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TRENCHLESS CONSTRUCTION TECHIQUES
Submitted as partial fulfillment of the requirements
For the technical writing/seminar report work for the Degree of
Master of Technology in Structural Engineering.
SUBMITTED BY
Mr.A.S.BALAJI
(REG NO: 69122520002)
UNDER THE GUIDANCE OF
THIRU.S.MADIVANAN.M.Tech.
ASST., PROF/CIVIL ENGINEEING
PONNAIYAH RAMAJAYAM INSTITUTE OF SCIENCE AND TECHNOLOGY
PRIST UNIVERSITY
FACULTY OF ENGINEERING AND TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
PUDUCHERRY
APRIL 2013
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PONNAIYAH RAMAJAYAM INSTITUTE OF SCIENCE AND TECHNOLOGY
PRIST UNIVERSITY
FACULTY OF ENGINEERING AND TECHNOLOGY
DEPARTMENT OF CIVIL ENGINEERING
PUDUCHERRY
BONAFIDE CERTIFICATE
This is to certify that the project titled TRENCHLESS
CONSTRUCTION TEQUNIQUES is a Bonafide Record of work done by
Mr.A.S.BALAJI with Reg. No 69122520002 for the technical writing/seminar
report for the partial fulfillment of the requirementsfor the Degree of Master of
Technology in Structural Engineering of PRIST University puducherry, During the
academic year 2012-2013.
Staff in charge Head of the department
Submitted to university practical examination heldon.
External Examiner Internal Examiner
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ACKNOWLEDGEMENT
We owe our thanks to the almighty and our beloved parents for their grace in making this
Technical writing report work a grand success.
An endeavor over a long period can be successfully only with the advice and support of
many well wishers. We take this opportunity to express our gratitude and appreciation to all of
them.
We are elected to place in record our most sincere appreciation and thanks to our
honorable Founder-chancellorDr.P.MURUGESANAnd our Pro chancellorDr.PSM.KANNAN
and also extend my thanks to our vice chancellorDr.N.ETHIRAJALU
We express our profound thanks to our beloved Director Dr.KAILASAM
KOUMARAVELOU, PRIST University, puducherry campusfor helping us by providing all the
facilities for the successful completion of our Technical writing.
We acknowledge our grateful thanks to AsstProf.S.DHANAUSHKODI, Associate Dean
PRIST University, puducherry campus and also our Head of department of Civil Engineering
Department for his constant encouragement during the Technical writing report, with in the
stipulated time.
I would like to extend my heartfelt thanks to Asst Prof M.S.SIVAKUMARfor
his constant inspiration and support for the successful completion of technical report
writing work in time.
We also wish to express our thanks to our beloved Guide and Coordinator
THIRU.S.MADIVANAN, for his continuous encouragement and disciplined suggestions which
helped us to complete our Technical writing report in the stipulated time.
I would be failing in my duty if I dont acknowledge the immense help extended by my
classmates, who have always be with me in all my trials and tribulations and encouraging me to
complete
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CONTENT
Acknowledgement 03
Abstract 05
Chapter 1 Introduction
1.1 Trenchless technology 07
Chapter 2 Literature review
2.1 Trenchless construction
Method and implementation support 08
2.2 Standard practice for Direct Design
Of Precast Concrete Pipe for Jacking in
Trenchless Construction 08
2.3 Use of Trenchless TechnologiesFor Comprehensive Asset Management
Of Culverts and Drainage Structures. 09
Chapter 3 Trenchless techniques
3.1 Pipe jacketing techniques 10
3.2 Description of Pipe jacking method 10
3.3 Various steps in pipe jacking techniques 11
3.4 Microtunneling techniques 14
3.5 description of micro tunneling techniques 14
3.6 pipes used for micro tunneling 15
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Conclusion 16
Reference 17
List of figure
Fig 1.1 various steps in pipe jacking technique 12
Fig 1.2. Concrete pipe being jacked into place behind cutter 13
Head assembly. Note track leading out of pipe for
Spoilbucket removal
Fig 1.3. View of cutter head assembly from inside of pipe 13
Jacking equipment
Fig 1.4. Emerged cutterhead assemblyAfter jacked 13
Concrete pipe emerges from theReception pit,
the pipejacking operation is complete.
Fig 1.5 Cutter head on Akkerman pipe jack apparatus 13
Fig 1.6 polymer concrete reinforced pipe used 15
Fig 1.7 micro tunneling process 15
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CHAPTER 1:
INTRODUCTION:
1.1 TRENCHLESS TECHNOLOGIES
Demand for installation of new
underground utility systems in congested
areas with existing utility lines has increased
the necessity for innovative and economical
systems to go underneath and alongside in-
place facilities. Environmental concerns,
social (indirect) costs, new and more
stringent safety regulations, difficult
underground conditions (containing natural
or artificial obstructions, high water table,
etc.) and new developments in equipment
Have increased demand for trenchless
technology. Trenchless technology methods
include all methods of installing or renewing
underground utility systems with minimum
disruption of the surface or subsurface.
Trenchless technology has become
Popular for underground utility construction
road crossings. In recent years, there has
been remarkable progress in development of
new trenchless technology equipment and
methods. These developments have
produced improvement in jacking force
capacity and increased drive length,
improvements in steering and tracking
systems, availability of new and different
types of pipe and other advancements.
Preparation of design guidelines,
construction specifications, process
Inspection, materials testing, and the
training of engineers, construction and
permit inspectors in contracts and bid
documents, have not kept pace with new
developments. Most all governmental
agencies, with a few notable exceptions, are
not current with capabilities and limitations
of the newmethods, materials, andequipment.
The development of these
technologies provides new solutions for
installing and maintaining urban utility
systems but also introduces new issues into
the planning, design and operation of these
systems. These new issues have impacts on
the engineers who plan and design the
systems, impacts on the conduct of site
investigations for utility work, and impacts
on the long-term arrangements of urban
utility systems as the techniques are used
more extensively.
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CHAPTER 2:
LITERATURE REVIEW
2.1 Trenchless construction method
and implementation support
Mohammad Najafi, P.E.
Director, Center for Underground
Infrastructure Research and Education,
Michigan State University.
Brett Gunnink, P.E.
Department Chairman, Department of CivilEngineering
Montana State University.
Field observation and testing of four
different types of horizontal boring and four
different pipe types installed forthese
borings has led to the successful
development of a new performance
specification for Pipe Installation
byHorizontal Boring, Section 734 of the
Missouri Standard Specifications for
Highway Construction. In addition, anew
material specification has also been added to
the Standard Specifications as a result
Section 1075 Centrifugally-cast Fiberglass
Reinforced Polymer Mortar Pipe.
Observation of an actual MoDOT
construction pipejacking installation was
followed by three separate horizontal bore
installations on property of the University of
Missouri-Columbia.
Comparison of the four types of
horizontal boring has led to a better overall
understanding ofthe processes involved, and
how to prevent settlement and heave during
highway construction in the future
formaintaining pavement integrity. One of
the horizontal bores installed centrifugally
cast fiberglass reinforcedpolymer mortar
pipe for the very first time in the world
using horizontal directional drilling.
2.2 Standard practice for DirectDesign of Precast Concrete Pipe for
Jacking in Trenchless ConstructionBennett David.
Center of Louisiana Technological
University
Standard Practice for Direct Design
of Precast Concrete Pipe for Jacking in
Trenchless Construction covers design and
recommended installation procedures for
precast concrete pipe for jacking in
trenchless construction. This Standard
addresses piping intended for the
conveyance of sewage, industrial wastes,
stormwater, and drainage, as well as for
utilities and access ways. The design criteriainclude: structural aspects, such a s
circumferential flexure, thrust, shear and
racial tension strengths; crack width control;
longitudinal thrust produced by jacking; and
requirements for handling and installation.
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The structural design of concrete
pipe is based on a limits state design
procedure that accounts for strength and
serviceability criteria and is consistent with
the procedures in Section 17 of the
AASHTO Standard Specifications for
Highway Bridges.
2.3 Use of Trenchless Technologies
for Comprehensive Asset
Management of Culverts and
Drainage Structures.Sam Salem, P.E.University of Cincinnati
DOTs and cities in the US are
facing severe and rising needs of renewing
heavily deteriorated infrastructure. Further
challenges for DOTs are the wide
geospatial distribution of infrastructure
assets and environmental exposure. While
the challenge is well understood, appreciated
and addressed, budget allocations andresources limitations represent a major
barrier to a comprehensive asset
management program. Culverts have the
peculiarity of being characterized as both
buried pipes in small diameters with no
access and worker entry and larger ones
with possibility of manual inspection and
repair/renewal. As such, asset management
procedures for culverts are a complex issue,
and can benefit a great deal from an optimal
asset management program that incorporates
new trenchless technologies. Trenchless
technologies are not disruptive to
transportation systems and provide safer
construction operations for both workers and
the general public. If they are used at
appropriate application, they provide a new
design life to existing culverts and drainage
structures that may double or triple the
original design life of these assets. However,
trenchless technologies are many and some
of these methods are new, and while viable,
have little field performance history in
culverts and transportation systems. Eachmethod has its own capabilities and
limitations, and can be applied in certain
existing conditions to be effective. Lacking
is a comprehensive multi-scale engineering
study that would be conducted for decision
making at upper management level.
Therefore, this project provides a
comprehensive study and decision making
procedures for asset management using
trenchless technologies to address the
construction, renewal, renovation, and
inspection of culverts and drainage
infrastructures.
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CHAPTER 3:
VARIOUS TRENCHLESS
TECHNIQUES:
3.1.PIPE JACKING:
The term pipejackingcan be used to
describe a specific installation technique as
well as a process applicable to
othertrenchless technology methods. When
referred to as a process, it implies a
tunneling operation with the use of thrust
boring and pushing pipes with hydraulic
jacking force. This concept of a jacking
system is adopted by manytrenchless
technologies, including auger boring and
micro tunneling. However, for the purposes
of this researchreport, pipe jacking is
regarded as an installation technique.
3.2 DESCRIPTION OF PIPEJACKING
METHOD:
Pipe Jacking is a method for
installing a prefabricated pipe through the
ground from a drive shaft to a reception
shaft. The pipe is moved by jacks located in
the drive shaft. The thrust power of the
hydraulic jacks forces the pipe forward
through the ground as the face is being
excavated.
After each pipe segment has been
installed, the rams of the jacks are retracted
so that another pipe segment can be placed
in position for the jacking cycle to begin
again.
As the excavation proceeds soil istransported out of the jacked pipe and drive
shaft either manually or mechanically. The
soil conveyance systems include wheeled
carts or skips, belt.
Chain conveyors, slurry systems,
auger systems, and vacuum extraction
systems. Both the excavation and spoilremoval processes require workers to be
inside the pipe during the jacking operation.
For personnel health and safety, a minimum
pipe diameter of 42-inches is recommended.
Excavation can be accomplished by
hand mining or mechanical excavation
within a shield or by a tunnel boring
machine (TBM). The excavation method
selection is based on soil conditions. If there
is any possibility of the excavation face
collapsing, soil stabilization techniques must
be considered. Dewatering or grouting are
common methods of soil stabilization.
The design of the drive shaft is
critical to the success of the project. The
shaft floor and thrust reaction structure must
be designed to withstand the large jacking
forces required to push the pipe through the
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ground and withstand the weight of heavy
pipe segments being placed on them
repeatedly. Pipe jacking equipment that has
a pipe lubrication system can decrease the
jacking forces necessary by 20-30 percent.
The required working space must
provide adequate space for storage and
handling of the pipe and spoil and space for
the shaft. Typically, the working space
should be from 4 feet to 10 feet wider than
the diameter of the pipe and from 10 feet to
25 feet longer than the length of pipe
sections being installed. Shaft size will vary
depending on the type of jacking and
excavation equipment used.
The primary concern is the
prediction of subsurface soil behavior.
Unanticipated ground conditions require
corrective measures that cause cost overruns
and delays. Sandy clay is the most favorable
soil condition if the water table is not above
the pipe invert. With the use of the proper
excavation methods many types of ground
conditions can be overcome. Major factors
to be considered are the presence of
groundwater, unanticipated obstructions
such as boulders, and changed soil
conditions that would require different
equipment to excavate.
Other concerns include proper design
of the shaft to withstand the large jacking
thrust and that jacking thrust is uniformly
transferred through a properly designed joint
material. The over excavation above or
ahead of the pipe is to be avoided, if over-
excavation occurs or voids develop, external
grouting is usually required.
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Fig 1.1 VARIOUS STEPS IN PIPE JACKINGTECHNIQUE
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Figure 1.2.Concrete pipe being jacked intoplace behind cutterhead assembly. Note
track leading out of pipe forspoil bucket
removal Figure 1.3. View of cutterheadassembly
from inside of pipe jacking equipment
Figure 1.4. Emerged cutterhead assembly. Figure 1.5.Cutterhead on Akkerman pipe
After jacked concrete pipe emerges from the jack apparatus
Reception pit, the pipejacking operationis complete
.
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3.4MICROTUNNELINGTECHNI
QUES
Micro tunneling (MT) is a method
using a remotely controlled, guided pipe
jacking process that provides continuous
support to the excavation face. It can be
used in a wide range of soil conditions while
keeping close tolerances to line and grade.
Spoils are removed by either a pumped
slurry or by mechanical auger. Five
independent systems are incorporated into
Microtunneling systems.
3.5 DESCRIPTION OF
MICROTUNNELING TECHNIQUES
Microtunnel boring machine.
Jacking or propulsion system.
Spoil removal system.
Laser guidance and remote control system.
Pipe lubrication system.
The required working space must
provided adequate space for storage and
handling of the pipe and spoil and space for
the shaft. Typically, the drive shaft would
range from 16 feet to 50 feet wide and from
35 feet to 100 feet long depending on pipe
diameter, length and equipment dimensions.
Working space typically would range from
20 feet to 40 feet wide and 75 feet to 150
feet long.
The primary concern is the
prediction of subsurface soil behavior.
Unanticipated ground conditions require
corrective measures that cause cost overruns
and delays. Wet sand for slurry MT and
stable sandy clay for auger MT are the most
favorable soil conditions for each. A wide
variety of MTBM cutter heads are available
that provide the capability to handle a range
of soil conditions, including boulders and
solid rock. Major factors to be considered
are the presence of groundwater,
unanticipated obstructions such as boulders,
and changed soil conditions that wouldrequire different equipment to excavate.
Microtunneling is very accurate.
Line and grade can be maintained to 0.01
percent of the drive length depending on
many factors, the most important being the
skill of the machine operator.
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3.6 PIPES USED
FORMICROTUNNELING
Polymer-concrete, reinforced
concrete, ceramic, glass reinforced plastic
and asbestos-cement pipes of all diameters
are used for trenchless laying of the
communications with microtunneling. For
linkage of pipes special pump buckets are
used in order to eliminate water entry
through connection joints.
FIG 2.1 MICROTUNNELING PROCESS
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CONCLUSION:The Indian trenchless market is now
on the path of growth and expansion, with
the project owners realizing that these
techniques are useful and, in certain cases,
they are the only way to get the projects
done. Globaltrenchless service providers
need to take notice of this market, as the
magnitude of projects available in the Indian
markets is substantially large. The low wage
economy that is prevalent in India, however,
presents a challenge for the globalstakeholders but the opening markets have
somewhat mitigated such risks to certain
extent.
Other positive points are the stable
currency and the democratic governance
systems. In addition to these presence of
INDSTT for the last eight years has lent
substantial support to the
global trenchless service providers to
achieve the market presence and
networking. Further, as the demands for
such services are rapidly growing today,
there is need for more trenchless service
providers and specialists. One musttherefore consider expanding in the Indian
markets for a better future.
As a society, we are looking more
towards renewable resources and
conservation. Its always a good policy to
repurpose and reuse. Trenchless technology
is yet another extension of this same idea.
All that metal that we are replacing means
that traditional excavation is not only
inconvenient but wasteful. By relining (or
by replacing smaller sections for water
pipes), we are reusing the old pipe, turning it
into a form for a new Cast-In-Place Pipe as
well as structural reinforcement and a
bonding surface.
REFERENCES1) American Society of Civil
Engineers, 2000. Standard practice for
Direct Design of Precast Concrete Pipe for
Jacking in Trenchless Construction. ASCE
Standard 27-00. 51 pp.
2) American Society of Civil
Engineers, 2000. Standard Practice for
Direct Design of Precast Concrete Box
Sections for Jacking in Trenchless
Construction. ASCE Standard 28-00. 52pp.
3) American Society of Civil
Engineers, 2004. Horizontal Auger BoringProjects. ASCE Manuals and Reports on
Engineering Practice No. 106. 52pp.
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4) Bennett, David; Ariaratnam, Samuel;
and Como, Casey, 2001. HDD Consortium
Horizontal Good PracticesGuidelines.
Iseley, Tom, and Gokhale,Sanjiv B., 1997.
5) Trenchless Installation of Conduits
Beneath Roadwaysa Synthesis ofHighway
Practice. National Research Council of
Transportation Research Board, National
Cooperative Highway
Research Program NCHRP Synthesis 242.
76pp.
6) Iseley, Tom; Najafi, Mohammed;
and Tanwani, Raj, 1999 Trenchless
Construction Methods and Soil
CompatibilityManual, 3rd ed. 102pp.
7) Najafi, Mohammad, 2004.
Trenchless Technology Pipeline and
Utility Design, Construction, and Renewal.
McGraw-Hill. 489pp.
8) Shahin, M.Y., and Crovetti, J.A.,
1985. Final Report for the Street Excavation
Impact Assessment for the City
ofBurlington, Vermont. Prepared by ERES
Consultants, Champaign, IL, June 12, 1985.
9) Simicevic, Jadranka, and Sterling,
Raymond L., 2001. Guidelines for Impact
10) Moiling. Trenchless
TechnologyCenter of Louisiana
Technological University Technical Report
#2001-03, prepared for the United States
ArmyCorps of Engineers Engineering
Research And Development Center. 19pp.
11) Simicevic, Jadranka, and Sterling,
Raymond L., 2001. Guidelines for Pipe
Ramming. Trenchless TechnologyCenter of
Louisiana Technological University
Technical Report #2001-04, prepared for the
United States ArmyCorps of Engineers
Engineering Research And Development
Center, 23pp.
12) Wilde, W. James, Grant, Carolyn A.,
and Nelson, Patricia K., 2002. Manual for
Controlling and Reducing theFrequency of
Pavement Utility Cuts. Report No. FHWA-
IF-02-064. United States Department of
TransportationFederal Highway
Administration. 173 pp.