Deep Foundation Technologies for · Deep Foundation Technologies for Infrastructure Development in...

Deep Foundation Technologies for Infrastructure Development in India

IISc Bangalore, India, 28-30 September 2015

Deep Foundations Instutute, DFI India

Indian Institute of Science, Bangalore, Bengaluru, India

Indian Geotechnical Society, Bangalore Chapter, Bengaluru, India

American Society of Civil Engineering, India Section

INDIA SECTION

Souvenir With extended abstracts

Sponsor / Exhibitor catalogue

ii

Advisory Committee

Prof. M. Sudhakar Rao, Chairman, Dept of CE, IISc., Bangalore

Prof A. Sridharan, Rtd. Professor, IISc., Bangalore

Prof K. S. Subbarao, Rtd. Professor, IISc., Bangalore

Prof. B. R. Srinivasa Murthy, Rtd. Professor, IISc., Bangalore

Prof. M. R. Pranesh, Rtd. Professor, IIT, Madras

Prof. V. S. Chandrasekaran, Rtd. Professor, IIT Bombay

John R. Wolosick, President, DFI (USA)

Gianfranco DiCicco, Trustee, DFI (USA)

Prof.V S. Raju, Former Director IIT Delhi

Prof. M. R. Madhav, Emeritus Professor, JNTU Hyderababd

M. Iyengar, Former Executive Director, Engineers India Ltd,Chennai

Prof. Manoj Datta, IIT, Delhi & EC Member DFI of India

Dr. Niranjan Swarup, CIDC, New Delhi & EC Member DFI of India

Prof. S. R. Gandhi, IIT, Madras & EC Member DFI of India

Prof. A. Sreeramarao, President, IGS & EC Member DFI of India

Prof. BVS Viswanadham, IIT, Bombay & EC Member DFI of India

Arvind Shrivastava, Nuclear Power Corporation of India & EC Member DFI of India

Technical Committee

Mary Ellen Large, DFI Technical Activities Manager, USA Satyajit Vaidya, Langan International, USA Dr. P V Chandra Mohan, Navayuga Engg.Co.Ltd., Hyderabad, India Dr. V R. Raju, Keller foundations(SE Asia), Singapore Dr. K.S. Moza, Geoetchnical Consultant, New Delhi & Mumbai, India Dr. D. N. Naresh, National Thermal Power Corporation, New Delhi, India D. V Karandikar, D.V.Karandikar & Associates, Mumbai, India Dr. V Balakumar, Chief Consultant, Simplex Infrastrctures Ltd, Chennai, India, & EC Member, DFI of India Dr. Sunil Basarkar, ITD Cementation India Ltd, Mumbai, India & EC Member, DFI of India Siva Arunachalam, Soletanche Bachy, Chennai, India

T. Rambabu, UR Ground Engineering Pvt Ltd, Chennai, India

Ravikiran Vaidya, Geo Dynamics, Vadodara, India & EC Member, DFI of India Dr. Kumar Pitchumani, AECOM India Pvt Ltd, Chennai, India & EC Member, DFI of India Jeyson J Samuel, L&T Geostructure, Chennai, India & EC Member, DFI of India Dr. K. S. Jayasimha, Civil-Aid, Bangalore, India Prof. T. G. Sitharam, IISc., Bangalore, India

Organizing Committee

Prof. Sivakumar Babu G. L., IISc., Bangalore, Chairman

R Raghuveer Rao, IISc., Bangalore, Organizing Secretary

Prof. P. V Sivapullaiah, IISc, Bangalore, Chairman, IGS Bangalore

Prof. G. Madhavi Latha, IISc., Bangalore, Secretary, IGS Bangalore

K. V Vijayendra, BIT, Bangalore

Prof. H. N. Ramesh, UVCE, Bangalore

Dr. P Anbazhagan, IISc., Bangalore

Dr. C. R. Parthasarathy, Sarathy Geotech, Bangalore

Theresa Engler, Executive Director, DFI, USA

Dr. K. S. Ramakrishna, Chairman DFI of India

I. V Anirudhan, Geotechnical Solutions, Chennai & Vice Chairman, DFI of India

Harikrishna Yandamuri, Keller Ground Engineering P Ltd, Chennai & EC Member, DFI of India

Jagpal Singh Lotay, Bauer Maschinen, Mumbai & EC Member, DFI of India

Mohan Ramanathan, Advance Construction Technologies, Chennai & EC Member, DFI of India

Surajit Mukheijee, Sure Tech Infrastructure P Ltd, Mumbai, India & EC Member, DFI of India

Laxmi Kanta Tripathy, Dept, of Water Resources, Odisha & EC Member, DFI of India

Pradeep Kumar D. Panasia Project Consultancy Pvt Ltd, New Delhi

Rajan Peter, BAUER Specialized Foundation Contractor India Pvt Ltd, Chennai

Dr. P S. R. Narasimha Raju , Civil Aid, Bangalore, India

iii

PREFACE

DFI-INDIA 2015: Conference on Deep Foundation Technologies for Infrastructure Development in

India with a one day pre-conference workshop on Piled Raft Foundation Systems, IISC Bangalore

during September 28-30, 2015 is being organized by Deep Foundations Institute (DFI) and DFI of

India in collaboration with Indian Institute of Science Bangalore, Indian Geotechnical Society-

Bangalore Chapter and American Society of Civil Engineers-India Section.

DFI is an international non-profit forum for engineers, contractors, manufacturers, equipment

suppliers, and academia to share knowledge that improves the planning, design, and construction

aspects of deep foundations and deep excavations. In 1996, DFI organized its first conference in India

in Mumbai (Bombay). DFI of India was registered in the year 2013 as non-profit organisation with the

Ministry of Corporate Affairs (MOCA) and entered into an affiliation agreement with DFI. The first

successful event of DFI India in September 2011 at Hyderabad was Followed by DFI-India 2012,

DFI-India 2013, DFI-India2014 Conferences respectively at IIT Madras, IIT Bombay and IIT Delhi

with the common theme: Deep Foundation Technologies for Infrastructure Development in India.

DFI-INDIA 2015 at IISc is the latest in this series of Conferences.

The conference is designed to have three main events: a one day workshop on Piled Raft Foundation

Systems, a two day conference to highlight latest foundation technologies in four important categories

namely, deep excavation support systems, driven piles, drilled piles and ground improvement. The

third event which runs parallel with the conference is the exhibition, is to show case latest

technologies, equipment, testing & monitoring techniques, and special materials. Six Keynote lectures

from overseas and Indian experts and Twenty One presentations from industry specialists and

researchers form backbone of this conference. These are compiled and presented in this Proceedings.

For making this volume a valuable document and guide, the organizing committee has included

technical abstracts, along with messages of dignitaries, details of sponsors and exhibitors. We hope the

volume will be of interest and benefit to the delegates.

A Conference of this scale would not be possible without the support and contributions of the invited

Speakers, Authors, Conference Sponsors, Exhibitors and Delegates. We gratefully acknowledge all for

their generous support and inspirational participation. We also express our sincere gratitude to the

members of the Advisory Committee, Organizing Committee, Technical Committee and Student

Volunteers for their untiring efforts, besides individuals who lent their quiet efforts for making this

Conference a great success. The untiring and enthusiastic support in the form of guidance, close

coordination and follow up by Ms.Theresa Engler, Executive Director, Ms.Mary Ellen Large,

Technical Activities Manager, and the staff of DFI are gratefully acknowledged. Last but not the least

the secretarial and administrative services rendered by Mr.S.Varadharajan of DFI of India Office are

highly appreciated.

Dr.K.S.Rama Krishna I.V.Anirudhan

Chairman-DFI of India Vice Chairman-DFI of India

iv

About the Organizers

Deep Foundations Institute (DFI) and DFI of India

DFI is an international non-profit association of engineers, contractors, manufacturers, equipment suppliers in

the deep foundations and deep excavations industry.

DFI of India was registered at Chennai with the Ministry of Company Affairs as a non-profit organization in

2013, following the success of its first event in Hyderabad in 2011 and the inaugural Deep Foundation

Technologies for Infrastructure Development in India conference held in Chennai in 2012. These events were

followed by highly successful conferences in Mumbai in 2013 and in New Delhi in 2014 as well as seminars and

workshops at Chennai, Kochi and Bhubaneswar.

The chapter's mission is to help the Indian foundation industry on a continuous and sustained basis in

measurable steps, to become professional and to embrace new technologies for faster development of India. The

chapter looks to provide a platform for continuous interaction for all stakeholders of the Indian foundation

industry, including international agencies via seminars, workshops and training courses.

Indian Institute of Science (IISc) Bangalore

IISc is a premier institution of higher learning and is regarded worldwide for its academic contributions. The institute is situated at northern part of Bangalore on a 420-acre campus. During the past eight decades many alumni and faculty have gone on to direct science and technology in the country, to create and nurture other laboratories and scientific institutions and to establish key industries. C.V. Raman, H.J. Bhabha, Vikram S. Sarabhai, J.C. Ghosh, M.S. Thacker, S. Bhagavantam, S. Dhawan, C.N.R. Rao and scores of others who have played a key role in the scientific and technological progress of India have been closely associated with the Institute.

Indian Geotechnical Society (IGS), Bangalore Chapter

IGS, Bangalore Chapter, started as The Mysore Centre of Soil Mechanics and Foundation Engineering at UVCE, Bangalore University in 1964. The Centre was renamed the Karnataka Geotechnical Centre (KGC) Bangalore and became a local chapter of IGS. The Chapter, situated in the Department of Civil Engineering, Indian Institute of Science, celebrated its Golden Jubilee in 2014. The Chapter has hosted several conferences including the Asian Regional Conference (ARC) in 1975 and Indian Geotechnical Conferences (IGC) in 1961, 1975,1987, 1995 and 2008.

American Society of Civil Engineers (ASCE), India Section

ASCE - India Section strives to encourage and provide a stage for all its members - students, professors, researchers, practicing engineers working in the field of civil engineering - to enhance their technical and professional development. It provides an open forum where civil engineers are encouraged to connect with their professional peers and share individual experience, innovation and exposure of civil engineering. The organization supports civil engineering in India by promoting technical talks, national and international level seminars, conferences, field trips, panel discussions and more.

v

Message from President DFI

Bangalore

vi

Message from Chairman, DFI of India

vii

Message from Conference Chair and Organizing Secretary

viii

Message from Chairman, IGS Bangalore Chapter

CHAIRMAN, INDIAN GEOTECHNCIAL SOCIETY, BANGALARE CHAPTER

Dr. P V Sivapullaiah

Professor Department of Civil Engineering, Indian Institute of

Science, Bangalore, and

Chairman, Indian Geotechnical Society, Bangalore Chapter

September 22, 2015

MESSAGE

Deep Foundation Institute is an international association of contractors, engineers, suppliers,

academics and owners in the deep foundations industry started in the year 1976. Deep

Foundations Institute of India (DFI India) which is a regional chapter of DFI – Indian is

organizing conferences every year since 2011in different parts of India. This year the Institute

is organizing– DFI- India 2015 conference on Deep Foundation Technologies for Infrastructure

Development in India keeping the fast growth in Indian Infrastructure growth and requirement.

This year conference is being organized at Indian Institute of Science, Bangalore in

collaboration with Indian Institute of Science and Indian Geotechnical Society, Bangalore

Chapter. The focus of the conference is on technology development and project case histories.

The topics covered are:

Pile Foundations, Deep Excavation Support and Ground Improvement

Eminent thinkers, scientists and educationists are invited for making their presentation.

The conference will be preceded by a one-day workshop on Piled-Raft System scheduled for

September 28, 2015 and the main conference on 29th and 30th September 2015. My heartfelt

good wishes for the success of the Seminar. DFI is bringing out a souvenir to commemorate

DFI-2015. My heartfelt good wishes for the success of the conference.

I am sure that DFI will continue to maintain its excellence and character with great distinction.

I wish this endeavour a great success. I extend my warmest wishes and may God give strength

to continue to the Institute flourishing.

(P V SIVAPULLAIAH)

BANGALORE CHAPTER

Deep Foundation Technologies for Infrastructure Development in India IISc Bangalore, India, 28-30 September 2015

ix

Table of Contents

DFI-India 2015 Organising committee ii

Preface iii

About organisers - DFI, IISc, IGS Bangalore and ASC India section iv

Message by Chairman, Deep Foundations Institute, USA v

Message by Chairman, Deep Foundations Institute of India vi

Message by Conference Chair and Organising Secretary vii

Message by Chairman IGS Bangalore chapter viii

Keynote Presentations

Deep Excavation Support-Design and Build advances

Prof. Michel Topolnicki

1

Driven Piles | Latest Trends in Design and Execution of Driven Pile Foundations

Jim Morrison

2

Driven Piles| Hollow Concrete Spun Piles – The Brazilian Experience

Mario Medrano, Ms. and Themag Engenharia

4

Ground Improvement Technologies for the Prevention of Liquefaction

Rolf Katzenbach

5

The Use of Advanced Electronic Features in Foundation Equipment Help or Hype for the User?

Manfred Schoepf

6

Ground Improvement and GeoTech Tools

Silas Nichols

7

Design and Construction Challenges in Deep Foundations at Bangalore Metro

N.P Sharma

8

Paper Presentations

Dam Rehabilitation Systems, the Adequate Solution for the Individual Project

Peter Banzhaf

9

Retaining Structure for Berth at Krishnapatnam

P.V Chandramohan

11

Technical Challenges to Build Retaining Structures with Secant Piles for Deep Excavations in Urban

Context for Underground Metro Lines

Prathap Muniappa, Gaspari Giuseppe M., and Nuzzo Emiliano

12

The Use of Bentonite in Underground Construction

Hector Simchas

13


x

Non-Conventional Hybrid Excavation Shoring Solution

Thomas Fiala and Graeme Smart

14

Impact of Pile Driveability Analysis on Offshore Foundation Design

Nanda Kishore Yadla and R.K.Agarwal

15

Reliability Based Design of Laterally Loaded Pile: Load Resistance Factor Design (LRFD) Approach

Sumantha Haldar, and G.L.Sivakumar Babu

17

Analysis of Ultimate Lateral Resistance of Piles in Cohesive and Cohesionless Soils by Elastic Plastic

Solution

K.B.V. Siva Kavya and M.Lilly Padmaja Joshi

19

Analytical Study of Sheet Pile in Cohesion Less and Cohesive Soils

K.L.S.P. Shanthi and M.Lilly Padmaja Joshi 20

Assessment of Lateral Behaviour of Piles

K.S.Govindarajan and M.Kumaran

21

Optimization of Solid and Hollow Micropiles for Shallow Foundations on Sand Paul Daniel Arumairaj and B.Vani

22

The use of Thermal Integrity Profiling (TIP) to Verify the Integrity of Deep Foundations

George, Piscsalko and Jorge Beim,

23

Combined Pile Raft Foundation (CRPF) Response

P.Chaithra and G. L. Sivakumar Babu

24

Effect of Free Standing Height of Rock Socketed Pile under Lateral Load

Annamalai Rangasamy, Prakash, Kasinathan and Muthukkumaran

26

Methodology for Drilling Underwater in Hard Rock for Deep Foundations with Pile Top Drill Rigs

(PBA)

Miguel Pérez and Hinduja, Dinesh

27

Interpreting Pile Load Test Results For Foundation Design – A Case Study

Ravi Sundaram

28

Numerical and Theoretical Analysis of Consolidation of Soft Clay Installed With PVD at

Nagapattinam - A Case Study

Subrmanian, KeerthiRaaj, Kasinathan and Muthukkumaran

29

Alternate Foundation Technique Using Semi Rigid Inclusions (Controlled Modules Columns)

Sandeep Sahu and Gilles Costa

30

Earthquake Analysis of Liquefiable Soil with Building Land

Akhila Mohan, Ranga Swamy Kodi and N Sankar

32

Soil Improvement using Gravel-Sand Columns for a Highway Project in Germany

Stefan Schmitz and Jee-Sun Stephan

34

Innovations in Mass Stabilization for Ground Improvement and Environmental Remediation

Charles M. Wilk

35

Practices and Performance of Foundations for High-Rise Buildings in Singapore

POH Teoh Yaw

36

List of delegates for Conference and Workshop as on 21 September 2015 37

Sponsors and Exhibitors catalogue 43-52


xi

ABSTRACT OF PRESENTATIONS


xiv


1

DEEP EXCAVATION SUPPORT-DESIGN AND BUILD

ADVANCES

Professor Michat Topolnicki, Ph.D., DSc | Keller Holding

Day One - September 29, 2015 Session 1 - Deep Excavation Support 9:45 AM to 10:30 AM

The lecture focuses on various excavation control systems, requiring combined use of multiple technologies, advanced

QC/QA processes and monitoring methods as well as active involvement of a geotechnical contractor in the executive

design to achieve technically competent and cost effective solutions for deep excavation supports. The benefits resulting

from such an approach are illustrated based on selected projects completed in Europe and India. The projects include the

use of diaphragm walls in combination with jet grouting bottom slab, execution of a 5-levels underground parking under

existing buildings in a historical city center as well as a deep excavation pit constructed inside a palace courtyard with

the use of partly reinforced DSM wall with anchors. The Indian projects cover deep excavation pits in complex ground

conditions by implementing innovative and cost effective solutions for basements of high rise towers and underground

metro stations. Presented are design and executional aspects as well as the adopted risk mitigation measures for selected

works, including the use of Building Information Modeling (BIM) to reduce the risk of errors through integrated design,

execution and QC/QA processes. In addition, the results of field measurement and performance monitoring are described

and compared with the design analyses.

About the Speaker

Michal Topolnicki graduated in 1975 the Technical University of Gdansk in Poland. He made his Ph.D. in 1982 in

Poland, and habilitation in Germany in 1987, during a 5-year stay at the Institute of Soil and Rock Mechanics in

Karlsruhe. He became university professor at the TU in Gdansk in 1991, and full professor in 2004. He was Vice-Dean

and Dean of the Faculty of Hydro-Engineering in 1990-1993 and 1993-96, respectively, and Head of Marine Civil

Engineering Dpt. in 2002-2007. Michal Topolnicki joined Keller in 1996, after a period of consulting in 1994-1995,

when he also organized first Keller's contracts in Poland. From March 2007 to August 2013 he was responsible for the

Business Unit North-East Europe, which includes Poland, Russia, Ukraine and the Baltic States. Since September 2013

he was appointed as Keller Holding’s Director for Large Projects. He is co-author of three books and author/co-author

of about 170 scientific papers. Professional engineer since 1989. Designer and consultant of numerous projects where

special geotechnical solutions were required.


2

LATEST TRENDS IN DESIGN AND EXECUTION OF

DRIVEN PILE FOUNDATIONS

James A. Morrison, P.E. | ILF Consultants, Inc.

Day One - September 29, 2015

Session 2 - Driven Piles 2:00 PM to 2:45 PM

Driven piles represent about half of the deep foundations constructed around the world today. Driven piles technology

has been with us since antiquity, and the means and methods in use today are simply improvements on the technologies

of the past.

The driven pile design process can be summarized as follows:

1. estimating the actual ultimate capacity of the pile

2. applying appropriate factors of safety or LRFD factors to establish a minimum required capacity

3. selecting appropriate pile type

4. estimating driving resistance reduction (or increase) during installation

5. selecting appropriate installation equipment

6. verifying installation energy and resistance

7. verifying the actual ultimate pile capacity

Typically, a design consultant only deals with steps 1 through 3. A contractor has to successfully execute all 7 steps to

complete a successful project. The root cause of contractual problems on pile driving projects often fall to a design

consultant responsible for steps 1 through 3 who does not fully understand and account for steps 4 through 7. Problems

with driven pile projects typically fall into the following categories:

• Poor quality geotechnical input

• Improper selection of resistance factors

• Confused specifications

• Understanding the "set-up” phenomenon

• Not understanding the potential capacity difference between driven and vibratory installation in fine

grained soils

Although the process of pile driving has been around for a very long time, recent innovations and advances in technology

have made installation easier, more reliable, and more predictable. The presentation also identifies and summarizes the

current state of practice and latest developments in:

• Mobility

• Hammer technology

• Environmental improvements

• Automated monitoring and verification


3

About the Speaker

As Executive Vice President of ILF, Jim Morrison has over 33 years of professional geotechnical and civil engineering

experience. His career has covered a broad spectrum of large and complex projects including tunnels, bridges, dams,

hydroelectric generating plants, highways, deep excavations, transportation and water/sewer systems. As an industry

leader, Jim has managed all aspects of project execution including successfully overseeing multi-disciplined teams and

outside subconsultants. In addition to project execution, has provided risk assessment and management, forensic

evaluation, and expert opinion on major projects throughout the world. He is a registered professional engineer in 10 US

States and 2 Canadian Provinces. As Engineering Services Manager for Kiewit, Jim also served as Corporate

Geotechnical Manager, and was instrumental in developing corporate policies for temporary structures engineering

management, geotechnical risk management, and engineering management compliance. He is considered an industry

expert in geotechnical engineering, deep foundations design and construction excavation support systems, tunneling,

and construction engineering. As president of the Deep Foundations Institute, Jim has developed a global reputation and

relationship with major foundation contractors, designers, and experts throughout the world. He was instrumental in

developing DFI’s presence in India, the Middle East, Brazil, and developing a collaborative alliance with the US Army

Corps of Engineers. Jim has written numerous technical papers and presented lectures around the world on state of the

practice in deep foundations construction, alternate contracting methods, and risk management for underground

construction projects. Throughout his career, he has been recognized by his peers for his exceptional contributions to the

industry.


4


5

GROUND IMPROVEMENT TECHNOLOGIES

FOR THE PREVENTION OF LIQUEFACTION

Professor Dr.-ing. Rolf Katzenbach Dipl.-ing. Steffen Leppla and Dipl.-ing. Sebastian Fischer Technische

Universitat Darmstadt, institute and Laboratory of Geotechnics, Germany

Day Two - September 30, 2015

Session 4 - Ground improvement 1:35 PM to 2:20 PM

The risk assessment and the risk management in the case of liquefaction is one of the most serious and also difficult

issues in geotechnical engineering because failure caused by liquefaction is always a sudden failure without an indication

in advance. For that reason ground improvement technologies for the prevention of liquefaction are necessary.

The paper explains how responsible risk assessment and effective risk management can be executed in that case. Possible

methods and techniques for stabilizing the soil are described in detail.

About the Speaker

Professor Dr.-Ing. Rolf Katzenbach is the Director of the Institute and Laboratory of Geotechnics at the Technische

Universitat Darmstadt, Germany. He is a board member of several international and national organisations. Professor

Katzenbach is member of the chamber of engineers and Publicly Certified Expert of Geotechnics and Independent

Checking Engineer working with his expertise for national and international courts of justice, arbitration committees,

insurance companies, state ministries, building authorities and big national and international financial institutions and

investors. Professor Katzenbach is responsible for the successful application of the Combined Pile-Raft Foundation at

important projects all over the world and is a respected specialist for retaining systems, slope stability and underground

constructions, including tunnels for metro systems and high-speed railway lines.


6

THE USE OF ADVANCED ELECTRONIC

FEATURES IN FOUNDATION EQUIPMENT HELP

OR HYPE FOR THE USER?

Manfred Schoepf, Dipl.-Ing. | Bauer Maschinen Gmbh


Session 3 - Drilled Piles 9:00 AM to 9:45 AM

Automation technology plays an increasing role in intelligent construction machinery.

Many components used in the automatic control of machine components are being taken

for granted to such an extent that operators are often even unaware of their existence.

Innovations in micro-electronics, such as process computers, programmable logic controllers (PLC) or intelligent sensor

systems, have by now found their way into construction machinery. Key electronic applications in foundation

engineering machines can be summarized into the following main categories: Data acquisition, monitoring the

equipment status online, remote data transfer, process control.

About the Speaker

After graduating from the University of Innsbruck (Austria) as civil engineer he joined Bauer Spezialtiefbau 1978, where

he worked as design engineer. In 1980 he moved to the overseas construction department of Bauer where he worked in

the project planning and estimating department for international projects. From 1990 onwards he moved to Bauer's newly

established overseas equipment division as assistant to the Managing Director. His position was Senior Consulting

Engineer with the focus on transferring civil engineering know how to the clients of the Equipment Sales Department.

It included the project management of complex international projects in Argentine, Australia, Canada, Spain and India.

His duties also included process engineering for new products such as CSM - Cutter Soil Mixing. Since 2005 he is

Marketing Director of Bauer Maschinen with the responsibility for all technical publications including the organization

and preparation of technical brochures for all equipment.


7

DESIGN & CONSTRUCTION CHALLENGES

IN DEEP FOUNDATIONS AND UNDER

GROUND WORKS AT BANGALORE METRO

Shri N.P. Sharma

Chief Engineer, (Designs & Underground), BMRCL

Day Two - September 30, 2015 Session 3 - Drilled Piles 1:20 PM to 2:05 PM

A first-hand account of client assessment of various design and construction issues and challenges faced during

implementation of the Bangalore Metro Project; types of deep foundation and excavation support technologies being

adopted; level of competence of contractors, specialist agencies, service providers; suggestions for improvement of

design construction practices and case histories along with technical and project details

About the Speaker

Shri N.P. Sharma is the Chief Engineer for the Bangalore Metro Rail Corporation since 2007. He has a Bachelors of

Engineering (Civil) from BMS College of Engineering and a Masters of Business Administration (MBA) in transport

planning from the School of Planning and Architecture, New Delhi. He also has a post Graduate diploma in management

with extensive experience in major infrastructure projects in roads, bridges and metro rail.


8

GROUND IMPROVEMENT AND

GEOTECHTOOLS

Silas Nichols, P.E., Federal Highway Administration, USA


Session 4 - Ground Improvement 4:40 PM to 5:25 PM

This presentation will provide an overview of the web-based decision making and

solution guidance product GeoTechTools. GeoTechTools is a comprehensive catalog

of geotechnical solutions with detailed information on approximately 50

geoconstruction techniques. GeoTechTools also contains a technology selection system to aid Project Managers,

Planners, Resident Engineers, and Consultants and Contractors in identifying potential solutions to project delivery

issues based on user defined project constraints and risks. Geotechnical subject matter experts will find value in the vast

amount of critically important information that has been collected, synthesized, integrated, and organized on the

technologies. Engineers and planners involved in all phases of project development will find value in the robust decision

support system and selection tool.

About the Speaker

Silas Nichols is the Principal Geotechnical Engineer and Manager of the National Geotechnical Program for the Federal

Highway Administration’s Office of Infrastructure. Silas is responsible for providing leadership and direction for the

FHWA National Geotechnical Team through policy development, technical guidance development, and coordination

with industry and professional groups. Silas also provides expert technical assistance on major and complex highway

projects nationally and internationally. Silas has been with the FHWA for nearly 15 years both in Headquarters and with

the Resource Center. Silas is identified as a leader in assisting transportation partners in finding innovative and cost

effective solutions to wide variety of geotechnical problems. Silas’ primary areas of expertise are in foundation design,

ground improvement, forensic studies, and testing and characterization. Silas has a Bachelor’s Degree in Civil

Engineering from Syracuse University, and a Master’s Degree in Geotechnical Engineering from Tuft’s University. Prior

to employment with the FHWA, Silas served more than 10 years in private consulting in the Northeastern and Mid-

Atlantic United States.


9

Deep Foundations Technologies for Infrastructure Development in India

Dam Rehabilitation Systems,

The adequate solution for the individual project

Peter Banzhaf1 1BAUER Spezialtiefbau GmbH, BAUER-Street, 86529 Schrobenhausen, Germany, +49 8252 97-4266, +49 8252 97-1496,

[email protected]

EXTENDED ABSTRACT

With the growing development of India the necessary infrastructure is being further developed and maintained.

For hydro projects, whether new or the rehabilitation of existing dams and levees, the adequate, durable and cost

effective solution in verifiable quality need to be designed and executed.

Slurry and diaphragm walls, secant pile walls and deep mixing walls are technologies developed to a technological

standard to be used not only for deep excavation support and seepage mitigation but as well for positive cut-off

walls for long lasting barrier walls in and under dams.

Whereas slurry walls and diaphragm walls are proven techniques since decades, differentiated rather by equipment

used, performance reached or material (i.e. plastic concrete) installed, are the deep mixing walls developed recently

to a verifiable stage of quality to be used as permanent durable elements for hydro projects.

Under certain parameters, also the secant pile wall technique is a recommendable method to be installed not only

as perimeter wall of excavations but as barrier wall in and under hydro projects. Contrary to the positive cut-off

walls are grout curtains, recommendable and effective under defined geological conditions (especially in rock)

and conditionally recommendable in alluvium, typically for temporary use or at least planned as two- or three-line

grout curtains.

Selection of the best foundation technology for the individual project often means finding the best method to

achieve the specified quality, assuring the satisfactory durability and safety, being the best solution for the

environment and overall cost effective. This typically is challenging even for the experienced designer and

planning engineer.

Known technologies and methods are to be adapted to the specific project needs and particular conditions.

Grout curtains. Such curtains are installed in alluvium by sleeve pipe grouting (tube-á-manchette grouting

(TAM)) or by jet-grouting. Typically sufficient results are being achieved, in suitable geology without hard rock

or significant number and size of boulders; if executed to a limited depth only; if executed with several grout-lines;

if planned as an installation for temporary use only and executed under permanent high quality control (QC). The

depth of succesfull walls is in the range of approx. 40 m to 60 m, dependent on the experience of the contractor

and the QC-system used.

Secant (overlapping) pile walls. Secant / overlapping pile walls, contrary to the grout curtains, are well defined

walls – clearly defined in cubage and well controlled in terms of material installed. Depth of such economic walls

is limited to the rotary drilling equipment used and the deviation out of plumb while drilling. A continuous wall

up to 60 m depths is achievable with thorough quality control. Verification of successful installation (Quality

control) is relatively elementary to be clearly specified.


10

Figure 1. Barrier wall technologies – from left: Grout curtain, secant pile wall, mixed-in-place wall, diaphragm wall.

Mixed-in-place walls. Contrary to a secant pile wall, the mixed-in-place wall is ideally installed in granular soils

with limited number and size of cobbles (max. D approx. 15 cm); and not installed in rock, in alluvium with

boulders and not in clay. Such walls are very competitive due to the limited use of cement / bentonite, no aggregates

to be transported to site and very limited volume of excavation material to be transported off site. The durability

of such walls is proven over decades, being installed in levees with specific mix-designs to suit the local and

project specific requirements. The wall depth is governed by the equipment used – depth of up to 24 m is

achievable.

Figure 2. Typical sequencing installing a deep diaphragm wall

Slurry- and diaphragm walls. Diaphragm walls installed with clamshell/grab or by hydro cutter (or a

combination of both) have a long successful history. Continuous walls to depth of more than 200 m are achievable

dependent on equipment, QC and measuring systems used. The cubage-wise well defined walls are proven for

their performance and durability. Different types of concrete (structural and plastic concrete) are used according

to the specific needs of the individual project. Such walls are installed in all types of geology including in hard

rock. According to geological realities the individual element size is designed targeting a limited number of joints

between the elements. Diaphragm walls for deep excavation support are typically reinforced unlike cut-off walls

installed for seepage mitigation in and under dams and levees. Slurry walls are a cost-effective variation of the

diaphragm wall technique using either bentonite together with the prevailing soil material on site or a bentonite-

cement mix (single-phase wall) to backfill the excavated trench.

Recommendation. It is recommended consulting experts during design and planning stages to choose the best

suitable technique for the specific project – whether for deep excavations or for barrier walls.


11

RETAINING STRUCTURE FOR BERTH AT KRISHNAPATNAM

P.V.Chandramohan Navayuga Engineering Company Ltd, Plot 379, Road #10, Jubilee Hills, Hyderabad- 500 033, India.

Ph:+91 98490 11789. Fax: +9140 2333 7789. E-mail: [email protected]

EXTENDED ABSTRACT

Berth is the heart of the Port infrastructure. On one side of the berth, deep drafted ships would be berthed. But

adjacent to this heavy duty cranes would be operating at the deck level. At the port of Krishnapatnam, a retaining

structure was preferred for the berth. Dredged level at the berth was to be -20. Deck of the berth was at +4.3. This

meant that the height of retention of soil was 24.3m. The berth has to cater to imposed vertical and horizontal

loads. For bulk cargo and containers, berth has to support two crane tracks. These tracks will carry heavy wheel

loads of the crane. Besides, the space between the tracks would be used for stacking of cargo or hatch covers. In

short, the deck will be subjected to heavy surcharge. This vertical load will manifest as additional lateral force on

the retaining wall. Since the height of soil to be retained is high, it is a practice to relieve the lateral earth pressure

due to the heavy surcharge, on the wall. This is done by providing a relieving platform. Diaphragm walls are

usually employed as the retaining face. If the height of retention is less, these walls can cantilever out but in the

case of large retention, they have to be tied back.

Initially, the anchoring arrangement consisted of a vertical pile and a raking pile pointing towards the rear of the

berth. This arrangement would induce compression in the inclined pile as the horizontal pull would be taken by

compression in that pile. Later on a classical A-frame anchorage was introduced in place of this arrangement. Both

piles – one in compression and one in tension would participate in resisting the horizontal load. This turned out to

be more economical. In a certain reach, installation of pile pointing towards the rear of the berth was obstructed

by the presence of a conveyor structure. The solution adopted was to replace this anchorage by a vertical pile –

inclined pile combination, with the inclined pile pointing towards the front of the berth. The change of position of

the inclined pile changed the force in the pile from compression to tension.

100 THK.

FIG.1 CROSS SECTION OF BERTH

4

1

900Ø R.C.C. PILE

3500

4100

LC OF RAIL (CR120)

4000

100 THK. P.C.C. (M10)

SELECTED RUBBLE/EARTH

FILL (TYP)

20000

BOLLARD

+1.20

MLWS +0.50

700

600

LC

2500

50

0

30

00

(TY

P)DENSE SAND

30

00

(TY

P)

`T' DIAPHRAGM WALL

LC OF RAIL (CR120)

1500

100 THK.

P.C.C. (M10)1800

-44.0 M. APPROX.

300 THK.

BLOCK PAVEMENT

+4.30

(-47.0 M. (-47.0 M.

(-46.0 M.

(FUTURE)

(-)19.80 LEVEL

DREDGED

MHWS

P.C.C. (M10)

@4000c/c

900Ø R.C.C. PILE

FENDER

Figure 1 Cross section of berth


12

TECHNICAL CHALLENGES TO BUILD RETAINING STRUCTURES

WITH SECANT PILES FOR DEEP EXCAVATIONS IN URBAN

CONTEXT FOR UNDERGROUND METRO LINES

Prathap Muniyappa1,

Gaspari Giuseppe M.2, and

Nuzzo Emiliano3 1Senior Engineer Geodata India Pvt. Ltd ,

[email protected], [email protected]

2Engineer, Geodata Engineering S.p.A 3Engineer, Geodata Engineering S.p.A

EXTENDED ABSTRACT

The recent experience of the design of UG-1 metro line in Bangalore is one of the examples showing the main

challenges related to urban excavations in densely urbanized areas when cut and cover structures needs to provide

sufficient space for stations construction. The use of the underground was deeply analysed in order to maximize

the possibility of adapting to the narrow areas available and guarantee safe excavations and stability of retaining

structures under combined loads.

The technical solutions proposed for the main retaining structures include secant pile walls (maximum diameter

900mm) for deep excavations in soil, that, in addition to having adequate flexural rigidity, can ensure water-

tightness and a proper confinement of the water table outside the excavation. The use of secant pile walls is widely

adopted, as it guarantees high construction reliability advantages and flexibility compared to other technical

solutions such as diaphragms walls, sheet pile walls, soldier piles, etc.

Secant pile walls typically include both reinforced secondary and unreinforced primary piles. The secondary piles

overlap the primary piles, with the primary piles essentially acting as concrete lagging. The reinforcement in the

secondary piles generally consists of rebar cages or steel beams.

The bottom part of the stations is located in mixed conditions, either within the impermeable bedrock or in very

variable soils, thus requiring extensive uplift verifications. Excavation is currently been executed with traditional

means in presence of prevalent soil conditions and by using hydraulic hammers in presence of prevalent rock

conditions. Depending on the degree of fracturing and on the strength of the rock to be excavated, controlled

blasting system may also be used.

Finally, innovative solutions were also studied in order to adapt the common formula found in literature for the

description of station excavations in soft soil of urban areas and verify the induced risk of damage on surrounding

buildings.

Keywords: Excavations, underground, Secant piles, Retaining Structures, urban context, cut & cover, stations.


13

The Use of Bentonite in Underground Construction

Hector Simchas Civil Applications Engineer, IMERYS, 15 A. Metaxa Str. 145 64 Kifissia, Greece

[email protected]

ABSTRACT

Suspensions of bentonite and water are used in a variety of applications in underground engineering. For the

construction of slurry walls, bentonite slurries offer support to the excavation of loose soils and also counter

pressure against hydrostatic pressure of ground water, especially where soil permeability is high. In addition, for

the construction of tunnels by the slurry-shield method or when hydromills are used for excavation of diaphragm

walls, bentonite suspensions transfer the loosened soil to the surface. To fulfill these functions, the properties of a

bentonite slurry need to remain unchanged during the course of construction. Unfortunately, the performance of

bentonite depends on several local parameters like soil granulometry, water quality, presence of pollutants, as well

as on the effect of other components in the system (e.g. cement). When a suspension is mixed with earth, ground

water and/or impurities, its properties may be compromised resulting to reduced performance.

The purpose of this presentation is to enlighten the audience on: the nature of bentonite as a natural mineral; the

process by which it becomes an “added value product” (activation); the function(s) of bentonite in a slurry used

for underground construction; the factors affecting bentonite suspensions; and the actions that can be taken to

reduce risks and achieve a more effective and cost efficient construction.


14

HYBRID SHORING SOLUTIONS FOR A CHALLENGING

EXCAVATION PROJECT ADJACENT TO A SUBWAY –

21 AVENUE ROAD, TORONTO

Thomas Fiala, P.Eng. Isherwood Associates, Mississauga, ON, Canada

[email protected]

Graeme Smart, P.Eng. Geo Foundations Inc., Acton, ON, Canada

ABSTRACT

Yorkville Plaza II, a 40-storey signature condominium residence, is scheduled to open on Avenue Road in

Toronto’s prestigious Bloor-Yorkville neighbourhood in spring 2017. In close proximity to Toronto’s subway

system, the new tower requires six levels of underground parking, founded in wet, silty sand.

Isherwood Geostructural Engineers (Isherwood) was retained in April 2012 by developer Camrost-Felcorp to

provide a shoring and excavation solution to address the challenging site conditions. A 31-storey upscale

residential building under renovation with three levels of parking, owned by Camrost-Felcorp, flanks the site on

the north. Situated on the eastern border is a 7-storey building with three levels of parking. Avenue Road, a four-

lane arterial road that brings heavy commuter traffic into downtown Toronto, runs along the western border, and

on the southern border of the site is a busy City road that brings traffic into the popular Yorkville area. The tunnel

for the Toronto Transit Commission’s (TTC) overburdened east-west subway is located 14.5 m to the south,

running below an existing 26-storey neighbouring building. Electrical and communication utilities (Bell) are

closely located along the southern side. Non-documented existing excavation shoring, installed in the early 1970s,

on the southern and western sides compounded the difficulties presented by the TTC tunnel.

This paper presents the unique, non-conventional hybrid shoring solution Isherwood developed to address the

challenges presented by the site, as well as other complications that surfaced during the project: non-encroachment

requirements (no tiebacks) beneath uncooperative neighbours, tight geometry to install shoring, and Toronto’s two

coldest winters in decades.


15

IMPACT OF PILE DRIVEABILITY ANALYSIS ON

OFFSHORE FOUNDATION DESIGN

Nanda Kishore Yadla1, R.K.Agarwal2 1Senior Engineer, Structural Department, National Petroleum Construction Company (NPCC), Abu Dhabi, UAE ; [email protected] 2Engineering Manager, Structural Department, National Petroleum Construction Company (NPCC), Abu Dhabi, UAE; [email protected]

EXTENDED ABSTRACT

Piles are typical foundations in the offshore environment to transfer vertical and horizontal loads to the subsoil.

These pile foundations are designed based on topside structural loads and subsoil conditions. This paper describes

importance of pile driveability in the design and installation of the offshore piles. Due to exorbitant day rates of

the barge this prime activity can be prudently assessed to minimize barge duration. For the current work, typical

soil formation exists in the Middle East/Asia region is assumed as top layers up to 40.m are Clay and Sand and

followed by Gypsum and Sand layers. Due to the existence of GYPSUM layers, driven piles are recommended up

to 40.0m and insert piles from 40.0m to 60.0m. Design of pile foundation is modified based on the driveability

analysis and only driven piles are recommended to avoid insert/drilled piles. This revised design provides

economical and safe solution.

Introduction

For the offshore platforms like jacket structures driven or drilled and grouted piles are recommended depends on

the type of subsoil. Offshore pile foundations are designed with reference to industry guidelines of API RP 2A

(2010). Pile driveability analysis has been carried out for the design of the pile wall thickness, penetration depth,

pile segmentation and hammer selection. Pile driveability shall be carried out at different phases of the project like

FEED, detail engineering and installation engineering to minimize the risk and for safe design.

Design Data and Soil Parameters

For the current study, four legged jacket with 1 in 17 batter in a water depth of 60m is considered. As per the top

side structural dead & operating loads and environmental loads required pile size is 48inch (1219mm) diameter

and wall thickness is 44 to 50mm. Soil profile considered for the study is sand and clay layers on the top 40.0m

and Carbonate sands and GYPSUM layers from 40.0m to 60.0m. As per the soil data, required target penetration

is 50.0m.

Pile Driveability Analysis

Pile driveability analysis is carried out by using Wave Equation Analysis program GRLWEAP. GRLWEAP is

originally written by predecessors of GRL Engineers Inc. and maintained and future developed by Pile Dynamics,

Inc. For the analysis, soil input is given in terms of Soil Resistance to Driving (SRD) and pile data are as per design

and hammer data as per manufacturer’s recommendations. Soil resistance to driving is presented in Table1.0.

GRLWEAP results of blow counts, SRD along the pile penetration depth are shown in Fig.1.0.

As per API guide lines, pile driving refusal with a properly operating hammer is defined as the point where pile

driving resistance exceeds either 300 blows per foot (1000 blows per meter) or 800 blows per foot (0.3 m) of

penetration. From the GRLWEAP results, it is inferred that after 40.0m penetration number of blows exceeding

1000, this can be considered as refusal. As an alternative measure insert pile with drilling of 40.0m to 60.0m is

recommended to achieve required pile capacity.

Alternative Design

Drilling of the rock (40 to 50m) for the installation of insert piles requires considerable offshore barge time and

uncertainty in achieving soil axial capacity. As an alternative to this approach, soil axial capacity is modified by

using the rock strength and pile design is modified accordingly. Pile driveability analysis is revised with actual


16

rock properties and results of the driveability analysis are shown in Table 2.0. Actual required ultimate pile

capacity from the structural analysis is 20.0MN. For this type of soils, soil resistance to driving can be considered

as ultimate pile capacity (Robert Steven et.al.(1982)). From the table 2.0, it is noticed that revised ultimate soil

resistance at 41.0m is 21.766MN. Hence, pile can be terminated at this depth to achieve required pile capacity.

Table 1.0. Soil Resistance to Driving

Fig.1.0 Pile Driveability Results

Table 2.0. Revised Driveability Analysis Results

Conclusions

From this revised pile driveability analysis with actual rock properties, insert pile option (drilled and grouted) can

be avoided. However, it is strongly recommended to use of dynamic pile monitoring to assure the capacity at the

time of driving, hammer performance and monitoring driving stresses.

References

API RP 2A: Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms –

Working Stress Design, 21st Edition, December 2010

R.S. Stevens, E.A. Wiltsie, T.T. Turton Evaluating Pile Driveability for Hard Clay, Very Dense Sand and Rock,

1982 – 14th Annual Offshore Conference, OTC 4205, Vol.1, pp.465-481, Houston, Texas

Globe Rausche Likins and Associates GRLWEAP Wave Equation Analysis of Pile Driving – Procedures and

Models, 2010 version


17

RELIABILITY BASED DESIGN OF LATERALLY LOADED PILE:

LOAD RESISTANCE FACTOR DESIGN (LRFD) APPROACH

Sumanta Haldar Assistant Professor, Department of Civil Engineering, School of Infrastructure, Indian Institute of Technology, Bhubaneswar -751013

[email protected]

G. L. Sivakumar Babu Professor, Department of Civil Engineering, Indian Institute of Science, Bangalore -560012

[email protected]

EXTENDED ABSTRACT

Reliability based design of pile foundations enables harmonization of the design codes from different countries

(Honjo et al. 2002). For example, in pile installations and in design practice, different approaches are used and as

a result, the factors of safety used are not adequate. In addition, the data used in design has uncertainties arising

from testing, measurement and inherent variability factors. In the recent years, codes such as FHWA (2001), NRC

(1995) and Eurocode-7 (2001) recommend the use of reliability based design using Load Resistance Factor Design

approach (LRFD). These codes are generally calibrated for a target reliability level for pile design. The load and

resistance factors termed partial factors are determined based on the code calibrated target reliability indices and

are directly used in pile design. Load Resistance Factor Design (LRFD) enables identification and separation of

different uncertainties in load and resistance. In addition, it recommends appropriate partial factors or reliability

indices to ensure the margin of safety based on probability theory. Laterally loaded pile can be designed based on

Ultimate Limit State (ULS) and Serviceability Limit State (SLS) criteria. The lateral capacity of pile is generally

defined with respect to a prescribed deflection, which is termed as SLS. This study proposes a methodology to

determine partial factors in reliability based design format for laterally loaded driven piles considering model bias

as well as uncertainty in the soil shear strength parameters. Load Resistance Factor Design approach code format

is given as (Melchers 2002), nLnDn LDR , where , D and L are the resistance factor, dead load

factor and live load factor respectively. The uncertainties in the modulus of lateral subgrade reaction is quantified

using pile lateral load-displacement test data. The allowable lateral capacity is determined based on specified

allowable lateral displacement. The uncertainty in allowable lateral load is quantified using Monte Carlo

simulation based on uncertainty in the modulus of lateral subgrade reaction quantified from the driven pile lateral

load test results. Live load to dead load ratios is considered as calibration points and the target reliability index is

calculated based on existing code safety-checking format. The partial factors are determined such that the

difference between reliability index based on limit state equation expressed in terms of partial factors and target

reliability index is minimum. Typical values of estimated partial factors for allowable displacement criteria is

presented in Figure 1 for range of nn LD / =1 - 4. A general methodology is also outlined in Figure 2.

Figure 1. Resistance factors for lateral allowable displacement criterion.

COVR =10%

From allowable displacement criterion 0.2

0.4

0.6

0.8

1

1 1.5 2 2.5 3 3.5 4

Dn/Ln

b = 2

b = 2.5

b = 3


18

Figure 2. Flowchart for development of LRFD for laterally loaded driven piles.

References

European Committee for Standardization (CEN). (2001). “Eurocode 7 Part 1: Geotechnical design: General

rules.”, December 2001, Brussels, Belgium.

Federal Highway Administration (FHwA). (2001). Load and resistance factor design (LRFD) for highway bridge

substructures, Washington, D.C.

Honjo, Y., Suzuki, M., Shirato, M, and Fukui, J. (2002). “Determination of partial factors for a vertically loaded

pile based on reliability analysis.” Soils and foundations, Vol. 42 (5), 91-109.

Melchers, R.E. (2002). Structural Reliability Analysis and Prediction. 2nd Edition. John Wiley & Sons Ltd.

NRC. (1995). National building code of Canada, National Research Council of Canada (NRC), Ottawa, Ont.

Obtain pile lateral load-displacement database

Fit pile field load-displacement curves with prediction model

Choose appropriate modulus of

subgrade reaction, hk

Match the predicted load-displacement curve

with measured curves

Select set of pile load-displacement data for the same site and similar geometric property of pile. Find the maximum, mean and minimum

load- displacement curves and fit with the prediction model

The generated load- displacement curves by

MCS fall within the maximum and minimum

curves

No

Yes

No

Yes

Obtain the final COV of hk

Obtain the COV of lateral allowable capacity (COVR)

Select calibration points i.e. dead load to live load ratios

Use existing design code for each calibration point for a given Factor of Safety (FOS)

Calculate reliability index and set as target reliability index.

Define basic

variables: dead load, live load

and lateral allowable

load

Statistical properties for each

basic variable

Define limit states

Obtain partial factors for

resistance, dead load and live

load by optimization

technique

Test for closeness to

target reliability

index using penalty function

Calculate reliability index for each dead load to live load ratio

Insu

ffic

ien

t cl

ose

nes

s to

tar

get

New partial factors

Generate load-displacement curves by Monte Carlo simulation (MCS) using the mean and for

some COVs of hk for mean curve


19

ANALYSIS OF ULTIMATE LATERAL RESISTANCE OF PILES

IN COHESIVE AND COHESIONLESS SOILS BY

ELASTIC PLASTIC SOLUTION

K.B.V.Siva Kavya 1, M.Lilly Padmaja Joshi2 1Post Graduate Student, Department of Civil Engineering, JNTU Kakinada, A.P-533003, India.

[email protected]

2Assistant Professor, Department of Civil Engineering, JNTUKakinada, A.P-533003, India.

[email protected]

ABSTRACT

Single piles shall be designed for lateral loads due to earth pressure, earthquake or wave force and wind forces.

The key element in the design of laterally loaded piles is determination of Ultimate resistance. In this study, the

ultimate lateral resistance for short and long with fixed and free head was presented in both cohesive and cohesion

less soils. The effect of diameter on the ultimate lateral resistance for short and long piles was also presented. The

failure mechanism of pile foundation depends on characteristic length of the pile. The deflection of single pile is

attempted for a range of sub grade moduli representing various types i.e., loose, medium and dense sand and also

soft, medium stiff clay and stiff clay with different allowable displacements are presented. The approach was done

using Broms (1964a) method and the same is coded in MATLAB.


20

Analytical Study of Sheet Pile in Cohesion less and Cohesive Soils

K.L.S.P.Shanthi1, Dr.M.L.P.Joshi2 1Post Graduate Student, Department of Civil Engineering, JNTU Kakinada, A.P-533003, India 2Assistant Professor, Department of Civil Engineering, JNTU Kakinada, A.P-533003, India

[email protected]

ABSTRACT

A sheet pile wall is an earth and water retaining structure which is made up of a series of sheet piles driven to the

required depth in the ground. The effects of soil present below the dredge level and in the retaining earth have

been thoroughly investigated including the water table level in each case as it plays a key role in the stability of

the sheet pile. This paper presents an analytical study to assess the behaviour of the sheet pile wall and the results

are presented in the form of the charts for depth of penetration, maximum moment and anchor forces whose

relationships are developed from the principles of statics of sheet piles.


21

ASSESSMENT OF LATERAL BEHAVIOR OF PILE

K. S Govindarajan1, M. Kumaran2

Engineering Manager, L&T Geostructure, Chennai,

[email protected]

Head-Engineering, L&T Geostructure,Chennai

[email protected]

ABSTRACT

Piles are typical deep foundations which are frequently subjected to lateral forces. The assessment of pile lateral

capacity has become critical for foundations subjected to significant lateral loads.

The present paper discusses about the comparison of lateral load displacement obtained at various sites ( 5 - Project

sites) across India where L&T© has worked. We are comparing the pile load test result with theoritical estimates

based on Indian Standard (IS) code-2911 Part-1 Sec-2 as well as p- y curves obtained from analysis using L- Pile

software tool.

IS code proposed a method to estimate lateral capacity of piles which allows representing a single equivalent

modulus for the resisting zone. In most of the cases, in the resisting zone, layer wise soils of varying types and

degree stiffness are present. Single modulus value has to be used for analysis which is left to the user’s discretion.

Estimated values might vary from the actual resistance depend on the input modulus value.

In order to have rational approach towards the estimation of lateral capacity, lateral test conducted across India

were analyzed particularly in Cohesionless sub soils and presented in this paper. Back analysis were performed to

arrive at the actual soil modulus in comparison with Indian Standard as well International codal provisions.

The major outcome was that the IS code method of estimating the lateral capacities gives very conservative values

and hence improvements over the present method of analysis may be proposed. P-y curve method using subgrade

reaction suggested by Reese analysis gives fairly accurate value of lateral capacity in close proximity to the field

load test results.


22

OPTIMIZATION OF SOLID AND HOLLOW MICROPILES FOR

SHALLOW FOUNDATIONS ON SAND

P.D.Arumairaj1, B.Vani2

2Associate Professor, Government College of Technology, Coimbatore-13, 94443360750 1PG scholar, Government College of Technology, Coimbatore-13, 9600555105 [email protected], [email protected]

ABSTRACT

Micropiles are small diameter cast insitu reinforced grouted piles and it has been effectively used in many

applications of ground improvement. It increases the load carrying capacity of soil and reduces the settlement. It

is also used in strengthening existing foundations. In this study, the effect of Solid and Hollow micropiles on the

load carrying capacity of footing resting on sand is studied. The effects of solid Micropiles are investigated by

conducting experimental model studies. The parameters involved in this study include the position of pile, pile

length and pile spacing. Load test was carried out on a model footing resting on sand with solid and hollow

micropiles. Load test trail is repeated for footing on Micropiles with varying lengths of 10, 20, and 30 times the

diameter and spacing equal to 5, 4, 3, 2 times the diameter. The load-settlement behavior of each case is compared.

Optimum length and optimum spacing of both the solid micropile and hollow micropile are determined. It is also

observed that the effect of micropiles in the peripheral of footing resists lateral displacement of soil underneath

the footing. The micropile beyond significant depth becomes redundant.

Index terms: Solid Micropile, Hollow Micropile, Pile Spacing, Pile Length, Load carrying capacity.


23

THE USE OF THERMAL INTEGRITY PROFILING (TIP) TO VERIFY

THE INTEGRITY OF DEEP FOUNDATIONS

George, Piscsalko1, Jorge, Beim2 1Pile Dynamics, Inc., 30725 Aurora Rd., Solon, OH, USA, Ph.:1-216-8316131, Fax 1-216-8310916,

[email protected]

2 JWB Consulting LLC, 776 Cheriton Dr., Cleveland, OH, USA, Ph.: 1-440-6844360,

[email protected]

ABSTRACT

Verifying the quality of cast-in-place foundation applications, particularly those cast under slurry, is of course

important, due to its great dependency on the methodology employed and on the practices of the site personnel.

Due to the techniques used to install these elements, it is usually not possible to inspect the hole prior to grout or

concrete placement, but there are several Non Destructive Test (NDT) methods available to assess the integrity of

the completed foundation elements. The paper compares two of the currently most widely used NDT methods,

namely the low-strain pile integrity testing (PIT) and the cross-hole ultra-sonic testing (CSL), with the Thermal

Integrity Profiling (TIP) method for verifying the integrity in Continuous Flight Auger (CFA) piles and Bored

Piles. The TIP method evaluates the integrity of the element cross-section by measuring the hydration temperature

during the curing process of the grout/concrete along the length of the element. The paper describes the method in

more details, showing typical temperature graphs obtained and their interpretation. It also describes the advantages

of the TIP method, and shows that it has been standardized by ASTM, and has been specified in numerous projects,

in the USA and other countries. Two special applications of the TIP method are described, one the testing of Soil

Nails, and the other the testing of small-diameter injected piles (“root” piles).


24

COMBINED PILED RAFT FOUNDATION (CPRF) RESPONSE

P. Chaithra1 and G. L. Sivakumar Babu2 1Graduate student, 2 Professor

1University Visvesvaraya College of Engineering, Bangalore University, Bangalore-56 2Indian Institute of Science, Bangalore-12 1 [email protected] 2 [email protected]

EXTENDED ABSTRACT

For the foundation of high rise buildings with good subsoil, the simplest structure considered is a raft. But when

the subsoil near the ground surface has low load-bearing capacity, high-rise structures are often rested on piled

foundations. Usage of raft foundation induces excessive settlements even if it is safe against bearing capacity

consideration. Placing of additional piles under the raft reduces such settlements to acceptable values. In addition

to settlements, the piles also relieve the raft a part of the total load. Thereby the bearing capacity of the Combined

piled raft foundation (CPRF) improves. Piles are included in a foundation for two main design reasons: to provide

adequate bearing capacity and to reduce settlements to an acceptable level.

The resistance and stiffness of a piled raft are governed by the complex soil–structure interactions which take place

between the load–bearing components of the foundation: the piles, the raft and the soil. Finite Element Method is

adopted, which is a powerful tool to model the complex geometry of piled-raft foundation. The results are obtained

from a plane strain finite element model used to model the CPRF in finite element based software, Plaxis 2D.

Fig-(i): Typical case of CPRF with finite element mesh

The present paper is aimed at highlighting the evaluation of the performance of CPRF compared to raft foundation.

With raft foundation it is seen that the raft is safe from bearing capacity consideration but may suffer excessive

settlement. Hence, as an alternate solution to this problem is to provide few piles under the raft so that the piles

relieve the raft a part of the total load as well as control the excessive settlement.


25

Fig-(ii): Comparison of raft foundation and CPRF for maximum settlement

The analysis and parametric study of piled raft foundation has been conducted. The main parameter that influences

the response of CPRF is the element stiffness. The elements of the system are the soil, piles, superstructure and

the raft. For the study conducted in the present paper all parameters of the soil and superstructure are kept constant

throughout the analysis. The arrangement, number, spacing, diameter and length of the piles can be called upon as

the physical factors that contribute to the stiffness of the pile group. Hence, these variables are chosen to conduct

parametric study of piled raft foundations.

The main objective of the paper is to evaluate the role of each parameter on the response quantities in controlling

the overall settlement and differential settlement of foundation that affect the performance of piled raft for an

economical and effective design. It has been proven that piled rafts are an economical solution in foundation design

compared to raft foundation, for the soil conditions considered in the paper.


26

EFFECT OF FREE STANDING HEIGHT ON

ROCK SOCKETED PILE UNDER LATERAL LOAD

Annamalai Rangasamy, Prakash1, Kasinathan, Muthukkumaran2

1 Department of Civil Engineering, National Institute of Technology Tiruchirappalli, 620015, +91 90470 49148, +914312500133,

[email protected]

2 Department of Civil Engineering, National Institute of Technology Tiruchirappalli, 620015, +91 94436 51836, +914312500133,

[email protected]

ABSTRACT

Infrastructure development like elevated expressways, metro train and flyover require proper foundation system

to carry heavy traffic loads/significant lateral load, especially in the presence of hard stratum at shallow depth. Pile

foundation under bridge pier system is widely adopted in metro projects where the piles are essentially socketed

in rock. However, the drilling in hard rock is a time consuming process and needs heavy machineries which lead

to delay in construction activities. The existing field practice is to socket the end bearing piles in hard strata over

a minimum depth of four times the diameter of the pile based on rock classification (IS 14593:1998). Researchers

Reese (1997), Gabr et al. (2002), Yang (2006), Poulos (1971), Randolph (1981), Carter and Kulhawy (1992)

proposed solutions based on field test results. However the need of field and lab scale experimental studies to

validate the existing methods of analysis is necessary. In the present study, the influence of free standing height

on rock socketing under lateral load is investigated. The experiments were conducted on an instrumented model

pile with varying depth of socketing and for varying Lf/D ratios in cohesion-less soil rock layered profile. The

results shows the load carrying capacity of the pile increases by increase in Lf/D ratio, where in the case of pile

without socketing (bearing on rock) is compared with 3D depth of socketing. Embedding the pile into hard strata

reduces the lateral displacements substantially compared with pile bearing over hard strata. From the study, it is

noticed that the influence of rock socketing has significant effect in the lateral load capacity. And also, the effect

of free standing height plays a major role in the lateral load capacity of the rock socketed piles. From the

experimental study, it may be concluded that the pile of Lf/D ratio more than 12, then the pile has to socket to

minimum depth of 2D in hard strata.

mailto:[email protected]


27

METHODOLOGY FOR DRILLING UNDERWATER IN HARD ROCK

FOR DEEP FOUNDATIONS WITH PILE TOP DRILL RIGS (PBA)

Miguel Perez, MHWirth, Germany

Hinduja, Dinesh, MHWirth, India

[email protected]

ABSTRACT

Large offshore structures are generally exposed to dynamic and structural loading. Large offshore structures

require usually either foundations connected to hard rock through sockets or driven foundations which encounter

boulders.

In this regards drilling hard-rock sockets or boulder underwater can be a challenging job especially when deep

foundations are mandatory. To overcome the challenge, specialised equipment is used. This task requires Pile Top

Drill Rigs (PBAs) which have to be correctly set-up and operated in order to get its maximum drilling performance.

High performance drilling with PBAs requires maximizing key elements of its operation. The configuration and

management of the drill string components are important. The key elements are constant weight on bit which is

done by adjusting ballast and managing thrust force; and selection of cutters and proper flowing discharge.

The methodology is based on the experience from over 40 years of building and operating PBAs for different

project applications. These applications include drilling boulders for offshore wind turbine monopiles, drilling

sockets for jacket legs in offshore oil platforms; and any other drilling need for offshore structures like harbours,

jetties, piers, dry docks, dolphins, and so on.

MHWirth documented methodologies demonstrate that by using PBAs properly it is possible to improves performance of

underwater drilling for hard-rock sockets and boulders which ultimately reduces project- cost.


28

INTERPRETING PILE LOAD TEST RESULTS FOR FOUNDATION

DESIGN – A CASE STUDY

Ravi Sundaram, Sorabh Gupta Cengrs Geotechnica Pvt. Ltd., A-100, Sector 63, Noida Fax: 0120-4206775

[email protected]

ABSTRACT

With the advent of tall multi-storeyed buildings, geotechnical engineers face the challenge of coming up with an

innovative and economic foundation and yet ensuring that risk is minimal. Caution is required in selecting the safe

load carrying capacity of bored piles, even if a few test piles indicate substantially higher capacity than

theoretically estimated from static analysis. The paper presents a case study of static and dynamic load tests on

RCC bored cast-in-situ piles for 12-40 storeyed buildings with 2 basements for a mixed land-use project in Noida,

UP.


29

NUMERICAL AND THEORETICAL ANALYSIS OF CONSOLIDATION

OF SOFT CLAY INSTALLED WITH PVD AT NAGAPATTINAM -

A CASE STUDY

Subrmanian, KeerthiRaaj1, Kasinathan, Muthukkumaran2 1&2 Department of Civil Engineering, National Institute of Technology, Tiruchirappalli, 620015, +914312503168, +914312500133,

[email protected] & [email protected]

ABSTRACT

A railway embankment is under construction between Nagapattinam and Thiruthuraipoondi covering 36.5 km.

The sub-soil strata comprises of soft clay extending up to 10 m below existing ground level. The proposed railway

embankment of height 5.6 to 9.6m will be resting on this weak compressible soil, which will causes stability and

settlement problems for the embankment. A trial stretch covering about 5 kilometer was improved using

Prefabricated Vertical Drains (PVD) with surcharge to accelerate the consolidation settlement. The geotechnical

characteristics of the sub-soil is examined through laboratory tests on representative soil samples. Recent

improvement in the finite element analysis has facilitated modeling of PVD in finite element software for

computing the settlement magnitude and time rate of consolidation. This paper focus on finite element modeling

(FEM) of the proposed trial embankment and predicting settlement with preloading with and without vertical

drains with respect to time by using finite element method with PLAXIS 2D. In this study the theoretically

predicted settlement magnitude and time rate of consolidation from Terzaghi.s vertical consolidation, Barron's

radial consolidation are compared with the analyzed FEM results for both the cases with and without PVD

improved embankment. The comparative analysis between FEM and predicted data hold good for stresses and the

associated deformations. The excess pore water pressure was significantly lower and their dissipation was faster

in case of embankment with vertical drains. Thus PLAXIS 2D tool shows fairly convincing results in comparison

to the theoretical solutions


30

ALTERNATE FOUNDATION TECHNIQUE USING

SEMI RIGID INCLUSIONS

(CONTROLLED MODULUS COLUMNS)

Sandeep sahu1, Gilles Costa2 'MENARD - INDIA, F7/11 Wave 1st silver tower, Sector 18 Noida, Tel/Fax: +91-12-04322359,

sandeep.sahu@menard- asia.com, www.menard-web.com,www.menard-asia.com

2MENARD ASIA HEAD OFFICE, No. 2-1 Jalan USJ 10/1E47620 Subang Jaya, Selangor Malaysia, Tel: (+603) 5632 1581, Fax: (+603)

5632 1582,

[email protected], www.menard-web.com, www.menard-asia.com

ABSTRACT

India’s rapid economic development, construction of infrastructures and buildings are focused on capacity

expansion to meet the needs. Alternate foundation solution’s using controlled modulus columns (CMC’s) aims to

reduce the construction time, optimizes the cost of construction and enhances the safety aspect. The refined design

methodology meets the increasingly demanding requirements for ground improvement technology to take higher

imposed loads and more stringent settlement criteria. In principle, CMCs are vertical semirigid inclusions or

columns designed to obtain an improved composite mass of soil and columns when they are installed in the ground.

These columns are made of low-strength cement grout injected under low pressure through a hollow stem equipped

with an auger unit which causes lateral soil displacement and hence, minimum spoil obtained during installation.

CMCs are installed without surface vibration. The construction method does not involve water jetting or the use

of compressed air. The role of CMC’s is to fill the gap between rigid (Piles foundation) and non-rigid (Stone

Columns) inclusions. CMC’s are proven to be a cost effective than pile foundation and has lesser settlement under

imposed load compares to stone columns. Since last 25 years, CMC’s have successful track record not only in

Europe & America but also in South East Asia. The technique has found its wide applications to support

foundations of industrial ware houses, commercial buildings, Slabs on Grade, Tanks, silos, embankments of roads

and railways, run way and apron of airports etc.

The term “controlled modulus column” is meant to provide the necessary composite effect of poor soil with stiffer

CMC inclusions designed to achieve the required composite stiffness for the intended purpose of the construction.

The semi-rigid CMC inclusion

does not suffer column bulging

as in the case of non-rigid stone

column when it is loaded in very

soft soil. For rigid RC Pile load is

been transferred from pile cap

through the rigid pile shaft to

load bearing layer deeper below

ground. In case of composite soil

- CMC mass load is been

uniformly transferred from load transfer platform(sand blanket), the

CMC's inclusion are not necessarily

end bearing.

http://www.menard-web.com/

http://www.menard-asia.com/

mailto:[email protected]

http://www.menard-web.com/

http://www.menard-asia.com/


31

CMC’s are installed using a hollow stem

equipped with a displacement auger coupled

with high torque coming from a high capacity

pull-down installation rig.

With the high torque and large downward

thrust, the auger is advanced into the ground by

rotation. No grout is injected at this stage.

When the required depth is reached, the grout

is pumped through the hollow stem under low

pressure; sufficient enough to prevent “caving-

in” due to lateral pressure of the surrounding

soil.

The auger is then extracted while the rotation is

maintained in the same direction. This is to

prevent loss of grout along the shaft of the hole

and along the Kelly bar.

The design of CMC foundation considers both serviceability and stability. For structures on CMC, the governing

factor is usually deformation (settlement). For embankments on CMC, beside serviceability the global stability is

also checked especially during construction. Finite element method (FEM) is often used for the deformation

analysis. The analysis is carried out in two phases. An axisymmetric model with a single CMC inclusion is first

analysed based on the imposed load on the selected CMC design grid spacing, diameter and length of CMC,

mechanical properties of cement grout and sand blanket. Stress & deformation are analysed. The second phase

analysis provides confirmation of compliance with the deformation criteria and stability requirements. It also

confirms the allowable stresses in the CMC and the surrounding soil. Depending on the complexity of the problem,

the second phase analysis is carried out using a 2-dimensional or a 3- dimensional model.

Fig 3: Axisymmetry model of CMC, 2-D plane strain model of an embankment on CMC

The presentation also provides the insight of the case histories of the already executed job in Asia. CMC’s had

found its wide application for ground improvement below apron of an airport due to its higher performance against

absolute & differential settlement. At Jakarta international airport the technique is been widely used as ground

improvement below apron. For the application of tank forms, at Nghi Son Refinery at Vietnam the technique was

been widely used below 30 number of tanks. As a Redmud waste application, technique was been used for

Hindalco industries Limited at India to restrict the settlement of the 10 m high wall by 100 mm and to achieve

global stability as a serviceability requirement during and after construction.


32

EARTHQUAKE ANALYSIS ON LIQUEFIABLE SOIL

WITH BUILDING LOAD

M Akhila1, Dr. Ranga Swamy Kodi2, Dr. N Sankar 3 1 PhD Scholar, Department of Civil Engineering, NIT Calicut, NITC Campus PO, Calicut, 9946895411

[email protected]

2Asst. Professor, Department of Civil Engineering, NIT Calicut, NITC Campus PO, Calicut, 04952286229

[email protected]

3Professor, Department of Civil Engineering, NIT Calicut, NITC Campus PO, Calicut, 04952286210

[email protected]

EXTENDED ABSTRACT

Introduction

Soil liquefaction, perhaps the single most important source of damage around the world, has been assumed

traditionally to be generated by the vertical propagation of shear waves through a saturated soil column following

strong earthquakes. The present paper discusses the results obtained from numerical study performed on soil

models loaded with building structure (Figure 1). The strong quake time history of 2012 Assam earthquake was

utilized in the analysis (Figure 2). The seismic input was given at the base of layered soil system which may be

liquefiable. The building load has been given over the pile foundation which interacts with soil model consisting

of clay layer of 10 m depth underlying by a sand layer 20 m depth. The soil properties are given in Table 1. An

interface is defined separately to model the interaction of soil and pile.

Table 1. Soil Properties

Clay Sand

Unit weight (kN/m3) 16 20

Saturated unit weight (kN/m3) 20 20

Secant stiffness in standard drained triaxial test (kN/m2) 20 E3 30 E3

Tangent stiffness for primary odeometer loading (kN/m2) 25.61 E3 36.01 E3

Unloading/reloading stiffness (kN/m2) 94.84 E3 110.8 E3

Power for stress level dependency on stiffness 0.5 0.5

Cohesion (kN/m2) 10 5

Friction angle (0) 18 28

Dilatancy angle (0) 0 0

Shear srain at which Gs = 0.722G0 0.12 E-3 0.15 E-3

Shear modulus at very small strains 270 E3 100 E3

Figure 1. Model in Plaxis 2D


33

Figure 2. Time History of Assam 2012 Earthquake

Effect of Pile Length and Pile Diameter

Three models were created with pile length as 11, 13 and 15m and three models with pile diameter as 0.4, 0.5 and

0.6 m. As the length and diameter increases, settlement and acceleration of the system increases; but the principal

stresses are not dependent on the same.

Effect of Soil Properties

The two soil layers are interchanged to examine the effect of soil conditions on the response of the system.

Settlement was high when the top layer was sandy soil. Also significant changes in the values of principal stresses

were observed.

Improvement using Geogrids

Geogrids with EA = 15 x 106kN/m was used for improving the performance of the system. As the number and

spacing of the geogrid reinforcement increased, the settlement decreased.

Conclusions

It can be concluded that,

The maximum settlement of the system is dependent on pile diameter and pile length.

Principal stresses of the soil are dependent on the soil properties and independent of pile properties.

As the number and spacing of the geogrid reinforcement increases, the performance of the footing

increases.


34

SOIL IMPROVEMENT USING GRAVEL-SAND COLUMNS FOR A

HIGHWAY PROJECT IN GERMANY

Stefan, Dr. Schmitz1, Jee-Sun, Stephan2 1Bauer Spezialtiefbau GmbH, BAUER-Straße 1, 86529 Schrobenhausen, +49-8252-97-0,

[email protected]

2 Bauer Spezialtiefbau GmbH, BAUER-Straße 1, 86529 Schrobenhausen, +49-8252-97-0,

[email protected]

ABSTRACT

Due to the reunion of Western and Eastern Germany in the late 80’s, a multitude of infrastructure projects had to

be executed. A good portion of these projects required improvement of the motorway system. In the southern

region of Leipzig, in the eastern part of Germany, it was required to connect two existing motorways. Parts of the

new motorway pass old strip mining areas. These strip mining areas consist of up to 70m thick backfill material.

Especially the upper 20m are very inhomogeneous soil material with a very low bearing capacity. In order to

increase the bearing capacity, to decrease the differential settlements and to homogenize the soil parameters, soil

improvement using sand-gravel columns was required. Bauer Spezialtiefbau GmbH executed the installation of

approx. 711,000 linear meters of columns with a length from 5 m to 25 m. For the project, 11 rigs with frame leads

up to 40m were used to install the 43,000 columns with a diameter of 0.8m in 27 weeks.


35

INNOVATIONS IN MASS STABILIZATION FOR GROUND

IMPROVEMENT AND ENVIRONMENTAL REMEDIATION

Charles M. Wilk ALLU Group Incorporated, 700 Huyler Street, Teterboro, New Jersey, 07608 USA, +1-847-463-6015,

[email protected]

ABSTRACT

Mass stabilization (MS) is a ground improvement technique that can prepare areas of low bearing strength soil for

subsequent infrastructure development. The technique involves mixing binding agents such as portland cement,

fly ash, slag, or lime into the subject soil while the soil remains in-place (insitu). The binders “cement” the soil

grains together to form a cement modified soil or a soil cement. The MS-treated area now has improved bearing

capacity to support infrastructure or to prevent movement of the material such as landslides.

The same insitu soil mixing technique can be used to address contaminated areas. Binders or reagents are mixed

into soil. The treatment protects human health and the environment by immobilizing hazardous constituents within

the treated material. When used for the purpose of environmental remediation the technology is called Insitu

Solidification/Stabilization (ISS).

Both Mass Stabilization and ISS treatments require laboratory studies to develop a mix design of soil and binder(s)

that produce the desired physical and/or chemical properties. The mix design is then transferred into the field.

Successful MS and ISS treatments rely on reproduction at full-scale of the mix design and the thorough mixing

attained at laboratory scale. Fifty to 70% of the cost of a MS or ISS project is in the cost of the binding agent that

is to be mixed into the subject soil. Under-dosing, overdosing, non-thorough mixing, and mixing in the wrong

areas all create cost over-runs.

Recent innovations in mass stabilization mixing systems improve the cost effectiveness of the treatment

technology. Specialized equipment can impart greater mixing shear thus improving the thoroughness

of mixing. Dry powder pressure feeders can conserve the “drying capacity” of binder resulting in higher

strengths at lower binder dosages. Global Positioning System (GPS)-based systems can guide the

mixing operator for complete mixing coverage. An integrated tracking and feeding system can record

that proper dosing and mixing was accomplished and generate construction QA/QC reports for the

client.


36

PRACTICES AND PERFORMANCE OF FOUNDATIONS FOR HIGH-

RISE BUILDINGS IN SINGAPORE

POH Teoh Yaw Deputy Director, Deep Excavation and Geotechnical Department, Building Engineering Group, Building and Construction Authority

[email protected]

ABSTRACT

The Building and Construction Authority (BCA) of Singapore has implemented various control measures to ensure

a safe and robust foundation design for high-rise buildings. Among these measures includes adequate site

investigation boreholes and pile load tests, proper design and supervision of foundation works, and requirements

for monitoring of building settlements during construction. In this presentation, case studies of piled foundations

supporting high-rise buildings in Singapore will be presented. These case studies are used to evaluate the

performance of piled foundation designed and constructed in accordance with Singapore Standard, Code of

Practice for Foundations in short, CP4. The presentation will covers common types of piled foundation used,

requirements of foundation for high-rise building in Singapore, case study of foundation settlement, good practices

for estimation of foundation settlements and lastly, followed by conclusions.

A Brief CV of Dr POH Teoh Yaw

Dr Poh is a Deputy Director with Building and Construction Authority which oversees and administers the

regulatory framework on building structure safety in Singapore. He is a geotechnical specialist with over 18 years

of practical experience. He has authored over 18 publications in geotechnical design and construction including

those published in international peer-review journals and conferences.


xiii

LIST OF DELEGATES

CONFERENCE AND WORKSHOP (as on 21 September 2015)

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LIST OF CONFERENCE / WORKSHOP DELEGATES (AS ON 21 SEPTEMBER 2015)

Name Organization COUNTRY PHONE E-MAIL

Arasu Pandi M Adhiyamaan College Of Engineering India +91 9952217513 [email protected]

Mohan Ramanathan Advanced Construction Technologies Pvt Ltd., India +91 4424353694 [email protected]

M Ashok Kumar Aecom India Pvt Ltd., India +91 4449656666 [email protected]

N Kumar Pitchumani Aecom India Pvt Ltd., India +91 4449656666 [email protected]

M Jeevan Reddy Aecom India Pvt Ltd., India +91 4449656666 [email protected]

Vivek Abhyankar Afcons Infrastructure Limited India +91 2267191132 [email protected]

Prakaksh Bansod Afcons Infrastructure Limited India +91 2267191244 [email protected]

Sami Rahman Allu Finland Oy Finland +968 98853091 [email protected]

Charles Wilk Allu Group Inc. USA +1 (847) 714-2754 [email protected]

H N Prasanna Kumar Anagha Engineering Consultants India +91 8040998787 [email protected]

Kannepalli Swetha Anil Neerukonda Institute Of Technology & Sciences India +91 7382127843 [email protected]

Kanniappan Ilamparuthi Anna University India +91 4422357544 [email protected]

Jatin Chugh Arun Soil Lab Pvt Ltd. India +91 5222341943 [email protected]

Anil Srivastava Arun Soil Lab Pvt Ltd. India +91 5222341943 [email protected]

Vishal Addagoori Arup India Pvt Ltd India +91 4044369797 [email protected]

Lavendra Singh Arup India Pvt Ltd India +91 4044369797 [email protected]

N.P. Sharma Bangalore Metro Rail Corporation Ltd. India +91 80 2296 9300 [email protected]

Manfred Schoepf Bauer Maschinen Germany +91 498252971302 [email protected]

Amitabh Kedia Bauer Specialized Foundation Contractor India Pvt. Ltd. India +91 9952961360 [email protected]

Rajan Peter Bauer Specialized Foundation Contractor India Pvt. Ltd. India +91 9952961360 [email protected]

Peter Banzhaf Bauer Spezialtiefbau GmBH Germany +91 498252974266 [email protected]

Jee-Sun Stephan Bauer Spezialtiefbau Gmbh Germany +91 498252971044 [email protected]

Shilpa Chaturvedi Bharat Heavy Electricals Ltd. India +91 80 22184560 [email protected]

Ravi Ponna Bharat Heavy Electricals Ltd. India +91 8022184067 [email protected]

Vikram Shivakumar Bharat Heavy Electricals Ltd. India +91 80 22184067 [email protected]

Ravi Sundaram Cengrs Geotechnica Pvt. Ltd. India +91 1204206771 [email protected]

Akhil A CMR Institute Of Technology India +91 8008725032 [email protected]

Abhay Kumar Defence Research & Development Organisation India +91 1126767200 [email protected]

Rama Krishna Ks DFI Of India India +91 9003198031 [email protected]

Avijit Saha Earth Products India Pvt. Ltd. India +91 1149503135 [email protected]

Ravikiran Vaidya Geo Dynamics India +91 9825323689 [email protected]

Prajeev Kulshrestha Geo Ground Engineering Operations India Pvt. Ltd. India +91 1204322997 [email protected]

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Kamlesh Mishra Geo Ground Engineering Operations India Pvt. Ltd. India +91 1204322997 [email protected]

Eonio Trindade Geo Ground Engineering Operations India Pvt. Ltd. India +91 1204322997 [email protected]

Sanjay Wankhede Geosystems Research And Consultants (I) Pvt.Ltd. India +91 7126618585 [email protected]

Anirudhan Iv Geotechnical Solutions India +91 4442021624 [email protected]

A.V.S. Murali Dhar GMMCO Limited India +91 4030574037 [email protected]

M. Saravanan GMMCO Limited India +91 4430686430 [email protected]

Nilesh Bhopale Government College Of Engineering Amravati India +91 9823235374 [email protected]

Gowdham E Government College Of Technology India +91 8220526970 [email protected]

Praveen Kumar J Government College Of Technology India +91 8220526970 [email protected]

Paul Arumairaj Government College Of Technology,Coimbatore India +91 44222432221 [email protected]

Avuthu Reddy HBL Power Systems Limited India +91 8418326935 [email protected]

K. Surendra Babu HBL Power Systems Limited India +918418326935 [email protected]

Ramon Varghese IIT Madras India +91 9497328050 [email protected]

James A. Morrison ILF Consultants, Inc. USA +1 (231) 944-9732 [email protected]

Hector Simchas Imerys Greece +30 210 6296187 [email protected]

Ananth Ramasamy Independent Consultant India +91 8903464498 [email protected]

Jitesh Chavda Indian Institute Of Technology-Madras India +91 8220181515 [email protected]

Alekhya Kondalamahanthy Iowa State University India +91 9440678478 [email protected]

Thomas Fiala Isherwood Associates Canada +1 (905) 820-3480 [email protected]

Dinesh Singh ITC Ltd India +91 8022356100 [email protected]

Bishnu Swaroop ITC Ltd India +91 40 23147801 [email protected]

Sunil Basarkar ITD Cementation India Limited India +91 2266931619 [email protected]

K. B. V. Siva Kavya Jawaharlal Nehru Technological University Kakinada India +91 9492400768 [email protected]

Jyri Niskanen Junttan Oy Finland +358 503947581 [email protected]

Bruno Perez Junttan Oy Finland +55 11 94141 3920 [email protected]

R B Dayanand Kalpashree Vaasthu Sheters India +91 8172267536 [email protected]

Vegesna Raju Keller Asia Singapore +65 9840399331 [email protected]

Madan Kumar Annam Keller Ground Engineering India Pvt Ltd. India +91 44 2480 7500 [email protected]

Raja Jaladurgam Keller Ground Engineering India Pvt Ltd. India +91 44 2480 7500 [email protected]

Arun Kumar Sekar Keller Ground Engineering India Pvt Ltd. India +91 44 2480 7500 [email protected]

Hari Krishna Yandamuri Keller Ground Engineering India Pvt Ltd. India +91 44 2480 7500 [email protected]

Deepak Raj Keller Ground Engineering India Pvt. Ltd. India +91 9967053113 [email protected]

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Michal Topolnicki Keller Polska Sp. Z O.O. Poland +91 48586297510 [email protected]

Jaykumar Shukla L&T - Sargent & Lundy Ltd. India +91 9726080908 [email protected]

Sivarama Sarma B L&T Construction India +91 4422528500 [email protected]

Ganesh K L&T Construction India +91 4433194779 [email protected]

Vidya Sagar Kongubangaram L&T Construction India +91 4433193466 [email protected]

Niraj Mishra L&T Construction India +91 4433194780 [email protected]

Chinta Mohan L&T Construction India +91 4433194779 [email protected]

Nareen Kumar Reddy Parem L&T Construction India +91 4433193470 [email protected]

Sugavaneswaran N L&T Construction, B&F-RBF-EDRC India +91 4422597722 [email protected]

Jayapragash V L&T Construction, B&F-RBF-EDRC India +91 4422597722 [email protected]

K.S. Govindarajan L&T Geostructure India +91 4422704372 [email protected]

M Kumaran L&T Geostructure India +91 4422704381 [email protected]

Ekhlaq Khan Larsen & Tubro India +91 2267059416 [email protected]

Sandeep Nikam Larsen & Tubro India +91 2267059352 [email protected]

Umberto Laviosa Laviosa Trimex Industries Pvt Ltd India +91 2267084552 [email protected]

Tushar Walke Laviosa Trimex Industries Pvt Ltd India +91 2267084552 [email protected]

Jayamohan Jayaraj LBS Institute Of Technology For Women India +91 4712349232 [email protected]

Ghananeel Molankar Liebherr India Pvt Ltd India +91 2241267500 [email protected]

Bhavik Vyas Marshal Geo Test Laboratory, Raipur India +91 7713205072 [email protected]

Sandeep Sahu Menard Asia India +91 1204322359 [email protected]

Dinesh Hinduja MHWirth India +91 2267066556 [email protected]

Peter Chandran Mohamed Sathak A.J. College Of Engineering India +91 44 27470021 [email protected]

Subramanian Ramanathan National Institute Of Ocean Technology (Niot) India +91 4466783351 [email protected]

Keerthi Raaj National Institute Of Technology India +91 9095359944 [email protected]

Annamalai Rangasamy Prakash

National Institute Of Technology Tiruchirappalli India +91 9487549148 [email protected]

Chandramohan Pattuparambil Navayuga Engineering Company Ltd India +91 9123339991 [email protected]

Akhila M Nit Calicut, Kerala India +91 9946895411 [email protected]

Nanda Yadla NPCC UAE +971 2 5022052 [email protected]

Hredayesh Nigotia Nuclear Power Corporation India +91 1667268011 [email protected]

Mohammed Osman Osman Inc. India +91 8099670733 [email protected]

Pradeep Kumar D Panasia Project Consultancy Pvt Ltd India +91 1242210161 [email protected]

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Anil Londhe Paresh Constructions & Foundations Pvt. Ltd. India +91 2227601617 [email protected]

Ravi Prakash Pishon Cocnrete Test (P) Ltd India +91 4425912684 [email protected]

V. S. Raju Prof. V.S. Raju Consultants India +91 40 23005176 [email protected]

Sanjay Bhonge PWD, Maharashtra India +91 2227571328 [email protected]

Rajendra Gadge PWD, Maharashtra India +91 2227571328 [email protected]

Surendra Topale PWD, Maharashtra India +91 2227571328 [email protected]

Radhesh Prabhakar Reva University India +91 9972634734 [email protected]

Narayan Agrawal RVR Projects Pvt Ltd INDIA +91 891 2549170 [email protected]

Parthasarathy C R Sarathy Geotech & Engineering Services Pvt Ltd India +91 8042850202 [email protected]

Kesavan Govindaraj Scsvmv University India +91 9791975310 [email protected]

Sekar Mari SCSVMV University India +91 9543144287 [email protected]

Lenin K. R. Secon Private Limited India +91 8041197778 [email protected]

Anupam Pande Shri Ramdeobaba College Of Engineering And Management India +91 7122291330 [email protected]

Venkatraman Balakumar Simplex Infrastructures Limited India +91 4428195047 [email protected]

Rajesh Aradhyula Smart Structures/Soil Engineering India +91 9990011771 [email protected]

Satish Kumar Soma Enterprise Ltd. India +91 80 22685544 [email protected]

Nikunj Thakkar Star Drilling Fluids India +91 67255080 [email protected]

Jagdish Rawat STM Construction Equipment India Pvt. Ltd. India +91 9920608238 [email protected]

Subin Geevarghese Student India +91 59389617 [email protected]

Sandeep Talwar Super Drilling Pvt India +91 9810164103 [email protected]

Rolf Katzenbach Technische Universität Darmstadt Germany +49 6151 - 16 2049 [email protected]

Mehul Patel The M. S. University India +91 2652320269 [email protected]

Dhananjay Shah The M. S. University India +91 2652320269 [email protected]

Mario Medrano Themag Engenharia Brazil 55 11 3353-1492 [email protected]

Jagdeepak Sharma Ultra Enviro-Systems P Ltd India +91 1141731084 [email protected]

K L Pujar United Foundations Pvt. Ltd India +91 8023655709 [email protected]

Dinabandhu Das Va Tech Wabag Ltd India +91 44 3923 2323 [email protected]

Saravanan JJ Va Tech Wabag Ltd India +91 443923 2323 [email protected]

Vijay K H Vijay Nirman Engineers India [email protected]

Naga Sai Tirupathi VIT University India +91 7373266748 [email protected]

Nagesh Hanche VTU India +91 8472271847 [email protected]


xii

SPONSORS AND EXHIBITOS

SPONSORS

1. Junttan OY and GMMCO Limited – Platinum Sponsor

2. Nuclear Power Corporation of India Limited – Gold

Sponsor

3. AECOM – Conference Bag Sponsor

4. Keeler Ground Engineering India Pvt Ltd. – Silver Sponsor

5. Bauer Specialized Foundation Contractor India Pvt Ltd –

Silver Sponsor

6. MHWirth India Pvt Ltd – Bronze Sponsor

7. United Foundatiuons Pvt Ltd. – Bronze Sponsor

8. Gharpure Engg & Construction Pvt Ltd. –Bronze Sponsor

EXHIBITORS

3m x 3m Booths:

1. Geo Ground Engineering

2. Junttan Oy

3. Panasia Project Consultancy

4. Keller Ground Engineering of India

5. Star Drilling Fluids

6. Smart Structures/Soil Engineering

3m x 2m Booths:

7. HBL Power Systems

9. Arup India Pvt Ltd

10. Laviosa Trimex Industries

2m x 2m Booths:

11. Sarathy Geotech & Engineering Services

12. Earth Products India

13. L&T GeoStructure

14. Ultra Enviro-Systems P Ltd

AECOM is a premier, fully integrated professional and technical services �rm positioned to design, build, �nance and operate infrastructure assets around the world for public- and private-sec-tor clients. The �rm’s global sta� — including architects, engineers, designers, planners, scientists and management and construction services professionals — serves clients in over 150 countries around the world. AECOM is ranked as the #1 engineer-ing design �rm by revenue in Engineering News-Record maga-zine’s annual industry rankings, and has been recognized by Fortune magazine as a World’s Most Admired Company.

Continuing with our global legacy, in India too we have partnered with our clients to create unique, innovative and environmental friendly landmarks. Our team of over 2500 employees across eight regional o�ces and several project o�ces in 26 cities, combine their in-depth local knowledge and expertise with the experience of our global workforce from over 150 countries to serve our clients.

From deep excavations to tunnelling works, our Geotechnical specialists draw upon their global experience to provide the best solutions for all aspects of geotechnical works. Be it singular geotechnical projects or multi-disciplinary projects, our team o�ers a range of services from analysis, design, feasibility, studies, project management (for projects with signi�cant geotechnical works), to supervision of geotechnical works.

Services•Deep excavations and foundations •Design of tunnels and associated structures •Geological study and interpretation•Micro-tunnelling and pipe jacking design•Geotechnical analysis and numerical modelling •Design of instrumentation and monitoring schemes.•Landslide investigation, natural terrain hazard study and mitigation measures•Reclamation site formation and design •Cavern design

Key ProjectsMumbai Metro Line III

Chennai MetroHyderabad Metro

Kolkata MetroDelhi Metro

Northern Frontier Railway Tunnels JNPT Port

Kannur International AirportIRCON Tunnels

Delhi Interceptor Sewers Project Seabird

No. 477–482, 5th Floor, Khivraj Building 2

Anna Salai, Chennai 600035, IndiaT +91 044-49656666

44

With Best Compliments From

United Foundations Private Limited

Over 3 Decades of Experience in Soil Stabilisation and all types of Piling

Reach us at27, Door 202, Gayatri Omkar Nest, 4th Main, Ambedkar Layout,

Kavalbyrasandra, R T Nagar Post, Bangalore – 560032. Ph – 080 2365 5709www.unifound.in [email protected]

Geotechnical Consultants Construction EngineersSpecialists in Geotechnical Engineering

46

With Best Compliments from

GEO GROUND ENGINEERING OPERATIONS I.P. Ltd.

A 42/6, Pinnacle Tower, Sector 62, Noida -201301, G.B. Nagar, Uttar Pradesh, [email protected]

47


Gharpure Engineering & Construction Pvt Ltd

Plot No. 35/1, D-II Block, MIDC Chinchwad,PUNE - 411 019.Phone: (020) 27472726, 27475756, 66111980.Fax : (020) 27476459.

48

Ananth Info Park, HiTec City, Hyderabad, 500081, [email protected], +91 (0) 4044369797 / 8


307, Avior Building, Nirmal Galaxy, LBS Marg, Mulund (W), Mumbai 400080+91 22 [email protected]

49

SARATHY GEOTECH & ENGINEERING SERVICES PVT.LTD.An ISO 9001:2008 & OHSAS 18001:2007 Certi�ed Company

51

HS-6 Kailash Colony Market

New Delhi-110048 India

Phones: 91-11 29245904 Tele-Fax: 91-11 41731084

Email: [email protected]

CELL: 91 98 100 20196 Web: www.ultraenviro.com

M/s. ULTRA ENVIRO-SYSTEMS (P) LTD.

Stall no.

“High Quality Personalized

Sales & After Sales Services to

our customers” (mission statement)

We are Instantel Canada Sole

Selling Distributors in India for 25

years. We are maintaining

(servicing and calibrating) over 800

Instantel Canada Blast /Civil

Construction induced Vibration

Monitors. We sell, rent and offer

site vibration monitoring services.

Earth Products India Pvt. Ltd. (EPI)Member of Earth Technologies GroupE-46/7, Okhla Phase II, 2nd Floor, New Delhi -110020, IndiaTel 91 11 4950 3135 /36 Fax: 91 11 4950 3136E-mail: [email protected], [email protected] www.earthproducts.in www.epc.com.hk

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