EPA-600/2-83-064
October 1983
Environmental Protection Technology Series
DEMONSTRATION OF SEWER RELINING
BY THE
INSITUFORM PROCESS
NORTHBROOK. ILLINOIS
Municipal Environmental Research Laboratory
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati, Ohio 45268
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EPA-600/2-S3-064
DEMONSTRATION OF SEWER RELINING
Blf TOE
INSITUFORM PROCESS, NORTHBROOK, IL.
by
F.T. Driver
M.R. Olson
Driver, Olson and DeGraff
Grant No. R-806322
Project Officer
Robert Turkeltaub
Storm and Combined Sewer Section
Wastewater Research Division
Municipal Environmental Research Laboratory (Cincinnati)
Edison, New Jersey 08837
This study was conducted
in cooperation with
Public Works Department
Village of Northbroc* , Illinois 60062
MUNICIPAL ENVIRONMENTAL PZSEAPCH LABORATORY
OFFICE OF RESEARCH A.'£ DEVELOPMENT
U. S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 56268
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DISCLAIMER
Although the information described in this article has been
funded wholly or in part by the United States Environmental Pro-
tection Agency through assistance agreement number R-806322 to
Driver, Olson-Degraff & Associates, it has not been subjected to
the Agency's required peer and administrative review and therefore
does not necessarily reflect the views of the Agency and no offic-
ial endorsement should be inferred.
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FOREWORD
The Environmental Protection Agency was created because of increasing
public and government concern about the dangers of pollution to the health
and welfare of the American people. Noxious air, foul water, and spoiled
land are tragic testimony to the deterioration of our natural environment.
The complexity of that environment and the interplay between its components
require a concentrated and integrated attack on the problem.
Research and development is that necessary first step in problem
solution and it involves defining the probJem, measuring its impact, and
searching for solutions. The Municipal Environmental Research Laboratory
develops new and improved technology and systems for the prevention,
treatment and management of wastewater and solid and hazardous waste
pollutant discharges from municipal and community sources, for the
preservation and treatment of public drinking water supplies and to minimize
the adverse economic, social, health, and aesthetic effects of pollution.
This publication is one of the products of that research; a most vital
communications link between the researcher and the user community.
The work described herein was undertaken to evaluate Insituform a
method of lining sewers in need of rehabilitation. Based on an evaluation
of the results of the study using the Insituform method of lining, this
method has proved to be a viable alternative to present conventional sewer
lining methods.
Francis T. Mayo
Director
Municipal Environmental Research
Laboratory
iii
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PREFACE
The requirement by the E P A for sewer system evaluation surveys has
shown that in many cases the most cost effective approach to pollution
abatement is through sewer collection system rehabilitation. The increased
activity in sewer collection system rehabilitation brought about by the
funding of this work under various State and Federal grant programs has
necessitated the search for improved procedures. These improvements may be
in the form of advances in techniques of existing rehabilitation procedures
and/or in the development of new rehabilitation procedures.
In 1971 Insituform a state-of-the-art method of sewer and pipeline
rehabilitation was developed in Great Britain. After four years of testing
the first licenses were granted to British contractors. This was followed
in 1976 by the granting of licenses to European and Australian contractors.
In 1977 Insituform came to North America.
The interest in Insituform as a rehabilitation procedure was almost
immediate and spread quickly throughout North America. The only problem
seemed to be the lack of data as related to North American standards for
work to be performed through public agencies.
The object then of this study was to establish the feasibility and
effectiveness of Insituform lining of sewers in need of rehabilitation. The
process consists of inserting a flexible felt bag treated with a thermo
setting resin into a sewer by means of a static water head. Hot water is
then circulated in the line, thus curing the liner. The procedure in most
cases requires no excavation which is of great advantage in densely built-up
areas.
In order to obtain data two sections of Insituform were installed in a
controlled test sewer line which was in need of rehabilitation.
The ease of installation along with flow characteristics and
infiltration of the sections before and after lining were documented.
Characteristics of the final product were determined by removing in-place
sections and specimens made from job site materials to run destructive
tests. Tests were performed in an approved laboratory. The cost of this
method of sewer lining was analyzed in comparison to alternatives.
The study was limited to Insituform and did not compare it with other
methods of rehabilitation except in the area of cost and ease of
installation.
iv
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ABSTRACT
This research was initiated with the overall objective of determining
the effectivenes of a new process of lining sewers called Insituform.
Two test sections of sewer in need of rehabilitation were lined to
evaluate both the effectiveness of the liner in eliminating infiltration and
the liner's effect on the flow characteristics of the sewer. Physical
characteristics of the installed liner were tested by running destructive
tests on specimens made from job site materials.
Results of the liner installation were evaluated in terms of
effectiveness in elimination of infiltration and change in flow
characteristics/ i.e. infiltration and flow studies performed before and
after lining. Destructive test results were evaluated in terms of the
physical characteristics of the liner material, i.e. tensile properties,
shear strength, etc.
This study is the first of two studies being performed on Insituform.
This study was limited to Insituform and did not compare it with other
methods of rehabilitation except in the area of cost and ease of
installation.
The conclusions, recommendations and installation procedures described
in the text in this report should be of help to potential users in
determining the viability of this rehabilitation technique as it may apply
to their needs. This study documents the fact that the Insituform method
of lining deteriorated sewers is an effective process for eliminating
infiltration from lines, as well as improving the hydraulics and structural
integrity of damaged conduits. The economical advantages of this system are
mainly dependent upon physical conditions of each application.
This report was submitted in fulfillment of Grant R-806322 by Driver,
Olson and DeGraff, Consulting Engineers under sponsorship of the U.S.
Environmental Protection Agency and the Village of Northbrook, Illinois.
This report covers the period May 7, 1979 to September 30, 1980 and work
was completed as of March 15, 1981.
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CONTENTS
Foreword iii
Preface iv
Abstract v
Figures vii
Tables ix
Acknowledgment x
Abbreviations and Symbols xi
1. Introduction 1
2. Conclusions 2
3. Recommendations 5
4. Demonstration of Sewer Relining by the
Insituform Process, Northbrook, IL 7
Need for the Northbrook Lining Study 7
Site Selection for Sewer Lining Study by
Insituform process 12
Conditions of Sanitary Sewer to be Lined 15
Flow Data 18
Ground Water Condition 22
Infiltration 24
Flow characteristics 26
Installation of Insituform Liner 28
Physical Properties of Liner 57
Cost-Effectiveness of Insituform Liner 60
Six-Month Follow-Up Evaluation 62
Appendices
A. Statement from manufacturer (Insituform) 63
B. Laboratory Analysis, United States
Testing Company/ Inc 64
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FIGURES
Number Page
1 Test section for sewer relining by Insituform
process ............................ 14
2 Television Inspection - Log Test Section ME 12
to MH #3 ............................ 16
3 Television Inspection - Log Test Section MH 13
to MH #4 ............................ 17
4 Stage - Discharge Curves for Test Sections ........... 19
5 Trench drawdown effect ..................... 23
6 Six-inch diameter ABS rigid pipe bypassing system ....... 30
7 Service bypass system with portable gasoline
power pump ........................... 30
8 Village of Northbrook Public Works Department
performing pre-Insituform cleaning with a high
velocity water jet ....................... 37
9 Inversion tube complete with upper steel support
ring and inversion shoe being raised into place
on the inversion scaffold .................... 39
10 Inversion tube and shoe being positioned in manhole
11 Village of Northbrook hydrant and fire hose used
to supply water for the inversion ................ 42
12 Duct taped end of liner bag extending out of
inversion elbow ......................... 42
13 Stainless steel band being tightened on the outer
layer or first layer of the liner bag .............. 43
14 Preparing to lower inversion shoe with properly
banded liner bag into inverson manhole ............. 43
15 Steps in lining with Insituform ................. 44
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16 Workman on right turns on water supply valve as
workman on left restrains liner bag until
inversion head is reached 45
17 Looking at liner bag inverting in sewer. At 9:00
position, note wires from thermo-couple placed
in sewer pipe and liner 47
18 Top right shows rope wrapped around capstan and
attached to end of liner bag. Lower left shows
lay flat hose used to circulate heated water
from boiler/heat exchanger 48
19 Back of truck showing recirculation pump 49
20 Pneumatically-operated right-angle carbide tip
power saw to cut out ends of liner 51
21 A television camera lower left faces the Insitucutter
which is used to remotely reinstate the services.
The cutter is controlled by an operator who views
the cutting operation from the television van
pictured in the background 53
22 Sheeted excavation at break-in service connection
shown after lining was installed and before
service was reinstated 55
23 ABS saddle tee strapped upside down to the sewer
pipe to simulate service connection 55
24 Service connection renewed by the Insitucutter 56
25 Diagram of test setup 59
viii
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TABLES
Number EdgS.
1 Hydraulic loadings prior to rehabilitation 20
2 Hydraulic loadings after rehabilitation 21
3 Trench drawdown effect 24
4 Weir analysis of infiltration 25
5 Analysis of exfiltration 26
6 Manning roughness coefficient 27
7 Typical material properties of cured Insitufom
liner versus PVC (Type P31) 57
8 Insituform costs 60
ix
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ACKNCWLEDQtfNTS
The cooperation of Village of Northbrook, John Novinson, Assistant
Village Manager, and Village of Northbrook Department of Public Works, Jim
Reynolds, Director, is gratefully acknowledged. We are particularly
indebted to Ms. Marilyn Khedroo, Project Coordinator, for her cooperation,
active support and sustained interest in the project. The cooperation and
assistance of E P A Project Officers Robert Turkeltaub and Richard Traver
in both the development of the program of study and the presentation of the
final results is gratefully acknowledged.
The consultant expresses its thanks to the members of the technical
advisory committee.
TECHNICAL ADVISORY CCMMITTEE
James Witt Leland Gottstein
Naylor Industrial 2231 Edgewood Avenue
P. 0. Box 6507 Minneapolis, Minnesota 55426
Pasadena, Texas 77506
William Thompson Richard Sullivan
National Association of American Public Works Assoc.
Sewer Service Companies 1313 East 60th Street
123 Variety Tree Circle Chicago, Illinois 60637
Altamonte Springs, Fla.
32701
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LIST OF ABBREVIATIONS AND SYMBOLS
G — gallons
GPM — gallons per minute
GPD — gallons per day
MO) — million gallons per day
m or M — meters
on — centimeters
ran — millimeters
1 — liters
M^ — cubic meters
— cubic meters per minute
— cubic meters per day
ft — feet
in. — inches
ft3
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SECTION 1
IMTPCDUCnON
The information contained in this report is the joint effort of the
Village of Northbrook, Illinois, U.S. Environmental Protection Agency,
Insituform (Pipe and Structures) Limited, Northampton England, Insituform
East, Inc., Hyattsville, Maryland and Driver, Olson and DeGraff, Consulting
Engineers, Rockford, Illinois. Insituform Limited and Insituform East
participation in this study was limited to that of material supplier and
installer respectively.
This research program was initiated with the overall objective of
determining feasibility and effectiveness of the Insituform method of lining
sewers in need of rehabilitation.
Two controlled test sections, which required rehabilitation, were lined
with Insituform. Observations and documentation were made of the ease of
installation, as well as flow characteristics and infiltration of each
section before and after lining. Characteristics of the final product were
determined by performing destructive tests on in-place sections as well as
prepared specimens.
The description of the equipment used in the installation as well as the
description of the installation procedures, are meant to familiarize
potential users as to the adaptability of the process to their needs.
Flow characteristics, infiltration data before and after lining, as well
as physical properties of the material, are meant to help municipalities,
sanitary districts and design engineers faced with upcoming rehabilitation
projects determine the feasibility of this process for their application.
Flow characteristics, infiltration elimination data and cost of installation
considerations are discussed in this report in an effort to help these
entities in making cost-effective rehabilitation judgements.
The material properties presented herein are a result of destructive
tests made by an independent laboratory on representative test specimens,
and should be considered along with published information in designing each
project.
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SECTION 2
CONCLUSIONS
The lining of sewers in need of rehabilitation by the Insituform
process is an effective technique for eliminating infiltration and
prolonging the life expectancy of a sewer. The finished product, in fact,
will have greater structural integrity and may also have greater
flow-carrying capacity than the original sewer at the time of installation.
The fact that the in-place (in situ) liner is void of joints between manhole
structures eliminates the expectance of future infiltration or root
ir.trusion over the life of the liner materials.
This study has shown Insituform to be a viable alternative to other
more conventional sewer rehabilitation methods.
The cost-effectiveness of the Insituform product, as well as other
methods of rehabilitation, must be evaluated on an individual basis. The
results of this analysis indicate Insituform to be most cost-effective in
the following applications of conduit rehabilitation:
1. Locations where construction is very costly due to high restoration
cost of disturbed areas.
2. Areas where excavating is costly due to a high water table,
unfavorable soil conditions or extreme depth.
3. Sections in which anticipated future flow does not exceed capacity.
4. Areas where sewers are not readily accessible between manholes, or
other points of access.
5. Instances in which rehabilitation time is limited due to by-
passing requirements, and/or loss of commerce due to
disruption of surface facilities.
6. Locations where existing sewers are in such a deteriorated
condition as to render other methods of rehabilitation
impractical or impossible.
7. Areas where resistivity to chemically reactive types of waste
is required.
8. Sites in which the conduit cross-section is irregular in shape and
size, where conventional rehabilitation process will not serve
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the purpose.
Insituform is not the answer to all sewer line rehabilitation problems,
but the findings of this study certainly have to classify it as a
state-of-the-art technique available as an alternative to serve the
rehabilitation program.
Some potential disadvantages of the Insituform Process are as follows:
1. Additional cost is incurred due to the need for a thorough interior
inspection by remote camera immediately prior to repair
of that area of the pipeline.
2. A degree of expertise is required of the installer to assure that
the resins are of suitable quality, properly mixed and
cured and heated to the correct temperature.
3. The chemically treated bag, if improperly installed, may totally
block the pipeline to be repaired and require excavation to gain
access to it. A fresh lining bag would then be needed.
4. In certain types of installations, where there are lateral
connections to the pipe that is being lined, it is necessary to
curtail water service until the lining has been completed.
5. There is presently a lack of trained personnel competent to utilize
the process and perform the installations.
This study was limited to the Insituform rehabilitation technique.
Comparison to alternative lining methods included evaluation on installation
and fabrication limitations associated with: (1) cold weather; (2) length
of section; (3) access point; (4) root problems; and (5) safety hazards and
procedures.
1. Cold weather limitations for Insituform and alternative lining
methods are similar regarding the effects upon manpower and equip-
ment. Cold weather problems associated with added heat required
in the curing of the Insituform liner are less significant in the
overall process when balanced against excavation and material
handling required with other techniques, as evidenced by the lack
of lining activities in northern states during severe weather.
2. Historically, polyethylene slip-lining techniques have had the
capability of longer single runs. However, in
most cases the practical single-length sections are less
than the physically capable lengths due to associated
conditions within the actual sewer line.
3. The Insituform technique requires less area on-site than
alternatives in order to stage the lining operation.
The curing equipment can be remotely-located, but there
are practical limitations. Inversion equipment and
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materials may be transported manually to the site from a
remote location. Restoration is normally minimal and can
be performed by hand. Slip-lining can be fused remotely
and can be installed remotely with very distinct limitat-
ions. Excavation equipment is required on site for
staging pits and service reinstatement; surface restora-
tion may be considerable.
4. Tree root removal is a preferable preliminary step in all
types of sewer lining processes. The presence of roots
in Insituform and slip-lining can act to distort the
cross-sectional shape of the liner. The degree of distor-
tion, depending upon the root mass, may cause unnecessary
strains to result in the liner.
5. All lining techniques require a common sense approach
to safety which is consistent with their respective
operations and both material suppliers and manufacturers
recommendations.
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SECTION 3
RECOMMENDATIONS
The information gained during this study has answered many questions
with regard to the use of Insituform in sewer system rehabilitation
programs. This review has also shown the need for additional, more detailed
analysis beyond the scope of this report. A study should be undertaken to
examine the relative success or failure of existing Insituform installations
nationwide, to develop a general assessment of this innovative
rehabilitation technique. Head to head comparisons with other
rehabilitation methods, considering costs, results and environmental impact
should be studied as a minimum.
The development of standard specifications for Insituform lining, or a
guideline for the preparation of said specification should be undertaken,
with cooperation between material suppliers, installers, engineers, and
public agencies. As a part of the guidelines for these specifications,
design concepts should be made available to prospective users. Many
potential users of Insituform lining are reluctant to consider the product
because of the limited historical data available on United States
installations.
Additionally, the flow carrying characteristics should be studied in
more detail so that the flow carrying characteristics of the finished
product can be accurately predicted.
Safety standards related to all phases of the installation procedures
should be developed. Insituform installation procedures as with other sewer
rehabilitation techniques require working under many adverse conditions such
as: nighttime operations, areas not readily accessible, undesirable
climate, and all other hazards associated with underground construction,
i.e. caving, and damage to existing utilities.
Observations made during the Northbrook installation indicated that
surplus resin penetrated existing joint material. The stabilizing effect of
this resin on porous joint material should be determined by appropriate
laboratory testing.
Insituform and other rehabilitation techniques presently in use are
limited, in most cases to mainline sewers. There is growing evidence,
substantiated by the fact projects in many cases have not achieved their
predicted infiltration and inflow (I/I) reductions, that rehabilitation of
mainline sewers is causing a migration of the I/I problem to the house
lateral, or that a significant portion of the problem in fact emanates from
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the lateral. Other causes of I/I overestimates could also be attributable
to ground water level changes, faulty estinates of the effectiveness of the
rehabilitation project, or infiltration migration.
Rehabilitation of house or service connections has some problems not
present in mainline sewer rehabilitation in that they are in most cases
accessible at only one end, are of small diameter, and require working and
excavating on private property.
A study of house or service connection rehabilitation by Insituform
should be undertaken to determine if it can become a cost-effective
solution.
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SECTION 4
DEMONSTRATION OF SEWER RELDJING
BJf THE
INSITUFOIW PROCESS, NDRTHBROCK, IL.
NQREHBIOOK SEWER RELINING STUDY
Many communities and sanitary districts throughout the nation are
finding it exceedingly difficult to meet new, more stringent stream quality
criteria, to maintain existing facilities, and t.o satisfactorily service new
and existing customers with present revenues.
If this shortfall of required funds continues, it may pose a public
health hazard to present and future generations. Oily through a series of
carefully administered cost-effective programs can we expect to assure the
safety of our future environment. In short we must get the maximum benefit
out of each dollar invested.
Sewer system evaluation surveys have in many cases shown it to be more
cost-effective to remove from sanitary collection systems extraneous water
sources than to transport and provide treatment for this infiltration and/or
inflow. Removal of clear water from the sewers in most cases is
accomplished by rehabilitation of various components of the wastewater
transportation network.
The rehabilitation of sewer collection systems may include one or all of
the following techniques:
1. Grouting of deteriorating or leaking pipe joints.
2. Pressure grouting of manhole leaks.
3. Point replacement of cracked or structurally-failed
sections of pipe.
4. Total line replacement.
5. Manhole rehabilitation by repairing and sealing.
6. Manhole replacement.
7. Sewer lining (slip-lining, Centri-line method, Insitu-
forming).
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8. Replacement sewer construction.
9. Disconnection of illegal connections.
10. Control of root intrusion.
No one technique is best suited for all situations and circumstances.
In order to select the technique best suited to a specific need the
advantages and disadvantages of each must be carefully considered taking
into account their respective benefits and costs.
Grouting
Grouting is the placement of acrylonitrile gel, urethane foam, hydraulic
cement, or other acceptable material on/ in, or outside of a sewer pipe
joint for the purpose of preventing exfiltration, infiltration, and the
intrusion of soil or roots through defective joints.
Grouting techniques generally offer the following advantages relative to
other methods:
1. Most leaks in pipe joints can be sealed oy one of the
above mentioned grouting methods.
2. Many of the materials used in grouting are flexible/ and
therefore sane movement of sealed joints can be accommodated
without destroying the integrity of the seal.
3. Some grouting materials create impervious masses outside
the joint by saturating and stabilizing the backfill,
and therefore continued movement of improperly supported
pipe may be arrested.
There are, however, certain limitations and disadvantages of the
grouting technique:
1. Some grouting materials show signs of deterioration and
shrinkage after repeated periods of wet/dry cycles,
rendering the joint susceptible to infiltration.
2. Continued movement of pipe beyond flexibility limits of
the grout material may cause seal failure.
3. Grout material adds little or no structural strength to
the pipe joint.
Pressure Grouting flf M.a.nhQ.lfiS
Pressure grouting of a manhole is effective when the area of
infiltration entry is small and well defined. Pressure grouting is a quick
and economical method of eliminating infiltration because all work can be
done at one time with a single crew and setup. Pressure grouting should not
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be used where infiltration entry is not well defined or where the sealing of
one entry point would merely divert the infiltration to another point.
Point Replacement
Point replacement of cracked or structurally failed sections of pipe is
the actual excavation, removal, and replacement of a limited number of pipe
sections within a given stretch of line between two manholes. Point
replacement in most cases is limited to a nominal length of sewer pipe,
which generally is some multiple of the length of a single section of pipe.
In many cases a given length of sewer between two manholes is in good
condition except for one or two pipe sections that have failed. In this
case the most cost-effective rehabilitation method is to locate and repair
only the deteriorated sections. The repairing of only the defective section
not only reduces the rehabilitation cost, but also can be done with the
least possible disruption to surface conditions, and in many cases requires
no bypass pumping or interruption in service. Point replacement does,
however, require accurate location of defective sections by internal
inspection prior to any excavation, and normally has a high cost per unit
length restoration.
It is also very important when doing point replacement to extend the
work to a length that insures that the entire failed stretch of pipe is
replaced. Point replacement must also correct the cause of the failure.
Many times existing bedding must be stabilized, and well-compacted, granular
backfill installed.
If there are a number of point replacements in a given stretch of sewer
line it may be more cost-effective to perform total replacement between
manholes. Total replacement is the excavation of an entire stretch of sewer
line extending between one or several pairs of manholes.
Provided the design and installation techniques used for repair are
proper, the total replacement of a line provides the opportunity to correct
the reason for the original failure and assures the total rehabilitation of
the line.
The cost of this method of rehabilitation may far exceed that for normal
new construction because the area probably has become built-up over time,
thus necessitating immense restoration costs; also, service connections must
be handled live, and upstream sewage must be bypassed.
an(^ sealin
Manhole rehabilitation by repairing and sealing may consist of one or
more of the following structural repairs: (1) manhole rim and lid
adjustment or replacement; (2) step replacement; (3) invert and bench
repair; and (4) repair and sealing of manhole walls.
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Rehabilitation of existing manholes is relatively inexpensive, creates
minimal disruption within the environment, and can usually be done by a
small local contractor or municipal forces. This alternative of
infiltration control can be very effective in eliminating significant
amounts of clear water at low unit costs. Normally all work can be done
without sewer flow interruption.
Manholes if properly rehabilitated should be expected to have a useful
life similar to the sewer system. Manholes in heavy traffic areas may need
continual maintenance due to vibrations caused by the traffic. Minor
manhole rehabilitation is a means of buying time until total replacement of
the unit is necessary.
Manhole Replacement
Manhole replacement is the removal of an existing structure and
replacing it with a complete new unit. This permits the contractor to
correct or allow for the factors which initially contributed to the manhole
failure. New materials and construction methods should result in a better,
longer-life manhole than the original unit was when it was first installed.
Sewer T.lning
Sewer lining by slip-lining/ Centri-line method, or Insituforming is the
placement, by sane means, of a new material within an existing deteriorated
sewer. When completed, the technique causes the existing conduit to nave a
complete new internal surface, with much different flow properties due to
changes in the pipe-roughness and hydraulic cross-section. The disruption
to the surrounding surface is inherently minimal in this operation; cost is
less than that associated with replacement. The new line normally is much
smoother and is impervious to root growth, which assures future integrity of
the sector. However, the problem remains that excavations must be made at
each service connection for the purpose of making reconnection, except in
the case of Insituform where the service connection is renewed by a remotely
controlled cutter.
Sewer lining may not be used in pipe where sections have protruding
service taps or are collapsed to the point that the lining material is
prohibited from passing until point repair is performed. Reduction to
inside diameter of the lined pipe may reduce the capacity of the pipe
depending upon reduction and the uiproverrent in the smoothness of the
conduit. Sewer lining is a very specialized field, and therefore
contractors and competition may be sonewhat limited in sane geographic
areas.
Insituform, a relatively new method of sewer lining in the United
States, appears to be a "state-of-the-art" improvement in sewer
rehabilitation. It is felt by sane that current methods of lining sewer,
while effective in eliminating infiltration, are not satisfactory for other
reasons, such as reduction in hydraulic capacity as well as the
inconvenience associated with slip-lining. Staging requirements for
slip-lining necessitates excavation for both liner insertion and service
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reinstatement. Inaccessible areas or areas where restoration costs are
prohibitive are not suitable for slip-lining. Small diameter pipe size
limitations for the Centri-line method restrict the satisfactory use of this
current lining method. Insituform has the major advantage of generally
requiring no excavation and therefore, very little restoration in the
installation process, even in the course of reinstating lateral connections.
In densely populated areas, under permanent structures, on the backs of
property lines, or in roadways where surface restoration costs or techniques
are prohibitive it would seem that a cost convenience savings could be
realized over the conventional slip-lining procedure, while at the same time
creating negligible disturbance to traffic, working environments, and
existing surface features. Conventional pipe lining methods are
economically advantageous in lines where carrying capacity is not critical
and where there are not a significant amount of taps.
There are several reasons to feel that this system of relining sewers
deserves further attention. As previously stated, due to the fact that
Insituform lining typically requires no excavation, it appears to be
generally competitive in overall cost with standard polyethylene liner
installations, especially in built up areas where there are numerous service
taps. Further in line with this "no-excavation" concept, inconveniences due
to traffic control and rear-yard excavation can be virtually eliminated.
This process, in effect, creates a new pipe within the existing one;
thereby, lending a degree of structural integrity to the outside conduit.
Since the material installed in the lining work is very thin (1/8 in. [3
mm]—3/4 in.[18 mm]) and molds itself under a static hydraulic head against
the walls of the existing sewer, there is virtually no reduction in line
size. This fact, coupled with the increased liner smoothness, may result in
an increase in the capacity of a section. The absence of an annular space
between the existing pipe and the liner precludes any infiltration from
being conducted along the space to the downstream manhole. This occurrence
is quite prevalent with a polyethylene liner installation. For a typical
section of 12 in. (30 cm) diameter sewer, a 10.75 in. (27.3 on) O.D.
polyethylene liner would be used, thus creating an annular space of .625 in.
(1.6 cm) between the liner and sewer; this, coupled with an approximate wall
thickness of 0.4 in. (1.0 cm) significantly reduces the cross-sectional area
of the conduit. As mentioned in other sections of this report, ground water
may migrate along paths of reduced flow resistance (trenches, etc.),
manifesting itself in the form of infiltration in downstream manholes and
service lines. Therefore, manholes and services should be rehabilitated as
part of a total project.
Present Insituform installations in the United States range in size from
4 in. (10 cm) through 36 in. (92 cm) and vary in lengths from 80 ft (24 m)
to 500 ft (150 m) for a single inversion. Size limitations are those
imposed by economics and physical material properties and handling
requirements. Smaller diameter inversions require greater inversion heads
of pressurized inversion while progressively larger diameters require
greater boiler/heating capacities and larger diameter inversions also
require mechanical assistance in handling the bag because of the weight of
the bag and resin. Restrictions caused by manhole rings can be a problem in
11
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Inversions for sewers greater than 18 in. (46 can) in diameter because of the
necessity of getting a rigid inversion elbow down into the manhole. This
problem can be surmounted by removing the ring and upper section of the
manhole or by using top inversion procedures which do not require an
inversion elbow.
Insituform can be custom-designed for each application. The dimensions
of the "bag" can be designed per section; the lining can conform to any type
of configuration, whereas polyethylene liners are generally restricted to
circular cross-sections. The heat sensitive polyester resin, which in the
Insituform method is impregnated into the felt bag, can also be custom
designed to resist a wide range of chemical environments.
One of the chief disadvantages of the Insituform process is the limited
number of licensed installers in the United States. Although the
European-born process has been in the United States well over three years at
present there are only three installers currently licensed by the parent
firm, Insituform International. There has been some talk by Insituform
International that a nationwide licensing program is to be forthcoming in
the very near future. At present, however, Insituform installation is
limited to selected areas served by the three installers, consequently the
vast majority of installations are in the central, eastern seaboard states.
The physical properties of Insituform as installed have not been well
documented in this nation, and with the lack of a long history of successful
installations many public agencies and potential users have been reluctant
to consider its use.
Another disadvantage presently associated with this technique is that
there are no standard specifications for product installation and materials.
This makes it quite difficult for engineers to either specify Insituform or
inspect the job performance with adequate assurances.
fiJTq ffiTJTTTOM FOR SEWER LINING STUDY By INSITOFORM PROCESS
The selection of a site for this project was based upon finding a
community located in a densely populated area where rehabilitation
requirements had been demonstrated by means of an approved Sewer System
Evaluation Survey to be cost-effective. The community also had to be
willing to commit capital and manpower in order to sponsor the program.
Northbrook, Illinois, which is a suburb located northwest of Chicago,
agreed to pursue this endeavor by applying for Federal participation
regarding the study funds.
This community, along with fitting the above description, has been
actively engaged in bringing their sewer system into compliance with State,
Federal and local discharge requirements.
Northbrook next met with their Engineer to select a section of sewer,
which had been previously determined by the Village Sewer System Evaluation
Survey to have excess infiltration, such that the rehabilitation of said
12
-------
section would be cost-effective through a relining procedure. The two most
inportant criteria used for selecting the study section was that it be in an
area which normally experiences extended periods of high ground water, and
that the actual conduit is deteriorated to the extent that clear water may
freely enter.
Typical physical conditions of the sewer pipe in the test section were
offset joints, leaking joints, sags, radial cracks, lateral cracks, and
multiple cracks. The study section was selected such that flow and
infiltration quantities would be accurately monitored and documented both
before and after the liner was installed. Special consideration was given
to accessibility of the site for the purposes of installation and
observation by interested parties during the inversion operation. This last
requirement precludes any site selection on private property and/or
rear-yard easements.
After reviewing several sites, the final selection was made to use a
535 ft (175 m) section of 12 in. (30 on) diameter sanitary sewer depicted in
Figure 1, located on Skokie Highway, on the easterly boundary of Northbrook.
The line rehabilitated is located midway between the edge of pavement and
the west property line in a grass swale.
13
-------
NOTE COOK CO HIGHWAY DEPT HAS NO
RECORDS OF STORM SEWER AS SHOWN
2-12 AR CULVERTS
(SO en)
432'- 12" DIA. O.27 %
PROFILE <'30 m - 30cm)
Figure 1. Test section for sewer relining by Insituform process.
-------
CONDITIONS OP SANITARY SEWER TO R^
Historical data from the Village of Northbrook records indicated this
12 in. (30 cm) sanitary sewer was installed in 1962 by a private contractor.
The Village policy regarding Public Works projects at that tine did not
require full time inspection by Village forces during construction.
Interviews with municipal employees of the period, along with the exposure
of services for the Insituform installation, has given a good idea of
construction conditions encountered by the original contractor. The area
then, as it is today, was subject to extended periods of high water table.
The sewer was constructed directly under a marginally sloped roadside ditch
in which standing water is common. Average water table is consistently 6
in. (15 on) above the top of the sanitary sewer pipe. Unfortunately during
the testing period the ground water table was relatively low. In addition
to the high water table, the soil conditions in this location vary widely
from clay to silty loam, with clay the predominant layer providing bedding
for the sewer. This soil condition along with the high water table would
tend to make proper trench bottom conditions difficult without improved
bedding. Available records and site evidence do not indicate that improved
bedding was called for or used during the laying of this sewer.
The present area served by the two test sections consists of both
residential and commercial users. Typically the sewer flow ranges from 360
GPM (1.4M3/min) to 580 GPM (2.2M3/min), but Village employees have witnessed
considerable surcharging events through this stretch in the recent past,
closely following precipitation.
Prior to making the internal inspection of the sewer, preparatory
cleaning was performed by the Village of Northbrook Public Works Department
forces using a high pressure water jet. The materials cleaned from each
section were trapped at the downstream manhole and removed. Investigation
of the material removed from the conduit showed the presence of clay tile
fragments from upstream breakages and granular material which may have been
roadway debris or sane sewer backfill material.
After the sewer was cleaned sufficiently to allow a representative
picture, each section was inspected by means of closed-circuit television
system. Internal inspection revealed that the pipe in the test section had
many offset and pulled joints which were sources of visible infiltration, as
well as radial and longitudinal cracks in many locations. Some sections of
conduit were cracked to the extent that they were rendered structurally
unstable. When the internal inspection video-tapes were compared with the
earlier tapes of the sewer, which were made some three years earlier during
the Sewer System Evaluation Survey, it was realized that conditions had
significantly worsened during the intervening period. The condition of the
sewer had deteriorated to the extent that there were sections that were no
longer circular. Copies of the TV logs are included in Figures 2 and 3.
The theoretical capacity of the existing 12 in. (30 cm) diameter vitrified
clay pipe, which has a measured slope of 0.0026 ft per L.F.(.26%), as
determined using the "Clay Pipe Engineering Manual," published by the
National Clay Pipe Institute, is approximately 1.1 MO) (4070 M-VD).
15
-------
JOB NO
TELEVI
79-2O12
VIDEO TAPE NO. TAPE »\ SEC 4 OPERATOR AL GERBER
SION INSPECTION REPORT (FIELD
INSITUFORM RELINING NORT
FROM MANHOLE "A" NUMBER; 2
COPY)
HBROOK
LOCATION; LAUTE" CHEM. NORTH DR.
TO
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Figure 2. Television Inspection - Log Test Section MH #2 to MH #3
-------
JOB NO
TELEVI
79-2012
SIGN INSPECTION REPORT
VIDEO TAPE NO. TAP? Jl xrr in CPERATOR AL GERBER
(FIELD
INSITUFORM RELINING NORTHBROOK
FROM MANHOLE "A" NUMBER: 3
LOCATION:
TO NANHOL
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Figure 3. Television Inspection - Log Test Section MH #3 to MH #4
-------
This theoretical capacity is based upon the following assumptions:
1. Sewage is considered to have same flow characteristics as
water.
2. The sewer is assumed to have uniform flow conditions.
3. The sewer is classified in hydraulic terminology as an open
channel.
4. The slope and cross-section of the line is constant
throughout.
5. The roughness of the line is constant throughout and the line
is assumed to have a roughness coefficient of 0.013.
The actual capacity of the test sections are reduced somewhat due to
isolated inconsistencies, such as root intrusions, offset joints, broken
pipe, invert deposits, alignment variations, etc. Results from the limited
number of measurements were scattered. Therefore, the actual Manning "n"
was assumed to be 0.014, giving a section capacity of 1.0 MO) (3800 M3/day).
FLOW DATA
In an effort to obtain typical hydraulic loadings of the test section
NB instruments, Model GR portable flow meters were installed in the upstream
(MB 2) and downstream (MH 4) manholes for a period of two weeks prior to
liner insertion, and then reinstalled for a period of two weeks after the
rehabilitation was performed (see Figure 4). Each meter was continuous
reading and recording on a seven-day strip chart. The depth readings from
the strip charts were converted into flow quantities using Mannings Equation
(detailed on page 25, after physically field determining the flow
cross-section and slopes of each line. Daily Average Flows (DAF) and Peak
Daily Flows (PDF), along with daily contributions from sewer users tributary
to the test segments, are presented in Tables 1 and 2 of this report. These
Tables indicate the monitoring results both before and after Insituform
lining. As can be seen from these Tables the DAF through the test sections
ranges between 0.25 (925 M3/D) and 0.4 MO3 (1480 M3/D) with daily peaks
reaching approximately 0.8 MOD (2960M3/D). The meter readings at the
upstream manhole were taken to be representative of DAF due to the fact that
a large watermain leak was detected within the test section during the
project. Flows from services within the test segment were monitored on a
daily basis over the project period by Village of Northbrook staff.
18
-------
[6475]
1.50
[5550]
1.25
[4625]
a
2 1.00
H3700]
a
i
Cd
= 0.75
^[2775]
M
a
0.50
[1850]
0.25
[950]
STAGE-DISCHARGE CURVES
12 in. (30 cm) Dia. Sewer
n=0.008
LEGEND
MH 2-MH 3 (PRE)
MH 3-MH 4 (PRE)
MH 2-MH 3 (POST)
MH 3-MH 4 (POST.)
0 24 6 8 10 12
[5.08][10.16][15.24][20.32][25.40][30.48]
DEPTH OF FLOW (in.)[cm]
Figure 4 Stage-Discharge Curves for Test Sections
19
-------
TABLE 1. HYDRAULIC LOADINGS PRIOR TO LINER INSERTION
INSITUFOHH STUDY
SEPT.
1979
27
All
PART
FLOW
.4OSO
3506
3779
M »«.
round.
SLOPE
253
253
•»53
253
*•
\
253
a
CAPACITY
HGD
1663)
990(1663)
990
99O
1663)
990(36631
990(3663)
99O(ICS3)
be Inflated d
eadl
I «atrl
ACTUAL FLOW
HGD (DAF)
4010(14031
4OIOI 1483)
40)0(1*831
3203(11«S1
3741(1384)
32031)185)
HI
25131929)
quant It
lei
by village or
•
GAGING STA - HH 4
.55
55
54
52
65
~7T
09
64
lea
Nort
PART
FLOH
6213
575O
5750
S64O
5200
7600
724O
6000
8160
724O
over
SLOPE
27
27
27
27
27
27
27
27
27
27
27
27
lewer
staff
CAPACITY
NGO
1 OS44(37
-------
TABLE 2. HYDRAULIC LOADINGS AFTER REHABILITATION
POST-INSITUFORH INSITUFORM STUDY
DATE
OCT
1979
10
11
12
13
It
15
16
17
l«
19
2O
21
22
21
24
25
27
26
30
11
NOTE
42AO
Jl_
Q
2*
26
26
27
29
32
12
1O
12
3»
11
.35
31
.28
27
32
10
26
36
36
26
X»
_»ii-
•'y
HQ ST
PART
FLOK
PACT
.115
166
166
166
155
17<
206
.206
165
211
215
2 2O
2*1
196
. I6B
.155
2O6
165
126
zee
266
166
irouru
M/C i
• MH 2
SLOPE
I
.251
251
2S3
251
251
251
253
253
251
451
24J
251
251
253
.251
253
251
2S3
2S1
243
253
233
l !
1 6U1I393II
1 601(3911 I
1 603(5931 )
1 6OK591I )
1.601(5911)
1 6OK591I)
1 601(59)1)
1 603(5911 )
1 603(5911)
1 601(5911)
1 6OK5931)
1 603(5911 )
reading* lakei
d Iron pluggli
ACTUAL FL#K
•400 (DAf)l
'Ml D*YI
' 2966(10971
2691(996)
26*1(996)
2691(996)
2*65(919)
2769(1011)
3334(1233)
3134(1233)
296611097)
113411211)
3167(1191)
3I6MI 191)
352MI1OO
3975(1470)
3142(1162)
2691(996)
24(5(919)
3134(1231)
2966(1097)
2052(759)
4617(1706)
4617(1706)
2691(996)
by Village ol
g of p«rforal
OACINC STA - M>
•5-
36
16
39
19
16
i4
3O
32
29
26
26
1O
12
32
UfIS
PAHT
FLOH
F*CT
266
266
103
3O3
266
215
165
206
174
166
126
165
206
2O6
SLOPE
*
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
27
1 4,
CAPACITY
MOD
(M3/DAY)
1 656(6127)
1 65616127)
1 656(6127)
1 656(6127)
1.656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1 65616127)
1 656(612')
1 656(6127)
1 656(6)27)
1 65616127)
1 656(6127)
1 656(6127)
1 656(6127)
1 656(6127)
1.656(6127)
ACTUAL FLOW
HSDlDAF)
(M3/DAY)
4769(1764)
4769(1764)
5016(1656)
5016(1656)
4769(1764)
3892(1440)
10641 11 11)
1444(1274)
2661(1065)
2762(1029)
21201764)
1064(1111)
1444(1274)
r LOW
DIFF
HOD*
(Ml/HAV)
Ieojio6/v
1415(510
1231 (462
1251(462)
1242(459
OO63I3O)
0076(26)
O75I 1 J77
0196(136
0552 1 2O<
0946(31 3
1012(174
11711414
SERVICE
FLOH
MGOxlO
(H3/DAV)
.650(2)
1 07(1)
1 230(4)
i. 110(7)
1 0/0(3)
1 740(6)
1 160(4)
1 420(5)
1 900(7)
1 220(7)
1 640(6)
INFILTRA-
TION
MOD
(Hl/DAY)
1796501664)
14243(526)
123670(456)
-.0104101361
- OO667OI32)
073160(271 )
O3642OO42)
0566201 20<
1I92OO1441
.116520(411
•£
STO'
34
.36
71
38
16
44
46
46
.41
.42
44
39
36
.54
49
.49
46
47
.51
44
55
5O
.62
Sfl°J'
.59
52
51
51
49
.46
52
54
52
51
51
41
12
12
•OTH
gft°i'
6O
62
57
6O
«
SO
S2
6O
57
95
BO
96
Sfl0?'
136
126
121
121
««
>M
1*1
116
126
126
116
121
FALL
O
O
O
0
O
O
0
0
O
O
O 1
O
0
o
0
O
0
O
0
O
0
O
I °
DRIVER OLSON AND O1GRAFF •
1 MVIN1H •!«••! '
MOCMFOHO IIUMO1S «IIO« '
K>
* MOST LIKELY DUE TO MANHOLE INFILTRATION.
-------
Previous to lining/ significant wee weather precipitated flows which
initiated surcharging, thereby indicating flows in excess of 1.0 MGD (3800
M3/D). Intermittent problems with the meters prohibited truly accurate flow
data/ but did give an indication of the effectiveness of the technique in
reducing infiltration within the test section. Investigations of the meters
revealed at times that the arms on the units would periodically stick, and
that debris would occasionally hang up on the float, thus creating erroneous
readings.
Daily flow metering of the test section prior to rehabilitation
indicated infiltration within the test section varying from 0.17 MOD (629
M3/D) to 0.54 MGD (1998 M3/D). These values are very large for an I/I
contribution on a segment of this length. They can be chiefly attributed to
a large watermain leak previously mentioned flowing almost unrestricted into
the sewer. Also/ the accuracy of the flow metering devices is a factor.
There were no inflow sources detected within the test sections. So that
before-and-after infiltration tests might be more meaningful/ the Village
officials agreed not to repair the watermain leak until after all flow
monitoring was completed.
Flow metering data compiled under ground water/ time/ flow and weather
conditions similar to before lining showed infiltration after sewer lining
with Insituform to range from 0.18 MGD (666 M3/D) to a negative value of
-0.12 MGD (-444 M3/D). The accuracy of the flow metering devices makes
these relative differences highly questionable. However/ the data in Tables
1 and 2 indicates a reduction in clear water flow. The detailed I/I tests
performed manually at the site directly before and after the rehabilitation
program are much more representative of the actual effectiveness of the
technique.
GROUND WATER CONDITION
To relate the interdependence between infiltration and relative ground
water elevation in the study areas, daily records were kept by Village
forces of the ground water depths during the same period that flow
monitoring was in progress.
Ground water gauges were installed at the extremities of the test
section, two at MH 2 and two at MH 4. The purpose of installing two ground
water gauges at each extremity was co determine the well-point effect that
occurs in the ground water table when a trench backfilled with relatively
permeable material acts as the means to conduct ground water into a
perforated conduit (badly disjointed and broken pipe) in which it is carried
away with the wastewater. Theoretically the further from the trench that
the ground water is measured, the shallower should be the reading; thereby,
evidencing a movement of ground water toward the trench (Figure 5). To bear
out this theory one ground water gauge was placed in the manhole, with a
corresponding unit placed some 15 ft (4.6 m) from the manhole measured
perpendicular to the trench line. Data collected (Table 3) indicated that
indeed the well-point-draw down phenomena does occur in this situation even
though granular bedding was not used in the installation of the main and
in-place material was apparently used as backfill. In some cases the
22
-------
elevation of the ground water surface at the manhole was more than 2 ft (61
cm) lower than that 15 ft (4.6 m) remote. This condition can be attributed
to the reduced compaction of the backfill material coupled with the
restratification of the in-place material during backfill operation.
Excavated Material
Ground Water Table
Granular Backfill
7 Sewer Pipe
Granular Bedding
Figure 5. Trench Drawdown Effect
23
-------
•typically during the period of flow data collection, the ground water
was over the crown of the sewer by 1 ft (.3m) at MH 2 and 2.5 ft (.75 m) at'
the downstream manhole. This information is presented in Tables 1 and 2,
but the level does not fluctuate to the extent that its effect upon the
infiltration in the test section would be a meaningful relationship;
therefore, a graph of this relationship is not included.
Table 3. TRENCH DRAWDOWN EFFECT
DATE
1979
9-18
9-22
9-24
9-26
9-28
10-16
10-18
10-22
10-24
10-26
GROUND
WATER
ELEV.IN
MANHOLE
NO. 2
88.24
88.44
89.31
89.04
88.55
88.84
88.89
88.92
88.92
89.09
GROUND
WATER
ELEV.
REMOTE
90.24
90.24
90.91
90.74
90.65
91.24
90.49
90.32
90.32
90.49
DIFF. IN
GROUND
WATER
ELEV.
2.0
1.8
1.6
1.7
2.1
2.4
1.6
1.4
1.4
1.4
GROUND
WATER
ELEV.IN
MANHOLE
NO. 4
90.10
90.20
90.20
90.10
90.20
91.06
90.50
90.50
90.60
90.65
GROUND
WATER
ELEV.
REMOTE
90.83
91.00
91.08
91.08
91.08
91.66
91.25
91.33
91.83
91.41
DIFF. IN
GROUND
WATER
ELEV.
0.73
0.73
0.88
0.98
0.88
0.60
0.75
0.83
1.23
0.76
All measurements are in ft. To convert to m multiply by 0.305.
INFILTRATION
in an effort to determine the effectiveness of the Insituform technique
upon infiltration sources, the following methods of study were implemented,
taking note that due to conditions that prevailed, different approaches were
used in each test section.
On the upstream test section from MH 2 to MH 3, the upstream manhole
was plugged and a 90 degree V-notch weir installed in the downstream
manhole, also service taps in the stretch were plugged and the flow bypassed
downstream. After the flow over the weir stabilized, flow measurements were
taken at seven-minute intervals with the average pre-lining infiltration
being approximately 19,500 gallons daily (74 M3/D) (Table 4). The ground
water at MH 2 during this analysis was some 13 in. (33 cm) over the crown of
the outlet piper this being much lower than during testing periods shown in
Tables 1 and 2. This data would seem to be more reliable than that
monitored and recorded prior to and after the demonstration due to the total
section isolation; note that the infiltration value shown here is only for
the sewer between MH 2 and MH 3, and that shown in Tables 1 and 2 is for the
entire section. As previously stated, the vast majority of the measured
clear water in this segment was due to a watermain leak near MH 3. Because
24
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of the limited time (some two hours) which was available from the initiation
of the bypass operation until the insertion of the Insituform liner, it was
not possible to establish a functional relationship between the amount of
rainfall, ground water depth and clear water flow in the sewer.
TABLE 4. WEIR ANALYSIS OF INFILTRATION
STK
PRE-LINING (OCT. 2, 1979)
TIME
9:53 a.m.
10:00 a.m.
10:07 a.m.
10:15 a.m.
10:20 a.m.
Ground
water
above
crown
INFILTRATION BY
WEIR GPD(M3/D)
36,000(137)
25,500(97)
19,500(74)
19,500(74)
19,500(74)
1.08 ft (.32m)
JMJH MH2 - Mflj
POST-LINING (OCT. 4, 1979)
TIME
2:24 a.m.
2:52 a.m.
2:59 a.m.
3:07 a.m.
3:15 a.m.
1.20 ft(.36m)
INFILTRATION BY
WEIR GPD(M3/D)
Flow was not
measurable —
100 (.38)
After this test section was lined and just prior to the discontinuation
of bypass pumping, similar procedures to those described in the previous
paragraph were used in developing a post-Insituform value of infiltration
within the section. Barely a trickle was noted over the weir during the
second battery of tests, with the clear water contribution estimated at less
than 100 GPD. Since the service connections had not yet been cut and
reconnected to the main, it was deduced that the infiltration noted was
coming from seepage through the walls, bench, and pipe entrance and exit
areas of MH 2.
Test section 2, downstream of that described in the previous paragraph
and between MH 3 and MH 4, was tested by means of exfiltration tests. The
reasoning behind the performance of this type of test was that a badly
damaged storm sewer in this area was drawing the water table down
significantly. Efforts to obtain records or plans of this storm sewer
proved fruitless. Attempts to artificially increase the elevation of the
water table by sprinkling failed. Therefore the section between MH 3 and MH
4 was filled with water by plugging the downstream manhole as well as MH 3
and filling the section from a fire hydrant while normal flow was being
overpumped. By measuring the decrease in the water level over time in MH 3,
it was determined that the pre-lining value for exfiltration was
approximately 3800 GPD (14.06 M3/D)(Table 5).
25
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STUMl
PRE-LINING (OCT. 2, 1979)
Tine
11:05 a.m.
11:20 a.m.
11:35 a.m.
11:40 a.m.
11:45 a.m.
11:55 a.m.
12:10 p.m.
Water
Level in
MH 3
above crowr
ft(m)
3.00C.90)
2.50(.75)
2.15(.65)
Refill MH
3.00C.90)
2.60C.78)
2.33(.70)
Exfiltra-
tion Rate
GPD(M3/D)
3900(14.4)
3643(13.5)
ZHMH 3— MH 4
POST-LINING (OCT. 4, 1979)
Time
3:35 a.m.
3:50 a.m.
4:05 a.m.
4:20 a.m.
4:35 a.m.
Water
Level in
MH 3
above crown
ft(m)
3.00(.90)
3.00(.90)
2. 93 (.88)
2: 90 (.87)
2. 88 (.86)
Exfiltra-
tion Rate*
3PD(M3/D)
274(1.01)
Ground water Not Measurable
Not Measurable
*Most likely leaking through manhole structure.
Post-lining studies, of an identical nature, showed that exfiltration
reduced significantly to approximately 270 GPD; most of this exfiltration
probably occurred within the manholes.
Studies conducted after the Insituform was cured uncovered several
visible artesian leaks within the manholes displaying the migration of
ground water along the main line to these structures. It would be prudent,
therefore, to include coincident with Insituform sewer lining rehabilitation
of defective manholes, if possible.
FLOW CHARACTERISTICS
As part of this study, flow characteristics of the sewer prior to and
after lining were determined; Manning's Roughness Coefficient (n) was
calculated initially for the deteriorated test sections, and then
recalculated after the sections were rehabilitated to establish the inproved
smoothness of the bore. The testing procedure utilized the Manning Equation
as defined below:
0= A l*4fifi Sl/2 R2/3, where
n
Q represents the rate of discharge measured in cubic feet
per second, a known quantity in this test.
A is the area of the wetted cross-section of the pipe mea-
sured in square feet, a measured quantity in this case.
n is a coefficient which is used as a measure of the
26
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interior surface roughness of a pipe, known as Manning
Roughness Coefficient, and was determined by this analysis.
S represents the slope of the energy gradient of the line,
which in this case was assumed to be the same as the
slope of the conduit measured in feet of drop per running
foot of pipe. Parameters to determine this were measured
in the field.
R is the hydraulic radius of the wetted cross-section of
pipe, arrived at by dividing the wetted cross-sectional
area of the flow by the wetted perimeter of the pipe.
Detailed analysis of the before-and-after flow properties of the lines
were not performed during this study; such determinations are to be more
exhaustively analyzed under a future program. For the purposes of
comparison of "n", the following method was implemented to give
representative values for the parameter.
Prior to and after lining the test sections, .the sewage flow was
bypassed around the segments. Known quantities of water from the public
water system varying in discharge from 110 to 280 GPM ( .42-1.06 M^/Min. )
were then metered separately by means of a recently-calibrated 2.44 in. (6.2
cm.) hydrant meter into each test section, and the depth of flow measured
with a thin stainless steel scale at one-minute intervals in the downstream
manhole. The flow introduced into each segment was increased half way
through the test to determine the effect on the roughness coefficient "n".
The results obtained from the Flow Properties test are displayed in Tables.
Reduction of the raw field data resulted in the following values for
roughness coefficient of each test section both before and after lining:
TABLE 6. MANNING ROX3TOESS COEFFICIENT
Pre-Lining
Stretch
M.H.2-M.H.3
M.H.3-M.H.4
Post-Lining
Stretch
H • u • 2 rl • n • J
M.H.3-M.H.4
Slope %
.253
.270
.253
.270
Test Flow
GPM(M3/Min.)
180 (.68)
250 (.95)
110 (.42)
200 (.75)
160 (.61)
280(1.06)
100 (.38)
280(1.06)
Average Flow
Depth in. (cm.)
3.0(7.62)
3.5(8.89)
3.38(8.85)
3.88(9.85)
2.88(7.32)
3.94(10.00)
2.38(6.05)
3.75(9.53)
- Calculated
"n"
0.0070
0.0066
0.0162
0.1026
0.0077
0.0079
0.0088
0.0081
The pre-lining values obtained for "n'
suspect. It is believed that the reduced
in this analysis appear very
value is due to significant
27
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additional flow contributed to the M.H. 2 - H.H. 3 segment through a pulled
pipe joint located directly under a watermain break (which was discovered
later in the project) . Therefore for comparison, pre-lining roughness for
the in-place vitrified clay pipe is assumed to be "n" = 0.014. The
post-lining *n" is seen to be consistently 0.008-0.009, reflecting a notably
smoother condition. Post-lining measurements of the internal diameter of
the rehabilitated conduit revealed it to be 11.30 in. (28.70 cm) , compared
with 11.626 in. (29.53 on) prior to lining; the in-place liner thickness
then is slightly less than 3/16 in. (.41 cm). The reduced cross-sectional
area of the sewer coupled with the added smoothness increases the capacity
of the test section from 1.1 MCD (pre-lined) to 1.6 MGD (post-lined), or
some 48 percent. This increased capacity is corroborated by statements from
Village of Northbrook personnel referencing the absence of any surcharging
events since the rehabilitation took place. This extremely beneficial
quality of the liner can be anticipated down to and including 8 in. (20 cm)
diameter sewers; thus, allowing the insertion of a single-layer liner bag in
an overloaded sewer strictly for the purposes of increasing hydraulic
capacity.
INSITOFORM LINER
Bypass Requirements
Prior to actual installation of the Insituform liner, provisions must
be made to overpump the upstream flow around the segment. The actual
bypassing setup is of great importance to the success of the lining
operation and requires proper planning to assure its adequacy. When
planning the overpumping care must be taken so that placement of plugs,
suction line, discharge line and pumps does not interfere with the inversion
of the liner.
Considerations to be taken in the planning of the bypassing operation
include the size of the existing manholes as well as the size and length of
the sewer being lined and its wet weather daily average and peak flows.
Larger diameter sewers require larger diameter inversion tubes in the
inversion manhole, and thus available space for workmen, discharge lines,
and suction lines become critical. In many cases it is advisable to bypass
from one manhole upstream of the inversion manhole to one manhole past the
end of the section being lined. Bypass pumping should be scheduled for
twenty-four hours continuous duty from the start of the operation, with
back-up equipment available for periods of maintenance and refueling. The
actual length of overpumping will depend on factors such as length and size
of line, number of services, normal flow in the line, the physical location
of the section, and the relative ease with which the operation proceeds.
In most cases, the bypassing of services would not be required as it
was in this research project. The reason for this is that, unlike the
demonstration, the installation of the liner is generally made at night
during periods of limited sewer use by the customers. The user is informed
well in advance of the installation date that his water service will be
turned off for up to twelve hours. Minimal usage of water should not be
allowed since this wastewater tends to collect on the outside of the liner
28
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at the service tapf and during cutting operations to reconnect the service
this water and debris splashes on the camera lens, signficantly iirpairing
the view and slowing the reconnection procedure.
If the service cannot be limited or turned off for this amount of time,
then bypassing of the service will be required. In many cases this can be
accomplished by constructing a snail sump between the building and the
sewer. The downstream side of the sump is plugged and a pump with
appropriate hose is installed. The discharge point for the flow from the
sewer service would normally be the same as that for the sewer line being
bypassed, unless some provision can be made for an intermediate connection.
A very sophisticated bypassing system was developed for the test
section in Northbrook. It had been determined in advance of the actual
Insituform installation that because of the tests to be run before and after
the installation, and the number of spectators involved, that the bypass
should be operated for a period of several days.
With this in mind, a bypassing system was set up using 6 in. (15 cm)
diameter ABS rigid pipe with the joints solvent welded. The pipe was
installed some 20 ft (6 m) west of the existing sewer, and anchored in place
on the surface by rebars driven on either side of the pipe. The pipe was
then wired to the rebars. Three driveways (which had to remain open) were
crossed with overpumping pipe, sc that it was necessary to provide crushed
stone ramps over the pipe in these locations and maintain these crossings
for one week. The bypassing system is shown in Figure 6.
The two services were handled by the construction of sumps on the 6 in.
(15 cm) service lines and the installation of one 2 in. (5 cm) diameter
electric submersible pump and one portable gasoline power pump. The
discharge from the punps was directly connected to the 6 in. (15 cm)
diameter rigid bypass line by means of a solvent-weld wye and necessary
bushings. One of the service bypass systems is shown in Figure 7.
Sewer services can be handled by bypass, plugging or limiting
discharge. The hydrostatic pressure caused by the presence of waste in the
sewer system must never be allowed to be greater than the inversion head.
The total bypass line extended over 1000 ft (305 m) in length starting
from one manhole upstream of the two proposed lining sections to one manhole
downstream. The original plan called for discharge of the overpunping flow
to be at the aid of the lining sections, but this discharge caused
turbulence which interfered with ongoing tests.
29
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Figure 6. Six-Inch Diameter ABS Rigid Pipe Bypassing System
Figure 7. Service bypass sytem with portable gasoline power pump,
30
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Cleaning and Internal Inspection
Preparatory cleaning and internal inspection were also performed just
prior to the installation of the Insituform liner. This phase is essential
as the Insituform liner bag is inverted into the line and not simply pulled
into place. This inversion process causes the bag to unfold from within
meaning there is no relative movement between the surfaces of the bag and
the pipe being lined after they make initial contact. This lack of movement
between the liner bag and the pipe wall results in encapsulation of any
material deposits which remain in the sewer during inversion. In addition
to the loss in cross-sectional areas due to the encapsulated materials there
is also a severe loss of structural strength. A flat area in the bag
equivalent to one-quarter the diameter caused by a pipe not being properly
cleaned can reduce the structural, load carrying capacity by 40 percent;
thus, the requirement for preparatory cleaning and internal inspection just
prior to installation of the Insituform liner. Additionally, the television
inspection will detect any protrusions within the conduit due to poor
service taps, broken pipe, etc., which might act to puncture the liner
rendering it impossible to cure.
Euiment and Materials
The basic items of equipment and material required for a typical
Insituform installation and a brief description of each is as follows:
The inversion platform consists of construction-type sectional
scaffolding erected over the point of inversion. The inversion platform
supports the inversion tube, workmen, liner bag, and recirculation hose
during the inversion phase of the installation. The height of the platform
depends on the required inversion head and depth of sewer to be lined. The
inversion head requirement will be discussed in more detail in the section
on liner insertion, later in this report.
The inversion tube consists of a reinforced polyester tube of
sufficient diameter and length to allow the liner bag to pass from the top
of the inversion platform to a steel inversion shoe located in the invert of
the sewer to be lined. The top of the inversion tube is attached to a steel
ring. This steel ring supports the inversion tube which hangs from the
inversion platform on cross-members of the scaffolding.
The inversion shoe is a prefabricated 90 degree steel elbow of the
appropriate diameter for the sewer being lined and the inversion tube being
used. The inversion shoe is attached to the bottom end of the inversion
tube by stainless steel straps. The Insituform liner bag is attached to the
other end of the inversion shoe also by stainless steel straps. The method
of attaching the liner bag will be discussed in detail later in this report.
The portable mixer is a drum type mixer used to mix the appropriate
catalyst with the non-promoted resin just prior to transferring the resin
from the shipping barrels into the Insituform liner bag.
A transfer pump is the pump used to transfer the catalyzed resin from
31
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the shipping barrels into the liner bag for complete impregnation of the
felt.
The vacuum pump is a pump used to evacuate the air from the Insituform
liner bag prior to introducing the resin into the bag. It enhances the
drawing of the resin into the felt. The requirement for a partial vacuum
within the bag during this process emphasizes the need for a polyurethane
bag-covering which is entirely free of pinholes.
The wet down conveyor system is a three-level conveyor system through
which the Insituform liner and resin are passed to insure even distribution
of the resin material throughout the entire bag length. Doctor or squeeze
rollers are used at the top end of the conveyor to insure the proper resin
saturation of the bag material throughout.
The lay-flat hose is a high-pressure hose used to circulate hot water
to the far end of the liner bag during the curing process. It must be able
to withstand the very high temperature at which the water is being
recirculated.
The hold back rope is a rope used to control the rate of inversion
after the bag is half way inverted. If the liner inverts too swiftly, the
water head may be lost in the inversion tube creating air pockets in the
liner. The rope is attached to the end of the bag away from the point of
inversion by means of tape and wire. It is also used to help hold back the
far end of the bag when it arrives at the desired end of the inversion run.
The water supply line is the line used to supply the water to the
inversion tube. In most situations this hose is connected to a nearby fire
hydrant.
The water control valve is a valve located at the top of the inversion
platform. It is used to control the height of the inversion head and
thereby the rate of inversion. It is extremely iaportant that the inversion
head be maintained at a static level throughout inversion.
The circulating pump is a pump used to circulate the water from the
inversion tube to the heat exchanger and then through the lay-flat hose to
the far end of the sewer section being relined.
The boiler and heat exchanger is the source of heat used for bringing
the water used in the inversion process up to the curing temperature of the
thermosetting resin.
The Insitucutter is a patented device which allows the remote
reinstating of existing services by means of a cutter which is pulled
through the relined sewer in tandem with an internal inspection camera. The
device is positioned and controlled by an operator utilizing a
three-dimensional control system to cut out lining material in the areas
identified as service taps from the picture on a television monitor. The
television monitor shows a picture received from the internal inspection
camera which is located on a sled.
32
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Thermocouples ace temperature sensing devices placed between the liner
material and the sewer wall to read the temperature during the cure and
post-cure periods. They give accurate indications of the cure-status of the
material.
The liner bag is made from polyurethane-coated, polyester-fiber felt.
It is made of densely needled polyester fiber, and can vary in thickness
from 1/8 to 3/4 in. (3 to 18 ran) in the prelining state. The liner is
usually made of multiple layers of fiber of 1/8 in. (3 mm) each to give the
desired total thickness. The primary function of the felt is to act as a
medium to hold the resin prior to curing. Each layer is individually sewn
into a long cylindrical tube of the proper length and diameter for the
proposed lining application. Liners can be custom-designed and constructed
for perfect fit. A polyurethane film is applied to the outer surface of the
outer layer of material only. Its purpose is to provide an air-tight
membrane to enable a vacuum to be drawn on the bag during resin impregnation
and to allow the circulation of curing water throughout the liner as well as
providing a smooth flow surface for the inverting process.
The polyester resin is a thermosetting resin used to impregnate the
polyester fiber felt liner. This material forms the actual smooth,
resistant structure within the original conduit. The resin is of the
isophthalic-acid-based-polyester thermosetting type and is shipped to the
job site non-catalyzed. The resin may contain certain additives to obtain
special characteristics required for each application.
A catalyst is the chemical compound such as percadox which is added to
the resin to initiate the reactive properties of the resin, to assist in
determining the curing temperature, life and hardness of the product. After
the catalyst is added to the resin, the resin is considered to be in the
promoted, or reactive state.
Installation Procedure
The Insituform installation team consisted of thirteen (13) men as
follows: One general foreman, one 3-man preparatory cleaning crew, one
2-man crew for internal inspection and evaluation, one 4-man crew to install
and cure the liner and one 3-man crew to cut or reinstate the service
laterals.
in addition the Insituform installation team is assisted by a 3-man
crew located at the wet out area. This 3-man crew can serve up to three
installation teams.
The general foreman is responsible for coordinating the entire
installation from initial preparatory cleaning to final inspection and clean
up. The foreman may assign additional manpower as required to keep work on
schedule.
The 3-flian preparatory cleaning crew performs all necessary efforts to
prepare the sewer for lining. This may require root removal, bucketing,
33
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swabbing or high pressure jetting.
After the preparatory cleaning is completed the 2-tnan internal
inspection and evaluation team makes an inspection of the line to ascertain
that the cleaning is complete and also to record on a TV log the location of
all line deficiencies and service connections. In addition to the TV log
the line is video taped.
As soon as the internal inspection crew completes their work and
evaluates that the line is ready for lining the 4-nan installation crew
starts erecting the inversion platform. This crew is responsible for the
actual inversion and curing of the liner as detailed on the following pages.
After the liner is installed, cured and cooled down the services are
reinstated by a 3-tnan crew using the Insitucutter. This crew also performs
a post-Insituform internal inspection including the video taping of the
Insituformed liner.
The Insituform installation team is supported with the following
equipment: sewer cleaning equipment, i.e. high pressure watei jet, bucket
machines, a twenty-six foot truck equipped with boiler/heat exchanger and
circulating pump, a twenty-six foot materials truck and an internal
inspection van.
The wet out crew is equipped with a semitrailer truck containing a
three tiered conveyor system and appurtenances for mixing and transferring
the resin to the liner bag for felt saturation. In addition to the
semitrailer truck the wet out crew has tarps used to make sun shades so that
all resin handling can be performed out of direct sunlight.
If the pre-Insituform internal inspection indicates the sewer is
sufficiently clean and free of protruding services the actual lining
procedure can begin.
One of the first steps in the Insituform lining technique is the
erection of the inversion platform. This platform is erected over the point
of inversion of the liner into the sewer usually a manhole.
The platform is constructed of structural steel tubing using standard
scaffold frames and accessories. The scaffold height varies with the depth
below grade and the diameter of the sewer being lined as well as the
thickness of the liner. The inversion heads may vary from a maximum of 38
ft (11.5 m) on a 6 mm thick, 8 in. (20 cm) diameter bag to as little as 12
ft (3.6 m) on a 9 mm thick 24 in. (60 cm) diameter bag. The larger the
diameter, the smaller the head needed for the inversion. Five to six ft
(1.5 m - 1.8 m) below the top of the scaffold, a walk platform is installed
for the workmen to stand on during the inversion. Eighteen in. (46 cm)
below the top of the scaffolding an adjustable inversion tube support system
is installed. This support system sustains the steel rings at the top of
the inversion tube. At the very top of the scaffold a capstan is positioned
to act as a pulley for the bag line or hold back rope.
34
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Care must be taken when erecting the inversion platform to assure the
feet of the scaffold legs are on good firm ground and that the scaffold is
level in all directions. Some minimal excavation or footing construction
may be necessary to provide the desired degree of safety.
At the same tine the inversion platform is being erected, the liner bag
is being prepared for insertion. There are several steps to be taken in
this preparation phase. One of the first and ongoing procedures throughout
the entire installation is the visual inspection of the bag for any obvious
flaws such as pin-holes or tears in the polyurethane coating. These defects
may have been caused in manufacturing the bag, although flaws of this type
would have most likely been detected earlier during quality-control by the
manufacturer. Faults also may have occurred as a result of shipping or job
site handling. If there is a defect in the liner, it is much better to
detect it before the liner is installed in the sewer than to realize that
the recirculating water is leaking.
After the liner is unpacked from its shipping container, a vaccum pump
is attached to the bag to evacuate the entrapped air from the felt-liner
material. This, in itself, gives a test as to the soundness of the liner
since in a damaged bag, it would be impossible to draw and maintain a vacuum
within the system.
While the air is being evacuated from the liner, the resin is being
prepared by other workmen. As mentioned earlier, the resin is shipped to
the job site unpromoted in drums. The resin is stored in the unpronoted
state until just prior to use. It is much more stable and has a longer
shelf life in the non-promoted condition.
Resin is generally shipped to the project site in removable lid type
drums in order to facilitate mixing and transfer. The lids are removed from
the drums and the prescribed amounts of catalysts are added and the
ingredients thoroughly mixed with portable flash-type mixers. The lids are
then replaced on the drums to await transfer of the resin into the liner
bag. Care should be taken to keep the resin material away from direct
exposure to sunlight; ultra-violet rays tend to deteriorate the composition
of the material. Prolonged exposure in the presence of heat can possibly
cause a the mo-setting reaction. The resin may be kept in this state for up
to forty-eight (48) hours providing it is out of direct sunlight and below
40°F (4°C).
The quantity of resin used for each installation should be equal by volume
to 110 to 115 percent of the volume of felt in the liner bag. Resin
material must be liberally-spread throughout the liner bag, replacing all
the air in the Insituform. Many times the activated resin contains a dye so
that the spread of material throughout the bag can be documented. An air
pocket in the liner, devoid of resin will not cure and therefore a soft spot
in the finished product will result.
The quantity and type of catalyst are determined based upon the
proposed curing conditions as well as the recommendations of the resin
manufacturer.
35
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When the desired level of vacuum (5 to 8 pounds per square inch) is reached
on the liner bag it is ready to receive the catalyzed or promoted resin.
The transfer of resin to the liner is accomplished by the use of a hydraulic
transfer pump. The pump suction is placed in each drum and the contents of
the drum are pumped to the line opposite the end of the liner to which the
vacuum pump is attached. After all the promoted resin has been transferred
to the liner, the bag is resealed at the ends.
The next step in the preparation of the liner bag is the saturation of
the liner felt. An even and thorough saturation of the liner is very
important to assure uniform strength and cure of the line when in place. To
assure the even distribution of resin throughout the line it is passed over
a three level conveyor system. This variable speed system delivers the
liner bag to the squeeze rollers at the proper speed to assure complete
saturation of the felt liner. The doctor rolls are preset at the proper
thickness to allow just the right amount of resin to pass to assure even
distribution throughout the length of the liner. The process of saturating
the liner felt with resin is referred to as "Wet Out*.
For reasons previously stated, the saturated liner should be kept out
of direct sunlight and at or below 40° F (4°C) during transportation and
storage. The "Wet Out" should not occur in excess of twenty-four hours
before the estimated installation time.
In most cases the wet down area is located within a few miles of the
installation site. However, in the case of Northbrook this was not
feasible. Based upon recoonendations from Insituform Limited, Northampton,
England, Insituform East of Hyattsville, Maryland, was selected to install
the test section in Northbrook. After several communications with
Insituform East it was determined that it was not practical to transport the
entire wet down system over 1600 miles (2575 kilometers) round trip to
process the 585 L.F. (175 m) of 12 in. (30 on) diameter bag needed for the
Northbrook project.
An alternative plan was developed to have only the installation crew
mobilized from Hyattsville to Northbrook for the liner insertion. After the
crew arrived in Northbrook and made their pre-Insituform internal
inspection, finding everything in order, they were to alert Insituform
headquarters in Hyattsville. The bag would at that time be wet out in
Hyattsville and sent non-stop to the project site via refrigerated truck;
the trip was estimated to take approximately sixteen hours. All items of
the wet out were to be the same as a normal processing procedure.
The Insituform East installation crew arrived in Northbrook, Illinois ,
Sunday night, September 30, 1979. Early the next morning, the test site was
inspected by Insituform East internal investigation personnel, accompanied
by the Village of Northbrook Public Works employees along with personnel
from the firm of Driver, Olson and DeGraff, Village engineers for this
project. During this inspection the overpumping arrangement was reviewed
and bypassing requirements were discussed.
36
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The overpuroping was started by a local contractor, and initial
preparatory cleaning was performed by the Village of Northbrook Public Works
Department forces using a high-pressure water jet. Figure 8 shows the
cleaning operation. Immediately following the preparatory cleaning/
Insituform East personnel performed internal inspection of the line with
closed circuit television to verify line condition and length. With this
verification completed, the wet down order was relayed to the home office.
Following the internal inspection and with the flow still being
bypassed, personnel of the Engineer performed infiltration and flow
characteristics tests as previously described in this report. After a final
cleaning exercise, the test section would be ready for rehabilitation.
The Village of Northbrook personnel again performed preparatory
cleaning to remove gravel that was noted during the previous internal
inspection. Again the line was televised to ascertain the results of the
latest preparatory cleaning by the Village personnel. The inspection
revealed the sewer now to be adequately cleaned so chat lining could
proceed.
Figure 8. Village of Northbrook Public Works Department perform-
ing pre-Insituform cleaning with high-velocity water jet
37
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Although the actual lining and overpumping equipment was located off the
pavement and on the right-of-way, it was decided to block off one lane of
traffic of the 4-lane highway. This traffic control was done only for the
safety of the observers. It was not actually necessitated by the lining
operation. The appropriate signing and traffic control was installed and
handled by the Village of Northbrook Public Works Department.
The erection crew began setting up the inversion platform as soon as
the cleaning and inspection personnel were clear of the work area. A 20 ft
(6 m) static head was to be used to invert the 1/4 in. (6 mm), two-ply, 12
in. (30 on) diameter liner. The sewer invert at the point of inversion was
approximately 9 ft (2.75 m) below ground level and therefore an inversion
platform height of 11 ft (3.3 m) was used to give the desired inversion
head.
After the scaffolding was erected, the inversion tube support system
was installed to anchor the steel rings on the upper end of the inversion
tube. Next the inversion tube complete with upper steel ring and inversion
shoe was put into position (Figure 9). The lower end of the inversion tube
with shoe was carefuly lowered into the manhole to check its position
(Figure 10).
The bottom of each leg on the scaffold is equipped with a screw jack to
level and adjust the height of the inversion platform. This adjustment
permitted the exact positioning of the steel shoe in such a way that the
liner bag would report out in line with the sewer. Total length of
inversion from start to finish was 585 L.F. (175 m). The installation was
made in two separate inversions. The first inversion from Manhole No. 2 to
Manhole No. 3 was 150 ft (45 m) in length. The second inversion from
Manhole No. 3 to Manhole No. 4 was 435 ft (130 m). Both inversions were
made with the flow.
Under normal conditions the entire 585 ft (175 m) stretch between MH 2
and MH 4 would have been inverted at one time with one setup. However, two
separate inversions were made in Northbrook to facilitate the large group of
observers in attendance. Inversion can be made either with or against the
slope of the rehabilitated sewer, but detailed consideration must be given
to changes in the grade of the sewer being lined when determining maximum or
minimum head that the liner bag will be subject to. Inversion from the
middle manhole of the test section could have been planned in Northbrook to
eliminate moving and re-erecting the inversion platform, but again two
complete inversions were deemed advisable so that spectators not able to
attend the first day of inversion would not miss the demonstration entirely.
Water for use in the inversion was supplied by the Village of
Northbrook from a hydrant located approximately 120 ft (36 m) south of the
inversion platform for Manhole No. 2 and 30 ft (9m) north of the inversion
platform for Manhole No. 3.
A conventional fire hose was used to supply the water from the fire
hydrant to the top of the inversion platform. The end of the hose at the
top of the inversion platform was equipped with a gate valve to control the
38
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Figure 9. Inversion tube complete with upper steel support ring
and inversion shoe being raised into place on the in-
version scaffold.
39
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Figure 10. Inversion tube and shoe being positioned in manhole
40
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water supply rate in order to maintain a constant head (Figure 11).
After the inversion platform, inversion tube, and supply hose were in
place, the crew was ready for the liner bag. The wetted-out liner bag
arrived from Hyattsville, Maryland, in a refrigerated truck, the bag being
laid fire hose style in the controlled environment. Upon reaching the site,
one end of the bag was immediately cut off and folded over to make a
triangular point and taped with duct tape, in order to facilitate passing
the bag through the inversion tube. The 12 in. (30 cm) diameter bag is
shipped flat and therefore is about 19 in. (48 cm) wide. TO pass the liner
bag through the inversion tube during insertion it must be folded as it
comes off the truck by the installation crew.
Prior to inserting the end of the liner bag into the inversion tube,
the portion of inversion tube and inversion shoe previously within the
inversion manhole were removed to an above ground position to facilitate the
attaching of the liner bag to the inversion shoe. The liner bag end was
next passed over a roller conveyor to the top of the inversion platform and
down the inversion tube until about 6 in. (15 cm) of the pointed end of the
liner bag extended out of the inversion shoe. The liner bag however still
was not in position to be attached to the inversion shoe—to clarify, the
bag was shipped with the polyurethane coating on the outside and when the
liner bag is inverted into the sewer, the polyurethane coating becomes the
inside of the liner bag. As the word inversion implies, the liner bag is
turned inside out during the installation of the liner (Figure 12).
Consequently, the duct tape was removed from the pointed end and the outer
layer of polyurethane covered felt was folded back over the inversion tube.
Next, a piece of stainless steel banding was tightened over the bag
material, firmly attaching it to the inversion shoe (Figure 13). The under
layer of felt was then folded back over the shoe and firmly anchored to the
shoe—the system used in Northbrook was comprised of two felt layers (Figure
15-1).
The proper banding of the liner bag to the inversion shoe is critical
to the work, as should the bag come loose from the shoe or a leak develop at
the interface, the inversion would have to be stopped because curing could
not proceed. If the problem could not be corrected quickly, the entire
insertion might have to be scrapped. This most likely would result in the
loss of the liner bag, resin and all preparatory work.
After it was established that the liner bag had been properly attached
to the inversion shoe, the inversion tube and inversion shoe were again
lowered into position in the manhole for inversion, and wood thrust blocking
to brace the shoe was installed (Figure 14 and Figure 15-2).
The water was then turned on, and the inversion tube was slowly filled
to the desired inversion head as recommended by the bag supplier (20 ft [6
ml in this case). The bag is restrained until the head is reached by the
workmen on the inversion platform and in the truck (Figure 16). The liner
bag was then allowed to slowly report out of the inversion shoe and into the
sewer itself. As it slowly entered the sewer, a thermocouple was placed
between the liner bag and the sewer pipe to measure temperatures in this
41
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*-
ro
Figure 11. Village of Northbrook hydrant
and fire hose used to supply
water for the inversion.
Figure 12. Duct taped end of liner bag
extending out of inversion
elbow.
-------
Figure 13. Stainless steel band being
tightened on the outer
layer or first layer of
the liner bag.
Figure 14 . Preparing to lower inversion
shoe with properly banded
liner bag into inversion
manhole.
-------
THE LINING MATERIAL IS THREADED
DOWN THE INVERSION BAG.
INVERSION BAG —
POLYURETHENE
MEMBRANE
LINING MATERIAL
MANHOLE WALL
STEEL 1/4 BEND
PIPE TO BE LINED
THE END OF THE LINING MATERIAL IS
OPENED UP, TURNED INSIDE OUT AND
CLAMPED ONTO THE STEEL 1/4 BEND.
WOOD BRACING
STAINLESS
STEEL CLAMPS
WATER IS PUMPED INTO THE INVERSION
BAG AND AS THE WATER PRESSURE BUILDS
UP, THE LINING MATERIAL STARTS TO
TURN INSIDE OUT INTO THE PIPE TO BE
LINED.
4
AS THE END OF THE LINING MATERIAL
DISAPPEARS INTO THE INVERSION BAG,
LAYFLAT HOSE IS ATTACHED TO ITS END,
THIS HOSE IS PULLED RIGHT THROUGH
THE PIPE', AND IS USED TO CIRCULATE
HOT WATER.
WATER
LAYFLAT HOSE
l
WHEN THE LINING IS FULLY CURED THE
DOWNSTREAM END OF THE BAG IS
PIERCED TO ALLOW THE HOT
CIRCULATING WATER TO DRAIN.
PIERCE IN DOWNSTREAM
MANHOLE
THE ENDS OF THE LINING MATERIAL ARE
CUT OFF TWO INCHES BEYOND THE END OF
THE PIPE THE PIPE IS AIR TESTED USING
AN EXPANDING STOPPER DEVELOPED FOR
THE PURPOSE, THE SECTION OF PIPE
WHICH WAS REMOVED IS TRIMMED TO THE
CORRECT LENGTH AND JOINED INTO THE
THE PIPE USING A RESIN, FELT AND
GLASS FIBRE BANDAGE.
It
DOWNSTREAM M.H.
II I
'I i
11
11
11
FIGURE
STEPS IN LINING WITH INSITUFORM
44
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Figure 16.
Workman on right turns on water supply valve as
workman on left restrains liner bag until inversion
head is reached.
45
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critical location (Figure 17); this unit was held in position by static
water pressure. Proper alignment of the liner bag into the sewer at the
start of the inversion was checked very closely by the installation crew
(Figure 15-3).
The supply valve on the water line is carefully controlled to maintain
the hydraulic head as the liner was allowed to slowly report out into the
sewer. This process continued until the end of the liner bag in the truck
was within approximately 10 ft (3 m) of the top of the inversion tube. At
this point the inversion was halted. The liner was now half way into the
sewer being lined.
A hold back rope was then wrapped around the capstan at the top of the
platform and attached to the end of the liner bag. This rope was used to
control the rate of inversion by holding back the liner bag. Should the bag
be allowed to proceed unimpeded, it would very possibly report out at such a
high speed that a constant water head could not be maintained.
Simultaneously with the connection of the hold back rope, a lay-flat hose
was also attached to the end of the liner bag. The purpose for the lay-flat
hose is to carry the heated water from the heat exchanger unit to the far
end of the liner bag during the curing process (Figure 18 and Figure 15-4).
It 'has been found that a more even cure rate can be obtained by
allowing a portion of the heated water to be released along the entire
length of the lay-flat hose. This is done by providing orifices along the
length of the lay-flat hose.
After the lay-flat hose and hold back rope were secured to the bag end,
the inversion continued. As the liner bag approached the downstream
manhole, a second thermocouple was placed between the liner bag and the
sewer pipe wall.
Prior to the inversion process starting, a frame back-stop was
installed in the far manhole to assure the stopping position of the liner
bag. The liner bag is normally allowed to enter 6-15 in. (15-30 cm) into
the far manhole before the inversion is terminated. This projection into
the manhole allows the liner bag to expand and cause a slight flared end at
the sewer-wall intersection producing a superior seal between the sewer and
the liner. After the inversion has been completed, the hold back rope is
tied to the capstan at the top of the inversion platform in order to secure
the bag in place.
With the liner bag completely inverted, the next procedure was the
curing of the thermosetting resin-saturated liner bag. The curing of the
liner bag is accomplished by heating the water used to invert the liner bag
to a temperature which will cause the resin to cure and harden. The
temperature needed to cure the liner bag can be adjusted by the type and
amount of catalyst added to the resin before wet-out. In Nbrthbrook the
normal cure temperature of 180°F (82°C) was used.
46
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Figure 17.
Looking at the liner bag inverting in sewer. At
9 o'clock position, note wires from thermocouple
placed in sewer between sewer pipe and liner.
47
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Figure 18. Top right shows rope wrapped around capstan and
attached to end of liner bag. Lower left shows
lay-flat hose used to circulate heated water from
boiler/heat exchanger.
The heat exchanger and recirculation pump were mounted in a truck which
was backed up to the inversion platform (Figure 19). This truck also
contained a diesel-driven generator to power the electric drive motor on the
recirculating pump, and to supply electricity for other lighting and power
requirements. In addition to the generator, the truck contained an
oil-fired water tube boiler to supply heat for the heat exchanger. A
suction line was attached from the inversion tube to the recirculating pump.
A second hose attached the heat exchanger to the lay-flat hose. A complete
recirculation loop was now in place taking water from the inversion tube
through the heat exchanger and returning it back into the sewer line via the
lay flat hose.
48
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Figure 19. Back of truck showing recirculation pump.
After circulation was begun and it was determined that the flow
distribution was proper, the boiler was fired and the heat up began. Water
temperature at the beginning of the heat-up was 55 °F (12 °C). Temperature
gauges on the suction and discharge lines in the truck snowed that the
temperature of the circulated water increased rapidly as it went through the
heat exchanger and into the liner section.
Monitoring of the thermocouple temperature at the near and far manholes
showed the actual increase in the temperature of the liner bag. The heat
sink ability of the ground around a sewer can vary greatly with ground
water, backfill and local utility conditions, and therefore the temperature
of recirculating water versus liner bag outer surface temperature may vary.
Hence, the temperature of the circulating water should never be used as the
only criteria for determining the extent to which the process has proceeded.
-------
The curing of the liner in the 150 ft (45 m) inversion from Manhole No.
2 to Manhole No. 3 was as follows. The initial heat up period from 55 F°(13°
C) to 160*F (71°C) took 45 minutes. During this portion of the cure the
resin went from a liquid to a gel state. The corresponding thermocouple
reading was raised to 110 °F (43°C). Near the end of the initial heat up
period of 45 minutes an exothermic reaction occurred in the resin and the
thermocouple reading advanced to 145°F (60°C), sufficient for the liner to
harden. The boiler/heat exchanger unit continued to heat the recirculating
water from 160°F (71°C) to 185°F (85°C). This operation took approximately
an additional 30 minutes while the bag continued to cure. At 185°F (85°C)
the bag entered the post-cure period which lasted two hours, the boiler/heat
exchanger cycling on and off in order to maintain the 185 °F (85 °C)
temperature in the circulating water. A full two hour post-cure insures
that the liner will nave the highest structural qualities achievable from
the particular resin and felt system used. At the end of the post-cure
period a hole 1 1/2 in. (3.8 cm) in diameter was pierced in the end of the
bag by means of a long steel rod. As the hot water drained slowly out of
the bag, cool water was introduced at the inversion tube to maintain the
inversion head. The recirculating pumps continued to operate through this
cycle. This caused the liner bag to go through a uniform and controlled
cool down phase. The cool down period lasted for one hour and reduced the
temperature of the circulating water to 100°F (37°C). The controlled cool
down period is utilized to prevent thermal shock and to control shrinkage of
the polyester material. The total time from heat up to cool down for the
150 L.F. (45 m) section was four hours and fifteen minutes.
The respective times for the inversion from Manhole No. 3 to Manhole
No. 4 ( 435 L.F. [130 ml) were as follows: Initial heat up of 55°F (13°C>
to 160°F (71°C) to 185°F (85°C) was 45 minutes; the post cure at 185°F (85°
C) was two hours; the cool down period from 185°F (85°C) to 100°F (37°C) was
one hour 30 minutes. Total time from heat up to cool down for the 435 L.F.
(130 m) section was five hours 30 minutes.
As a safety measure, no one was allowed in' any of the manholes
downstream of the inversion site while the temperature in the liner was
above 100°F (37°C) (Figure 15-5).
When the tenperature reached 100°F (37^0 the end of the liner bag away
from the inversion manhole was cut open and the inversion water allowed to
run out. The ends were then severed at the point of intersection with the
manhole walls by using a small diameter, pneumatically-operated, right-angle
power saw (Figure 20). Edges of the liner bag were then thoroughly sealed
at the manhole wall with a special mixture of resin and sand giving a
completed and finished look to the lining, as well as to prevent any
migrating clear water from entering the manhole. While the ends of the bag
were being cut out and sealed the cleanup crew was dismantling the
inversion platform and performing general cleanup (Figure 15-6).
On the second inversion from Manhole No. 3 to Manhole No. 4 the liner
was 8 in. (20 cm) short of reporting into the manhole. This did not affect
the overall success of the lining installation as there was no damage in the
8 in. (20 cm) between the end of the liner and the manhole. If required the
50
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installer was prepared to hand lay a section of liner in the 8 in. (20 on)
non-lined section. This would have been accomplished by using a section of
liner bag which was saturated with an epoxy resin capable of curing at the
ambient temperature in the manhole.
Figure 20. Pneumatically-operated right-angle carbide tip power
saw used to cut out ends of liner.
Care should be taken when determining the length of bag required to
serve each application. Consideration must be given to the diameter of
line, length of line, and the inversion head proposed to be used. The
problem associated with a bag that is too short are apparent. The problems
with a bag that is too long are not so apparent but are quite real. A bag
that is too long means extra cost for wasted bag and resin and extra
manpower to remove the uninverted cured portion of the bag. In addition to
the above problems, a bag with a long uninverted section prevents the hot
water in the lay flat hose from being discharged at the end of the liner
bag; thereby, potentially adversely affecting the liner cure.
Special consideration should be given in the future development of the
product to safety factors during installation and curing. Care to protect
workmen, spectators, and equipment from hot water should be observed by the
use of rubber wear and protective shrouds. Any time personnel enter the
51
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manholes, self-contained breathing apparatus/ helmets, and harnesses must be
worn. Strong volatile styrene odors are created during this process, to
which prolonged exposure should be avoided.
If installation is made during the night, to take advantage of low
sewer flows, the running of equipment such as pumps, boilers, and trucks may
cause sane problems because of noise in residential areas. This should be
evaluated when scheduling installing times and satisfactory arrangements
should be made with those involved.
The next step was the reinstatement of the services. This portion of
the sewer relining technique is unique to the Insituform procedure. It
requires the remote guidance of a cutter, called an Insitucutter, operating
within the sewer itself. The Insitucutter is similar to a pneumatic drill
or router and is operated in conjunction with the internal inspection camera
(Figure 21).
The camera-cutter combination are pulled in tandem through the newly
lined sewer in such a way that the camera continually views the cutter. The
cutter is located adjacent to the location of each service which has been
previously determined and recorded during internal inspections.
In addition to the previously-recorded locations of the services, they
may also be detected visually on the interior of the newly-lined pipe;
services appear as convex areas on the pipe wall. The operator viewing the
service locations positions the Insitucutter by watching a television
monitor. He also may place a microphone in the sewer for audio reference,
since there is a distinctive difference in the sound levels noted between
cutting the liner material and the actual conduit material.
The Insitucutter is capable of movement in six distinct directions.
The operator, by both listening and watching the monitor, then proceeds to
cut out the liner material covering the service opening. Excess resin in
the liner bag migrates into the service joints and forms a seal-like weld
between the walls of the service pipe and the liner in the main.
In the Northbrook test sections there were no factory installed wyes or
tees present. The two 6 in. (15 cm) service connections in the sewer
between Manholes No. 2 and 3 were break-in type connections. Pre-Insituform
inspection revealed that the services protruded into the pipe about one in.
(2.5 era). Although it would have been possible to line the sewer without
removing these protruding taps, it was decided that they should be corrected
because of the physical restrictions to the flow they presented. Each
service connection was located, exposed, and the protruding tap removed
prior to the lining. The sheeted excavations also provided an excellent
point of view for the spectators to see the Insituform reporting into the
sewer (Figure 22).
52
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Figure 21.
A television camera lower left faces the Insitucutter
which is used to remotely reinstate the services.
The cutter is controlled by an operator who views the
cutting operation from the television van pictures
in the background.
53
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In order to simulate a service renewal, an ABS saddle tee was strapped
to the pipe in the area of the old service (Figure 23). The operator then
proceeded to remotely open the tap with the Insitucutter (Figure 24). The
end results snowed the cutting system quite capable of remotely sawing and
removing the material covering a service connection. As previously
mentioned in this report, problems are created for the service process when
water stands in the service behind the liner. When the spinning drill
pierces the Insituform covering over the service to be opened, water and
liner material are splashed in every direction, including on the lens of the
camera; thus, significantly impairing the operators view. Should the debris
become heavy, the camera-cutter assembly must be withdrawn from the line for
cleaning. This situation can cause a considerable slow-down in the opening
of service taps. For this reason, all customers served by the sewer should
be notified in advance that water will be shut off prior to rehabilitation.
This alone may not totally relieve the situation in that many times
infiltration in the service line may backup behind the lining. Service
connections should therefore be cut out as soon as is feasible after the
liner has cured.
Experience has shown that the average service connection can be renewed
by the Insitucutter in approximately 15 minutes. If there are many services
to be renewed it is presently the praclice to travel the length of the
lining and cut a small relief hole in each service dimple. This prohibits a
build-up of water from either infiltration or customer use of sanitary
facilities. After all service connections have been relieved the
Insitucutter then commences to reinstate each service to full bore opening.
This procedure in most cases relieves the requirement for providing any
alternative sanitary facilities.
Upon completion of the opening of the service connection, a
post-Insituform internal inspection was performed. This post-inspection
revealed the sewer to be completely relined with a joint-free smooth liner.
It was also noted when comparing the pre-Insituform video tapes with the
post-Insituform video tapes that in areas of broken pipe that the ceiling
subsidence of the broken material had lessened. This occurrence should not
be anticipated in every case.
As previously-noted, the rehabilitation performed resulted in the
improvement of the pre-lined section in many areas:
1. Manning's Roughness Coefficient of the pipe decreased
from 0.014 (assumed) to o.oos-o.009
2. Capacity of the line was increased from 1.0 MGD (pre-lined) to
1.6 (post-lined).
3. Structural integrity and life of the sewer were enhanced.
4. Clear water flow into the line was reduced to a negligible amount.
54
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en
01
Figure 22. Sheeted excavation at break-
in service connection shown
after lining was installed
and before service was rein-
stated .
Figure 23. ABS saddle tee strapped up-
side down to the sewer pipe
to simulate service connec-
tion .
-------
Figure 24. Service connection renewed by the Insitucutter,
56
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PHYSICAL PROPERTIES OF LINER
Initially it was intended to perform an exhaustive battery of
destructive physical tests on sairples of Insituform which were actually cut
from the in-place liner. However, due to the curvature of the samples,
laboratories were unable to execute the required analyses per A.S.T.M.
standards. For this reason, flat samples of the cured liner material which,
by statement from the manufacturer (Appendix A), were of identical materials
and thickness and cured in the same manner as the Northbrook test section
were made and submitted to an approved, unbiased testing facility. The
results received from the laboratory analysis are presented for review as
Appendix B of this report. The data indicates the cured liner to be a
tough, tenacious material with substantial structural integrity and
inertness to chemically-aggressive environments. Although some chemicals
reduced the strength properties of the liner, the ultimate values for the
parameters after exposure remained acceptable. The product apparently has
excellent flexural, shear, and fatigue properties which render it suitable
for use in sewer rehabilitation work, where traffic loadings and backfill
shifting create common problems. Fatigue tests indicate the cured liner to
have properties suitable for the lining of sewers (Table 7).
TAHT.B 7. TVPTCAI. MATEBTAf. PtOTPPRTTPS ny niHTO mSTTCPOM
VERSUS PVC (TYPE PSM1
Property
Tensile Strength PSI
(N/m2xl05)
Modulus of Elasticity
Tension PSI
(N/a2xl05)
Plexural Strength PSI
(N/B2xlOs)
Flexural Modulus PSI
(N/B2xl05)
Compress ive Modulus
PSI (H/B2xl05)
Coefficient of Thermal
Expansion in in/ln°C
or cm/em/°C
Manning *n* Coefficient
of Roughness
ASTM Test
Method
D-638
D-638
D-790
D-790
D-695
Insituform Liner
Northbrook Test
Section
5,420 (382)
475,000(33474)
9,320(656)
403,000(28400)
15,500(1092)
5.96x10-5
.008-. 009
PVC
7,000(394)
400,000(28889)
11,000(775)
-
9,000(634)
5.2XNT5
.008-. 009
Note: Material properties of cured Insituform and PVC can be
significantly different than those shown above when
different resins are used.
57
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Driver, Olson and DeGraff performed a hydrostatic pressure test on a 5
ft (1.5 m) long section of unsupported lining which was taken from the
Nbrthbrook installation. A 12 ft (3.6 m) length of lined vitrified clay
pipe between Manhole No. 2 and Manhole No. 3 was excavated and removed. The
removed section of pipe was replaced by a section of 12 in. (30 cm) diameter
ABS truss pipe. The 12 ft (3.6 m) test section was then taken to Rockford,
Illinois/ where a 5 ft (1.5 m) section was cut from the 12 ft (3.6 m)
length. The test section was then inserted inside a 15 in. (38 on) diameter
asbestos cement pipe. To hold the liner in the center of the asbestos
cement pipe and to act as forms for cement bulkheads for each end retainer
rings were then glued to the liner and the inside of the asbestos cement pipe
with PL200 mastic cement. Steel pins were inserted through the asbestos
cement pipe into the retainer rings at approximately 6 in. (15 cm) intervals
to reinforce the retainer ring. Before the second retainer ring was
inserted, the 2 in. (5 cm) annular space was filled with cement and then the
second retainer ring was installed in the same manner as the first. Two 3/8
in. (10 mm) holes were drilled and tapped through the asbestos cement pipe 8
in. (20 cm) from either end. One hole was fitted with a pet cock; the other
with an air pressure gauge and filler valve. The end with the pet cock was
raised about one in. (2.54 cm) higher than the other end so that as the void
area was filled with water through the filler valve air could escape through
the open pet cock. When the void was totally filled with water the pet cock
was closed and the water filled liner removed. A target was then placed at
one end of the pipe and a video camera mounted on a tripod was placed at the
other end. The camera and target were so arranged as to allow the camera to
view the inside of the liner during the test. Cylindrical rings on the
target made it possible for the camera to estimate the liner deformation
during the test. Water was used in the void area instead of air to allow
visual observation of any leaks as well as to eliminate danger of explosion.
An air hose was attached to the filler valve and air pressure was applied
until deformation of the liner indicated that deformation of the pipe
occured around 50 PSI (3.515 Kg/cm2). when the pressure was totally
released the liner returned to its original cross-section. Visual
inspection of the material after testing revealed no apparent cracking which
indicates that the liner is a relatively flexible material (see Figure 25
for diagram of test set up).
Since the 12 ft (3.6 m) field specimen that was used for the
hydrostatic pressure test included a service connection and joints of the
original pipe, visual inspection indicated excellent migration of the resin
material into the joints and even into service connection joints, creating
an additional seal to infiltration.
58
-------
AIR GAUGE
in
vo
WOOD RETAINER RING
FILLER VALVE
•COLLAPSED AREA
PET COCK
TV CAMERA
1
VOID AREA (FILLED WITH WATER) f.:;
WOOD RETAINER RING
(CEMENT BETWEEN 2PCS.
WOOD)
^I'-
I I
I I
I I
VOID AREA
Jii
m
BLOCK
•TARGET
BLOCK
LONGITUDINAL SECTION
GAUGE
TARGET
CEMENT ASBESTOS PIPE
WOOD RETAINER RING
INSITUFORM
LINER
COLLAPSE OF PIPE
UNDER PRESSURE
END VIEW END VIEW
BEFORE TEST DURING TEST
Figure 25. Diagram of test set up.
-------
COST EFFECTIVENESS OF INSITOFOIffl L.IMER
In this project it was extremely difficult to extablish the
cost-effectiveness of the Insituform technique with respect to this
application. The main difficulty lies in the prices charged for contracted
installation services. Insituform East, backed by the international firm
agreed to perform all work necessary to inspect and install the liner for
the price of $16,965.30, which was budgeted in the Grant Application and
therefore locked in. Ancillary excavation and overpumping functions were
handled by the Village of Northbrook. However, the total price for these
appurtenant functions was $25,245.41, which far exceeded the insertion cost,
and was due mainly to the requirement of a sophisticated bypass system
operated over an extended period of time as well as added excavation
necessary to expose service connections.
As documented by the site testing done by the Engineer, the total
amount of Infiltration removed from the sewers in the two test sections was
approximately 23,300 gallons ( 8.8 M- ) daily, or 16.2 gallons ( .06 M3 )
per minute during a period when the ground water level was relatively low.
This data reduces to an actual project cost of $2,605.60 for each gallon per
minute of infiltration eliminated. Although this unit cost does not convert
into a cost-effective value for this situation, it must be realized that the
infiltration in the downstream test section was low during the test period
while the overpumping and excavations costs were extremely high.
The Sewer System Evaluation Survey conducted in 1977 concluded that
under the then existing high water table condition, the clear water
contribution within the two test sections was 67.05 gallons (.25 M3) per
minute. The clear water contribution is typically directly dependent upon
the elevation of the ground water table in the area. Typical current prices
for rehabilitation with Insituform liners in large-footage situations are
shown in Table 8 below.
TABLE JL INSITUPC
Sewer Diameter
in.
6
8
10
12
15
Liner Thickness
mm
3
6
3
6
9
3
6
9
6
9
12
6
9
12
3FM COSTS
Cost per
L.F.
$33.00
$39.00
-
$42.00
$46.00
-
$44.50
$48.00
$47.00
$51.00
$55.00
$52.00
$57.00
$62.00
Cost per
m
$108.27
$127.95
-
$137.79
$150.91
-
$146.00
$157.48
$154.20
$167.32
$180.46
$170.60
$187.00
$203.42
60
-------
Table 8. (continued)
Sewer Diameter
in.
18
21
24
Liner Thickness
nro
9
12
9
12
15
9
12
15
Cost per
L.F.
$62.00
$66.00
-
$74.00
$80.00
$74.00
$80.00
$86.00
Cost per
m
$203.42
$216.53
-
$242.78
$262.47
$242.78
$262.47
$282.15
A. Add $1,900.00 per line for overpumping
B. Add $1.90 (6in.-15in.) and $2.50 (15in.-30in.) per foot for
preliminary cleaning and inspection.
C. Add an undefined amount for traffic control and
mobilization.
Different alternatives of sewer rehabilitation were considered for the
Northbrook site. Due to the percentage of failed pipe within the test
section specific point repair and grouting were overruled in favor of
complete section replacement. A cost estimate for complete section
replacement along a parallel path is as follows:
Item Units Unit Cost Total
Sanitary Sewer, 12 in. Dia. 589 L.F. 24.00 14,136.00
Dewatering 589 L.F. 12.00 7,068.00
Manholes 3 each 1,600.00 4,800.00
Services 2 each 400.00 800.00
Granular Backfill 200 C.Y. 10.00 2,000.00
Site Restoration 1 L.S. 17,596.00 17,596.00
Totals - - $46,400.00
Conventional slip-lining was also considered, however, due to the
amount of badly-broken pipe and offset joints as well as the capacity
problems, it was decided not to be a viable alternative in this situation.
Using the prices in Table 8 and applying them to the Northbrook test
site in which 585 L.F. (175m) of sewer was rehabilitated, the anticipated
construction cost for the work may be estimated:
1. Line 585 L.F. (175m) of 12 in.
(30.5cm) diameter sewer with 6mm bag
8 $47.00/L.F $27,448.00
2. Line preparation $ 1,111.50
3. Overpumping $ 1,900.00
4. Mobilization $ 1,500.00
Total $31,959.50
This estimate reduces to a construction cost of $54.63 per L.F. of
61
-------
sewer lined. It is shown above and is relatively obvious that in many appli-
cations, the unit cost of rehabilitating a deteriorated sewer by the Insituform
technique could be much more economical than the replacement or slip-lining
alternatives, where factors such as traffic control, service-reconnect!on, and
surface restoration may run the unit costs for these options to over $100.00
per L.F. The test and seal of joints with grouting material generally allows a
great cost savings over these three techniques. However it does not lend itself
to the rehabilitation of cracked or broken conduit (which was prevalent in this
site).
The useful life of the Insituform liner is assumed to be similar to new
pipe based on the properties of strength, and resistance to reagents as exhibited
in Appendix B. Long-term data from actual installations is unavailable because
of the recent development of the method.
Insituform of North American, Inc., Memphis, Tennessee, is presently in-
stalling liner bag manufacturing equipment in Memphis. In addition to bag
manufacturing Insituform of North America. Inc. will license installers and
train all future installers in the United States. Probably as more licensed
installers enter the Insituform field, greater competition will result for
work, with an accompanying reduction in prices charged.
FOLLOW UP REPORT
Driver, Olson and Degraff inspected the test sections on March 24, 1980,
approximately six months after the Insituform installation, in order to deter-
mine the effects that time and the elements have had on the Insituform lining.
Personnel were dispatched to the site with sewer cleaning and internal inspec-
tion equipment. Each test section was thoroughly cleaned and televised, with
the results documented on videotape. Comparison of those tapes with those made
just after lining was completed indicated there to be no detectable changes in
the appearance of the liner over its life. No infiltration was perceived
throughout the test stretches in the follow-up tapes. Manholes in the test
section were investigated in an attempt to establish whether infiltration had
migrated to the manhole joints. No measureable infiltration was noted in the
manholes; however, this may be attributable to a ground water table that was
relatively low and immeasurable during the inspection.
In an effort to determine what effects an extended period of backfill
loading had on the bare liner, a 1 ft2 (929 cm2) section of the top of a clay
pipe was removed prior to lining and a PVC vertical riser was placed against
the Insituform liner and extended to the surface. The elevation of the top of
the liner bag was shot prior to backfilling the area and again during the 6-
month follow-up study. These measurements indicated the liner to be depressed
less than one-eighth of an in. (3mm) at the later inspection, indicating very
favorable structural properties of the liner.
The follow-up internal inspection of the test section showed absolutely
no build-up of material on the invert of the line, indicating that the flow
properties of the section had been significantly improved. The limited follow-
up study seems to indicate that the Insituform liner is an effective and dur-
able product for sewer rehabilitation.
62
-------
APPENDIX A
(PIPES AND STRUCTURES) LIMITED
REGISTERED OFFICE:
HORSLEY ROAD. KINGSTHORPE. NORTHAMPTON. ENGLAND
TJ..VI—•• 'n'.(H) ;t96C67/3'' TO'W 3H940lnlltu G
Registered in England No. 996266
Driver-Olson & Associates
6933 Elm Avenue
Rockford, Illinois 61111
Attn: Mr. F. T. Driver, P.E.
Re: Tnsituform test samples
for Northbrook, 111.
EPA Project
Dear Mr. Driver:
Pursuant to your request, please be assured that the Insituform
samples supplied for testing are representative of the cured
liner installed in the 12 inch diameter pipe in Northbrook, 111.
If I can be of any further assistance, please contact the writer.
Yours sincerely,
INSITUFORM (PIPES & STRUCTURES) LIMITED
Eric Wood
63
-------
CLIENT:
SUBJECT:
APPENDIX B
United States Testing Company, Inc.
Engineering Services Division
U13 PARK AVENUE • HOBOKEN. NEW JERSEY 07030 • 201-792.2*00
REPORT OF TEST
Driver, Olson & Associates
6933 Elm Avenue
Rockford, Illinois 61111
Physical Properties
77486
NUMBER
July 9. 1980
REFERENCE;
Driver, Olson & Associates Letter dated 10/15/79
SAMPLE IDENTIFICATION;
One (1) sample of material submitted and Identified by
the Client as:
Institufonn Sewer Material
TESTS PERFORMED;
The submitted sample was tested for the following properties in
accordance with the ASTM Test Methods listed below:
A.
B.
C.
0.
E.
F.
G.
H.
I.
J.
Property
ASTM Test Method
Tensile Properties 0-638
Shear Strength 0-732
Flexural Properties 0-790
Deformation Under Load 0-621
Coeff. of Linear Thermal Expansion D-696
Deflection Temperature 0-648
Flexural Fatigue D-671
Compresslve Properties 0-695
Bearing Strength 0-953
Resistance to Reagents 0-543
Page 1 of
ng
Testing Supervised by
!? Frank Razzuoli
in: New York • Chicago • Lot A*f*«n • Houuon
SIGNED FOi
Tulu
Frank
Assistant Vice Presldcr.t
Engineering Division
Memphis • Reading • Richlai.-'
mi MPOOT >miu ONLY TO TNI tuioino o« noeiBuMi io»Tinu ..o TO mi unriim TUTU T«I TUT mgin AM HOT IICUMIIIT I«OIC*TI»I.
• IFVUIMTATIVf or THI QgiLITIII Or TNI LOT riO« MICH TMI IJ«*\I ••! TAKIn Off Or ArrftBIHTkT IDINTICJIk 0« tlHIUN MOOVCTI NOTNI«« COHTAI«l'tt
!• TNIJ IIWIT m>u »IM T»»T IIKITU ITltU TUTHO «•'!•' OUCTI »«T 9VIUTT CO«TWL »«OM«« ro« Till CLI»T TO •HOC THH Till •
ran if illuu imiu» mciriuuT iMCtruo owi tiroiii ••« .€->!•• «•« >a« mi ucuniol ail or i«i CLICHT TO ••«• ralT «•• >oo«i •
»0 TNtT MO TNI •••! Or TNI UCITIO ITITU TUTIM «•»«<» '"C M ITI IUU 3" I»II«>U III "OT TO II HMD U»0«« ««T CIKUNfTINCU III Ib.
TIIIM TO TKI u«ut niiiie »a ««T >OT n giu i» I«T OTNII ••••» CITNOIIT ogi nwi wiinin irraenk UBPIU »OT OUTNTU '• "ti
in MTtiiu « mtiimu* or TMIITT UTS
-------
CLIENT:
United States Testing Company. Inc.
Driver, Olson & Associates
TEST RESULTS:
Test and Units
A. Tensile Properties
(1) Tensile Strength, ps1
(2) Modulus of Elasticity, psl
B. Shear Strength. ps1
C. Flexural Properties
(1) Flexural Strength, psl
(2) Flexural Modulus, psl
0. Deformation Under Load. pet.
(800 psi. 158°F. 24 Mrs.)
E. Coefficient of Expansion, in/in/°C
F. Deflection Temperature,°C
(1) 9 66 psl
(2) 9 264 psl
G. Fatigue Endurance Limit, psi 0 10 cycles
H. Coinpressive Properties
(1) Compressive Strength, psl
(2) Compressive Modulus, psi
I. Bearing Strength, psi
l.@4% Deformation
@ Maximum
77486
Number
July 9, 198:
Determined
5,420
475.000
8,150
9,320
403.000
0.149
5.96 x 10'
106
92.5
1360
15,500
325.000
3330
5910
65
-------
Resistance to Reagents
Reagent Tensile Properties Compressive Properties
168 Hr. itmnerslon Tensile Strength.psl Modulus, psi Comp. Strength. psl Modulus, psl
1.
2.
3.
4.
5.
6.
7.
8.
9.
Acetic acid. 70X sol. 9 77°F
Annonla. 51 sol. 9 77°F
Brine. 101 sol. 9 122°F
Calcium Hydroxide 0,181 Sol.
995°F
Diesel Fuel 9 95°F
Hydrochloric Acid. 351
Sol. 0 77°F
Gasoline • 77°F
Nickel Plating. Sol 9 133°F
Sulfurlc Acid. 151 Sol. 9 86°F
5860
4810
4670
5430
4300
5110
5100
4720
5280
(<8X)
(-1U)
)-141)
(tO.21)
)-211)
(-61)
(-61)
(-131)
)-31)
435
465
474
460
568
446
457
464
471
.000
.000
.000
.000
.000
.000
.GOO
.000
.000
14.300
14
13
14
13
13
14
11
13
.800
.300
.300
.800
.700
.800
.800
.900
(-81)
(-51)
(-141)
(-01)
(-1H)
(-121)
(-5X)
(-241)
(-101)
298
297
253
317
250
271
311
260
291
.000
.000
.000
.000
.000
,000
.000
.000
.000
-------
CLIENT:
United States Testing Company. Inc.
Driver. Olson ft Associates
77486
Nu
DATA:
Determination
1
2
3
4
5
Average
umoar
July 9, K
Tensile Properties
Initial (As Received)
Cross Sectional
Area. So. In.
0.133
0.133
0.118
0.134
0.134
Tensile Strength, psi
5270
5600
4250
6050
5930
5420
Modulus of i
Elasticity x 10"
4.52
4.70
5.15
4.53
4.83
4.75
After 163 Hrs. in 705 Acetic Acid Solution 9
1
2
3
4
5
Average
1
2
3
4
5
Average
1
2
3
4
5
Average
0.127
0.133
0.119
0.125
0.122
0.127
0.124
0.-131
0.123
0.133
0.120
0.129
0.132
0.132
0.127
6090
5350
6170
5820
5840
4.26
4.49
4.30
4.10
4.59
5860 4.35
After 168 Hrs. in 55 Airmonia Solution 3 77°F
5570
4110
4790
5240
4340
A. 68
4.24
4.42
4.79
5.10
4810
4.65
After 163 Hrs. in 10% Brine Solution P 122 f
3990
5110
5190
3740
5340
4670
64
27
06
,32
4.43
4.74
67
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United States Testing Company. Inc.
CLIENT: Driver, Olson & Associates
Tensile Properties (Cont.)
Determination
1
2
3
4
S
Average
1
2
3
4
5
Average
1
2
3
4
5
Average
1
2
3
4
5
Average
77486
Number
July 9, 1980
After 168 Hrs.
Cross Sectional
1n 0.
Area* So* In- Tpnsif'|A *••
0.128
0.128
0.135
0.129
0.126
After 168 Hrs
0.135
0.128
0.125
0.135
0.134
After 168 Hrs.
0.133
0.127
0.126*
0.134
0.130
After 168 Hrs.
0.133
0.121
0.130
0.125
0.133
5390
5150
4960
5750
5890
5430
182 Calcium Hydroxide
Solution 8 95 F
Modulus of 5
rongth, p«< Fl^^»*/-<*y » Tfl3
.60
.60
.55
.34
.94
.60
. 1n Diesel Fuel 0 95°F
4220
4180
4480
4070
4560
4300
1n 35
5160
4810
5290
4780
5500
5110
6.15
5.99
4.83
5.49
5.96
5.68
S Hydrochloric field
Solution 0 77°F
4.48
4.79
4.24
4.54
4.24
4.46
in Reoular Gasoline 9 77°F
5690
4630
5680
4810
4670
5100
4.70
4.46
4.58
4.66
4.47
4.57
68
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United States Testing Company, Inc.
77486
CLIENT: Driver, Olson & Associates Nurnbw
July 9. i960
Tensile Properties (continued)
After 168 Mrs. In nickel Plating Solution 9 133°F
Cross Sectional Modulus of s
Determination Area. Sq. In. Tensile Strength, psl Elasticity, x 10
1 0.130 5140 4.88
2 0.134 3310 4.47
3 0.121 4840 4.66
4 0.127 5460 4.36
5 0.126 4840 4.81
Average <720 4-6*
After 168 Mrs. in 15S Su If uric Add „
Solution 9 86°F
1 0.126 4910 5.83
2 0.130 5620 5.03
3 0.127 5160 4.37
4 0.136 5020 4.32
5 0.13S 5720 4.02
Average 5280 4.71
69
-------
United States Testing Company. Inc.
CLIENT: OHver, Olson & Associates
Determination
1
2
3
4
5
Average
77486
Nuniocr
July 9. 1980
Shear Strength
Shear Area. So. In. Shear Load. Lbs.
0.766
0.747
0.763
0.760
0.763
6300
6320
5980
6260
6100
Shear Strength. ps1
8220
8460
7840
8240
7990
8160
Flexural Properties
Determination
1
2
3
4
5
Dimensions, In.
0.514 x 0.249
0.536 x 0.242
0.503 x 0.249
0.499 x 0.249
0.478 x 0.243
Scan, In.
4.00
4.00
4.00
4.00
4.00
Flexural
Strength, psi
9790
9360
89SO
9150
9360
Mod. of Elasticity K
In Flexure, psi
4.03
3.97
3.96
4.07
4.09
x 10"
Average
Determination
1
2
Average
9320
4.03
Deformation Under Load. 800 os1 9 148 F. 24 Mrs.
Onclnal Heicht. In. Deflection. In. Deformation, pet.
0.5326
0.5410
0.0006
0.0010
0.113
0.185
0.149
Coefficient of Linear Thermal Expansion
Determination Initial Length. In. Temperature Range. °C Coeff. of Expansion in/W°C
1
2
Average
1.986
1.986
-30 to 4-30
-30 to +30
5.75 x 10
6.17 x 10
5.96 x 10
:!
-5
70
-------
Cross Sectional
Area, Sq. In.
0.147
0.152
0.140
0.170
0.148
Initial
Compress ive
Strength, psl
14.800
15, 900
15.400
15.500
16.000
(As Received)
Modulus of Elasticity
In Compression, psl x
3.09
3.21
3.40
3.27
3.30
105
United States Testing Company, Inc.
CLIENT: Driver, Olson i Associates
Compressive Properties
Determination
1
2
3
4
5
Average
1
2
3
4
5
Average
1
2
3
4
S
Average
77486
Number
July 9. 1980
0.123
0.133-
0.136
0.137
0.137
0.138
0.123
0.146
0.146
0.136
15,500
3.25
After 168 hrs. in 708 Acetic Acid Solution 9 77°F
14,700
14.200
14,100
14,300
14,200
14.300
3.01
2.96
3.08
2.32
3.03
2.98
After 168 llrs.-in SZ Ammonia Solution 9 77 F
14.700
14.300
15.300
15.100
14.800
14,800
2.78
2.85
3.
3.
19
11
2.94
2.97
1
2
3
4
5
Average
0.134
0.139
0.141
0.138
0.133
After 168 Hrs. In 108 Brine Solution 9 122 F
13.100
13.400
13.800
12.500
13.500
13.300
2.67
2.44
56
36
63
2.53
71
-------
United States Testing Company. Inc.
CLIENT: Driver. Olson & Associates
Compressive Properties (Cont)
July 9, I960
Determination
1
2
3
4
5
Average
1
2
3
4
5
Average
Crass Sectional
Area. Sq. In.
0.125
0.137
0.140
0.139
0.141
0.136
0.138
0.126
0.135
0.143
tompressive
Strength, ps1
14,300
14,400
14.400
14.100
14.400
14.300
After 168 Hrj. in
13,400
14.700
12.900
13,300
14,500
noauius or tiasnciij
In Caraoression psi >
3.12
3.15
3.18
3.19
3.23
3.17
Diesel Fuel 0 95°F
2.33
2.74
2.61
2.57
2.34
13.800
2.50
1
2
3
4
5
Average
0.138
0.137
0.136
0.139
0.134
After 168 Hrs. 1n 355 Hydrochloric Add
Solution 0 77°F
13,600
13.800
13,500
14,000
13.700
2.65
2.78
2.69
2.77
2.66
13,700
2.71
After 168 Hrs. In Regular Gasoline P 77°F
1
2
3
4
5
Average
0.139
0.118
0.140
0.140
0.143
14,400
14,700
15.300
15,200
14.500
14.800
2.92
3.07
3.16
3.09
3.31
3.11
72
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CLIENT:
United States Testing Company, Inc.
77486
Driver. Olson & Associates Numtwr
Compressive Properties (cont) July 9, 1980
Determination
1
2
3
4
5
Average
Cross Sectional
Area. SQ. In.
0.140
0.141
0.136
0.141
0.136
After 168 Mrs. In Nickel Plating Solution 9 133°F
Conpresslve Modulus of Elasticity 5
Strenoth, ps1 In Compression os1 x 10
13.200 1.96
9.700 2.36
13,300 r.Sl
12.400 2.96
12.500 3.21
11.800
2.60
1
2
3
4
5
Average
0.129
0.138
0.131
0.139
0.138
After 168 Hrs.
In 15Z SylfuHc Add
Solution 9 86 F
13.600
14.300
13.700
14.000
13.900
2.86
2.93
2.95
2.89
2.92
13.900
2.91
Bearing Strength
Determination
1
2
3
4
5
Average
Thickness. .In.
0.274
0.279
0.285
0.337
0.274
Bearing
Hole Oia.
In.
0.250
0.250
0.250
0.250
0.250
Bearing Strength, psi
-------
United States Testing Company, Inc.
CLIENT: Driver. Olson ft Associates
TEST RESULTS:
77486
Number
July 9. 1980
Flexural Fatigue
Average Thickness
0.266
Stress Level. ps1
2000
1500
1400
1350
Cycles to Failure
26.000
27.000
138,000
193,000
112.000
279.000
345,300
10.000,000 +
10.000,000 +
Fatigue Endurance Limit:
'360 ps1 9 10 cycles
-------
CO
tn
UJ
flc
CYCLES TO FAILURE
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TECHNICAL REPORT DATA
(Please read Instructions on the reverse before completing)
I REPORT NO.
2.
3 RECIPIENT'S ACCESSION NO
I. TITLE AND SUBTITLE
"DEMONSTRATION OF SEWER RELINING BY THE INSITUFORM
PROCESS, NORTHBROOK, IL"
S REPORT DATE
•. PERFORMING ORGANIZATION CODE
AUTHOR(S)
F.T. Driver and M.R. Olson
B. PERFORMING ORGANIZATION REPORT NO.
> PERFORMING ORGANIZATION NAME AND ADDRESS
Driver, Olson-Degraff & Associates
77 Seventh Street
Rockford, Illinois 61104
10. PROGRAM ELEMENT NO.
11. CONTRACT/GRANT NO.
R-806322
12. SPONSORING AGENCY NAME AND ADDRESS
13. TYPE Of REPORT AND PERIOD COVERED
Municipal Environmental Research Laboratory - Cin.,OH
Office of Research and Development
U.S. Environmental Protection Agency
Cincinnati. Ohio 45268
14. SPONSORING AGENCY COOe
EPA/600/14
IS. SUPPLEMENTARY NOTES
Contact: Richard Field (201)340-6674
This study was initiated with the overall objective of determining the effective-
ness of a new process of lining sewers called Insituform.
Two test sections of sewer in need of rehabilitation were lined to evaluate both
the effectiveness of the liner in eliminating infiltration and the liner's effect
on the flow characteristics of the sewer. Physical characteristics of the installed
liner were tested by running destructive tests on specimens.
The conclusions, recommendations and installation procedures described in the text
in this report should be of help to potential users in determining the viability of
this rehabilitation technique as it may apply to their needs. This study documents
the fact that the Insituform method of lining deteriorated sewers is an effective
process for eliminating infiltration from lines, as well as improving the hydraulics
and structural integrity of damaged conduits. The economical advantages of this
system are mainly dependent upon physical conditions of each application.
17.
KEY WORDS AND DOCUMENT ANALYSIS
DESCRIPTORS
b.lOENTIFIERS/OPEN ENDED TERMS
c. COSATi Field/Croup
Sewers, Rehabilitation, Liners,
Infiltration, Flow measurement,
Tests
Insituform, Infiltration/
inflow control, Sewer
rehabilitation, Physical
properties, Economics
13B
18. DISTRIBUTION STATEMENT
RELEASE TO PUBLIC
19 SECURITY CLASS (Thil Rtportf
UNCLASSIFIED
21 NO. OP PAGES
2O SECURITY CLASS (Thit pOft)
UNCLASSIFIED
22. PRICE
EPA Pwm 2220-1 (R««. 4-77) PHBVIOUI COITION 11 OBIOL.KTC
76
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INSTRUCTIONS
1. REPORT NUMBER
Insert the EPA report number as it appears on ihe cover of the publication.
2. LEAVE BLANK
3. RECIPIENTS ACCESSION NUMBER
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4. TITLE AND SUBTITLE
Title should indicate clearly and briefly the subject coverage of the report, and be displayed prominently. Set subtitle, if used, in smaller
type or otherwise subordinate it to main title. When a report is prepared in more than one volume, repeat the primary title, add volume
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approval, date of preparation, etc.}.
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zation.
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14. SPONSORING AGENCY CODE
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15. SUPPLEMENTARY NOTES
Enter information nol included elsewhere but useful, such as Prepared in cooperation with. Translation of, Presenied'at conference of.
To be published in. Supersedes, Supplements, etc.
16. ABSTRACT
Include a brief (200 words or lea) factual summary of the most significant information contained in the report. If the report contains a
significant bibliography or literature survey, mention it here.
17. KEY WORDS AND DOCUMENT ANALYSIS
(a) DESCRIPTORS - Select from the Thesaurus of Engineering and Scientific Terms the proper authorized terms that identify the major
concept of the research and are sufficient^ specific and precise to be used as index entries for cataloging.
(b) IDENTIFIERS AND OPEN-ENDED TERMS • Use identifiers for project names, code names, equipment designators, etc. Use open-
ended terms written in descriptor form for (hose subjects for which no descriptor exists
(c) COSATI FIELD GROUP • Field and group assignments are to be taken from the 1965 COSATI Subject Category List. Since the ma-
jority of documents are multidisciplinary in nature, the Primary Field/Group assignment(s) will be specific discipline, area of human
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EPA Porm 7220-1 (»«•- 4-77) (R.v.rt.)
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