Geotechnical and Micro-Structural Behaviour of Chemically ...eprints.utm.my/id/eprint/77778/1/NimaLatifiPFKA2014.pdf · Therefore the finite element method using elasto-plastic Mohr-Coulomb

GEOTECHNICAL AND MICRO-STRUCTURAL BEHAVIOUR OF

CHEMICALLY STABILIZED TROPICAL RESIDUAL SOIL

NIMA LATIFI

A thesis submitted in fulfilment of the

requirements for the award of the degree of

Doctor of Philosophy (Civil Engineering)

Faculty of Civil Engineering

Universiti Teknologi Malaysia

JUNE 2014

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Specially dedicated to my beloved parents and my adorable wife

iv

ACKNOWLEDGEMENT

Acknowledgments for the completion of this thesis must be extended to many

people who provided me with precious time and invaluable advice. My gratitude to

the Almighty God, due to all His blessings and grace, this thesis finally came to an

end.

I wish to express my sincerest appreciations to Prof. Dr. Aminaton Marto for

her invaluable comments, genuine encouragement, constructive advice, and

professional guidance during the formulation of this thesis. Thank you for the

opportunity you granted to me. I am also very thankful to my co-supervisor Dr.

Amin Eisazadeh for his permanent support, continuing feedback, patient guidance,

and motivation.

My sincere gratitude also goes to all laboratory technicians in the

Geotechnical Engineering and Structures and Materials laboratories for their genuine

help in carrying out the laboratory tests and physical modeling works throughout the

study.

Last but not least, my utmost appreciations go to my beloved parents for their

eternal support, unconditional love, sacrifice, and encouragement. I am nothing

without you both. My special thanks go to my adorable wife, Nazanin for all her

support and tolerance throughout this research journey. Words really fail to

appreciate her for everything.

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ABSTRACT

The stabilization of soils with additives is a chemically modified method that can be used to improve soils with weak engineering properties. Non-traditional additives such as ionic, enzymes, salts, polymers, and tree resins are widely used for treating problematic soils. The effects of non-traditional additives on the geotechnical properties of soils have been the issue of investigation in recent years. The publications on macro-structural, micro-structural, and molecular characteristics of tropical residual soil stabilized by non-traditional stabilizers are limited. This research aimed at determining the stabilization mechanism and performance of the tropical residual (laterite) soil mixed with two types of non-traditional stabilizer; namely the calcium based powder stabilizer (SH-85) and sodium silicate based liquid stabilizer (TX-85). Macro-structural study including the compaction, unconfined compression strength, direct shear, and consolidation tests were used to assess the engineering properties of the stabilized soil. The physico-chemical bonding mechanisms contributed to the stabilization process were discussed based on the results of micro-structural study from different spectroscopic and microscopic techniques such as X-ray Diffractometry, Energy-Dispersive X-ray Spectrometry, Field Emission Scanning Electron Microscopy, Fourier Transform Infrared Spectroscopy, Surface Area Analysis and Thermal Gravimetric Analysis. In addition, the performance of treated laterite backfill stabilized with the selected additives was evaluated using series of physical model tests. The model tests consisted of strip footing placed on stabilized backfill behind sheet pile wall. The numerical simulation using PLAXIS finite element (FE) software was carried out to compare and evaluate the results obtained from the physical models. The laboratory tests showed that the addition of 9 % (as the optimum amount) of both additives increased more than 80% of compressive strength after 7 days of curing periods while the consolidation settlement had been effectively reduced. The micro-structural study revealed that the stabilization process modified the porous network of laterite soil. The pores of the soil had been filled by the newly formed compounds known as calcium aluminate hydrate cementitious material for SH-85 treated samples and sodium aluminosilicate hydrate gel-like product for TX-85 treated samples. Hence, the stabilization mechanism of two selected non-traditional additives was by cationic exchange and physical bonding. The numerical simulation and physical modelling showed identical trends. Therefore the finite element method using elasto-plastic Mohr-Coulomb model is suitable to be used in evaluating and predicting the behaviour of chemically stabilized backfill. The results from the physical model tests showed that the ultimate capacity of the footing placed on the stabilized backfill soil increased greatly while the settlement reduced compared to untreated backfill laterite soil, after just 7 days of curing. It can be concluded that the quick reaction of the selected stabilizers with laterite soils is very advantageous and cost-effective for geotechnical engineering projects.

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ABSTRAK

Penstabilan tanah menggunakan bahan tambah merupakan suatu kaedah pengubahsuaian kimia yang boleh digunakan untuk memperbaiki sifat tanah yang mempunyai sifat-sifat kejuruteraan yang lemah. Bahan tambah bukan konvensional seperti ionik, enzim, garam, polimer dan resin pokok digunakan secara meluas untuk rawatan tanah bermasalah. Kesan bahan tambah bukan konvensional kepada sifat geoteknikal tanah telah menjadi isu penyelidikan dalam tahun-tahun kebelakangan ini. Penerbitan mengenai makrostruktur, mikrostruktur dan sifat-sifat molekul tanah baki tropika yang distabilkan dengan bahan penstabil bukan konvensional adalah terhad. Penyelidikan ini bertujuan untuk menentukan mekanisme penstabilan dan prestasi tanah baki (laterit) tropika yang dicampur dengan dua jenis penstabil bukan konvensional, iaitu penstabil serbuk berasaskan kalsium (SH-85) dan bahan penstabil cecair berasaskan sodium silikat (TX-85). Kajian makrostruktur termasuk ujian pemadatan, ujian kekuatan mampatan tak terkurung, ujian ricih, dan ujian pengukuhan telah dijalankan untuk menilai sifat kejuruteraan tanah laterit yang distabilkan. Mekanisme ikatan fizikokimia yang menyebabkan proses penstabilan dibincangkan berdasarkan hasil kajian mikrostruktur melalui kaedah spektroskopik dan mikroskopik seperti X-ray Diffractometry, Energy-Dispersive X-ray Spectrometry, Field Emission Scanning Electron Microscopy, Fourier Transform Infrared Spectroscopy, Analisis Luas Permukaan dan Thermal Gravity Analysis. Prestasi tanah laterit yang distabilkan dengan bahan tambah yang digunakan sebagai tanah kambus balik telah dinilai melalui satu siri ujian model fizikal. Ujian model terdiri daripada asas jalur di atas kambus balik yang distabilkan dan terletak di belakang dinding cerucuk turap. Simulasi berangka dengan perisian unsur terhingga PLAXIS telah dijalankan untuk membandingkan dan menilai hasil ujian model fizikal. Ujian makmal menunjukkan bahawa penggunaan bahan tambah sebanyak 9% (nilai optimum) bagi kedua-dua bahan tambah meningkatkan kekuatan mampat tanah laterit sebanyak 80% selepas tempoh pengawetan selama 7 hari, dan mampu mengurangkan enapan pengukuhan secara efektif. Berdasarkan kajian mikrostruktur, didapati bahawa proses penstabilan telah mengubahsuai rangkaian liang tanah laterit. Liang-liang tanah diisi dengan kompaun yang baru terbentuk, iaitu kompaun bersimen kalsium aluminat hidrat bagi sampel yang distabilkan dengan SH-85, dan sodium aluminosilikat hidrat berbentuk gel bagi sampel yang distabilk dengan TX-85. Mekanisme penstabilan bagi kedua-dua bahan tambah bukan konvensional disebabkan oleh pertukaran kation dan ikatan fizikal. Simulasi berangka dan pemodelan fizikal menunjukkan tren yang serupa. Oleh itu, kaedah unsur terhingga yang menggunakan model elasto-plastik Mohr-Coulomb didapati sesuai digunakan untuk menilai dan meramal perilaku kambus balik yang distabilkan menggunakan bahan kimia. Hasil ujian model fizikal menunjukkan bahawa kapasiti muktamad asas di atas tanah kambus balik yang distabilkan mengalami peningkatan yang banyak dan mengurangkan enapan tanah selepas 7 hari tempoh pengawetan berbanding dengan tanah kambus balik yang tidak dirawat. Kesimpulannya, reaksi pantas bahan penstabil untuk menstabilkan tanah laterit adalah sangat berfaedah dan kos-berkesan bagi projek-projek kejuruteraan geoteknik.

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TABLE OF CONTENTS

CHAPTER TITLE PAGE

DECLARATION ii

DEDICATION iii

ACKNOWLEDGEMENT iv

ABSTRACT v

ABSTRAK vi

TABLE OF CONTENTS vii

LIST OF TABLES xiv

LIST OF FIGURES xvi

LIST OF ABBREVIATIONS AND SYMBOLS xxiii

LIST OF APPENDICES xxvii

1 INTRODUCTION 1

1.1 Background 1

1.2 Problem Statement 3

1.3 Objectives of Study 4

1.4 Scope and Limitation of Study 5

1.5 Significance of Study 6

1.6 Thesis Organization 7

2 LITERATURE REVIEW 9

2.1 Introduction 9

2.2 Soil Improvement using Stabilizers 9

2.2.1 Traditional Additives 12

2.2.2 Non-Traditional Additives 15

2.3 Tropical Residual Soils 30

2.3.1 Origin and Chemical Composition 32

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2.3.2 Clay Minerals 35

2.3.3 Engineering Properties 42

2.4 Macro-Structural Characterizations and Engineering

Analysis of Stabilized Soil 44

2.4.1 Compaction Characteristics 45

2.4.2 Compressive Strength 48

2.4.3 Shear Strength 52

2.4.4 Compressibility 56

2.5 Micro-Structural Characterization and Chemical

Analysis of Stabilized Soils 60

2.5.1 X-ray Diffraction Studies 60

2.5.2 Microscopic Studies 64

2.5.3 Thermal Studies 69

2.5.4 Surface Area, Pore Size and Particle Size

Distribution 72

2.5.5 Molecular Characterization 77

2.6 Modelling the Retaining Wall with Stabilized

Backfill 81

3 RESEARCH METHODOLOGY 94

3.1 Introduction 94

3.2 Selection, Collection and Preparation of Materials 97

3.2.1 Soil Sample 97

3.2.2 Additives 98

3.3 Determination of Physical and Chemical Properties

of Laterite Soil 99

3.3.1 Soil Classification 99

3.3.2 Specific Gravity 101

3.3.3 Loss on Ignition 102

3.3.4 Organic Content 102

3.3.5 pH Measurement 103

3.4 Determination of Chemical Component of Additives 104

3.5 Determinations of Engineering Properties 105

3.5.1 Compaction 105

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3.5.2 Unconfined Compressive Strength 107

3.5.3 Direct Shear 109

3.5.4 Consolidation 110

3.6 Micro-Structural and Molecular Characterization of

Samples 112

3.6.1 X-ray Diffraction 113

3.6.2 Scanning Electron Microscopy and X-ray

Spectrometry 115

3.6.3 Fourier Transform Infrared Spectroscopy 117

3.6.4 Thermal Gravimetric Analysis 119

3.6.5 Surface Area Value 120

3.6.6 Particle Size Analysis 121

3.7 Physical Model Tests 123

3.7.1 Introduction 123

3.7.2 Materials 124

3.7.3 Test box 124

3.7.4 Wall and Footing 129

3.7.5 Instruments 130

3.7.6 Testing Programme 132

3.7.7 Model Preparation and Test Procedure 132

3.8 Numerical Simulation 134

3.8.1 Introduction 134

3.8.2 Simulation Process 135

3.9 Summary 138

4 PHYSICO-CHEMICAL, MACRO AND MICRO

STRUCTURAL STUDIES OF MATERIALS 139

4.1 Introduction 139

4.2 Physical Properties of Laterite Soil 140

4.3 Geochemistry Characteristics of Materials 145

4.3.1 Soil 145

4.3.2 Additives 147

4.4 Macro-Structural Characterization 149

4.4.1 Compaction 149

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4.4.2 Unconfined Compressive Strength 154

4.4.3 Consolidation 160

4.4.4 Shear Strength 165

4.5 Micro-Structural Characterization 171

4.5.1 X-ray Diffraction 172

4.5.2 X-ray Spectrometry 174

4.5.3 Scanning Electron Microscopy (SEM) and

Field Emission Scanning Electron

Microscopy (FESEM) 180

4.5.4 Molecular Characteristics 187

4.5.5 Thermal Gravimetric Analysis 189

4.5.6 Surface Area Analysis 192

4.5.7 Particle Size Analysis 195

4.5.8 pH 198

4.6 Summary 200

5 PERFORMANCE OF TREATED SOILS THROUGH

PHYSICAL MODELLING AND NUMERICAL

SIMULATION 203


5.2 Physical Model Tests 203

5.2.1 Series 1 : Loading Placed at 5 cm 205



5.3 Summary of Physical Modelling Tests 220

5.4 Numerical Simulation 224

5.4.1 Numerical Simulation of Series 1 225



5.5 Summary of Numerical Simulation 234

6 CONCLUSION AND RECOMMENDATIONS 237


6.2 Conclusion 237

6.3 Macro-Structural Study 238

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6.3.1 Micro-Structural Study 239

6.3.2 Physical Modelling and Numerical

Simulation 240

6.3.3 Recommendations for Further Research 241

REFERENCES 243

Appendices A-G 270-301

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LIST OF TABLES

TABLE NO. TITLE PAGE

2.1 Proposed stabilization mechanisms and suitability for stabilization

applications (Tingle et al., 2007) 24

2.2 Summary of compressive strength changes due to the soil-additive

reaction 51

2.3 Effect of soils mixed with different concentration of fly ash on

cohesion and angle of internal friction (Prabakar et al., 2004) 53

2.4 TGA, DTG, and DTA analysis for more commonly available clay

minerals (Guggenheim and van Groos, 2001) 71

2.5 IR bands of kaolinite (KGa) and montmorillonite (SWy) clay

along with their assignments (Madejova and Komadel, 2001) 78

3.1 Laboratory testing programme with standards or methods used 96

3.2 Testing programme in physical model tests 132

4.1 Values of physical indices of granitic residual soils from various

places in the Peninsular Malaysia 140

4.2 Percentages of soil components based on particle size 143

4.3 Amount of major elements (%), organic contents and pH in some

granitic residual soils 146

4.4 Oxides and chemical components of SH-85 and some of

traditional stabilizers 148

4.5 Chemical components of TX-85 149

4.6 Maximum dry density and optimum moisture content of some

granitic residual soil in the Peninsular of Malaysia 150

4.7 pdmax and wopt of treated and untreated soils obtained from

standard compaction tests 151

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4.8 Unconfined compressive strength of untreated and treated laterite

soils with SH-85 and TX-85 at various curing time 154

4.9 Unconfined compressive strength of granitic residual soils from

various places in the Peninsular Malaysia mixed with different

type of stabilizers 156

4.10 Shear values for the granitic residual soil in Malaysia 166

4.11 Al:Si, and Ca:Si ratios of untreated and treated soil with 9% SH-

85 obtained from EDAX analysis 178

4.12 Al:Si, and Na:Si ratios of untreated and treated soil with of 9%

TX-85 obtained from EDAX analysis 180

4.13 Surface area obtained from N2-BET for the untreated and treated

laterite soils at various curing time 193

4.14 Particle Size Distribution of Untreated and Treated samples with

SH-85 197

4.15 Particle Size Distribution of Untreated and Treated samples with

TX-85 197

4.16 pH obtained for the untreated and treated laterite soils at various

curing time 199

5.1 Summary results of physical model tests at failure 204

5.2 Parameters for backfill, sheet pile wall and footing in PLAXIS

modelling 224

5.3 Summary results obtained from numerical simulation at failure 225

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LIST OF FIGURES

FIGURE NO. TITLE PAGE

2.1 Process of surface stabilization by liquid additive 10

2.2 Deep mixing process in field 11

2.3 Proposed stabilization mechanisms for ionic additives

(Tingle et al., 2007) 17

2.4 Proposed stabilization mechanisms for enzymes additives


2.5 Proposed stabilization mechanisms for Lignosulfonate additives


2.6 Typical profile of residual soil (Little, 1969) 31

2.7 Basic sheet arrangements of silica tetrahedral and aluminum

octahedral and synthesis pattern of clay minerals (Mitchell and

Soga, 2005) 36

2.8 Morphology of kaolinite (McBride, 1994) 37

2.9 Morphology of montmorillonite (McBride, 1994) 38

2.10 Structure and morphology of illite (McBride, 1994) 39

2.11 Some possible mechanisms of water adsorption by clay surfaces:

(a) hydrogen bonding, (b) ion hydration, (c) attraction by

osmosis, and (d) dipole attraction (Mitchell and Soga, 2005) 40

2.12 General distribution of cations held as exchangeable ions at

different pH values (Brady and Weil, 1996) 41

2.13 Typical moisture-density curve (Ahmad, 2004) 45

2.14 Variation of dry density with moisture content (Hossain et al.,

2007) 46

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2.15 Plots of dry unit weight versus molding moisture content of clay

and clay–FA geopolymer for FA/clay ratios of 0.3, 0.5, and 0.7

(Sukmak et al., 2013) 47

2.16 Relation between maximum dry density and optimum moisture

content at different SBR%-MH soil (Ahmad et al., 2013) 48

2.17 Unconfined compressive strengths values for one day of curing

(Newman and Tingle, 2004) 49

2.18 Strength gain for lime and phosphoric acid-treated laterite clay

with different stabilizer content and curing time (Eisazadeh et

al., 2011) 50

2.19 Effect of the fibre content on cohesion and angle of internal

friction of fibre–lime treated soil specimens after 28-day curing

(Cai et al., 2006) 54

2.20 Effect of soil stabilizer concentration on cohesion of samples of

stabilized soil (Liu et al., 2011) 54

2.21 Effect of soil stabilizer concentration on friction angle of

samples of stabilized soil (Liu et al., 2011) 55

2.22 Effect of fly ash, lime – fly ash, and curing time on the

compression and rebound indices Cc and Cr (Nalbantoglu and

Tuncer, 2001) 57

2.23 Strain versus pressure for Soil 1 and 2, treated with lime (de

Brito Galvão et al., 2004) 58

2.24 Compressibility and SEM image of 30% cement-treated clay

(Chew et al., 2004) 59

2.25 X-ray diffraction patterns for composite clay samples treated

with the ionic stabilizer at different application mass ratios

(Katz et al., 2001) 61

2.26 XRD of Arizona Montmorillonite before (red) and after (blue)

treatment with EcSS 3000TM

soil stabilizer (Malek, 2006) 62

2.27 Comparison between X-ray diffraction patterns of natural,

phosphoric acid, and lime treated Laterite Clay after 8 months

curing period (Eisazadeh et al., 2011) 63

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2.28 SEM of untreated and 6% lime treated Tapah Kaolin after one

year of curing (Kassim et al., 2005) 64

2.29 Scanning electron micrograph of cementation compounds

formed in lime–soil reactions (Cai et al., 2006) 65

2.30 Cluster of elongated particles found in CKD-treated Na-m clay

cured for 90 days (Peethamparan et al., 2009) 66

2.31 SEM image of untreated laterite clay from Malaysia (Eisazadeh

et al., 2011) 67

2.32 SEM image of lime laterite clay from Malaysia (Eisazadeh et al.,

2011) 67

2.33 SEM images (a) the FA geopolymer and (b) the clay–FA

geopolymer specimens at L/FA ratio of 0.7 (Sukmak et al., 2013) 68

2.34 Various pores observed in micro-fabric of Tucson silty clay

(Mitchell and Soga, 2005) 72

2.35 Adsorption of gas molecules on solid particles (Quantachrome

manual, 2007) 74

2.36 Laser diffraction technique used in CILAS equipment 76

2.37 IR spectra of montmorillonite (SWy-2) and kaolinite (KGa-2)

using (Potassium Bromide) KBr pellet (Madejova and Komadel,

2001) 79

2.38 FTIR of Arizona Montmorillonite before and after treatment with

Ecss 3000TM

soil stabilizer (Malek, 2006) 80

2.39 FTIR spectrums for untreated and phosphoric acid and lime-

treated lateritic soils at 8 months time interval (Eisazadeh et al.,

2011) 81

2.40 Horizontal distribution of geogrid strain (a) fill height = 4 m; (b)

fill height = 6.5 m (Jie et al., 2012) 83

2.41 Vertical distribution of geogrid strain 2 m inside the wall (Jie et

al., 2012) 83

2.42 Schematic view of the experimental model (All dimensions are

in mm) (Ahmadi and Hajialilue-Bonab, 2012) 84

2.43 Monitoring general scheme (Bourgeois et al., 2011) 86

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2.44 Horizontal displacement of the wall under the effect of the

applied load of 90 kN (comparison measurements/simulations)

(Bourgeois et al., 2011) 86

2.45 Setup of instrumentation (Chen and Chiu, 2008) 88

2.46 Comparison of test results for various facing inclinations (a)

horizontal displacement of the facing (Chen and Chiu, 2008) 88

2.47 FLAC model of reinforced wall (Hatami and Bathurst, 2006) 89

2.48 Model test instrumentation (Georgiadis and Anagnostopoulos,

1998) 91

2.49 Effect of surcharge distance on bending moments (H= 250 mm;

q= 12 kN/m2) (Georgiadis and Anagnostopoulos, 1998) 91

2.50 Physical modelling instrumentation schematic (Shinde and

Mandal, 2007) 92

2.51 Deformed mesh of backfill materials and wall (Shinde and

Mandal, 2007) 93

3.1 Flowchart of research methodology 95

3.2 Collection of soil samples from UTM campus 97

3.3 Laterite soil samples under air-drying process 98

3.4 Non-traditional soil additives used in this study 99

3.5 pH measurement equipment 104

3.6 Equipment used in compaction tests 106

3.7 Samples under curing condition 108

3.8 Unconfined compressive strength test machine 109

3.9 Direct shear test machine 110

3.10 One dimensional consolidation test equipment 112

3.11 Diffraction from crystal planes according to Bragg’s Law

(Mitchell and Soga, 2005) 113

3.12 Sample preparation for XRD test 114

3.13 Bruker D8 X-ray Diffractometer 115

3.14 Field Emission Scanning Electron Microscope 116

3.15 Scanning Electron Microscope 117

3.16 Vacuum sputter coater 117

3.17 Sample preparation for fourier transform infrared test 118

3.18 Fourier transform infrared device connected to the computer 119

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3.19 Thermal Gravimetric device 120

3.20 Surface area measurement device 121

3.21 Particle size analysis device (CILAS 1180) 122

3.22 Failure mechanism from general shear failure of foundation

(Sutjiono and Najoan, 2005) 125

3.23 Schematic picture of test box 127

3.24 Loading frame used for physical model tests 128

3.25 Test box transfer to the loading frame 129

3.26 Wall and footing used in physical model tests 130

3.27 Schematic view of experimental model 131

3.28 Test box showing prepared soil, wall, footing, LVDT, strain

gauges and load cell before test 134

3.29 Finite element model and mesh for various footing distance from

the wall, (a) 5 cm from wall; (b) 10 cm from wall; (c) 15 cm

from wall 137

4.1 Particle size distribution of laterite soil 142

4.2 Plasticity chart in accordance with USCS 144

4.3 Diffragtogram of untreated granitic residual soil 147

4.4 Particle size distribution of SH-85 148

4.5 Compaction curve of natural laterite soil 150

4.6 Relationship between maximum dry density and optimum

moisture content with percentage of added SH-85 on laterite soil 152

4.7 Relationship between maximum dry density and optimum

moisture content with percentage of added TX-85 on laterite soil 153

4.8 Strength gained for SH-85 treated laterite soil with different

stabilizer content and curing time 155

4.9 Strength gained for TX-85 treated laterite soil with different

stabilizer content and curing time 157

4.10 Comparison between SH-85 and TX-85 strength developments

for 7 days cured samples 159

4.11 Consolidation curve of natural laterite soil 160

4.12 Compression curves of untreated and SH-85 treated soils at

different curing time 162

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4.13 Variation of compression index and swelling index at different

curing time 162

4.14 Compression curves of untreated and TX-85 treated soils at

different curing time 163

4.15 Variation of compression index and swelling index at different

curing time 163

4.16 Direct shear test result on untreated laterite soil 165

4.17 Variation of cohesion of treated samples with SH-85 at different

time intervals 167

4.18 Variation of friction angle of treated samples with SH-85 at

different time intervals 168

4.19 Variation of cohesion of treated samples with TX-85 at different

time intervals 169

4.20 Variation of friction angle of treated samples with TX-85 at


4.21 Comparison between SH-85 and TX-85 treated samples’

cohesion in different time intervals 170

4.22 XRD patterns of untreated and treated laterite soil with SH-85 at


4.23 XRD patterns of untreated and treated laterite soil with TX-85 at


4.24 EDAX spectrums of untreated laterite soil 175

4.25 EDAX spectrums of SH-85 additive 175

4.26 EDAX spectrums of SH-85 treated laterite soil at different curing

times 177

4.27 EDAX spectrums of TX-85 treated laterite soil at different time

intervals 179

4.28 Micrographs of natural laterite soil 181

4.29 Micrographs of SH-85 additive 182

4.30 FESEM images of SH-85 treated laterite soil at different time

intervals 184

4.31 FESEM micrographs of TX-85 treated laterite soil at different

curing time 186

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4.32 FTIR spectrums for untreated and SH-85-treated laterite soil with

various curing time 188

4.33 FTIR spectrums for untreated and TX-85-treated laterite soil at

various time intervals 188

4.34 TGA spectrums for untreated laterite soil 189

4.35 TGA spectrums for SH-85 treated laterite soil at 7, 28 and 90

days curing time 190

4.36 TGA spectrums of TX-85 treated laterite soil at 7, 28 and 90

days curing time 191

4.37 BET surface area for untreated and SH-85 treated samples at

various curing periods 194

4.38 BET results for untreated and TX-85 treated samples at various

curing periods 194

4.39 Particle size distribution of untreated and treated samples with

SH-85 at various curing periods 196

4.40 Particle size distribution of untreated and treated samples with

TX-85 at various curing periods 196

4.41 Variation of pH for SH-85 and TX-85 treated laterite soil 199

4.42 Stabilization mechanisms of SH-85 and TX-85 additives on

laterite soil 201

5.1 Variation of pressure-settlement of footing when the footing was

placed at 5 cm from the wall 206

5.2 Variation of pressure-footing settlement at 366 kPa, when the

footing was placed at 5 cm from the wall 207

5.3 Variation of pressure-horizontal displacement of wall when the


5.4 Variation of pressure-wall horizontal displacement at 366 kpa,

when the footing was placed at 5 cm from the wall 209

5.5 Effect of backfill stabilization on the wall strain distribution at

366 kPa pressure, placed at 5 cm from the wall 210





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5.9 Variation of pressure-wall horizontal displacement at 470 kPa,










5.14 Variation of pressure-wall horizontal displacement at 572 kPa,




5.16 Ultimate pressure of footing on untreated and treated backfill

with SH-85 and TX-85, placed at various distance from the wall 221

5.17 Horizontal wall displacement of untreated and treated backfills at

ultimate pressure of footing placed at various distance from the

wall 222

5.18 Comparison graphs of footing settlement when the load was


5.19 Comparison graphs of wall horizontal displacement when the

load was placed at 5 cm from the wall 227

5.20 Comparison graphs of strain distribution when the load was








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5.27 Comparison between qult obtained from numerical and physical

modelling for footing placed behind the wall, with untreated and

treated backfill 235

xxiii

LIST OF ABBREVIATIONS AND SYMBOLS

A - Activity

ADU - Acquisition data unit

AEC - Anion exchange capacity

Al - Aluminum

Al3+ - Aluminum cation

ASTM - American society of testing material

BET - Brunauer emmett and teller

BS - British standard

c - Constant

c - Cohesion

Ca - Calcium

Ca2+ - Calcium cation

CAH - Calcium aluminate hydrate

CaO - Calcium oxide

Ca(OH)2 - Calcium hydroxide

CASH - Calcium aluminate silicate hydrate

CaSO4 - Calcium sulphate

CEC - Cation exchange capacity

Cc - Compression index

Cs - Swelling index

cv - Coefficient of consolidation

CO2 - Carbon dioxide

cps - Counts per second

Cu - Copper

d - Distance of interplanar spacing as function of

D - Day

Df - Depth of the foundation

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DTA - Differential thermal analysis

DTG - Derivative thermal gravimetric

e - electronic charge

EDAX - Energy dispersive x-ray analysis

F - Fluoride

Fe - Iron

Fe2+ - Iron (II) cation

Fe3+ - Iron (III) cation

Fe2O3 - Ferric Oxide

FESEM - Field emission scanning electron microscopy

FTIR - Fourier transform infrared

H - Hydrogen

H+ - Hydrogen cation

HCL - Hydrochoric acid

H2O - Water

Hs - Depth of failure zone

ICP - Inductively coupled plasma

K - Potassium

K+ - Potassium cation

KBr - Potassium bromide

LC - Laterite Clay

LL - Liquid limit

LOI - Loss on ignition

LST - Liquid Stabilizer Treated

LVDT - Linear variable displacement transducer

Lsh - Length of horizontal failure line

MDD - Maximum dry density

Mg - Magnesium

MgO - Magnesium oxide

MM - Mercury microporosimetry

mv - Coefficient of volume change

n - Order of diffraction

n0 - electrolyte concentration

Na - Sodium

xxv

Na+ - Sodium cation

Na2O - Sodium oxide

NASH - Sodium AluminoSilicate Hydrate

NO3 - Nitrate

NUM - Numerical Modelling

O - Oxygen

OC - Organic content

(OH) - - Hydroxide ion

OMC - Optimum moisture content

P - Phosphorous

PHM - Physical Modelling

PI - Plasticity index

PL - Plastic limit

ppm - Parts per million

PST - Powder Stabilizer Treated

Pt - Platinum

qult - Ultimate pressure

qa - Allowable pressure

S - Sulfur

Sec - Seconds

SEM - Scanning electron microscope

Si - Silicon

SiO2 - Silica

SO4 - Sulphate

SSA - Specific surface area

T - Temperature

TEM - Transmission electron microscopy

TG - Thermal gravimetric

TGA - Thermal gravimetric analysis

UCS - Unconfined compressive strength

UNT - Untreated

ν - Volume of gas adsorbed per unit weight of clay at a ressure

νm - Volume of gas adsorbed for monolayer coverage

XRD - X-ray diffraction

xxvi

XRF - X-ray fluorescene

Zn - Zinc

1/k - The effective thickness of the diffuse layer

- Strain

- Micro

- Wave-length

- Critical angle of incidence of the x-ray beam on the crystal plane

- Internal friction angle

xxvii

LIST OF APPENDICES

APPENDIX TITLE PAGE

A Samples of data obtained from EDAX 270

B Samples of data obtained from CILAS 278

C Data obtained from ICP-MS test 292

D Calibration of pH meter 294

E Data obtained from BET 297

F Strain gauge calibration 299

G XRD patterns of SH-85 and laterite soil 300

CHAPTER 1

1 INTRODUCTION

1.1 Background

High quality soil as materials for geotechnical engineering construction are

rare in many parts of the world, and most often than not, engineers are forced to seek

alternatives to reach the stipulated requirements. In addition, the gradual increase in

population as well as rapid development in the construction industry in recent years

have make it more urgent than ever to gain the sufficient knowledge and information

needed to improve existing soil for geotechnical engineering purposes.

Soil stabilization is the process of improving the physical and engineering

properties of soil to obtain some predetermined targets. It operates in various ways

such as mechanical, biological, physical, chemical and electrical. Nowadays, among

the different methods of soil improvement, using chemical additives for soil

stabilization in order to increase soil strength parameters and loading capacity is

catching more attention. Engineers in construction industry particularly in the

geotechnical sector use chemically soil stabilization techniques in many ways such as

road construction, slope stabilization and erosion control, foundation and

embankment treatment, and improving the coastal line for construction. This

popularity is due to their low cost and convenience, particularly in the geotechnical

projects that require a high volume of soil.

Each type of chemical additives has different mechanism and influence on

soil properties. For instance, there have been noticeable important dissimilarities

2

between tropical soils from the more ordinary soils of moderate climates. Rock

weathering in these areas is very rigorous that can be described by fast disintegration

of feldspars as well as ferromagnesian raw materials, the displacement of bases

including Na2O, K2O, and MgO and silica, and the absorption of aluminum and iron

oxides (Eisazadeh et al., 2011). This procedure which includes leakage of silica and

decomposition of iron and aluminum oxides is called laterization (Gidigasu, 1972).

There are six areas of the globe that laterite soil is found and they are; Africa,

India, South- East Asia, Australia, Central and South America. However, there is an

emphasis that, due to the movement of climatic zone in the geological past, relevant

regions of laterite can be located in places that are not within the tropics (Zilalem,

2005). This soil category is affluent in aluminum, iron, and kaolinite clays

(Townsend, 1985). This soil group usually exists at hillside and offers brilliant

borrow areas for wide adoption in many different construction operations. The

optimum utilization is determined by the quantity of issues encountered in

construction connected to their workability, field compaction, and strength. Studies

shows that the laterite soil forms a large part of Malaysia’s soil, and it has been used

in different areas and projects as natural soil (Salih, 2012; Eisazadeh, 2013).

The stabilization of soils with additives is a chemical method that can be used

to improve soils with poor engineering properties. However, sometimes it is

necessary to add some additives to the soil in order to improve certain properties of

the soil to be used for specific purpose of the project. The soil stabilizers are

categorized as traditional and non-traditional (Eisazadeh, 2010). Traditional additives

include cement, lime, fly ash, and bituminous materials, while non-traditional

additives consist of various combinations such as enzymes, liquid polymers, resins,

acids, silicates, ions, and lignin derivatives (Tingle et al., 2007; Hafez et al., 2008).

The non-traditional additives can be produced using different kinds of

chemical agent that give different reactions while added to soil. Nevertheless,

published reports on such additives are still scarce compared to traditional additives,

either in terms of their geotechnical performance or basic stabilization mechanisms.

Moreover, their exact chemical components are mostly kept confidential by their

3

respective owners. In recent years studies have been done by some researchers on the

mixtures of different types of soil and calcium-based powder type of non-traditional

stabilizers. The results of their assessment indicated that these additives has potential

to improve soil parameters, in particular the soil strength ( Peethamparan et al., 2008;

Obuzor et al., 2012; Manso et al., 2013; Agapitus, 2013).

Non-calcium-based liquid soil stabilizers are actively marketed by a number

of companies. In addition to being cheaper to transport than traditional bulk stabilizer

materials, these products are a potentially attractive alternative for soil treatment. The

exact chemical composition of these stabilizers has not been released due to their

commercially registered brand. These are mostly sold as concentrated liquids, which

are diluted with water at site. Some are directly applied to the soil before compaction

while other is pressure injected into deeper layers. It should be noted that the result

of previous study indicated that the non-traditional liquid additives can help to

increase soil strength with curing time (Zhu and Liu, 2008; Fon, 2010; Liu et al.,

2011; Ahmad et al., 2013).

Unfortunately, millions of dollars are lost in some occasions due to improper

use of chemical stabilizers (Eisazadeh, 2010). Therefore, proper knowledge on soil-

additive reactions is an essential part of this technique. In this research the

mechanisms responsible for improving the soil properties of Malaysian laterite soil

using domestic non-traditional additives has been studied. In addition, the changes on

physicochemical and engineering characteristics of stabilized soil and its

performance as a field material has been discussed.

1.2 Problem Statement

Traditional stabilizers such as cement, lime, fly ash, and bituminous products

have been intensely researched, and their fundamental stabilization mechanisms have

been identified (Obuzor et al., 2012). Nowadays, various types of non-traditional

additives in liquid and powder form are actively marketed by a number of

companies. The stabilizing mechanisms of these products are not fully understood,

4

and their confidential chemical composition makes it hard to evaluate the stabilizing

mechanisms and predict their performance. In addition, laboratory experimentation

had focused only on evaluating the effects of stabilized materials on engineering

properties.

During recent years, many studies have been done on traditionally stabilized

laterite soil, which forms a large part of Malaysia’s soil and their relevant mechanism

is well understood (Eisazadeh et al., 2011). Nevertheless, no research on the macro-

and microstructural study and efficiency of the tropical residual soil, in particular

the laterite soil, mixed with domestically produced chemical additives known as SH-

85 and TX-85 has been carried out. It is therefore important to fully understand the

physicochemical behaviour of this soil stabilized with those stabilizers and its

performance in field applications.

1.3 Objectives of Study

In view of the current understanding and the incomplete research to date, this

study was conducted to determine the stabilization mechanism and performance of

the laterite soil mixed with non-traditional additives. Hence, the following objectives

had been established to achieve the aim of the research:

1. To assess the changes of soil engineering properties due to treatment

with selected chemical stabilizers through “macro-characterization”

study.

2. To determine the changes induced on the mineralogy, morphology,

molecular structure, and elemental composition of soil-stabilizer

matrix at the particle level through “micro-characterization” study of

untreated (laterite) and treated soil (laterite treated with optimum

percentage of additives).

3. To verify and complement the data obtained in the macro and micro-

characterization studies by performing pH test, thermal gravimetric,

particle size and surface area analysis on the cured samples.

5

4. To determine the performance of untreated and selected additives

treated laterite soil as the backfill materials retained by sheet pile wall

through laboratory physical model tests.

5. To determine the suitability of elasto-plastic Mohr-Coulomb model in

numerical simulation of the laterite soil as the backfill materials

treated with selected additives, through comparison with laboratory

physical model tests.

1.4 Scope and Limitation of Study

The scope and limitation of the research are as follows:

1. The soil used in this study was granitic residual soil obtained from the

campus of Universiti Teknologi Malaysia, Johor Bahru, Johor. Results

from the ratio of Silica oxide (SiO2) and Alumina oxide (Al2O3)

showed that this soil was categorized as laterite soil.

2. The chemical used, considered as non-traditional additives, were

obtained from a company called Probase Sdn. Bhd., located in Johor.

3. The percentages of the chemical used in the mixture of laterite-

additives were 3%, 6%, 9%, 12% and 15% cured at 3, 7, 14, 28 and

90 days curing periods. The 9% optimum value was determined

through the analysis of the results obtained. Then the soil treated with

9% additives (later used as “treated” soil) had been subjected to

various tests after being cured at 7, 28 and 90 days curing period to

determine the stabilization mechanism of the treated soil.

4. The macro-structural study involved compaction test, unconfined

compression test, direct shear test and consolidation test while the

micro-structural study involved X-ray Diffraction, Field Emission

Scanning Electron Microscopy and X-ray Spectrometry, Fourier

Transform Infrared Spectroscopy, Thermal Gravimetric Analysis,

Surface Area Value, Particle Size Analysis and pH measurement.

6

5. Nine laboratory physical model tests had been conducted on the

untreated and treated soil (cured at 7 days) as materials, retained 30

cm by sheet pile. The sheet pile was embedded 15 cm into compacted

untreated laterite soil. The model tests were carried out by applying

loads to the strip footing placed on the retained soil until failure

occurred to the footing. The footing was placed at 5, 10 and 15 cm

behind the wall. The settlement of the footing, horizontal

displacement of the wall and strain distribution through the depth of

the wall had been monitored during loading tests to ascertain the

performance of the treated soil as backfill material.

6. The commercial 2D finite element software called “PLAXIS” Version

2010 was used in numerical simulation to evaluate and compare the

results obtained from laboratory physical model tests. The Mohr-

Coulomb soil model under undrained condition was used in the

simulation work.

1.5 Significance of Study

From this study, the mechanism of the stabilization of laterite soil treated

with locally produced additives had been established. The significant of the study

includes:

1. Results of the study could contribute to existing knowledge, in

particular regarding the behaviour of laterite soil treated with these

selected non-traditional additives. It can close the gap in

understanding the mechanism of the stabilization through the results

from macro and micro-structural study, verified by physico-chemical

tests.

2. The mineralogical changes, morphological changes, molecular

changes and physical changes of the laterite soil treated with the

selected non-traditional additives are new findings and can be used for

further and other research on laterite soils.

7

3. Treating of soils using the chosen additives could be an economical

alternative method in soil stabilization. This is due to the time taken to

obtain increment up to 70% strength of the treated soil could be

achieved only after 7 days curing periods. Besides that, stabilizing the

soil with these non-traditional additives is easy and quick at the level

of implementation compared to other methods of soil reinforcement.

4. Good performance shown by the treated laterite soil as backfill

materials could give the confident to the practicing engineers in using

these non-traditional additives for treating soils to be used in

Geotechnical Engineering project especially in regions with laterite

clay as foundation soils. This could also be supported by the results

of macro-structural tests from UCT, direct shear tests and

consolidation tests which shows the increased resistant of treated soil

to settlement and shear failure.

1.6 Thesis Organization

This thesis consists of six chapters. The first chapter has presented a brief

introduction on the role of chemical additives in soil stabilization practices and the

need to understand its underlying mechanisms. The research philosophy including

‘problem statement’, ‘objectives of study’, ‘scope of study’, and ‘significance of

study’ have also been discussed.

Chapter 2 lays out the fundamentals of clay mineralogy to understand more

sophisticated soil-chemical reactions. Different chemical stabilization techniques as

well as traditional and non-traditional soil additives are discussed, followed by some

hypotheses on the formatting mechanisms of reaction products. Previous researches

on the physical and numerical simulation of backfills and retaining walls had also

been discussed briefly. Based on the current scientific knowledge on soil

stabilization, a research framework was established taking into consideration the gap

in the current research.

8

Chapter 3 presents the research methodology of the study by elucidating the

chemical analyses and methods used in depth. Laboratory experiments were done to

determine the soil’s geotechnical properties according to British Standard.

Furthermore, the characterization study of stabilized soil was done using

spectroscopic and microscopic techniques previously published in papers and

standards. This chapter ends with an elaborated description on the physical and

numerical simulation tests procedures. The results obtained from these tests are

presented and discussed comprehensively in Chapter 4 and 5.

Finally, Chapter 6 gives the conclusion of this study and highlights the

contributions of the work. Besides that, recommendations for future studies are also

specified.

REFERENCES

Abd El-Aziz, M. A., and Abo-Hashema, M. A. (2013). Measured Effects on

Engineering Properties of Clayey Subgrade Using Lime–Homra Stabiliser.

International Journal of Pavement Engineering.14(4): 321-332.

Ahmad, F., Yahaya, A. S., and Farooqi, M. A. (2006). Characterization and

Geotechnical Properties of Penang Residual Soils with Emphasis on

Landslides. American Journal of Environmental Sciences. 2(4): 121.

Ahmad, F., Atemimi, Y. K., and Ismail, M. A. M. (2013). Evaluation the Effects of

Styrene Butadiene Rubber Addition as a New Soil Stabilizer on Geotechnical

Properties. Electronic Journal of Geotechnical Engineering. 18: 735-748.

Ahmad, K. B., Taha, M. R., and Kassim, K. A. (2010). Electrokinetic Treatment on a

Tropical Residual Soil. Proceedings of the ICE-Ground Improvement. 164(1):

3-13.

Amadi, A. A. (2013). Swelling Characteristics of Compacted Lateritic Soil–

Bentonite Mixtur Subjected to Municipal Waste Leachate

Contamination. Environmental Earth Sciences. 70: 2437–2442.

Amadi, A. (2010). Evaluation of Changes in Index Properties of Lateritic Soil

Stabilized with Fly Ash. Leonardo Electronic Journal of Practices and

Technologies. 9(17): 69-78.

Ahmad, K. (2004). Improvement of a Tropical Residual Soil by Electrokinetic

Process. Doctoral Dissertation, Universiti Teknologi Malaysia, Faculty of

Civil Engineering.

Ahmadi, H., and Hajialilue-Bonab, M. (2012). Experimental and Analytical

Investigations on Bearing Capacity of Strip Footing in Reinforced Sand

Backfills and Flexible Retaining Wall. Acta Geotechnica. 7(4): 357-373.

244

Ahmed, A., and Khalid, H. A. (2011). Quantification of the Properties of Enzyme

Treated and Untreated Incinerator Bottom Ash Waste Used as Road

Foundation. International Journal of Pavement Engineering. 12(03): 253-

261.

Aiban, S., Al-Ahmadi, H., Asi, I., Siddique, Z., and Al-Amoudi, O. S. B. (2006).

Effect of Geotextile and Cement on the Performance of Sabkha Subgrade.

Building and environment. 41(6): 807-820.

Ajayi-Majebi, W. A., Grissom, L. S., and Jones, E. E. (1995). Epoxyresin-Based

Chemical Stabilization of a Fine, Poorly Graded Soil system. Transportation

Research Record, TRB, National ResearchCouncil, Washington, D.C.

Alhassan, M., and Mustapha, A. M. (2007). Effect of Rice Husk Ash on Cement

Stabilized Laterite. Leonardo Electronic Journal of Practices and

Technologies. 11: 47-58.

Alhassan, H. M., and Chukwuma, M. O. (2013). The Efficacy of Sulphonated

Petroleum Products in the Stabilization of Marginal Lateritic Soils.

International Journal of Emerging Technology and Advanced Engineering. 3:

14-23.

Al-Rawas, A. A., Hago, A. W., and Al-Sarmi, H. (2005). Effect of Lime, Cement

and Sarooj (artificial pozzolan) on the Swelling Potential of an Expansive

Soil from Oman. Building and Environment. 40(5): 681-687.

Al-Rawas, A. A. (2002). Microfabric and Mineralogical sStudies on the Stabilization

of an Expansive Soil Using Cement By-Bass Dust and Some Types of

Slags. Canadian geotechnical journal. 39(5): 1150-1167.

Al-Khanbashi, A., and Abdalla, S. W. (2006). Evaluation of Three Waterborne

Polymers as Stabilizers for Sandy Soil. Geotechnical & Geological

Engineering. 24(6): 1603-1625.

Al-Khafaji, A. W. and Andersland, O. B. (1992). Geotechnical Engineering and Soil

Testing. New York: Saunders College Publishing.

245

Ali, F. (2012). Stabilization of Residual Soils Using Liquid Chemical. Electronic

Journal of Geotechnical Engineering. 17: 115-126.

Altun, S., Sezer, A., and Erol, A. (2009). The Effects of Additives and Curing

Conditions on the Mechanical Behavior of a Silty Soil. Cold Regions Science

and Technology. 56(2): 135-140.

Amiralian, S., Chegenizadeh, A., and Nikraz, H. (2012). Laboratory Investigation on

the Effect of Lime on Compressibility of Soil. International Conference on

Civil and Architectural applications. Thailand. 89-93.

Arabi, M. and Wild, S. (1986). Microstructural Development in Cured Soil-Lime

Composites. Journal of Materials Science. 21: 497-503.

Azadegan, O., Jafari, S. H., and Li, J. (2012). Compaction Characteristics and

Mechanical Properties of Lime/Cement Treated Granular Soils. Electronic


Balasubramaniam, A. S., Bergado, D. T., Buensucoso Jr., B. R., and Yang, W. C.

(1989). Strength and Deformation Characteristics of Lime Treated Soft Clay.

Journal of Geotechnical Engineering. 20: 49–65.

Bahar, R., Benazzoug, M., and Kenai, S. (2004). Performance of Compacted

Cement-Stabilised Soil. Cement and concrete composites. 26(7): 811-820.

Basha, E. A., Hashim, R., Mahmud, H. B., and Muntohar, A. S. (2005). Stabilization

of residual soil with rice husk ash and cement. Construction and Building

Materials. 19(6): 448-453.

Bathurst, R. J., Walters, D., Vlachopoulos, N., Burgess, P., and Allen, T. M. (2000).

Full Scale Testing of Geosynthetic Reinforced Walls. Keynote paper, ASCE

Special Publication. (103): 201-217.

Bell, F. G. (1996). Lime Stabilization of Clay Minerals and Soils. Engineering

Geology. 42 (4): 223–237.

Berube, M. A., Choquette, M. and Locat, J. (1990). Effects of Lime on Common Soil

and Rock Forming Minerals. Applied Clay Science. 5: 145-163.

246

Bhattacharjee, A., and Krishna, A. M. (2013). Strain Behavior of Backfill Soil of

Wrap Faced Reinforced Soil Walls: A Numerical Study. Advances in

Geotechnical Infrastructure. 1-6.

Billong, N., Melo, U. C., Louvet, F., and Njopwouo, D. (2009). Properties of

Compressed Lateritic Soil Stabilized With a Burnt Clay–Lime Binder: Effect

of Mixture Components. Construction and Building Materials. 23(6): 2457-

2460.

Blight, B. (1997). Origin and Formation of Residual Soils. In: Mechanics of

Residual Soil. Rotterdam: Balkema. 1-15.

Blanck, G., Cuisinier, O., and Masrouri, F. (2013). Soil Treatment with Organic

Non-Traditional Additives for the Improvement of Earthworks. Acta

Geotechnica. 1-12.

Bourgeois, E., Soyez, L., and Le Kouby, A. (2011). Experimental and Numerical

Study of the Behavior of a Reinforced-Earth Wall Subjected to a Local Load.

Computers and Geotechnics. 38(4): 515-525.

Bobet, A., Hwang, J., Johnston, C. T., and Santagata, M. (2011). One-Dimensional

Consolidation Behavior of Cement-Treated Organic Soil. Canadian

Geotechnical Journal. 48(7): 1100-1115.

Brady, N. C. and Weil, R. R. (1996). The Nature and Properties of Soils.

(11thedition). New Jersey: Prentice Hall.

Brinkgreve, R. B. (2005). Selection of Soil Models and Parameters for Geotechnical

Engineering Application. ASCE.

Brunauer, S., Emmett, P. H., and Teller, E. (1938). Adsorption of Gases in

Multimolecular Layers. Journal of American Chemical Society. 60: 309–319.

Brandon, T. L., Brown, J. J., Daniels, W. L., DeFazio, T. L., Filz, G. M., Mitchell, J.

K., and Forsha, C. (2009). Rapid Stabilization/Polymerization of Wet Clay

Soils; Literature Review. Virginia Polytechnic Inst and State Univ Blacksburg

Dept of Civil and Environmental Engineering.

247

Brough, A. R., and Atkinson, A. (2002). Sodium Silicate-Based, Alkali-Activated

Slag Mortars: Part I. Strength, hydration and microstructure. Cement and

Concrete Research. 32(6): 865-879.

British Standards Institution (1990). British Standard methods of test for soils for

civil engineering purposes: Part 2, Classification tests. London, BS1377.

British Standards Institution (1990). British Standard methods of test for soils for

civil engineering purposes: Part4, Compaction-related tests. London,

BS1377.

British Standards Institution (1990). British Standard methods of test for civil

engineering purposes: part 5, compressibility, permeability and durability

tests. London, BS1377.


engineering purposes: part 7, shear strength tests (total stress). London,

BS1377.


engineering purposes: part 3, chemical and electro-chemical tests. London,

BS1377.

British Standards Institution (1990). Stabilized Materials for Civil Engineering

Purposes: Part 2, Methods of Test for Cement-Stabilized and Lime-Stabilized

Materials. London, BS 1924.

Bueno, B. S., Benjamim, C. V. S., and Zornberg, J. G. (2005). Field Performance of

a Full-Scale Retaining Wall Reinforced with Non-Woven Geotextiles. Slopes

and Retaining Structures Under Seismic and Static Conditions, 1-9.

Carroll, D. and Starkey, H. C. (197l). Reactivity of Clay Minerals with Acids and

Alkalies. Clays and Clay Minerals. 19: 321-333.

Cai, Y., Shi, B., Ng, C. W., and Tang, C. S. (2006). Effect of Polypropylene Fibre

and Lime Admixture on Engineering Properties of Clayey Soil. Engineering

Geology. 87(3): 230-240.

248

Ceylan, H., Gopalakrishnan, K., and Kim, S. (2009). Use of Bio-Oil for Pavement

Subgrade Soil Stabilization. In Proceedings of Mid-Continent Transportation

Research Symposium. CD-ROM. Iowa State University, Ames, IA.

Chan, C. M., and Mokhtar, M. (2012). Settlement Control of Soft Ground using

Cement-Rice husk Stabilization. Civil Engineering Dimension. 14(2): 69-76.

Chang, I., and Cho, G. C. (2012). Strengthening of Korean residual soil with β-

1,3/1,6-Glucan Biopolymer. Construction and Building Materials. 30: 30-35.

Chew, S. H., Kamruzzaman, A. H. M., and Lee, F. H. (2004). Physicochemical and

Engineering Behavior of Cement Treated Clays. Journal of geotechnical and

geoenvironmental engineering. 130(7): 696-706.

Chen, R. H., and Chiu, Y. M. (2008). Model Tests of Geocell Retaining Structures.

Geotextiles and Geomembranes. 26(1): 56-70.

Chin, F.k. (1988). Construction of Dams, Roads, Air Fields, Land Reclamation in or

on Tropical Soils-General Report. Proc. of the 2nd int conference on

geomechanics in tropical soils (supplementary documentations). 12-14

Dec1988. Singapore: 92-102.

Choquette, M., Berube, M. A. and Locat, J. (1987). Mineralogicaland Microtextural

Changes Associated with Lime Stabilization of Marine Clays from Eastern

Canada. Applied Clay Science. 2: 215-232.

Choobbasti, A. J., Zahmatkesh, A., and Noorzad, R. (2011). Performance of Stone

Columns in Soft Clay: Numerical Evaluation. Geotechnical and Geological

Engineering.29(5): 675-684.

Chern, K, K. (2000). Physical, Geochemistry and Mineralogical Studies on the

Strength Development of Lime Stability Cohesive Soils; MSc Thesis,

Universiti Teknologi Malaysia (UTM).

Damians, I. P., Bathurst, R. J., Josa, A., and Lloret, A. (2014). Numerical Analysis of

an Instrumented Steel Reinforced Soil Wall. International Journal of

Geomechanics. 10.1061/(ASCE)GM.1943-5622.0000394 (Feb. 20, 2014).

249

Das, B. (2007). Fundamentals of geotechnical engineering. Cengage Learning.

Degirmenci, N., Okucu, A., and Turabi, A. (2007). Application of Phosphogypsum

in Soil Stabilization. Building and environment. 42(9): 3393-3398.

de Brito Galvão, T. C., Elsharief, A., and Simões, G. F. (2004). Effects of Lime on

Permeability and Compressibility of Two Tropical Residual Soils. Journal of

environmental engineering. 130(8): 881-885.

Di Maio, C., Santoli, L., and Schiavone, P. (2004). Volume Change Behaviour of

Clays: The Influence of Mineral Composition, Pore Fluid Composition and

Stress State. Mechanics of materials. 36(5): 435-451.

Duncan, J. M., Wong, K. S., and Mabry, P. (1980). Strength, Stress-Strain and Bulk

Modulus Parameters for Finite Element Analyses of Stresses and Movements

in Soil Masses. Geotechnical engineering.

Eberemu, A. O. (2011). Consolidation Properties of Compacted Lateritic Soil

Treated with Rice Husk Ash. J. Geomat. 1(3): 70-78.

Eisazadeh, A. (2010). Physicochemical Behavior of Lime and Phosphoric Acid

Stabilized Clayey Soil. Doctoral Dissertation, UniversitiTeknologi Malaysia,

Faculty of Civil Engineering).

Eisazadeh, A., Kassim, K. A., and Nur, H. (2011). Characterization of Phosphoric

Acid-and Lime-stabilized Tropical Lateritic Clay. Environmental Earth

Sciences. 63(5): 1057-1066.

Eisazadeh, A., Kassim, K. A., and Nur, H. (2012). Stabilization of Tropical Kaolin

Soil with Phosphoric Acid and Lime. Natural hazards. 61(3): 931-942.

Eisazadeh, A., Kassim, K. A., and Nur, H. (2013). Morphology and BET Surface

Area of Phosphoric Acid Stabilized Tropical Soils. Engineering Geology.

154: 36-41.

El Sawwaf, M., and Nazir, A. K. (2012). The Effect of Deep Excavation-Induced

Lateral Soil Movements on the Behavior of Strip Footing Supported on

Reinforced Sand. Journal of Advanced Research. 3(4): 337-344.

250

ElectroScan Corporation. (1996). Environmental Scanning Electron Microscopy: An

Introduction to ESEM . Wilmington, Massachusetts: Robert Johnson

Associates.

Fernandez A, Vazquez T, Palomo, A. (2011). Effect of Sodium Silicate on Calcium

Aluminate Cement Hydration in Highly Alkaline Media: a Microstructural

Characterization. Am Ceram Soc. 94(4): 1297–1303.

Fernández-Jiménez, A., and Palomo, A. (2005). Composition and microstructure of

alkali activated fly ash binder: effect of the activator. Cement and Concrete

Research. 35(10): 1984-1992.

Fon, C. L. (2010). Stabilization of Earth Roadbed for Road Building using Probase

Soil Stabilizer. Electronic Journal of Geotechnical Engineering 15: 1793-

1814.

Fookes, P. (1997). Geological Society Professional Handbook: Tropical Residual

Soils. A Geological Society Engineering Group Working Party Revised

report. London: The Geological Society.

Futai, M. M., and Almeida, M. S. S. (2005). An Experimental Investigation of the

Mechanical Behaviour of an Unsaturated Gneiss Residual

Soil. Géotechnique. 55(3): 201-213.

Gadsen, J. A. (1975). Infrared Spectra of Minerals and Related

InorganicCompounds. London: Butterworths.

Garg, K. G. (1998). Retaining Wall with Reinforced Backfill–a Case Study.

Geotextiles and geomembranes. 16(3): 135-149.

García Lodeiro, I., Macphee, D. E., Palomo, A., and Fernández-Jiménez, A. (2009).

Effect of Alkalis on Fresh C–S–H Gels. FTIR Analysis. Cement and

Concrete Research. 39(3): 147-153.

Georgiadis, M., and Anagnostopoulos, C. (1998). Lateral Pressure on Sheet Pile

Walls Due to Strip Load. Journal of geotechnical and geoenvironmental

engineering. 124(1): 95-98.

251

Geliga, E. A., & Ismail, D. S. A. (2010). Geotechnical properties of fly ash and its

application on soft soil stabilization. UNIMAS E–J Civil Eng. 1(2): 1-6.

Ghazali, F. M. (1981). Soil Stabilization by Chemical Additives. University of

Washington, USA: Ph.D. Thesis.

Gidigasu, M. D. (1972). Mode of Formation and Geotechnical Characteristics of

Laterite Materials of Ghana in Relation to Soil Forming Factors. Engineering

Geology. 6(2): 79-150.

Gidigasu, m.d. (1976). Laterite Soil Engineering: Pedogenesis and Engineering

Principles, Amsterdam, Elsevior.

Gregg, S. J. and Sing, K. S. W. (1982). Adsorption, Surface Area and Porosity.

(Second edition). London: Academic Press.

Gregg, R. (2008). Performance of Two Full-Scale Model Geosynthetic-Reinforced

Retaining Walls Constructed with a Sandy-Silt Backfill Soil. In Masters

Abstracts International. (Vol. 47, No. 02).

Guggenheim, S. and Koster Van Groos, A. F. (2001). Baseline Studies of the Clay

Minerals Society Source Clays: Thermal Analysis. Journal of Clays and Clay

Minerals. 49 (5): 433-443.

Guler, E., Hamderi, M., and Demirkan, M. M. (2007). Numerical Analysis of

Reinforced Soil-Retaining Wall Structures with Cohesive and Granular

Backfills. Geosynthetics International. 14(6), 330-345.

Gullu, H., and Hazirbaba, K. (2010). Unconfined Compressive Strength and Post-

Freeze–Thaw Behavior of Fine-Grained Soils Treated with Geofiber and

Synthetic Fluid. Cold regions science and technology. 62(2): 142-150.

Hatami, K., and Bathurst, R. J. (2006). Numerical Model for Reinforced Soil

Segmental Walls Under Surcharge Loading. Journal of Geotechnical and

Geoenvironmental Engineering. 132(6): 673-684.

252

Hatami, K., Bathurst, R. J., and Di Pietro, P. (2001). Static Response of Reinforced

Soil Retaining Walls with Nonuniform Reinforcement. International Journal

of Geomechanics. 1(4): 477-506.

Hafez, M. A., Sidek, N., and Md. Noor, M. J. (2008). Effect of Pozzolanic Process

on the Strength of Stabilized Lime Clay. Electronic Journal of Geotechnical

Engineering. 13:1-19.

Huat, B. B., Gue, S. S., and Ali, F. H. (Eds.). (2004). Tropical Residual Soils

Engineering. CRC Press.

Hejazi, S. M., Sheikhzadeh, M., Abtahi, S. M., and Zadhoush, A. (2012). A Simple

Review of Soil Reinforcement by using Natural and Synthetic

Fibers.Construction and Building Materials. 30: 100-116.

Hewayde, E., El Naggar, H., and Khorshid, N. (2005). Reinforced Lime Columns: a

New Technique for Heave Control. Proceedings of the ICE-Ground

Improvement. 9(2): 79-87.

Horpibulsuk, S., Suksiripattanapong, C., Niramitkornburee, A., Chinkulkijniwat, A.,

and Tangsutthinon, T. (2011). Performance of an Earth Wall Stabilized with

Bearing Reinforcements. Geotextiles and Geomembranes. 29(5): 514-524.

Hossain, K. M. A., Lachemi, M., and Easa, S. (2007). Stabilized Soils for

Construction Applications Incorporating Natural Resources of Papua New

Guinea. Resources, conservation and recycling. 51(4): 711-731.

Hossain, K. M. A., and Mol, L. (2011). Some Engineering Properties of Stabilized

Clayey Soils Incorporating Natural Pozzolans and Industrial

Wastes. Construction and Building Materials. 25(8): 3495-3501.

Ho, M. H., and Chan, C. M. (2011). Some Mechanical Properties of Cement

Stabilized Malaysian Soft Clay. World Acad. Sci. Eng. Technol. 74: 24-31.

Horpibulsuk, S., Rachan, R., and Raksachon, Y. (2009). Role of Fly Ash on Strength

and Microstructure Development in Blended Cement Stabilized Silty

Clay. Soils and foundations. 49(1): 85-98.

253

Hong, C. S., Shackelford, C. D., and Malusis, M. A. (2011). Consolidation and

Hydraulic Conductivity of Zeolite-Amended Soil-Bentonite Backfills.

Journal of Geotechnical and Geoenvironmental Engineering. 138(1): 15-25.

Horpibulsuk, S., Rachan, R., Chinkulkijniwat, A., Raksachon, Y., and Suddeepong,

A. (2010). Analysis of Strength Development in Cement-Stabilized Silty Clay

from Microstructural Considerations. Construction and building

materials. 24(10): 2011-2021.

Huggins, E., and Ravichandran, N. (2011). Numerical Study on the Dynamic

Behavior of Retaining Walls Backfilled with Shredded Tires. In The GeoRisk

2011 Conference: Geotechnical Risk Assessment and Management (GSP

224).

Huang, C. C., and Luo, W. M. (2010). Behavior of Cantilever and Geosynthetic-

Reinforced Walls on Deformable Foundations. Geotextiles and

Geomembranes. 28(5): 448-459.

Huat, B. B. K., Alias, A., and Aziz, A. A. (2008). Evaluation, Selection and

Assessment of Guidelines for Chemical Stabilization of Tropical Residual

Soils. American journal of environmental sciences. 4(4): 303-309.

Indraratna, B., Mahamud, M. A. A., and Vinod, J. S. (2012). Chemical and

Mineralogical Behaviour of Lignosulfonate Treated Soils. In GeoCongress

sState of the Art and Practice in Geotechnical Engineering. ASCE. (pp. 1146-

1155).

Ismail, M. A., Joer, H. A., Sim, W. H., and Randolph, M. F. (2002). Effect of

Cement Type on Shear Behavior of Cemented Calcareous Soil. Journal of

Geotechnical and Geoenvironmental Engineering. 128(6): 520-529.

Jarquio, R. (1981). Total Lateral Surcharge Pressure Due to a Strip Load. Journal of

the Geotechnical Engineering Division, ASCE. 107(10): 1424-1428.

JCPDS. (1995). Index to the powder diffraction file. International Center for

Diffraction Data, Swarthmore, Pa.

254

Jie, Y. X., Li, G. X., Tang, F., Jin, Y., and Hua, J. X. (2012). Soil Stabilization in the

Fill Project of the Olympic Rowing-Canoeing Park in Beijing. Journal of

Materials in Civil Engineering. 25(4): 462-471.

Kandolkar, S. S., and Mandal, J. N. (2013). Behaviour of Reinforced Mine Waste

Model Walls under Uniformly Distributed Loading. Electronic Journal of

Geotechnical Engineering. 18: 1351-1365.

Kassim, K. A., Hamir, R., and Kok, K. C.(2005). Modification and Stabilization of

Malaysian Cohesive Soils with Lime. Geotechnical Engineering, Journal of

the South East Asian Geotechnical Society. 36(2): 123-132.

Kassim, K. A. and Kok, K. C. (2004). Limestabilized Malaysian Cohesive Soils.

Jurnal Kejuruteraan Awam. 16(1): 13-23.

Kassim, K. A. and Kok, K. C. (1999). Mix Design for Lime Modification and

Stabilization. Proc Of the 5th Geotechnical Engineering Conf.

(GEOTROPIKA 99). 22-24 November 1999. Univ. Teknologi Malaysia: 235-

244.

Kaniraj, S. R., and Havanagi, V. G. (2001). Behavior of Cement-Stabilized Fiber-

Reinforced Fly Ash-Soil Mixtures. Journal of Geotechnical and


Katz, L.E., Rauch, A.F., Liljestrand, H.M., Harmon, J.S., Shaw, K.S., and Albers, H.

(2001). Mechanisms of Soil stabilization with Liquid Ionic Stabilizer. Transp

Res Rec: J Transp Res Board. 1757(1): 50–57.

Kepli, M.I. (1994). Properties of Granite Derived Residual Soils. Mara Institute of

Technology: Final Year Project.

Kerry Rowe, R., and Skinner, G. D. (2001). Numerical Analysis of Geosynthetic

Reinforced Retaining Wall Constructed on a Layered Soil

Foundation. Geotextiles and Geomembranes. 19(7): 387-412.

255

Kittrick, J. A. and Jackson, M. L. (1955). Rate of Phosphate Reaction with Soil

Minerals and Electron Microscope Observations on the Reaction Mechanism.

Soil Science Society Proceedings. 19: 292-295.

Kota, P. B. V. S., Hazlett, D., and Perrin, L. (1996). Sulfate-Bearing Soils: Problems

with Calcium-Based Stabilizers. Transportation Research Record 1546,TRB,

National Research Council, Washington, D. C., pp. 62-69.

Lamb, D. W. (1962). Decomposed Laterite as Fill Material with Particular to Earth

Dam Construction. In Proceedings of Symposia Hong Kong Soils. (pp. 57-

71).

Langier-Kuźniarowa, A., Yariv, S., and Cross, H. (2002). Organo Clay Complexes

and Interactions. Marcel Dekker, New York, 273.

Le Chatelier, H. (1887). The action of heat on clays. Bull Soc Franc Mineral. 10:

204-211.

Lee, J., Kim, K., and Chun, B. (2012). Strength Characteristics of soils mixed with

an Organic Acid Material for Improvement. Journal of Materials in Civil

Engineering. 24(12): 1529-1533.

Liu, J., Shi, B., Jiang, H., Huang, H., Wang, G., and Kamai, T. (2011). Research on

the Stabilization Treatment of Clay Slope Topsoil by Organic Polymer Soil

Stabilizer. Engineering Geology. 117(1): 114-120.

Liu, H. (2012). Long-Term Lateral Displacement of Geosynthetic-Reinforced Soil

Segmental Retaining Walls. Geotextiles and Geomembranes. 32: 18-27.

Ling, F. N., Kassim, K. A., and Karim, A. T. A. (2012). Size Distribution Analysis of

Kaolin Using Laser Diffraction Technique. Advanced Materials

Research. 341: 108-112.

Little, A. L. (1969). The Engineering Classification of Residual Tropical Soils.

Proceedings 7th International Conference Soil Mechanics and Foundation

Engineering. Mexico.1: 1-10.

256

Locat, J., Berube, M. A., and Choquette, M. (1990). Laboratory Investigations on the

Lime Stabilization of Sensitive Clays: Shear Strength Development.

Canadian Geotechnical Journal. 27: 294–304.

Lorenzo, G. A., and Bergado, D. T. (2004). Fundamental Parameters of Cement-

Admixed Clay-New Approach. Journal of Geotechnical and


Locat, J., Tremblay, H., and Leroueil, S. (1996). Mechanical and Hydraulic

Behaviour of a Soft Inorganic Clay Treated with Lime. Can.Geotech. J. (33):

654–669.

Isabel, M., Pinto, M., and Cousens, T. W. (1996). Geotextile Reinforced Brick Faced

Retaining Walls. Geotextiles and Geomembranes. 14(9): 449-464.

Marasteanu, M. O., Hozalski, R., Clyne, T. R., and Velasquez, R. (2005).

Preliminary Laboratory Investigation of Enzyme Solutions as a Soil Stabilizer

(No. MN/RC-2005-25).

Manso, J. M., Ortega-López, V., Polanco, J. A., and Setién, J. (2013). The Use of

Ladle Furnace Slag in Soil Stabilization. Construction and Building

Materials. 40: 126-134.

Mahmood, T. (2009). Failure Analysis Of A Mechanically Stabilized Earth (mse)

Wall Using Finite Element Program Plaxis. The University of Texas at

Arlington in Partial Fulfillment. Master Thesis.

Masumi E, Abtahi M, Sadeghi M, Hejazi M. (2011). Compressive Behavior of

Composite Soils Reinforced with Polypropylene Fiber and Polyvinyl Acetate

Resin, 5thSASTech, 12–14 May. Mashhad, Iran.

Marto, A., Kassim, F. and Mohd Yusof, K.N. (2001). The Chemical Composition of

Granitic Soils from Southern and Eastern Regions of Peninsular Malaysia.

Proc. of the 6th Geotechnical Engineering Conference (GEOTROPIKA

2001). 5-7 November. University teknologi Malaysia, 57-69.

257

Marto, A. and Novrial. (1999). The Effect of Lime-Soil Cylinders on Laterite Slope

Model. Proc.of the 5th Geotechnical Conf. (GEOTROPIKA 99). 22-24

November. University teknologi Malaysia, 223-234.

Mackenzie, R. C., and Mitchell, B. D. (1972). Soils. Differential thermal analysis. 2:

267-297.

Madejova, J. and Komadel, P. (2001). Baseline studies of the clay mminerals society

source clays: Infrared methods. Clays and Clay Minerals. 49(5): 410-432.

Marel, H. W. V. D. and Beutelspacher, H. (1976). Atlas of infrared spectroscopy of

clay minerals and their admixtures. Amsterdam: Elsevier Scientific

Publishing.

Marto, A, Kasim, F. and Yusof, M.F. (2002a). Engineering Characteristics of

Residual Granite Soil of Southern Peninsular Malaysia. Proc. of the Research

Seminar on Materials and Construction. 29-30 oct 2002. Univ. teknologi

Malaysia, 315-325.

Marto, A, Kasim, F and Mohd Yusof, K.N. (2002b). Minerology, Microstructure and

Chemical Composition of Granitic Soil at Central Regions of Peninsular

Malaysia. Proc. of the Research Seminar on Materials and Construction. 29-

30 oct 2002. Univ. teknologi Malaysia, 352-366.

Marto, A, Kasim, F and Yusof, M.F. and Mohd Yusof, K.N. (2002c). Physical and

Chemical Composition of Residual Soils of Eastern Region of Peninsular

Malaysia. Proc. of the 2nd Wworld Engineering Congress. 22-25 july

2002.Univ. Putra Malaysia, 275-281.

Macchechnie, W. R. (1967). Some Consolidation Characteristics of a Residual Mica

Schist. In Proceedings of the Regional Conference for Africa―Soil

Mechanics and Foundation Engineering. 44( 2): pp. 135-139).

Manual, U. S. S. P. D. (1984). Updated and Reprinted by US Department of

Transportation. FHWA with permission: July.

258

Malek, R. (2006). Development of a Mechanism to Explain the Action of EcSS

3000™ Soil Stabilizer. Report for Materials Research Institute. Pennsylvania

State University.

McBride, M. B. (1994). Environmental Chemistry of Soils. New York: Oxford

University Press.

McKelvy, M. L., Britt, T. R., Davis, B. L., Gillie, J. K., Lentz, L. A., Leugers, A.,

Nyquist, R. A. and Putzig, C. L. (1996). Infrared Spectroscopy. Analytical

Chemistry. 68: 93-160

Mgangira, M. B., and Ndibewu, P. (2010, August). Identification of Microscale

Characteristics of Treated Subgrade Materials and How they Relate to

Macroscopic Properties. In Proceedings of the 29th Southern African

Transport Conference (SATC 2010). (Vol. 16, p. 19). Mgangira, M. B. (2008). Microstructural Pavement Material Characterization: Some

Examples. Southern African Transport Conference (SATC).

Miller, G. A., and Azad, S. (2000). Influence of Soil Type on Stabilization With

Cement Kiln Dust. Construction and building materials. 14(2): 89-97.

Mitchell, J, K. (1981). Soil Improvement- State- of – the- Art Report. Proc.of the 10th

Int.Conf. on Soil Mechanics and Foundation Engineering. 4(12): 509-565.

Mitchell, J. K., and Sitar, N. (1982, January). Engineering Properties of Tropical

Residual Soils. In Engineering and Construction in Tropical and Residual

Soils, ASCE. 30-57.

Mitchell, J. K. (1993). Fundamentals of soil behavior. Second edition. New York:

john wiley and sons.

Michael, A. S. and Tausch, Jr., F. W. (1960). Phosphorous Chemicals as Soil

Stabilizers. Industrial and Engineering Chemistry. 52(10): 857-858.

Mittal, S., Garg, K. G., and Saran, S. (2006). Analysis and Design of Retaining Wall

Having Reinforced Cohesive Frictional Backfill. Geotechnical and

Geological Engineering. 24(3): 499-522.

259

Mitchell, J. K. and Soga, K. (2005). Fundamentals of Soil Behavior. (3rdedition).

New York: John Wiley and Sons.

Miranda-Trevino, J. C., and Coles, C. A. (2003). Kaolinite Properties, Structure and

Influence of Metal Retention on pH. Applied Clay Science. 23(1): 133-139.

Moore, D. M., and Reynolds, R. C. (1997). X-Ray Diffraction and the Identification

and Analysis of Clay Minerals. (2ndedition). New York: Oxford University

Press.

Mtallib, M. O. A., and Bankole, G. M. (2011). The Improvement of the Index

Properties and Compaction Characteristics of Lime Stabilized Tropical

Lateritic Clays with Rice Husk Ash (RHA) Admixtures. Electronic Journal

of Geotechnical Engineering. 16: 983-996.

Nalbantoglu, Z., and Tuncer, E. R. (2001). Compressibility and Hydraulic

Conductivity of a Chemically Treated Expansive Clay. Canadian

Geotechnical Journal. 38(1): 154-160.

Nayak, S., Sunil, B. M., and Shrihari, S. (2007). Hydraulic and Compaction

Characteristics of Leachate-Contaminated Lateritic Soil. Engineering

Geology. 94(3): 137-144.

Naeini, S. A., Naderinia, B., and Izadi, E. (2012). Unconfined Compressive Strength

of Clayey Soils Stabilized with Waterborne Polymer. KSCE Journal of Civil

Engineering. 16(6): 943-949. Narasimha Rao, S. and Rajasekaran, G. (1996). Reaction Products Formed in Lime-

Stabilized Marine Clays. Journal of Geotechnial Engineering, ASCE. 122:

329–336.

Nacamoto, K. (1970). Infrared Spectra of Inorganic and Coordinated

Compounds.New York: Wiley.

Newman, J. K., J. S. Tingle, C. Gill, and T. McCaffrey. (2005). Stabilization of Sand

Using Polymer Emulsions. International Journal of Pavements. Vol. 4: No.

1–2.

260

Newman, K., and Tingle, J. S. (2004). Non-Conventional Soil Stabilizers for

Contingency Airfield Construction.

Nur Diyana, N. (2010). The potential of cement stabilization in soft soil. Doctoral

dissertation, Universiti Malaysia Pahang.

Obuzor, G. N., Kinuthia, J. M., and Robinson, R. B. (2012). Soil Stabilization with

Lime-Activated-GGBS–a Mitigation to Flooding Effects on Road Structural

Layers/Embankments Constructed on Floodplains. Engineering Geology.

151: 112-119.

Ojuri, O. O., and Ogundipe, O. O. (2012). Modeling Used Engine Oil Impact on the

Compaction and Strength Characteristics of a Lateritic Soil. Electronic


Okagbue, C. O. (2007). Stabilization of Clay Using Woodash. Journal of materials

in civil engineering. 19(1): 14-18.

Oldham, J. C., Eaves, R. C., and White Jr, D. W. (1977). Materials evaluated as

potential soil stabilizers (No. WES-MP-S-77-15). Army Engineer Waterways

Experiment Station Vicksburg Ms.

Olugbenga Oludolapo, A. M. U., Ogunjobi, O. A., and Okhuemoi, A. I. (2012).

Effects of Forage Ash on Some Geotechnical Properties of Lime Stabilized

Lateritic Soils for Road Works. International Journal of Engineering and

Technology, 2(4).

Osinubi, K. J. (1998). Influence of Compactive Efforts and Compaction Delays on

Lime-Treated Soil. Journal of transportation engineering. 124(2): 149-155.

Osinubi, K. J., and Nwaiwu, C. M. (2006). Design of Compacted Lateritic Soil

Liners and Covers. Journal of geotechnical and geoenvironmental

engineering. 132(2): 203-213.

Osinubi, K. J., and Nwaiwu, C. M. (2006). Compaction Delay Effects on Properties

of Lime-Treated Soil. Journal of materials in civil engineering. 18(2): 250-

258.

261

Osinubi, K. J, and Amadi, A. A. (2009). Hydraulic Performance of Compacted

Lateritic Soil–Bentonite Mixtures Permeated with Municipal Solid Waste

Landfill Leachate. Transportation Research Board (TRB) 88th annual

meeting CD-ROM, 11–15th Jan 2009, Washington DC, USA. Paper 09-0620:

1–18

Ouellet, S., Bussière, B., Aubertin, M., and Benzaazoua, M. (2007). Microstructural

Evolution of Cemented Paste Backfill: Mercury Intrusion Porosimetry Test

Results. Cement and Concrete Research. 37(12): 1654-1665.

Ou, O., Zhang, X. G., and Yi, N. P. (2011). The Experimental Study on Strength of

Subgrade Soil Treated with Liquid Stabilizer. Advanced Materials

Research. 194: 985-988.

Parsons, R. L., and Milburn, J. P. (2003). Engineering Behavior of Stabilized Soils.

Transportation Research Record: Journal of the Transportation Research

Board. 1837(1): 20-29.

Palomino, A. M., and Santamarina, J. C. (2005). Fabric Map for Kaolinite: Effects of

pH and Ionic Concentration on Behavior. Clays and Clay minerals. 53(3):

211-223.

Petry, T. M. (1997). Performance-Based Testing of Chemical Stabilizers.

Transportation Research Record, TRB, National Research Council,

Washington. 1589: 36-41.

Petry, T. M., and Das, B. (2001). Evaluation of Chemical Modifiers/Stabilizers for

Chemically Active Soils – Clays. Transportation Research Record, TRB,

National Research Council, Washington. 1757: 43-49.

Peethamparan, S., Olek, J., and Lovell, J. (2008). Influence of Chemical and Physical

Characteristics of Cement Kiln Dusts (CKDs) on Their Hydration Behavior

and Potential Suitability for Soil Stabilization. Cement and concrete research.

38(6): 803-815.

Pinto, M. I. M., and Cousens, T. W. (1999). Modelling a Geotextile-Reinforced,

Brick-Faced Soil Retaining Wall. Geosynthetics International. 6(5): 417-447.

262

Plante, A. F., Fernández, J. M., and Leifeld, J. (2009). Application of Thermal

Analysis Techniques in Soil Science. Geoderma. 153(1): 1-10.

PLAXIS (2000). PLAXIS Version 8 Manual. A.A Balkema Publishers.

Prabakar, J., Dendorkar, N., and Morchhale, R. K. (2004). Influence of Fly Ash on

Strength Behavior of Typical Soils. Construction and Building

Materials. 18(4): 263-267.

Quantachrome Corporation. (2007). Autosorb-1 series Manual. 1008 07101 REV. A.

Rauch, A. F., Katz, L. E., and Liljestrand, H. M. (2003). An Analysis of the

Mechanisms and Efficacy of Three Liquid Chemical Soil Stabilizers. Center

for Transportation Research, the University of Texas at Austin.

Ramadhansyah, P. J., Mahyun, A. W., Salwa, M. Z. M., Abu Bakar, B. H., Megat

Johari, M. A., &and Wan Ibrahim, M. H. (2012). Thermal Analysis and

Pozzolanic Index of Rice Husk Ash at Different Grinding Time. Procedia

Engineering. 50: 101-109.

Rahardjo, H., Lim, T. T., Chang, M. F., and Fredlund, D. G. (1995). Shear-Strength

Characteristics of a Residual Soil. Canadian Geotechnical Journal. 32(1): 60-

77.

Rao, S. M., Sridharan, A. and Chandrakaran, S. (1988). The Role of Iron Oxide in

Tropical Soil Properties. Proc. of the 2nd Int. Conference on Geomechanics in

Tropical Soils, Singapore. 12-14 Dec. Rotterdam: balkema, 43-48.

Rahardjo, H., Heng, O. B., and Choon, L. E. (2004). Shear Strength of a Compacted

Residual Soil from Consolidated Drained and Constant Water Content

Triaxial Tests. Canadian Geotechnical Journal. 41(3): 421-436.

Rajasekaran, G. and Narasimha Rao, S. (1997). The Microstructure of Lime-

Stabilized Marine Clay. Ocean Engineering. 24(9): 867-878.

Rajasekaran, G., and Narasimha Rao, S. (2002). Compressibility Behaviour of Lime-

Treated Marine clay. Ocean engineering. 29(5): 545-559.

263

Raj, P. P. (2008). Soil Mechanics and Foundation Engineering. Pearson Education

India.

Rahman, M. D. (1986). The Potentials of Some Stabilizers for the Use of Lateritic

Soil in Construction. Building and Environment. 21(1): 57-61.

Rauch, A. F., Harmon, J. S., Katz, L. E., and Liljestrand, H. M. (2002). Measured

Effects of Liquid Soil Stabilizers on Engineering Oroperties of Clay. Transp

Res Rec: J Transp Res Board . 1787(1): 33–41.

Rahmat, M. N., and Ismail, N. (2011). Sustainable Stabilisation of the Lower Oxford

Clay by Non-Traditional Binder. Applied Clay Science. 52(3): 199-208.

Rashid, A. S. A., Zainudin, Z., Noor, N. M., and Yaacob, H. (2013). Effect of

Stabilized Laterite on California Bearing Ratio (CBR) and Unconfined

Compressive Strength (UCS). Electronic Journal of Geotechnical

Engineering (EJGE). 5655-5660.

Rao, S. M., and Shivananda, P. (2005). Compressibility Behaviour of Lime-

Stabilized Clay. Geotechnical and Geological Engineering. 23(3): 309-319.

Rhodes, C. J. (2007). Zeolites: physical aspects and environmental

applications. Annual Reports Section" C"(Physical Chemistry). 103: 287-325.

Rodrigues, M. G. F. (2003). Physical and Catalytic Characterization of Smectites

from Boa-Vista, Paraíba, Brazil. Cerâmica. 49: 146-150.

Rogers, C. D. F., Glendinning, S., and Dixon, N., (1996). Lime Stabilization.

Proceedings of the seminar held at Loughborough University, Thomas

Telford Publisher.

Russo, G., Dal Vecchio, S., and Mascolo, G. (2007). Microstructure of a Lime

Stabilised Compacted Silt. In Experimental Unsaturated Soil

Mechanics ,Springer Berlin Heidelberg. 49-56.

Saeed, K. A., Eisazadeh, A., & Kassim, K. A. (2012). Lime stabilized Malaysian

lateritic clay contaminated by heavy metals. Electronic Journal of

Geotechnical Engineering (EJGE). (17): 1807-1816.

264

Sallam, A. (2009). Application of Finite Element Analysis in Geotechnical

Engineering. Florida Engineering Society Journal. May 2009.

Saikia, B. J., and Parthasarathy, G. (2010). Fourier Transform Infrared Spectroscopic

Characterization of Kaolinite from Assam and Meghalaya, Northeastern

India. J. Mod. Phys. 1: 206.

Santoni, R. L., Tingle, J. S., and Webster, S. L. (2002). Stabilization of Silty-Sand

with Nontraditional Additives. Transportation Research Record, Paper No.

02-3756, Transportation Research Board, Washington, D. C.,1787: 61-70.

Sasaki, A. (2005). Size Distribution Analysis of Nanoparticles Using Small Angle X-

ray Scattering Technique. Rigaku J. 22(1): 31-38.

Santoni, R. L., Tingle, J. S., and Nieves, M. (2005). Accelerated Strength

Improvement of Silty Sand with Nontraditional Additives. Transportation

Research Record: Journal of the Transportation Research Board. 1936(1):

34-42.

Santoni, R. L., Tingle, J. S., and Nieves, M. (2003). Accelerated Strength

Improvement of Silty Sand using Nontraditional Additives. In 82nd Annual

Meeting, TRB, Washington, DC.

Salih, A. G. (2012). Review on Granitic Residual Soils’ Geotechnical Properties.

Electronic Journal of Geotechnical Engineering. 2645-2658.

Scholen, D. E. (1992). Non-Standard Stabilizers. Report No. FHWA-FLP-92-011,

FHWA, Washington, D. C., July, 113 pages.

Scholen, D. E. (1995). Stabilizer Mechanisms in Nonstandard Stabilizers.

Proceedings of 6th International Conference on Low-Volume Roads, TRB,

National Academy Press, Washington, D. C. 2: 252-260.

Sezer, A., İnan, G., Yılmaz, H., and Ramyar, K. (2006). Utilization of a Very High

Lime Fly Ash for Improvement of Izmir Clay. Building and

environment. 41(2): 150-155.

265

Shinde, A. L., and Mandal, J. N. (2007). Behavior of Reinforced Soil Retaining Wall

With Limited Fill Zone Paramete. Geotechnical and Geological

Engineering. 25(6): 657-672.

Singh, H., Huat, B. B., Sew, G. S., and Ali, F. H. (2004). Origin, Formation and

Occurrence of Tropical Residual Soils. Tropical residual soils engineering. 1-

19.

Solanki, P., and Zaman, M. (2012). Microstructural and Mineralogical

Characterization of Clay Stabilized Using Calcium-Based

Stabilizers. Scanning electron microscopy, Intech, Rijeka. 771-798.

Sridharan, A., Rao, S. M., and Murthy, N. S. (1992). Physico-Chemical Effect on

Compressibility of Tropical Soils. Soils and foundations. 32(4): 156-163.

Stuart, B. (1996). Modern Infrared Spectroscopy. New York and UK: John Wiley

and Sons.

Sukmak, P., Horpibulsuk, S., Shen, S. L., Chindaprasirt, P., and Suksiripattanapong,

C. (2013). Factors Influencing Strength Development in Clay–Fly Ash

Geopolymer. Construction and Building Materials. 47: 1125-1136.

Sukmak, P., Horpibulsuk, S., and Shen, S. L. (2013). Strength Development in Clay–

Fly Ash Geopolymer. Construction and Building Materials. 40: 566-574.

Sunil, B. M., Nayak, S., and Shrihari, S. (2006). Effect of pH on the Geotechnical

Properties of Laterite. Engineering geology. 85(1): 197-203.

Syafalni, Lim HK, Ismail N, Abustan I, Murshed MF, Ahmad A. (2012). Treatment

of Landfill Leachate by Using Lateritic Soil as a Natural Coagulant. Journal

of Environmental Management. 112: 353–359.

Tatsuoka, F., Uchida, K., Imai, K., Ouchi, T., and Kohata, Y. (1997). Properties of

Cement-tTreated Soils in Trans-Tokyo Bay Highway Project. Proceedings of

the ICE-Ground Improvement. 1(1): 37-57.

266

Tang, C., Shi, B., Gao, W., Chen, F., and Cai, Y. (2007). Strength and Mechanical

Behavior of Short Polypropylene Fiber Reinforced and Cement Stabilized

Clayey Soil. Geotextiles and Geomembranes. 25(3): 194-202.

Taha, M. R, Sarac, D., Chik, Z. and Nayan, K, A. (1997). Geotechnical and

Geoenvironmental Aspects of Residual Soils. Proc. 4th Regional Conference

in Geotechnical Engineering (GEOTROPIKA 97). 11-12 November 1997,

University Teknologi Malaysia. 331-341.

Taha, M.R., Hossain, M.K. Chik, Z. and Nayan, K.A. (1998) Geotechnical

Behaviour of a Malaysian Residual Granite soil. Pertanika J. Sci. & Technol.

7 (2): 151- 169.

Taha, M.R., Hossain, M.K. and Mofiz, S.A. (2000). Behaviour and Modeling of

Granite Residual Soil in Direct Shear Test. Journal of Institution of Engineers

Malaysia. 61(2): 27- 40.

Taha, M. R. and Asmirza, M. S. (2001). Elasto-Plastic Model Predictions for a

Granitic Residual Soil in Drained Triaxial Test. Proc. of the 6th Geotechnical

Engineering Conf. (GEOTROPIKA 2001). 5-7 November 2001. Univ.

Teknologi Malaysia. 73-86.

Tan, B.K. (1996). Physic-Chemical Properties of Some Granite Soils from

Peninsular Malaysia. Proc of 4th Intl. Conf. on Tropical Soils. Kuala Lumpur.

595-600.

Tawfik, E. F., Hamid, T. B., and Aggour, M. S. (2007). Design of Cantilever

Retaining Walls in Unsaturated Soils Using AASHTO Load and Resistance

Factor Design (LRFD) Method. In Probabilistic Applications in Geotechnical

Engineering (pp. 1-10). ASCE.

Terzaghi, K. (1996). Soil Mechanics in Engineering Practice. John Wiley and Sons.

Tingle, J. S., Newman, J. K., Larson, S. L., Weiss, C, A., Rushing, J. F. (2007).

Stabilization Mechanisms of Nontraditional Additives. Transp Res Rec: J

Transp Res Board. 1989(1): 59–67.

267

Tingle, J. S., Santoni, R. L. (2003). Stabilization of Clay Soils with Nontraditional

Additives. Transp Res Rec: J Transp Res Board. 1819(1): 72–84.

Ting, W. H. and Ooi, T. A. (1976). Behavior of Malaysian Residual Granite Soil as a

Sand-Silt-Clay Composite Soil. Geotechnical engineering, journal of

southeast asian geotechnical society. 7: 67-79.

Townsend, F. C. (1985). Geotechnical characteristics of residual soils. Journal of

Geotechnical Engineering. 111.1: 77-94.

Tuncer, E. R. (1998). Pore Size Distribution Characteristics of Tropical Soils in

Relation to Engineering Properties. Proc. of the 2nd Int. Conference on

Geomechanics in Tropical Soil. Singapore. 12-14 Dec. Rotterdam: balkema,

63-70.

Uddin, K., Balasubramaniam, A. S., and Bergado, D. T. (1997). Engineering

behavior of cement-treated Bangkok soft clay. Geotech Eng. 28(1): 89–119.

Velasquez, R. A., Marasteanu, M. O., and Hozalski, R. M. (2006). Investigation of

the Effectiveness and Mechanisms of Enzyme Products for Subgrade

Stabilization. International Journal of Pavement Engineering. 7(3), 213-220.

Vesic, A. S. (1973). Analysis of Ultimate Loads of Shallow Foundations. Closure of

Discussion of Original Paper J. Soil Mech. Found. Div. Jan. 1973. 1F, 6R. J.

GEOTECH. ENGNG. DIV. V100, N. GT8, 1974, P949–951. In International

Journal of Rock Mechanics and Mining Sciences and Geomechanics

Abstracts (Vol. 11, No. 11, p. A230). Pergamon.

Vinod, J. S., Mahamud, M. A., and Indraratna, B. (2012). Elastic Modules of Soils

Treated with Lignosulfonate. Conference on Geomechanics: Ground

Engineering in a Changing World. Australia. 487-492.

Wesley, L. D. (1988). Engineering Classification of Residual Soils. Proc. of the 2nd

Int. Conference on Geomechanics in Tropical Soils, Singapore. 12-14 Dec.

Rotterdam, balkema, 77-84.

268

Wild, S., Arabi, M., and Ward, G. L. (1989). Fabric Development in Lime Treated

Clay Soils. Ground Engineering. 22: 35-37.

Wood, D. M. (2003). Geotechnical modelling (Vol. 1). Taylor and Francis.

Yang, T., Wen, X. D., Li, J., and Yang, L. (2006). Theoretical and Experimental

Investigations on the Structures of Purified Clay and Acid-Activated Clay.

Applied Surface Science. 252: 6154-6161.

Yang, K. H. and Liu, C. N. (2007). Finite Element Analysis of Earth Pressures for

Narrow Retaining Walls. Journal of Geo-Engineering. 2(2):43-52.

Yan, Q., and Yan, X. (2011). Numerical Simulation Research and Use of The Steel

Sheet Pile Supporting Structure in Vertical Excavation. The Institute of

Storage-Transportation and Architectural Engineering, China University of

Petroleum,China.

Yin, J. H., and Lai, C. K. (1998). Strength and Stiffness of Hong Kong Marine

Deposits Mixed with Cement. Geotechnical Engineering. 29(1).

Yilmaz, I., and Civelekoglu, B. (2009). Gypsum: An Additive for Stabilization of

Swelling Clay Soils. Applied Clay Science. 44(1): 166-172.

Yong, R. N., and Ouhadi, V. R. (2007). Experimental Study on Instability of Bases

on Natural and Lime/Cement-Stabilized Clayey Soils. Applied clay

science. 35(3): 238-249.

Yoo, C., and Kim, S. B. (2008). Performance of a Two-Tier Geosynthetic Reinforced

Segmental Retaining Wall Under a Surcharge Lload: Full-Scale Load Test

and 3D Finite Element Analysis. Geotextiles and Geomembranes. 26(6), 460-

472.

Zelalem, A. (2005). Basic Engineering Properties of Lateritic Soils Found in Nejo–

Mendi Road Construction Area, Welega. M. Sc. Thesis, Department of Civil

Engineering, Addis Ababa University, Ethiopia.

Zhu, Z. D., and Liu, S. Y. (2008). Utilization of a New Soil Stabilizer for Silt

Subgrade. Engineering Geology. 97(3): 192-198.

269

Zhang, T., Xu, Y. Y., and Wang, H. (2012). Application and Curing Mechanism of

Soil Stabilizer. Advanced Materials Research. 557: 809-812.

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