Ahmad Azimi b Kamaludin

8/12/2019 Ahmad Azimi b Kamaludin

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CERTIFICATION OF APPROVAL

Improvement of Pile Capacity in Marine Soil by Electrokinetics

byAhmad Azimi Bin Kamaluddin

A project dissertationsubmittedto theCivil Engineering Programme

Universiti Teknologi PETRONAS


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CERTIFICATION OF ORIGINALITY

This is to certify that I am responsible for the work submitted in this project that the originawork is my own except as specified in the references and acknowledgements and that theoriginal work contained herein have not been undertaken or done by unspecified sources opersons.


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ABSTRACT

This report serves asthe progress report for the Final Year Project 2 entitled ImpovementPile Capacity in Marine Soil by Electrokinetics . A brief introduction regarding he stabilizatiof soil, electrokinetics and electrochemical are written. The methods of investigation involvfor the project are soil properties nvestigation (index and engineering properties), electrokinetreatments,pull-out test, as well as several main properties, i.e. the moisture content and pSteel cylinder is used as the pile in this study. The treatment is done in a 76 x 41 x30 ctreatment box that has two equivalent size compartments o run two treatmentssimultaneousThe box is reinforced with L-shapedaluminium barssothat it will be able to sustain he weighof the soil and surcharge applied.The experiment is divided into two main phases:consolidatphase and treatment phase. In the consolidation phase,the steel cylinder is embedded nto tsoil and weights are placed abovethe soil to consolidatethe soil. This phase servesto simulathe consolidated seabed n the marine condition. In treatment phase,the weights are taken


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ACKNOWLEDGEMENT

First and foremost,the authordesiresto expresshis warmestgratitude to his Final Year Prosupervisor, Dr Syed Baharom Azahar Syed Osman, for having been very helpfulencouraging. From the start of the project, he has guided the author from the most minusdetail to the biggestof hurdles. He has aught how to conduct a proper research,starting frominception, through the practical hands-on,on to the presentationof findings. His emphasisonutter understanding of the subject,theoretically and practically, hasset the author to embarcomprehensive study andpreparationfor the undertaking. He has instilled and developed inauthor, the senseof teamwork, good communication skills and project management.Secondly, the author would like to expresshis appreciation o the laboratory technicians n C


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TABLE OF CONTENTS

CERTIFICATION OF APPROVAL ............................. 1

CERTIFICATION OF ORIGINALITY

ABSTRACT

11

111

ACKNOWLEDGEMENT iv

CHAPTER 1: INTRODUCTION 1-31.1 Backgroundof Study.......................................................................................-21.2 Problem Statement 2

Scope Study 3


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CHAPTER 4: RESULTSAND DISCUSSION 27-4.1 Pull-outTest

._____________ _______27-

------------------------------------------------------------4.2 Vane ShearTest 28-34.3 Moisture Content 30-4.4 pH Values ....... - ...............------.......---...................... ............................32-4.5 Other Observations....... 35-

4.5.1 Coloration . ... 354.5.2 Observationson Electrodes 35-4.5.3 Formation of Neutral Zone 36-

CHAPTER 5: CONCLUSION AND RECOMMENDATIONS .....................................38-5.1 Conclusion --------------------------------------------------------------------------------------5.2 Recommendations..........................................................................................38-


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LIST OF FIGURES

Figure I Typical compressionpath of soft sensitive clay ............ .... .......5Figure2 Helmholtz-Smoluchowski model for electroosmosis low(after Mitchell 1993) ...............7

Figure 3 Flocculation of clay particles(after Little, 1987): (a) parallel arrangementof clay particles with hydratedwater layers; (b) edge-to-edgeattractioninducedby thin layer,which allows attractive forcesto dominate ...............11Figure 4 Los Angeles Abrasion Machine ......................................................................13Figure 5 Mixing machine-------------------- -------------........--------------------------- ------------------ 13Figure 6 Universal Testing Machine 5 kN , ....................................... ..........

14Figure 7 Vane ShearTestMachine ------ -------------------------------------------------------------Figure 8 Treatment Box Complete With Cover ............................................................15Figure 9 Steelcylinder


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Figure 23 The shearstrengthsof the samples(a) Treatmentwith single polarity(b) Treatmentwith polarity reversal.______ _____________----------------------------------____Figure 24 Moisture content of the samples a) Treatmentwith single polarity(b) Treatmentwith polarity reversal, _ - _ ___ _ ________Figure 25 pH of the samples a) Treatmentwith single polarity (b) Treatmentwithpolarity reversal --_- 32-

Figure 26 Planview of the control sample(left) and treatedsample with singlepolarity (right)...................................................................................................5Figure 27 Corrosion of anode --_ -- ------------------- --- -- 36Figure 28 Black curvy line showingthe formation of neutral zone.................................36Figure Al Schematicdiagramof the treatmentbox 43Figure A2 Schematicdiagramof the electrodewiring_____________________________3Figure A3 Planview of the control sample(left compartment) andtreatedsoil with

single polarity (right compartment) 5


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LIST OF TABLES

Table I Efficiency factors due to electrokineticdrainage______________________9Table 2 The manual ogging plan of current ................................. 23Table 3 Summaryof the pull out result ......................................... 27Table 4 The result of vane shear est of control andtreatedsample...........................28Table 5 Moisture content of control andtreatedsample ............................................30Table 6 pH values of the control andtreatedsample....................................................32


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CHAPTER 1INTRODUCTION

1.1 BACKGROUND OF STUDY

Urbanization, industrial developmentand oil exploration, due to logistics, most often take pin the coastal regions. Hence soft clays are invariably encountered n geotechnical engineepractice. Stress, ime and environment play a dominant role in the formation of soft clay. Tare mutually exclusive processes,with the principle of superposition of their effects not btenable.The shear stress-strainbehavior of in-situ soft clays, although seemingly akin to thastress-strain-pore ressureor volumetric strains are considered n totality.

The design and construction of infrastructure facilities in the soft soil of coastal regions mnecessaryby extensive urbanization and industrialization entail detailed assessmentof


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The objectives of ground improvementare:Reducesettlement of structuresImprove shear strength and bearingcapacity of shallow foundationsIncrease actor of safety against possibleslope failure of embankmentsanddams.Reduceshrinkage and swelling of soils.

According to Hoeg (1986), seafloor instability and slope movements are reported from sevareas, for instance the Gulf of Mexico and offshore Alaska and Norway. Mainly since thevents, ocean floor instability has been studied in a much broader sense.Several of the mtypes of oil platform foundations are the Hutton tension-leg platform, Magnus steel-tempjacket platform and Guyed tower. The foundations of theseplatforms undergoboth tensioncompressionforceswhen oceanwaves exert lateral forceson the platforms. Thus, it is impoto increasehe tension (pull-out) andthe compressivecapacity of the piles in the seabed.


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1.3 OBJECTIVES AND SCOPE OF STUDY

The objectives of the study are:To study the effectsof electrokinetics treatmenton the properties of marine soil, focusin the strengthparameters.To study the pullout capacity of the soil after treatment.

The scopeof this study includes:Literature review on the works by previous researchers uch as regarding electrokinemethod on different soil condition, improvementof load-carrying capacity of foundatithe marine clay properties,etc.Determinationof soil propertiesof the marine clayAcquisition of marine soil sample, preparation of the soil, and the consolidation as w


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CHAPTER 2LITERATURE REVIEW AND THEORY

2.1 CHARACTERISTICS OF SOFT CLAY

Firstly, the inherent characteristics of soft clay is to be presented as soft ground comprisedeposits having potential for high compressibility and possessing low strength. Tcharacteristicsare he compressibility, shear strength and permeability.

According to Nagaraj et al. (2001), a typical compressionpath of soft soil is of inverse S-shaThe three zonesof the compressionpath are as shown in Figure 1. In level 1,the compressionegligible. Beyond Zone 1, the compression s high and in zone , it changes ts curvature.T


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11

Zone 1

Ls

CLy 1.43

l.o

U. 10n

6, =1sf)

IIIt 1111' ttttI tltllo- Int

'I[11 il10'


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where Ck is the permeability index similar to the compression ndex Cc and dependanton ratio.

The surfacesof soil solid particles carry electrical charges.Clays are strongly influenced bypresenceof water due to their high surface activity. The clay-water interaction resultstendency of the counter ions and other dissociated ions to diffuse away from the surfaccounterbalancethe electrostatic attraction. The concentration of attracted ions will dimiwhile the concentration of counter ions increaseswith distance from the surface. The chasurface and the strongly held cation at the surfacetogether with the relatively mobile couions in the medium adjacent to the surface are consideredto be two layers. Thus, the wsystemis referred to asthe `Diffuse double layer'. The concentration of charges s greaterthe surfaceand diminisheswith distanceaway from the particle surface.


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concentratedaqueoussolution of electrolytes, electromigration of ions is the major cauof current conduction. With regardto contaminatedsoils, electromigration is the primamechanismof electroremediation when the contaminantsare ionic of surface charged.Electroosmosis: nvolves water transport through continuous soil particle network, whethe movement is primarily generatedn the diffuse double layer or soil moisture film. Tprinciple mechanism n electroosmosis s the migrating ions, where the cations migratethe cathode and the anions move towards the anode (Gray and Mitchell, 196Accordingly, when an electric field (DC) is applied to clay-water system,the surfaceparticle is fixed, whereas he mobile diffuse layer moves carrying solution with it.

Furthermore, due to the nature of clay formation, which usually results in significantly negatcharged clay particles,the predominant ions within the pore fluid are incidentally cationic. Thclayey soil has significantly greater number of cations than that of anions. This results ingeneral low of water in the direction of the cathode Mitchell, 1991).


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negatively charged ions firmly attached to the wall, outside of which consists of mobile posiions.

Whena direct current is applied, the mobile positive cations will beattracted owards the cathdragging with themthe free water molecules causing general movement of water from anodcathode.

By the migration of water ions from anode o cathode, he porewater pressure n the generalof the soil will be reduced and thus will improve the shear strength of the soil. The migrawater canbe isolatedand discarded by physical means,suchasdrainage.

According to Shang (1997), the factors affecting the performance of electrokinetic stabilizaare internal and external in nature. The intrinsic factors include the grain size and mineral tsalinity, pH, hydraulic permeability, current density, and electrode material and design.


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Electro-osmotic permeability is independentof the soil pore size as ke is nearly of the smagnitudefor sands,silts and clays, provided that the electro-osmotic potential is about he sfor most of the mineral matter in the soil. For practical purposes,for most saturated soicoefficient of electro-osmotic permeability of 5x 10 5cm/sec per volt/cm can be useddewateringandconsolidating clays.

For assessment f relative efficacy of electro-osmoticdewatering,the hydraulic conductivit

the soft clay must be estimated. n Table 1, the data of kevalues of a number of soils along the efficiency factor, F, due to electrokinetic is shown. From the table, electrokinetic issuitablefor fine sandsand silts.

Table 1: Efficiency factors due to electrokinetic drainageSoil Type Water Content Ke (10 cm/sec) cm/volt F= klkaLondon clay 52.3 5.8 5800


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2.3 ELECTROCHEMICAL STABILIZATION OF SOIL

The experimental setupfor electrochemical stabilization is similar to that of electro-osmosiswith an addition of electrolytes at the anode, cathode, or throughout the soil sample. It has bdiscovered that this method has greatly facilitates the transportof desired ions through the sthus enhancing he stabilization processof the soil.

Like the traditional chemical stabilization, electrochemical stabilization improves theproperties through modification and stabilization reactions, with the additional advantagtransporting `desired ion' through the soil enhancing the ability to strengthen themodification and especially stabilizationthrough cementing process.

Electrochemical stabilization is conductedby injecting predeterminedelectrolytes at the anoand cathodesand inducing direct current electrical field throughout the soil.


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concentration, they replace lower-valency ions, resulting in thinner layer of the doudiffuse layer. This, in return, allows closer contact between the clay platelets, promoting edge-to-edgeattraction, or more commonly known as flocculation (FigureHence, the change in the workability of the soil, permeability, plasticity, and swproperties.

(a)


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Ca2++ 2(OH) + Si02 -- CSHCaz++ 2(OH) + A1203 -* CAH

Precipitation: occurs when ion from one solution comes in contact with that franother to form crystals of insoluble salts. This process is the main strengthenmechanismin certain electrochemical stabilization, especially in pH condition grethan 7.

Syed further elaborated that the predominant factors in affecting the effectivenesselectrochemicalstabilization are:

Type of chemicalsChemicalcontentPeriodof treatmentTypeof soilClay minerals


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CHAPTER 3METHODOLOGY

3.1 APPARATUS AND MATERIALS

Apparatus / Materials FunctionsTo oven-dry the marine clay. Reducingthewater content to as close as0%. This willDrying Oven enable he soil to be wetted to requiredmoisture content.

Los Angeles Abrasion Machine


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Universal testing machine5 kN

To conduct he pullout testafter treatmentof- soil.

-- i

Figure 6Vane shear estmachine


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thick Perspex,dueto its easyhandling, easacquisition and its impact resistantpropertieThe treatmentbox is reinforced withaluminium L-shapeso prevent from failurebox.

The cover of the box is made of similara material, with two handlesat each end for eof handling. The cover is drilled for holes tocater to the protruding electrodes or thetreatmentof the marinesoil sample.


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anode(positive electrode).The electrodes used or the treatmentare maof steel.The length of each electrode s 35 cm.

Geotextile layer

rr To provide drainage for the water to surfaceupwardsduring the consolidation phase.

Figure 10


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Figure 12 : DC power supplyCurrent logger

Recordingthe currents ampere) hroughouthe treatment the


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6. Determinationof Plastic Limit7. Cone Penetration To determinethe liquid limit8. Permeability Test Constant HeadMethod)9. Determinationof pH10. Determination of conductivity of soil

These ests will be conducted mostly in Civil Engineering Departmentwith the help of tlab techniciansand lab manuals.The proceduresare outlined in the provided lab manuals.

3.3 SOIL PREPARATIONIn preparingthe soil for the consolidation andtreatmentphases,he following stepsaretak


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Figure 15: Crashing the soil using the Los Angeles Abrasion Machine

4. The soil is sieved through 2 mm sieving filter and the passing soil is taken for thetreatment.


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3.4 CONSOLIDATION OF SOIL

_-


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Cylinder The cylinder is pushed nto the soil so that the top of the cylinder is leveledwith the surface of the soil and it is hangingat 8 cm abovethe bottom of thbox.One layer of geotextile on top of the soil surface o prevent soil from seepGeotextile Layer out through the holesof the cover

Cover Treatmentbox cover is placed on top of the geotextile layer.Force applied is 5 kPa.Surcharge This approximates o 50 kg.

Weights Thus, 5 nos. of 10 kg weights will be applied on top of the cover.Monitoring Daily inspection o ensure settlementwithout tilting and ammed cover

The soil sample s consolidated and will settle for approximately 4-5 cm.Water will surfacesince here will not be any outlets for water to escapeInference through.Water at the surfacesimulates he seawaterabove seabedn marine

condition.


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Electrodes

.1


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In treatmentwith polarity reversal,the first 7 days of the treatmentwill bedonewith similar electrode configuration Figure 19). And during the secon7 daysthe electrodeconfiguration is reversed as in Figure 20.

Cover Pileunderneath


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C 3. The averageshear strength will increasesignificantly.3.6 PULL-OUT TEST

Pull-out test is widely used o measure he pull-out capacity of the soil. The apparatus o be usefor the test is the universaltesting machine5000 N.

The apparatus s available in the Mechanical Engineering Building laboratory and is of 5000 capacity Figure 6). The constant speed of pull-out is set to 50 mm/ min. In the study by NGurung et al., the pull-out force was in the range of 0-30 kN and in that of Wan-Huan Zhou et athe range is 0-35 kN. However, in the case of marine clay, this capacity of this apparatussuitableto conduct pull-out test.


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Sample I Pile embedded

i .3

kf

Electrodes

(b)Figure 21: The electrode configuration and locations of sampling (a) Treatment with single


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Oven-dryCrashedSievedWet-mix with salinewater

Moisture contentXRD and XRFOedometer TestVane Shear TestDetermination ofmoisture content


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CHAPTER 4RESULTS AND DISCUSSION

4.1 PULL-OUT TEST

Table 3: Summary of the pull-out resultTreatment Treatment

7 11 1' Control single with polarity=polarity


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Other than precipitation, another possible mechanism of soil strengthening s the production ocementitious material, that is calcium silicate hydrate CSH) and calcium aluminate hydratCAH). This process equireshigh alkaline condition more than 10).

4.2 VANE SHEAR TEST

Table 4: The result of vane shear test of control and treated sample

Treatment SinglePolarity)13.71

21.25

MmnwTreatment Polarity

Reversal)9.2760.22

Control


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(b)Figure 23: The shear strengths of the samples(a) Treatment with single polarity (b)

Treatment with polarity reversal

The est is by Table 4 and Figure 23. For both treatments, he highes


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However, the possibility of deprecipitation of the precipitatesthat have formed during the first 7days is not ruled out. Precipitates hat form when the pH is high might deprecipitatewhen the pHof the locality drops after the polarity of the electrodes s reversed.The pH values of the samplecanbe observed rom Table 6 and Figure 25. This directly causesa decreaseof the shearstrengthvalues.

As discussed n section 4.1, the main strengthening mechanisms or the shear strength are theprecipitation of insoluble salts and formation of cementitious materials. This hypothesiswill beableto be clarified should XRD and XRF testsare conducted on the samples.

4.3 MOISTURE CONTENT


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a)


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than the original 55 before the start of treatment. Thus, this result proves that the effects ofmoisture content on the shear strength of the soil is insignificant, as proven by Syed(2007) in hiselectrochemicalbox testwith 125mm spacing.

4.4 pH VALUES

Table 6: pH values of the control and treated sample

Treatment (SinglePolarity)

10.249.136.52

Treatment (PolarityReversal)

4.9710.252.50


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b)Figure 25: pH of the samples a) Treatment with single polarity b) Treatment with

polarity reversal

In treatment four treated basic, for


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While in the treatment with polarity reversal, the highest is also from Sample 2, whichcorrespondingly shows the highest shear strength. Formation of cementitious materials is veryrapid when pH is high, thus explaining why the highest shear strength and pH aretaken from thesamesample.

As can be seenfrom the result, samples1,3,4 and 5 are generally acidic. This is causedby thH+ ions travelling from the anode o cathode.Note that the electrode configuration is reversed nthe second week of electrokinetics treatment (Figure 20). Thus during the second week, thcathode will be placed outside of the pile. Thus, H+ and other cations are attractedtowards thoutward direction. This in turn lowers the pH values of the locality.

In explaining the result of sampled pH, the author hypothesizes hat the pH have been higher asome points throughout the treatment phase and dropped at the end of it. This might havoccurred when the OH ions decreasedwhen they chemically react to produce non-basi


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4.5 OTHER OBSERVATIONS

4.5.1 Coloration


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tinge with the presence of oxygen, and ferrous 1II) compounds, which color range includespinkish red.

Figure 27: Corrosion anode


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As shown in Figure 28 the neutral zone or neutral boundary is formed very close to the anodThe authorhypothesize hat the neutral zone if formed by precipitation when the acid front fromanode andbasic front from cathode collides and undergoes

Other observationsnotedfrom the treatmentarethe emission of heatand the decreaseof voltagat the end of the treatment.


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CHAPTER 5CONCLUSION AND RECOMMENDATIONS

5.1 CONCLUSION

From the comparison of result, analysis andhypotheses or control and electrochemically treamarine soil sample, severalconclusionscanbe drawn.

However, it is imperative to state that as the experiment was conducted in laboratory acontrolled environment, this study serves as an approximate representation of the expecbehavior in field condition, upon which preliminary assumptioncanbe made.The main conclusion of this study is that the shearstrength and pullout capacity of the mar


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shortenedto just 7. After the end of the treatment pull-out test and vane shear test will bconducted as well as the pH and moisture content observed.The findings and dataanalysis wibe presented n the final dissertation. The objective of this particular treatment is to observethproperties of the sample so that a better understanding is obtained for the analysis of thtreatmentwith polarity reversal. With these data clearer discussioncan be deduced n whathappening n the sampleduring treatment.

For more study several other parameters can be manipulated such as the addition of varyintypes of electrolytes type of electrodes ype of cylinder and the variation of concentrationelectrolytes.

Perhaps during the study other properties canbe observed such as the conductivity continuovariation of voltage and current pH acrossthe sample and longer time of treatment.This w


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REFERENCES

1. BarkerJ. E., Rogers C. D. F., Boardman D. I., and PetersonJ. (2004) ElectrokineticStabilisation: An Overview and Case Study. Ground Improvement,8 (2), 47 - 58.2. Gurung N. and Iwao Y. (1999) Pullout testanalysisfor geo-reinforcement.Geotextilesand Geomembranes,17,157-170.

3. Hamed J. T. and Bhadra A. (1997) Influence of current densityand pH on electrokineticJournal of Hazardous Materials, 55,279-294.4. Hoeg, K. (1986), Geotechnical Issues n Offshore Engineering. In: Chaney R.C. and Fan

H.Y. (ed. Marine GeotechnologyandNearshore/Offshore Structures, ASTM STP 923,Philadelphia, American Society for Testing and Materials,pp. 7-50.

5. Kassim K. A., Taha M. R., andAhmad K. (2003) 2 d International ConferenceonAdvances n Soft Soil Engineeringand Technology. Electrokinetic on a Tropical


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13. SyedOsman S. B. A., (2007), Electroosmotic and Electrochemical Methods nStabilizing Kaolinite Soil in Ground and Slope Conditions , PhD thesis,UniversitiTeknologi Petronas.

14.Nagaraj T. S., Miura N. (2001) Soft Clay Behaviour: Analysis and Assessment.RotterdamNetherlands, Taylor & Francis.

15. Terzaghi K. & Peck R.B. (1967) Soil Mechanics in Engineering Practice. 2ndEdition.New York, Wiley New York.

16. Zhou W-H. & Yin J-H. (2008) A simple mathematical model for soil nail and soilinteractionanalysis.Computersand Geotechnics,35,479-488.


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APPENDIX


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Figure A7: Treatment with polarity reversal needle like precipitation by one of the electrodes


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APPENDIX

One Dimensional Consolidation Properties(Oedometer) LEInternation


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Client Ahmad Azimi BinKamaluddin Ref

Project Job 2Borehole Sample 2

Test DetailsStandard BS 1377: Part 5: 1990 Particle Density 2.65 Mg/m3Clause 3Sample Type Variations fromprocedureS ecimen DetailsSpecimen Reference B Description

Depth within Sample 0.00mm Orientationwithin SampleSample Mass 72.10PreparationCommentsSpecimen Height 19.65 mm

Test Ap paratusRin Number 2 Ring Diameter 49.53 mm

One Dimensional Consolidation Properties(Oedometer) L-1ImiLEInternational


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Client Ahmad Azimi Bin RefKamaluddinProject Job 2Borehole Sample 2

Initial Moisture Content 000 Final Moisture Content 475Initial Bulk DensityInitial Dry DensityInitial Void RatioInitial Degree ofSaturation

Pressure(Loadin Stages)

1 90 Mg/m3 Final Bulk Density 1489 Mgfm31 90 Mg/m3 Final Dry Density 14 21 Mg/m310 3916000%

Coefficient of Volume Coefficient of ConsolidationCompressibilitN I m, 1 Ic. I

Final Void Ratio -08136Final Degree of Saturation -1548%

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Ahmad Azimi b Kamaludin