clay in Malaysia.

The result that was established from the analysis was carefully studied based

on the objectives. The accuracy of the results obtained was checked.

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41

If there seem to be deviation between the results, then the causes were

identified. Suggestions were included to improve the quality of the data obtained for

better results in the future.

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CHAPTER 4

DATA ANALYSIS AND DISCUSSION

4.1 Introduction

This chapter presents numerous soil data obtained from both field and

laboratory test from the four project sites in central west coast of Malaysia. These

data were analysed to establish different correlations and statistical design

parameters and presented in a form of useful for geotechnical calculations. The

accuracy of the correlation obtained are measured using the correlation coefficient

(R2) as given by Marto (in Saiful, 2004). These are then compared with relevant

correlations which is similar marine clays from around the coastal plains of other

countries.

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43

4.2 Soil Profile

Profiles of soil sample are shown in Figure 4.1a, 4.1b, 4.1c and 4.1d for each

project site. It is shown that the total depth of the very soft and soft marine clay in

CSTF is 19 meter, where the first 1.5 meter is covered by organic silty clay or known

as peat. It is also shown that the soft silty clay is overlay the medium dense silty

clay, which located on top of silty sand at 30.5 meter.

Figure 4.1a: Soil Profile in CSTF Figure 4.1b: Soil Profile in JIMAH

Soil profile in JIMAH shows that the total thickness of very soft to soft silty

is 16 meter. The soft silty clay is overlay the medium dense silty clay, which located

on top of silty sand at 25 meter.

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44

Soil profile in ERL shows that the very soft silty clay is covered up to depth

of 13 meter. The very soft silty clay is overlay a layer of silty sand, which located

on top of Kenny Hill Formation of at 20 meter.

Figure 4.1c: Soil Profile in ERL Figure 4.1d: Soil Profile in PAN

Total thickness of very soft marine clay in PAN is 13 meter, where according

to Figure 4.1d the first 3 meter is covered by very soft decayed organic matter. The

very soft clay is overlying the soft to medium stiff greenish grey marine clay, which

located on sandy clay at 20 meter.

The behaviour of the soft marine clay is influenced generally by the parent

material, depositional processes, erosion, redeposition, consolidation and fluctuations

in ground water levels.

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45

4.3 Results and Discussion

4.3.1 Physical and Engineering Properties

The study on the geotechnical properties revealed that the average thickness

of very soft to soft clay is 15.5 meter and the average thickness of medium dense

silty clay is 8 meter. Below this clay layer, there is a horizon of sand layer exists.

Physical and engineering properties of the marine clayey soils from all four

areas are summarised in Table 4.1 and it based on the available laboratory and in-situ

data. Figure 4.2a to 4.2g shows the plotted graph of physical and engineering

properties versus depth from all four areas. The natural moisture content (w) is

generally high and mostly 35% to 125 % and also shows a decreasing trend with

depth. From the study, it is found that the natural moisture content is generally close

to the liquid limit. The liquid limit (wL) is quite high, which is generally at about

50% to 125%. It is very common that the moisture content of the soft marine clay

especially near to the ground level will be higher than the liquid limit and it is true

for this case.

The liquid limit takes an important role on defining soil properties. Range of

liquid limit values is also greater than the range of plastic limit as published by

Mitchell (1993), where marine clays possess medium to extremely high plasticity.

From the plasticity chart shown in Figure 4.3 it shows the scattering pattern for all

location of collected data, the majority of the data scattered for JIMAH and PAN is

in the area of CH or classified under clay with high plasticity. For ERL the data’s

are scattered below the A-Line, which is under MH or silty with high plasticity and

also at CL or clay with low plasticity. Lesser data are obtained for CSTF and it’s

scattered along the A-Line.

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From Table 4.1, in general it shows that the unit weight is mostly in the range

of 13 to 18 kN/m3. It also appears that the unit weight is constant from the ground

surface to about 15 meter depth. The average specific gravity (Gs) for all four sites is

shown as 2.6.

Range of effective frictional angle (φ’) obtained from consolidation

undrained test is 15o to 25o. It is categorized under normally consolidated saturated

clays by Das (2004).

Typical range of effective cohesion, c' obtained from the consolidated

undrained test (CU) analysis is 2 to 20 kPa and range of cohesion, c (kPa) obtained

from the unconsolidated undrained test is 3 to 10 kPa. The relationship between

cohesion and depth is shown in Figure 4.4. The undrained shear strength (Su) of the

clays was determined by in-situ vane shear tests. According to Table 2.2 the

undrained shear strength is classified as very soft to firm, where the Su value ranging

from minimum 4 to 65 kPa. Table 4.2 shows the correlation obtained between Su

and depth for the four project sites.

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Table 4.1: Physical and Engineering Properties (Part A)

Location ( Depth )

CSTF ( 0 – 20 m )

ERL ( 0 -14 m )

JIMAH ( 0 -16 m )

PAN ( 0 -16 m )

Physical Properties Natural Moisture Content, w (%)

75 -125 50 -100 35 – 75 50 - 100

Liquid Limit, wL (%)

75 – 125 50 -100 50 -100 50 - 100

Plastic Limit, wp (%)

35 - 40 20 -50 20 -40 30 - 40

Plasticity Index, Ip

50 – 100 40 -70 20 -60 20 – 50

Unit Weight, γ (kN/m3)

13 – 15 13 -17 14 -18 -

Specific Gravity, Gs

2.5 2.6 2.6 2.6

Engineering Properties

Undrained Shear Strength, Su (kPa)

5 – 12.5 4 – 15 5 -50 5 - 65

Effective Frictional Angle, φ’

15 -20 20 -25 - 15 - 20

Void Ratio, eo

1.75 – 2.5 1.5 – 3 - 1.5 -3.0

Compression Index, Cc

0.8 -1.2 0.2 -1.5 - 0.5 - 1.5

Compression Ratio, CR

0.2 -0.4 0.1 -0.4 - 0.2 -0.35

Pre Consolidation Pressure, Pc (kPa)

50 - 125 20 - 80 - 20 – 80

Coefficient of Volume Compressibility, mv (m2/MN)

- 0.25 -1.5 - -

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Figure 4.2a: Physical and Engineering Properties versus Depth at Jimah Power

Station (JIMAH)

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Figure 4.2b: Physical Properties versus Depth at Express Rail Link (ERL)

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Figure 4.2c: Engineering Properties versus Depth at Express Rail Link (ERL)

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Figure 4.2d: Physical Properties versus Depth at Sewerage Treatment Plant

(CSTF)

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Figure 4.2e: Engineering Properties versus Depth at Sewerage Treatment Plant

(CSTF)

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Figure 4.2f: Physical Properties versus Depth at Pusat Angkasa Negara (PAN)

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Figure 4.2g: Engineering Properties versus Depth at Pusat Angkasa Negara

(PAN)

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Figure 4.3: Casagrande Plasticity Chart

Figure 4.4: Relationship between Cohesion and Depth

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Table 4.2: Correlation between Undrained Shear Strength and Depth

Location Correlation R2

Jimah Power Station

(JIMAH)

Su = 6.28d – 22.6 0.605

Sewage Treatment Plant

(CSTF)

Su = 0.83d + 3.03 0.838

Express Rail Link (ERL)

Su = 1.393d – 0.691 0.637

Pusat Angkasa Negara

(PAN)

Su = 5.85d – 4.42 0.699

According to Table 4.2, the accuracy of correlations obtained is classified in

the range of good. Undrained shear strength generally increasing with depth. For

most soft clays, it is found that the undrained shear strength is proportionally to

effective overburden pressure and this is expected in this research since the shear

strength is basically a frictional phenomenon and depends on the confining pressure.

The correlation shown in Table 4.2 is plotted as shown in Figure 4.5 for

comparison purposes. Superimposed also on the figure are the relevant data of Chen

& Tan (2003) for marine clay in Klang. It shows that the correlation given by Chen

& Tan is very close to correlation obtained in ERL. For a given depth, it gives

higher undrained shear strength for PAN and JIMAH and lower undrained shear

strength for ERL and CSTF. From the plasticity chart it indicates that the data

scattered for JIMAH and PAN is in the area of CH or classified under clay with high

plasticity, where studies by Cox, 1970 shows that high plasticity by weathering the

clay minerals will increase the undrained shear strength.

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Figure 4.5: Correlation between Undrained Shear Strength and Depth

Below is the compressibility properties of marine clay, which normally

measured using oedometer test conducted on undisturb samples obtained from the

site investigations. Compressibility parameters are very useful in settlement

analysis, therefore, more effort should be emphasized in the interpretation of these

parameters.

Range of void ratio (eo) obtained from the analysis is 1.5 to 3.0. The value of

Cc can vary widely, depending on the soil. Range of Cc value obtained from the

analysis is 0.2 to 1.5. The Compression Ratio (CR) values vary from 0.1 to 0.4 and it

seems that the CR values are decreasing with depth. The pre consolidation pressure,

P′c (kPa) is the maximum past effective overburden pressure to which the soil

specimen has been subjected. Range of P'c obtained from the analysis is 20 to 125

kPa. The range of coefficient of volume compressibility, mv obtained from the

analysis is 0.25 to 1.5 m2/MN. According to Table 2.5 as given by Head, 1992

shows that the clay can be classified as normally consolidated clays and with high

compressibility.

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4.3.2 Correlations between Strength and Physical Properties

Typical correlations between strength properties and physical properties are

summarized in Table 4.3.

Table 4.3: Correlation between Strength and Physical Properties (Part B)

Correlation Coefficient of

Determination, R2

Location

Su = 0.31(100.28-w) 0.558 JIMAH

Su = 0.576(146.3-w) 0.545 PAN

Su = 23.37 – 23.24IL 0.696 JIMAH

Su = 105.68 – 55.41IL 0.690 PAN

A typical plot of correlation between undrained shear strength versus natural

moisture content and undrained shear strength versus liquidity index on each area

are shown in Figure 4.6. Correlation between undrained shear strength and natural

water content, which shown in Table 4.3 is plotted and presented in Figure 4.7 for

comparison purposes. Superimposed also on the figure are the relevant data of Huat

et al. (1995) for marine clay in north and south part of Malaysia and of Tan & Lee

(1977) for Singapore marine clay. In general the trend of soil strength decrease with

increase in water content is similar for all soils considered and PAN gives the highest

undrained shear strength for given natural moisture content.

Relationship between undrained shear strength and liquidity index, which

establish in Table 4.3 is plotted and shown in Figure 4.8 for comparison purpose.

Superimposed also on the figure are the relevant data of Huat et al. (1995) for marine

clay in north and south part of Malaysia.

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(a) Location: Jimah Power Station

(b) Location : Pusat Angkasa Negara

Figure 4.6: Typical Plot of Correlation between Undrained Shear Strength

with Natural Moisture Content and Undrained Shear Strength

with Liquidity Index

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Figure 4.7: Correlation between Undrained Shear Strength and Natural

Moisture Content

Figure 4.8: Correlation between Undrained Shear Strength and

Liquidity Index

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61

A typical correlation between effective friction angle (φ’) and plasticity index

(Ip) is shown in Figure 4.9, where the value of φ’ decreases with the increase in Ip.

From the graph it shows that due to scattered data, it is unable to obtain an accurate

correlation between effective friction angle and plasticity index. Similar results were

also provided by Bjerrum & Simons, 1960 and Kenney, 1959 (in Das, 2004).

Figure 4.9: Correlation between Effective Friction Angle and

Plasticity Index

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4.3.3 Correlations between Compressibility Properties and Physical Properties

Typical correlations between compressibility properties and physical

properties are summarized in Table 4.4 and plotted in Figure 4.10a to 4.10c.

Table 4.4: Correlation between Compressibility and Physical Properties

(Part C)

Correlation Coefficient of

Determination, R2

Location

Cc = 0.013w – 0.181 0.635 ERL

Cc = 0.008w + 0.224 0.687 PAN

Cc = 0.012wL – 0.091 0.63 ERL

Cc = 0.005wL + 0.398 0.618 PAN

Cc = 0.007Ip + 0.456 0.47 ERL

Cc = 0.0105Ip + 0.156 0.41 CSTF

Cc = 0.497eo – 0.194 0.677 ERL

Cc = 0.515eo – 0.176 0.724 PAN

CR = 0.071eo + 0.098 0.627 ERL

CR = 0.071eo + 0.119 0.719 PAN

CR = 0.002wL + 0.108 0.493 ERL

mv = 0.498eo - 0.109 0.659 ERL

Referring to Table 4.4, the correlation between compression index (Cc) and

natural moisture content (w) is plotted and presented in Figure 4.11 for comparison

purposes. Superimposed also on the figure are the relevant data of Huat et al. (1995)

for marine clay in north and south part of Malaysia and Soft Bangkok Clay of

Sivandran, 1979 (in Saiful, 2004). In general the Cc values are increasing linearly

with increase in natural moisture content. It also shows that the correlation

obtained for PAN is very close to Bangkok Clay.

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Figure 4.10a: Typical Plot of Correlations between Compressibility and

Physical Properties in ERL

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64

Figure 4.10b: Typical Plot of Correlations between Compressibility and

Physical Properties in PAN

Figure 4.10c: Typical Plot of Correlations between Compressibility and

Physical Properties in CSTF

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65

Figure 4.11: Correlation between Compression Index and Natural

Moisture Content

Correlation between compression index (Cc) and liquid limit (wL) were also

established for the marine clay and presented in Figure 4.12. Superimposed also on

the figure are the relevant data of Skempton, 1944 and Terzaghi & Peck, 1967 for

undisturb clay, Huat et al. 1995, Chen & Tan, 2003 and Tan & Gue, 2003 for soft

clay in Klang for comparison purposes. It appears that all other soils tend to show

larger Cc for a given wL compared with the classical Terzaghi & Peck and Skempton

relation.

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66

Figure 4.12: Relationship between Compression Index and

Liquid Limit

Relationship of compression index (Cc) versus initial void ratio (eo) were

established and plotted in Figure 4.13. Superimposed also on the figure are the

relevant data of Huat et al. 1995, Tan & Gue, 2003 and Bangkok soft clay by

Adikari, 1977 and Sivandran, 1979 ( in Saiful, 2004) for comparison purposes. From

the graph it shows that clay in PAN and ERL gives a lower Cc value for a given eo.

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Figure 4.13: Correlation between Compression Index and

Initial Void Ratio

Figure 4.14 shows the plotted graph for correlation on compression ratio

(CR) and liquid limit (wL). Superimpose also on the figure is the relevant data of

Huat et al. 1995 for comparison purposes. In general the trend of compression ratio

increases with increase in liquid limit is similar.

Relationship of coefficient of volume compressibility (mv) versus initial void

ratio (eo) were established and plotted in Figure 4.15. Superimposed also on the

figure are the relevant data of Saiful, 2004 for comparison purposes. From the graph

it shows that value of mv increase linearly with eo.

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Figure 4.14: Correlation between Compression Ratio and

Liquid Limit

Figure 4.15: Correlation between Coefficient of Volume Compressibility

and Void Ratio

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Figure 4.16 shows the plotted graph for correlation on compression index

(Cc) and plasticity index (Ip). Superimpose also on the figure is the relevant data of

Huat et al. 1995 for comparison purposes. In all cases compression index is observed

to increase with the increase in plasticity index.

Figure 4.16: Correlation between Compression Index and

Plasticity Index

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CHAPTER 5

CONCLUSION AND RECOMMENDATION FOR FUTURE STUDY

5.1 Conclusion

The results obtained from the analysis enable to provide a satisfactory

prediction of physical and engineering properties of marine clay when there is no

relevant test results are available for the same area of project site or other areas of

similar subsurface conditions. This will also enhance the geological knowledge and

the understanding on subsoil of marine clay in central west coast of Malaysia. The

following conclusion can be drawn from the study performed above:

1) The study on the geotechnical properties revealed that the average

thickness of very soft to soft clay are 15.5 meter, the average

thickness of medium dense silty clay is 8 meter. Below the clay layer,

there is a horizon of sand layer exists. Apparently, this profile can be

comparable with the typical soil profile in Peninsular Malaysia.

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2) The natural moisture content (w) is generally high and mostly 35% to

125% and also shows a decreasing trend with depth. Liquid limit

(wL) is also shows high, which is generally 50% to 125%. From the

study, it is found that the w is generally close to wL and it is very

common that the moisture content of the soft marine clay is higher at

especially near to the ground level than the liquid limit. According to

the plasticity chart it shows that the majority of the data scattered for

JIMAH and PAN is in the area of CH or classified under clay with

high plasticity. For ERL the data’s are scattered below the A-Line,

which is under MH or silty with high plasticity and also at CL or clay

with low plasticity. Lesser data are obtained for CSTF and it is

scattered along the A-Line.

3) It is found that the unit weight is mostly in the range of 13 to 18

kN/m3 and the average specific gravity (Gs) obtained from the

analysis is 2.6.

4) Range of effective frictional angle (φ’) obtained is 15o to 25o and it is

categorized under normally consolidated saturated clays. The range

of effective cohesion, c' obtained is 2 to 20 kPa.

5) The undrained shear strength (Su) of the clays was determined by in-

situ vane shear tests, where the Su value ranging from 4 to 65 kPa.

The result also shows that the Su value for PAN and JIMAH is

higher than ERL and CSTF, this is because of PAN and JIMAH is

classified under high plasticity (CH) in the Casagrande Plasticity

Chart, which gives higher undrained shear strength. High plasticity

causes by weathering on the clay minerals will increase the undrained

shear strength.

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72

Undrained shear strength generally increasing with depth, for

most soft clays the Su is proportionally to effective overburden

pressure.

6) Two types of correlations which related to Su have been established,

they are undrained shear strength with natural moisture content (w)

and liquidity index (Ip). Both correlations show that the value of

undrained shear strength is decreasing with higher value of natural

moisture content and liquidity index.

7) A non-linear correlation between effective friction angle (φ’) and

plasticity index (Ip) has been established, where the value of φ’

decreases with the increase in Ip.

8) As compressibility parameters are very useful in settlement analysis

some of the parameters which related to compressibility have been

established. Oedometer test provide reliable Cc, where the average

value obtained is 0.2 to 1.5 and also shows constant values with depth.

Correlation between compression index with some of the physical

properties have been also established. The result shows that the value

of Cc is increased with the increase in natural moisture content,

plasticity index, liquid limit and void ratio.

9) The compression ratio values are ranging from 0.1 to 0.4. An

approximate linear correlation is obtained between compression

ratio with void ratio and liquid limit. It will be useful for estimating

the compression ratio for settlement assessment when there is no

consolidation test is conducted.

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10) Range of preconsolidation pressure, Pc’ obtained from the analysis is

20 to 125 kPa and the range of coefficient of volume compressibility,

mv obtained is 0.25 to 1.5m2/MN. A linear correlation between

coefficient of volume compressibility and void ratio is also

established from the study.

5.2 Limitations

In order to get better results on the correlation of engineering characteristics

of marine clay from central west coast of Malaysia, the limitations of this study are

listed out as a guideline for future studies:

1) Correlations carried out are limited at each particular project site, rather

than showing the results of combining data from all four project sites.

This is because data obtained from each project site is taken at different

depth.

2) The reading of the depth is not based on the ‘REDUCED LEVEL’.

3) Limited shear strength data is obtained.

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5.3 Recommendations for future study

As this study focuses on the correlation between shear strength properties

with physical and compressibility properties, in future to obtain more shear strength

data, for better comparison purposes.

As not many studies are conducted on stress path analysis in Malaysia, in

future to do stress path analysis on Malaysian marine clay, in order to enhance

knowledge in critical stress path.

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