ASSESSMENT OF DISTURBANCE IMPACT OF HYDRAULIC...

ASSESSMENT OF DISTURBANCE IMPACT OF HYDRAULIC JACK IN PILEPENETRATION USING ARTIFICIAL TRANSPARENT CLAY

NABEEL KATFAN LWTI

A project report submitted in partial fulfillment of the

requirements for the award of the degree of

Master of Engineering (Civil-Geotechnics)

Faculty of Civil Engineering

Universiti Teknologi Malaysia

JUNE 2015

To my beloved family

111

IV

ACKNOWLEDGEMENT

In the name of Allah, Most Gracious and Most Merciful.

Alhamdulillah, praise be to Allah for his blessing and giving me strength to

complete this project. First and foremost, my deepest gratitude goes to the Ministry

of Higher Education and scientific Research in Iraq for awarding me the scholarship

and the opportunity to continue my study in Universiti Teknologi Malaysia (UTM).

My appreciation to my supervisor, Dr. Ahmad Safuan A. Rashid for his

constant academic guidance, patience and all the precious time spent in the

preparation of this project. Without his guidance, this project will not have been

accomplished. I am also very thankful to all the staffs in Geotechnical Laboratory,

UTM for their assistance and encouragement.

My warmest appreciation also extends to all my friends for helping me

directly or indirectly in completing this project. Finally, my deepest appreciation

goes to my beloved family that give me undivided supports and comforts during this

challenging period. For everyone of you, thank you very much.

v

ABSTRACT

Different types of pile foundation are widely used in geotechnical

engineering with different methods of installation. Thus, ground vibration due to

impact of driving of the preformed pile in a soft compressible soil causes the lateral

displacement of soil and foundations of nearby structures. The pile jacking method

offers an alternative technique of pile installation, which allows pre-formed piles to

be installed with minimal noise and vibration. This study used small-scale physical

modeling method to investigate the movement during pile installation into the soil.

The model was prepared by using a mixture of amorphous silica and mineral oil

which, was subsequently consolidated in a transparent chamber. The pile model was

driven vertically at the center of the model at a different vertical speed. The patterns

of displacement distribution were obtained using particle image velocimetry

technique. This result can be used to assess the disturbance Impact due to pile

installation on underground services and archaeological remains underneath the

ground surface.

VI

ABSTRAK

Pelbagai jenis asas cerucuk telab digunakan dengan meluas dalam

kejuruteraan geoteknik dengan pelbagai kaedab pemasangan. Oleh itu, getaran tanah

yang disebabkan oleh kesan dari cerucuk siap bentuk yang ditanam ke dalarn tanah

lembut yang boleh mampat menyebabkan anjakan mendatar tanah dan struktur asas

yang berdekatan. Kaedah pemasangan cerucuk tusukan menawarkan satu teknik

alternatif pemasangan cerucuk yang membolehkan cerucuk pra-bentuk dipasang

dengan bunyi bising dan getaran yang minimum. Kajian ini telah menggunakan

kaedab pemodelan fizikal berskala kecil untuk mengkaji pergerakan semasa

pemasangan cerucuk ke dalarn tanah. Model tersebut telah disediakan menggunakan

satu campuran silika amorfus dan minyak mineral yang kemudiannya disatukan di

dalam sebuah turus lutsinar. Model cerucuk telah ditanarn secara menegak di pusat

model pada satu kelajuan tegak yang berbeza. Corak pengagihan sesaran diperolehi

menggunakan teknik velosimetri imej zarah. Keputusan ini boleh digunakan untuk

menilai kesan gangguan yang disebabkan oleh pemasangan cerucuk bawah tanah dan

kesan kepada jasad arkeologi yang terdapat di bawab permukaan tanah.

CHAPTER

TABLE OF CONTENTS

TITLE

V11

PAGE

DECLARATION 11

DEDICATION 111

ACKNOWLEDGEMENTS IV

ABSTRACT V

ABSTRAK VI

TABLE OF CONTENTS V11

LIST OF TABLES x

LIST OF FIGURES XI

LIST OF ABBREVIATIONS XIV

LIST OF SYMBOLS xv

LIST OF APPENDICES XVI

1 INTRODUCTION 1

1.1 Problem Background I

1.2 Problem Statement 3

1.3 Objectives 4

1.4 Scope and Limitation 4

1.5 Significance of Study 4

2 LITERATURE REVIEW 6

2.1 Introduction 6

2.2 Pile Driving Methods 7

2.2.1 Impact Hammer 7

2.2.2 Vibratory Pile Driving 8

2.2.3 Hydraulic Jacking 8

V111

2.3 Soil Pile Interaction in Clay Soils 9

2.3.1 Assumptions and Theories 9

2.3.2 Expansion of Cylindrical Cavity 10

2.3.3 Strain Path Method (SPM) 11

2.3.4 Shallow Strain Path Method (SSPM) 15

2.3.5 Soil Displacement Due to Pile Installation 15

2.4 Soil Displacement within the Vicinity of Single Pile 17

2.5 Penetration Rate 26

2.6 Soil Deformation Measurement 27

2.6.1 Field and Laboratory Tests for the Pile

Induced Deformation 27

2.6.2 Previous Measurement Techniques 29

2.7 Particle Image Velocimetry 32

2.7.1 Particle Image Velocimetry in Fluid

Mechanics 32

2.7.2 PIV in Geotechnical Application 32

2.7.3 Principles of PIV Operation 33

2.8 Transparent Soil 34

2.9 Artificial Transparent Soil Properties 37

2.9.1 Consolidation 37

2.9.2 Permeability 40

2.9.3 Shear Strength 40

3 METHODOLOGY 42

3.1 Introduction 42

3.2 Preparation of Artificial Transparent Soil 43

3.3 Model Pile 48

3.4 Chamber Design 49

3.5 Consolidation Test 49

3.6 Data Collection 52

3.7 Digital Camera and Laser Light 53

3.8 Particle Image Velocimetry (PIV) 54

3.9 Analysis using Particle Image Velocimetry (PIV) 55

4 RESULTS AND DISCUSSION

4.1 Consolidation Test

4.2 Vane Shear Test

4.3 Model Test Results

4.4 Displacement Patterns

IX

57

57

64

65

66

5 CONCLUSION AND RECOMMENDATIONS

5.1 Conclusions

5.2 Recommendations

REFERENCES

Appendices A-D

71

71

72

73

77-80

x

LIST OF TABLES

TABLE NO. TITLE PAGE

2.1 Some Physical Properties of Amorphous Silica Powder 36

3.1 Transparent soil mix proportion 48

3.2 Consolidation and unloading stages 51

4.1 Typical range of values of coefficient of consolidation and

compression index for inorganic soils (Lambe and 59

Whiteman, 1979)

4.2 Measured component densities 60

4.3 Typical values of coefficient of compressibility (Lambe

and Whiteman, 1979). 60

4.4 Summary of the consolidation data for the transparent

artificial soil 62

4.5 Summary of model tests 65

Xl

LIST OF FIGURES

FIGURE NO. TITLE PAGE

2.1 Drop weight Equipment (http://www.osp.mans.edu.eg/

deepfoundation) 7

2.2 Vibratory pile driving equipment (http://www.osp.mans.edu.

eg/deepfoundation) 8

2.3 Setup of hydraulic jack in piling system (http://www.

jackinpile.com.my) 9

2.4 Variation of radial soil displacement according to Eq. 2.1 and

comparison with model tests by Massarsch and Wersall (2013) 11

2.5 Soil deformation paths during penetration (Baligh, 1985) 13

2.6 Deviator strain paths during simple pile penetration (Baligh, 1985) 14

2.7 Wave propagation in pile driving wood (1997). 16

2.8 Pile displacement mechanism due to driving of adjacent piles in

clay (Hagerty 1969) 17

2.9

2.10

2.11

2.12

2.13

2.14

Typical images recovered during penetrometer installation by

Lehane and Gill (2004)

contours OF WL/R 2: (a) measured and (b) predicted by SSPM

by Lehane and Gill (2004)

Experimental set-up: (a) elevation; (b) plan view (Ni et al., 2010)

Displacement vectors: (a) incremental, from L~ 9.5R to L ~lOR;

(b) accumulated, from L~ ORto ~lOR (Ni et al., 2010)

Accumulated displacement contours normalized with pile radius

R: (a) test M7 from L~ OR to L~ lOR, 8r/R; (b) test M7 from

L~OR to L~lOR, 8z!R; (c) SSPM theory from L~ OR to L ~12R,

8r/R; (d) SSPM theory from L~ OR to L~ l2R, 8z/R (Ni et al.,

2010)

Schematic illustration of the displacement field and zones of

19

20

21

22

23

2.15

2.16

2.17

2.18

2.19

2.20

2.21

2.22

2.23

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

3.9

3.10

3.11

3.12

disturbance during pile installation, (I) Zone of disturbance below

pile toe, (2) Smear zone along the pile shaft, (3) Zone of

disturbance adjacent to the file shaft, (4) Displacement pattern

adjacent to the zone of disturbance, (5) Heave of the ground

surface, and (6) Gap adjacent to the driven pile shaft (Wersall and

Massarsch, 2013)

Vertical displacements of the ground in a plane containing the pile

axis: Cooke, & Price, (1979).(a) 0.5 m below the surface; (b) at

mid-pile depth, 2.2 m. Figures in meters indicate depth of pile

point below ground surface (Cooke and Price, 1979)

Displacement pattem around the tip of a pile derived m to

cohesive soil by Afterzeevaert (1950)

Surface movements due to installation of 8 model piles in clay

(Wersiill and Massarsch, 2013)

Image operation analysis (White and Take, 2002)

Transparency of transparent soil (Liu and Iskander, 2010)

Target grid viewed through 2-in-thick layered transparent soil

model (Iskander et al., 2002)

Modified Mohr-Coulomb diagram for normally consolidated

undrained specimens (Iskander et al., 2002)

Typical consolidation test curve results for transparent (Sadek et

al.,2002)

Typical normalized (a) stress- strain and (b) pore pressure

diagrams of un-drained over consolidated (Liu et al., 2003)

Theoretical framework in methodology of the study

Fumed amorphous silica

(a) Technical white oil (Grade A) and (b) Paraffin Oil (PIOOO).

Soil mixing and de-airing apparatus

The Timiron particles, (reflecting particles)

Slurry mixture after stirring

De-airing process of transparent artificial soil

Pile configuration after painted black

Consolidation test apparatus

Schematic Diagram Showing Experimental set-up

(a) Laser light apparatus and(b) Digital camera

Testing equipment setting for digital camera and laser light

Xli

24

28

29

30

34

35

36

39

39

40

43

44

44

45

46

47

47

48

51

52

53

54

X111

3.13 Target marker as control point 55

4.1 Consolidation plot for 0.0 kPa to 100 kPa increment expressed in

terms of displacement 57

4.2 The graphical derivation of the coefficient of consolidation (c,.)

using Taylor's method. 58

4.3 Void ratio data derived from the consolidation process 63

4.4 Void ratio data derived from the previous research data 63

4.5 Location of hand vane shear measurements 64

4.6 Hand vane shear apparatus 64

4.7 The mesh on the illuminated section 65

4.8 (a) The accumulated displacement vector, (b) the Cumulative

horizontal displacement contour and (c) the vertical displacement

contour as it increased from 0 mm to 13mm derived from Test! 67



contour as it increased from 0 mm to 13mm derived from Test 2 68



contour as it increased from 0 rnrn to 13mm derived from Test 3 69

ASTM

BS

SPM

SSPM

CEM

BS

PIV

RI

VST

LIST OF ABBREVIAnONS

American Society for Testing and Material

British Standard

Strain Path Method

Shallow Strain Path Method

Cavity Expansion Method

Active Measurement Project

Particle Image Velocimetry

Reflective index

Vane shear test

XIV

LIST OF SYMBOLS

v Drive vertical speed

V Dimensionless velocity

Cu Undrained shear strength

CvCoefficient of consolidation

Cc Compression index

c, Swelling index

DDiameter

H Height

k Hydraulic conductivity

mv Coefficient of compressibility

e Void ratio

R Radius

xv

LIST OF APPENDICES

APPENDIX TITLE

A Load Settlement Data for Consolidation

B White Oil (Grade A) specification

C Paraffin Oil (P 1000) data sheet

D Fumed amorphous silica specifications

XVI

PAGE

77

78

79

80

CHAPTER 1

INTRODUCTION

1.1 Background

Driven pile is the most widely used as foundation methods in ground with

serious and difficult conditions. It supports road embankment, bridge approach

abutment, industrial building. It is also used in high rise buildings which spans

several meters above and below the ground level for storage and parking of vehicles.

Dynamic pile installation method has been associated with the soil displacement

around and beneath it with subsequent deformation of the soil. The pile driving

induced soil movement which poses a serious geotechnical hazard and a potential

damage to the adjacent facilities (Ceser and Andrew, 2001). Thus, ground vibration

due to impact of driving of the preformed pile in a soft and compressible earth

material will cause the lateral displacement of soil and foundations of nearby

structures (Massarsch and Wersall, 2013). Furthermore, conventional pile installation

method is accompanied with noise (White, 2002). Thus, constituting an ill-suited

source of disturbance to the urban environment (Shepley and Bolton, 2013). Also,

there were many efforts to predict the settlement of both single and pile groups under

working load (Qian-Qing, 2010; Zhongjin et al, 2012; Chun, 2013).

Several other researchers have been conducted on the influence of pile

installation method on soil, and generated vibration within the vicinity. And the

method could either be vibratory pile driving, impact pile driving and jacking.

Impact pile driving is the oldest known driving technique which produces transient

2

vibration in the ground. During the process a ram mass is dropped from a specific

height and strikes the pile head with impact downward velocity. This provides the

driving energy. It generates high energy and vibration levels, though it can be used to

install piles in a difficult soil condition. Due to practical, environmental and the

economic concern vibratory pile driving technology is preferred to other methods,

however it poses a potential dangerous vibration level. Jacking, though, has induced

no environmental disturbance, due to their low disruptive nature which generates

little noise and few ground vibrations (White et al., 2000). In addition, they often

require fewer enabling works due to the smaller machinery (Goh et al., 2004).

Researches by Randolph, (1979); Shepley and Bolton, (2013); Yu-nong and

Jing-pei, (2009); Chun et al., (2013) and Ekanyake et al., (2013) have confirmed the

influence of pile driving method as a major triggering factor of the ground vibration

which causes cracks on the adjacent facilities and other underground structures such

as tunnels. This coupled with the noise is more pronounced in urban areas. Hence,

Jacking technique is used where sensitive environmental condition is less preferred.

Ground vibration during pile installation depends on the driving method: pile depth:

interaction between driving machine, the pile and the soil: wave propagation through

the soil.

In the cause of pile driving or jacking, a volume of soil equal to that of the

pile is being displaced (Roy et al., 1981). When the pile is installed in a saturated

cohesive soil, shear forces and pore pressure develop in the soil surrounding the pile.

Thus, effective stresse increases due to dissipation of excess pore water pressure over

time. Consequently, settlement of a single driven pile in soft clay occurs with time

under the working load (Chun, 2013). This settlement due to single driven pile

usually more pronounced effect within first four years (Chun, 2013). It decreases

gradually until it eventually becomes stable. Another effect is the lateral

displacement of the ground at depth with the eventual heave of the ground surface

(Massarsch and Wersiill, 2013).

Capacity of pile depends on the shear strength of the soil, which is

determined by the rate of loading as confirmed by Casagrande et at. (1948);

3

Whitman (1957); Bjerrum et al. (1958) and Crawford, (1959). In the process of pile

driving in a soft compressible soil, cohesive earth material is displaced.

Even though, many researchers have been carried out on the various methods

of pile installation in a soft compressible soil, pile jacking is a relatively new

technology, thus, not much research have been carried out (White and Dicks, 2007).

An attempt has been made to study the influence of pile jacking technology by

different researchers. White and Diks (2007) have reviewed the mechanisms

governing the shaft and base resistance of displacement piles. Due to this

displacement and cohesion between the clay and the pile shaft, forces are usually

developed in both the soil and the pile and some of this still remained after installing

force has been removed. This account for the jacked pile being in compression

immediately after installation and in equilibrium with tensile forces in the soil. And

therefore, set up several field measurements. Some authors have made efforts to

develop model to assess the driving efficiency investigating the bearing capacity of

driven piles and the driveability (Smith, 1960; Rausche, 1992 and Holeyman, 2002).

And several others focused on the environmental effects as reported (Clough, 1980;

Wiss, 1981; and Dowding, 1996).

1.2 Problem Statement

It has been established that pile driving trigger ground vibration irrespective

of installation method. Thus, it causes damage such as cracks and uneven settlement

to the adjacent facilities. Despite the number of researches conducted by many

authors using different methods, none of which is vibration free. And generally pile

driving is environmentally unfriendly due to the noise generated in an urban area

with a very sensitive condition. Also, settlement of pile under working load is

undesirable.

4

1.3 Objectives

The aim of this study is to assess the movement of soil around the pile

foundation during installation and its associated impacts of damage to existing

underground structures. It can be achieved through the following objectives:

1. To develop a small-scale physical modeling method, to observe the

deformation field within the soil body during the pile penetration using an

artificial transparent soil.

2. To quantify the soil movement during the pile installation by using physical

model test.

3. To establish the impact of disturbance due to the pile installation under

different penetration rate.

1.4 Scope and Limitation

The study will consider the ground deformation using hydraulic pile jacking

system in a soft compressible clay. One dimensional consolidation test was

conducted to assess the soil property due to soil pile interaction in an artificial

transparent soil.

1.5 Significance of Study

The displacement pile installation methods jacking or dynamic driving has an

effect on the deformation of the soil during installation, and the resulting stress field

around the pile. These factors affect the pile behavior during subsequent loading. In

design practice, the effect of installation method is rarely considered when assessing

the response of a pile foundation. The hydraulic jack in piling system is simple and

5

fast, so the operating costs can be minimal. This system is suitable for

implementation in urban areas, environmentally sensitive sites, and close to sensitive

structures.

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