LINERS FOR LAND DISPOSAL SITES
An Assessment
This report (SW-137) was written
by ALLEN J. GESWEIN
U.S. ENVIRONMENTAL PROTECTION AGENCY
1975
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The mention of commercial products and organizations does not
imply endorsement by the U.S. Government.
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Contents
Page
SUMMARY 1
MATERIALS 4
Asphalt 5
Polymeric membranes 8
Treated soils 8
CONSTRUCTION METHODS 10
Subgrade preparation 10
Liner installation 10
Liner protection 16
COSTS 16
SPECIAL CONSTRUCTION METHODS 19
FUTURE MATERIALS 21
LEAK DETECTION 21
CONCLUSIONS 23
REFERENCES 25
APPENDICES 27
A. Research Activities 27
B. Lycoming County 30
C. Typical Specifications of an
Impermeable Membrane 31
iii
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Page
D. Asphalt for Waste Water Retention in
Fine Sand Areas 37
E. Engineering Standard—Asphalt
Sealed Fabric Liner 44
F. Polymeric Materials 49
G. Engineering Standard—Flexible Membrane 52
H. Engineering Standard—Bentonite 61
I. Suggested Specifications for Soil-Cement
Base Course 64
LIST OF TABLES
Table
1 Typical Sanitary Landfill Leachate Composition . 6
2 Cost for Various Sanitary Landfill Liner
Material 17
3 Cost of Tailings Pond Liners 18
IV
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Summary
A relatively recent development in sanitary landfill design
technology is the use of barriers to inhibit the movement of leachate
into water sources. Many materials have been proposed and used as
barriers to line land disposal sites. This paper discusses the
use of natural soils, asphalt treatments, polymeric membranes,
and treated soils as liner materials. Material properties, con-
struction methods, costs, future materials, and leak detection
are discussed. For each liner material, a construction specification
is included.
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LINERS FOR LAND DISPOSAL SITES
An Assessment
Allen J. Geswein*
A sanitary landfill is a solid waste land disposal site
located, designed, and operated to minimize environment impact.
One potential environmental impact is contamination of ground and
surface waters which can occur from improperly located, designed,
or operated land disposal sites. The potential for contamination
occurs because within a land disposal site various physical,
chemical, and biological processes take place which produce com-
pounds that can be dissolved or suspended in water percolating
through the solid waste. Waters contaminated in this manner
are called leachate.
The occurrence of leachate does not .mean that ground and
surface water will be polluted. Methods to control leachate
are available. One of these methods is to collect the material
and treat it to remove the harmful constituents. Collection of
leachate requires that a barrier exists between the solid
waste which produces leachate and the water that would become
polluted. The barrier can be made from existing impervious
soil or by importing other construction materials. The most
common barrier is made by building the land disposal site so that
a "bathtub" is formed. The sides and bottom of this type of site
must be impermeable in order to contain the leachate. Also, pro-
visions must be made so that the leachate collected can be removed
*Mr. Geswein is a Sanitary Engineer in the Systems Management
Division of EPA's Office of Solid Waste Management Programs.
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for treatment. Sloping the bottom to a sump where a pump is
installed is the most common way of providing for removal to
a treatment facility.
The installation of impermeable liners in a soliH waste
land disposal site is a recent development, so very little
is known about long term effects. The base of a landfill can
be a hostile enviornment for these materials. Anaerobic, reducing
conditions are encountered so the durability and integrity of the
barrier can be questioned, particularly long term integrity.
Even materials, such as layers of clay and polymeric membranes,
which are usually considered inert may react with the leachate,
resulting in liner failure.
The subject of this paper is the materials that have been
proposed to line the sides and bottoms of land disposal sites
to contain leachate. An impermeable liner can be made from
many different types of materials including natural soil, treated
soil, asphalt treatments, and polymeric membranes.
The construction of a large impermeable barrier can be
a difficult task. The special techniques that are required for
each different material type are presented later in this report.
Cost is a major consideration in any construction project.
Because none of the proposed materials have been judged superior
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to another, cost will very likely be one of the considerations
that can be examined closely during the design process. Cost
estimates are presented later in this paper.
Research is underway to determine the long term capabilities
of the various liner materials. In addition to research being
conducted by the various manufacturers, the EPA is evaluating
several materials. A summary of the liner related research
activities being conducted by EPA is presented in Appendix A.
MATERIALS
The list of materials being used or proposed as land disposal
site liners include conventional paving asphalts, hot sprayed
asphalt, asphalt sealed fabric, polyethylene (PE), polyvinyl
chloride (PVC), butyl rubber, Hypalon*, ethylene propylene diene
monomer (EPDM), chlorinated polyethylene (CPE), compacted clay,
and mixtures of the native soil with either montmorillonite or
cement. These materials have been used successfully in other
similar applications. Many industries and communities pond
various fluids in man-made reservoirs. When the natural soil
is porous, the reservoirs can be made by installing an impervious
liner. In some cases, the liner material has been designed to
contain a specific fluid.
* Hypalon is a registered trademark of Dupont.
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Because the liners have been used in other applications to
form an impermeable structure, the landfill designers have
assumed that the materials can be used to construct impermeable
land disposal sites. Leaks may develop after the barrier is exposed
to leachate because of the tendency of the leachate to react
with the liner materials. However, there is no information
available today on whether or not any of the liner materials will
react with the leachate. The problems associated with the potential
for a reaction between the leachate and the liner are compounded
because the properties of leachate vary (Table 1).
Almost all of the above materials have been utilized at one
or more land disposal sites. The following is a brief discussion
of some of these sites. The discussion is presented using the
following categories: asphalt, polymeric membranes, and treated
soils.
Asphalt
Several types of asphalt liners have been used at various
landfill sites. One of the first installations was constructed in
1971 at Montgomery County, Pennsylvania. The liner was a three
inch thick tar cement pavement. The aggregate for this liner
was the same as is commonly used for street paving excent tar was
used as the binder rather than asphalt. A one-eighth of an inch thick
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Table 1
TYPICAL SANITARY LANDFILL LEACHATE COMPOSITION*
Analysis
pH
Hardness (carbonate)
Alkalinity (carbonate)
Calcium
Magnesitun
Sodium
Potassium
Iron (total)
Chloride
Sulfate
Phosphate
Organic nitrogen
Ammonia nitrogen
Conductivity
BOD
COD
Suspended solids
Range
Low
3.7
35
310
240
64
85
28
6
96
40
1.5
2.4
0.2
100
7,050
800
13
of Values*
High
8.5
8,120
9,500
2,570
410
3,800
1,860
1,640
2,350
1,220
130
550
845
1,200
32,400
50,700
26,500
f* Source: Leonard S. Wegman Co., Inc. Typical specifications 1
~l of an impermeable membrane. Lycoming County Board of Commissioners, '
^Pennsylvania. Unpublished data, 1974. J
Values are given in milligrams per liter except pH (pH units)
and conductivity (micromhos per centimeter).
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coating of hot tar was then sprayed over the pavement as a sealer.
The pavement was then protected by a two to three inch cover of crushed
rock (maximum size three-eighths of an inch) and an additional
12 to 18 inches of incinerator residue was placed over the pavement.
The base for the pavement consisted of four feet of broken stone,
four feet of backfill, and a six inch layer of crushed stone (maximum
size one inch). The base was built very thick because the site was
an abandoned quarry and the contractor was building up to escane
ground water. Tar was used as the binder in the bituminous paving
because it, unlike asohalt, is heavier than water.
The Rockford, Illinois landfill used two different asphalt
systems at different locations in the same site. The first system
was a two inch hot asphalt mix with a tar emulsion sealer. A later
liner used was a two inch thick cold-mix asphalt pavement with
three sealer coats. The first coat was an application of 0.25
gallon per sguare yard of emulsified asphalt. Two additional coats of
0.25 gallon per square yard of tar emulsion were added. Both
liners were covered with six inches of sand prior to the placement
p
of solid waste.
A hot sprayed asphalt liner has been used at Bucks County,
Pennsylvania. At this installation, a three-fourths of an inch thick
layer of the specially formulated asphalt is built up in four or
more passes by a truck equipped with a spray bar. The total aoplication
rate is about two gallons per square yard.3
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There is a patented system using an asphalt emulsion sprayed
on polypropylene fabric currently being evaluated as a sanitary
landfill liner by both the manufacturer and the EPA. No full
scale landfill applications of this material have yet been built,
but the material has been found to be competitive for sewage lagoons
and other applications.4
Polymeric Membranes
Six polymeric liner materials have been proposed as sanitary
landfill liners. They are PE, PVC, butyl rubber, Hypalon, EPDM,
and CPE. PVC is the most popular of these materials. It has been
used at Romeo, Michigan, North Hemstead, and Brookhaven, New York,
and has been selected for use in Lycominq County, Pennsylvania.
(Further information on the Lycoming County project is given in
Appendices B and C). Harrisburg, Pennsylvania, has installed
a butyl rubber liner at a disposal site used for incinerator
residue. The SHWRL has installed both Hypalon and CPE liners
at the Boone County field site (Walton, Kentucky). There are
no known full scale liner applications using either PE or EPDM.
Treated Soils
One commercial firm offers refined montmorillonite, a naturally
occurring'clay mineral, as an admixture to be used with native soils
to provide a liner. The material is sold under the commercial names
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Bentonite and Void ay. Crystal Lake, Illinois, has an operating site
c
with this type of liner, and Toronto, Canada, is currently building one.
Two types of Volclay are available. In addition to the pure
montmorillonite, there is a bentonite with a polymer addition.
The polymer addition is recommended when the fluid to be contained
has a dissolved salt concentration exceeding 1,000 ppm. For most
sanitary landfill applications, the polymer addition would he required.
Soil tests of the site are required to determine the application
rate of the Volclay. A large site may require several different
application rates at various points in the fill site.
Another system that has been proposed is the use of a soil-
cement layer with a sealer coat of tar or asphalt. Sandy or silty
soils will react with the cement more readily than will clays or
soils with a high organic content and, therefore, require less
cement to develoo the desired properties. Soil tests are reouired
to determine the amount and tyne of cement to be used at a specific
site. There are no known instances where soil-cement has been
used in a full-scale liner installation for a sanitarv landfill.
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CONSTRUCTION METHODS
The construction of a sanitary landfill liner reauires close
attention by the field engineer. Three distinct ohases of con-
struction have been identified. These are: subgrade preoaration,
liner installation, and liner protection.
Subgrade Preparation
Any sanitary landfill liner must be built on a firm base in
order to prevent significant differential settlement of the subgrade
and subsequent loss of liner integrity. The specifications for the
subgrade preparation should include the appropriate soil tests to
insure that ootimum compaction is achieved.
Wet and/or cold weather make the construction of the subgrade and
the sanitary landfill liner more difficult and should be avoided when
possible. When liners are built during adverse weather conditions, more
efficient monitoring and control procedures should be used by the
field engineer to insure the installation of a quality product.
Liner Installation
Most liner materials require an unique installation technique.
The exception is the polymeric materials which use essentially
the same installation procedures. The following is a brief dis-
cussion of how to install paving asphalt, hot sprayed asphalt,
asphalt emulsion sprayed on polypropylene fabric, polymeric
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membranes, montmorillonite, and soil-cement liners. Standard
specifications for the liner materials are included in the Appendices.
These specifications give more detail on the proper installation
procedures.
Paving asphalt is placed by a conventional paving machine. If
a sealer coat is specified, it can be applied using a truck equipped
with a spray bar or by using a hand held sprayer. Since the integrity
of this type of liner can be damaged by weeds growing through it,
the use of a soil sterilant on the subgrade to prevent plant growth
may be required. Specifications for this material prepared by The
Asphalt Institute are given in Appendix D.
Hot sprayed asphalt membranes are constructed using a spray
bar. The completed membrane will consist of one and a half to
two gallons of sprayed asphalt per square yard and can range in thick-
ness from one-fourth to three-fourths of an inch. Three or four passes
of the spray bar are used to build up this membrane. If fewer passes
are used (higher application rate per pass), there is a tendancy for
bubbles to be formed. Leaks will develop when these bubbles rupture.
Joints are formed by overlapping. The specified overlap varies from
1 to 12 inches.3'8 Appendix D includes a typical specification
for this material.
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There is a three-stage construction process for the asphalt
emulsion sprayed on polypropylene fabric. First the fabric is
spread on the ground. The fabric is in sheets 15 feet by 300 feet
which are sewed together. A mixture of water, a wetting agent,
asbestos, and an asphalt emulsion is then sprayed in two coats.
The first coat is applied at a rate of one gallon per square yard.
When this coat dries, the evaporation of the water causes pin holes
to develop in the membrane. A second coat of the mixture is then
sprayed at a rate of 0.4 to 0.5 gallons per square yard. The final
membrane is approximately 100 mils thick (one mil equals 0.001 inch). '
The manufacturer does not recommend placing this membrane when the
temperature is below 40°F.4 Appendix E is the Soil Conservation
Service Engineering Standard for this type of liner material.
Plastic and rubber membranes are delivered to the site in
large sheets. These membranes range in thickness from 10 to over
60 mils. Typically, these sheets will have many factory splices
in the material. In order to make the liner watertight, a number
of field splices are required. The most difficult material to
field splice is butyl rubber. Butyl requires a special two-
part adhesive with a cap strip, and the operation must be performed
under dry conditions. EPDM uses a much simpler single stage adhesive.
Hypalon, PE, CPE, and PVC can be solvent sealed.11
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Any of the polymeric materials can be fabricated <"ith a reinforcino
fabric (scrim) laminated between layers of the basic material.
Nylon, dacron, polypropylene, and fiberglass are examples of commonly
used scrim fabrics. Better dimensional stability, better puncture
resistance, and greater hydrostatic load capacity are the advantages
of the reinforced materials. The disadvantages are: less elongation
prior to rupture, less conformity to ground irregularities, less
flexibility, and greater cost.12
Polymeric liner materials are also classified as exposable
and unexposable. Exposable materials are formulated to resist
ozone and ultraviolet exposure longer than unexposable membranes.
Butyl, EPDM, Hypalon, and CPE are exposable materials. PVC and
PE are classified as unexposable.
While the general properties of all the basic polymeric
materials can be stated (Appendix F), it should be recognized that
the specific properties are determined by the manufacturer. Many
different types of end products can be made by using various scrims,
plasticizers, and resins. The manufacturer can provide a material
tailored to a specific job.
Anchoring the edges of plastic and rubber membranes is accomplished
by burying the edge in a shallow trench. Before the membrane is placed,
the compacted subgrade should be smooth so that the material is
not required to bridge over tire ruts and other surface imperfections.
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Appendix C is the specification prepared for Lycoming County's
proposed PVC liner. The Soil Conservation Service has engineering
standards for several polymeric materials which can be used as pond
liners. The standards are given in Appendix G.
The construction of a sanitary landfill liner using montmorillonite
as an admixture to the native soil is accomplished using conventional
farm and earth-moving equipment. Spreading the grayish-white
granular material can be accomplished with a fertilizer, pesticide, or
manure spreader. Typical application rates range from 10 to 20
pounds per square yard. Some experimentation may be required to
determine the proper setting to use for a particular spreader.
After the material is spread, three to four passes with a disk
are required to mix the montmorillonite to the appropriate depth,
usually six inches. Flat steel wheeled rollers or rubber tired
rollers are recommended for compaction. The use of sheepsfoot
rollers is not recommended by the manufacturers because these devices
tend to force the montmorillonite deeper into the subgrade than
six inches. The material is not an effective liner if it is placed
deeper than the design depth.5 An engineering standard of the Soil
Conservation Service on the use of bentonite as a pond sealer is
given in Appendix h.
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Soil-cement is a mixture of pulverized soil and measured amounts
of portland cement and water, compacted to high density. Since no
full-size sanitary landfill liner has been built using this material,
no special construction techniques have been developed. In general,
soil-cement pavements are built using the following steps:
(1) spread portland cement and mix, (2) apply water and mix,
(3) compact the mixture, (4) perform final grading for drainage, and
(5) cure the mixture. Depending on the soil type encountered, cement is
added at a rate of 3 to 20 percent by weight to the soil. Spreading
and mixing devices have been designed specifically for soil-cement
pavement construction, but conventional earth-moving equipment
can be used. To cure the soil-cement, a moisture-retaining cover
is placed on the pavement to retain moisture and permit the cement
to hydrate. Bituminous materials sprayed at rates varying from
0.15 to 0.30 gallons per square yard are the most common curing
materials. Waterproof paper, plastic sheets, wet straw, sand,
burlap and cotton mats have also been used. The soil-cement
requires seven days to cure. The Suggested Specifications for
Soil-Cement Base Courses prepared by the Portland Cement Association
are given in Appendix I.
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Liner Protection
None of the proposed liner materials should he used as a pavement.
While some of these materials can easily sunnort rubber-tired con-
struction equipment, no manufacturer recommends allowing collection
vehicles to use the liner as a pavement because of the high wheel loadings
Equioment with crawler treads should not be allowed to operate directly
on the liner. Manufacturers recommend protectinn the liner with
an earth cover one to two feet thick. This material should
not contain jagged rocks or other sharo objects that could damage
the liner. Similarly, the first lift of solid waste placed in the fill
site should not contain items such as, bulky wastes, nine or white
goods that could puncture the liner during the filling oneration.
Such quality control is difficult to achieve, considering the
heterogeneous nature of solid waste delivered in compactor trucks.
COSTS
The cost of liner materials is difficult to establish. Many
of the proposed materials are petroleum products which are increasing
in cost. The relative costs given in Tables 2 and 3 are as meaningful
as the absolute values.
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Table 2
COST FOR VARIOUS SANITARY
LANDFILL LINER MATERIALS*
Material
Installed cost
($/sq yd)
Polyethylene (10 - 20* milsj)
Polyvinyl chloride (10 - 30* mils)
Butyl rubber (31.3 - 62.5* mils)
Hypalon (20 - 45+ mils)
Ethyl ene propylene c'iene monomer
(31.3 - 62.5+ mils) +
Chlorinated polyethylene (20 - 30 mils)
Paving asphalt with sealer coat (2 inches)
Paving asphalt with sealer coat 14 inches)
Hot sprayed asphalt (1 gallon/yd )
Asphalt Sprayed on polypropylene fabric
(100 mils)
Soil-bentonite (9.1 1bs/y
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Table 3
COST OF TAILINGS POND LINERS*
Liner material
Installed cost"1"
($/sq yd)
Bentonite
18 Ib/sq yd
Asphalt
Asphalt membrane
Asphalt concrete
Rubber
Butyl
1/16"
3/64"
1/32"
Ethylene propylene diene monomer
1/16"
3/64"
1/32"
Synthetic membrane
Polyvinyl chloride
10 mils
20 mils
30 mils
Chlorinated polyethylene
20 mils
30 mils
Hypalon
20 mils
30 mils
1.26
1.26
1.80
,78
,24
,70
,69
,15
2.61
1.17 (includes
1.62 earth
1.98 cover)
2.34
3.06
2.34
3.06
* Source: Clark, D. A., and J. E. Moyer. An evaluation
of tailings ponds sealants. Environmental Protection Technology
series EPA-660/2-74-065. Washington, U.S. Government Printing
Office, June 1974. p. 22-23.
+ Includes material and labor. Cost of subgrade preparation
and, except where noted, earth cover is not included.
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SPECIAL CONSTRUCTION METHODS
Two unusual leachate control methods have been identified.
One method attempts to prevent leachate formation and the other attempts
to control the horizontal movement.
For leachate prevention, the objective is to encase the solid
waste in an impermeable material. Both the top and bottom of the
filled area are covered. The assumptions for this type of con-
struction are that the amount of leachate generated will be neqliaible and
leachate will not flow from the site because the water from exterior sources,
such as ground water, rainfall, and runoff will never be allowed into
the fill. If more than one lift is required to complete a
fill, there would be impermeable material placed over the top
of each lift. The design may call for sealing the solid waste
each year during the active life of the fill, so several liners may
be required. This method has reportedly been used at fill sites
that accept primarily industrial or hazardous wastes. Bricktown,
New Jersey, has proposed using this type of design for a sanitary
landfill accepting primarily municipal solid waste. Vents to
allow gases of decomposition to escape from the fill are required
for this type of construction.
A landfill at Croton Point, New York, as a result of a
recently decided lawsuit, is also involved in leachate prevention.
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On completed fill areas, the operating agency is required to cap
to seal the site "in such a manner as substantially to eliminate
infiltration of rainfall water or other source of recharge of
the ground water."15 The method must be approved by the State
and EPA. No material selection has been made for this project.
Buffalo, New York, built an unusual leachate containment
structure when their landfill was moved in 1973. At the new site,
a clay layer was found at a depth of 25 to 30 feet. To take
advantage of this impermeable layer, a three foot wide trench
was dug with a backhoe until the clay layer was exposed. The
trench was backfilled with a slurry of the natural soil and
montmorillonite. The new site was completely encircled using
this method of construction. Theoretically, no horizontal or
vertical movement of any leachate formed can occur.
The ten million dollar project required moving 1.8 million
cubic yards of solid waste and also included the construction of
a sump to collect any leachate formed within the site. No special
precautions were taken to make the top of the new fill impermeable
so leachate could be formed. The present plans are to pump this
material to a sanitary sewer and treat the leachate at the
municipal sewage treatment plant.
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FUTURE MATERIALS
All of the discussion to this point has centered on materials
that were designed as pond liners and/or paving. No material
has yet been developed specifically to contain leachate. Since
the properties of leachate can now be estimated (Table 1), the
design of such a membrane is possible. One large firm (Goodyear)
has begun the development of a polymeric material for this purpose.'6
No estimate can be made as to when this material will be commercially
available.
Various soils can attenuate the minerals found in leachate.
It may be possible to build a liner composed of several layers of
different soils that will act as a treatment facility as the leachate
percolates through the soil. Research is now underway that will
provide the attenuation characteristics of some soils (Appendix A).
At this time, the construction of such a liner is only a conceot. f"uch
additional work in this area will be needed before a full scale
liner can be built.
LEAK DETECTION
Detecting leaks in a sanitary landfill liner is an important
element in environmental protection. Unfortunately, very little
effort has been directed toward developing leak detection systems
for sanitary landfills. Systems are available for retention ponds
which could be used for sanitary landfills.
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While these systems can be used to determine whether or not
the liner is leaking, the repair of the liner is a problem that has
no simple solution. When a leak develops in a pond, repairing the
liner is, comparatively, a simple operation. A pond can be drained
to expose the liner for repairs. However, the same operation in
a landfill would be a major excavation effort and the excavating
equipment could cause even more damage to the liner.
Three methods can be used to detect leaks. They are ground
water monitoring wells, piping systems below the liner, and electrical
sensing systems.
Assuming that there is sufficient knowledge of ground water
movement in the area of the fill, monitoring of the water quality
could be used to detect leaks. However, if a leak was detected
in this manner, there would be no way to determine its exact location.
Using a system of perforated pipe located below the liner to
collect any material leaking from the site is another possible leak
detection system. '2sp.40 since some of the material is collected, it would
be possible to provide treatment. The amount collected would depend
on the permeability of the soil. Since a liner has been installed,
the soil must be very porous and a considerable amount of leachate
would not be collected by this system.
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The electrical sensing system consists of a series of metal
pins driven into the ground beneath the liner. The pins are con-
nected by waterproof cable through a selector switch to a resistivity
meter. The selector switch is used to take resistivity readings
between any two pins. Leaks are detected as changes in resistivity.
This system can be used to determine the exact location of a leak.12'
CONCLUSIONS
All of the materials described in this paper, have been used
successfully to contain fluids. It follows that a prooerly designed
and constructed sanitary landfill liner of these materials could be
used to collect leachate. The long term effect of leachate on
any liner.material has not yet been determined, but studies are now
underway (Appendix A).
The use of any sanitary landfill liner requires the construction
of a subgrade that will not settle and harm the liner.
All liners are susceptible to harm from construction and/or
collection equipment and should be protected by applying an earth
cover.
The successful installation of a liner requires a good
specification and on-site control of the construction process,
including placement of the first lift of waste.
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While some systems exist to aid in leak detection, there is
no system that has been specifically designed to detect leaks in
a sanitary landfill liner.
This paper has discussed only materials that could be used
to collect leachate. The leachate that is collected must be
removed from the base of the sanitary landfill for treatment or
recirculation.
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REFERENCES
1. Personal communication. G. Emrich, A. W. Martin Associates,
Inc., to A. J. Geswein, Office of Solid Waste Management
Programs, Nov. 1974.
2. Hill, A. D. Line it and put it to use! Ij^ Asphalt for water
control and environmental preservation. The Asphalt Institute
Information Series No. 164 (IS-164). College Park, Md., The
Asphalt Institute, Dec. 1973. p.6-7.
3. Personal communication. R. D. Ragsdale, Jr., Waste Resources
Corporation, to A. J. Geswein, Office of Solid Waste
Management Programs, Nov. 1974.
4. Personal communication. L. J. Horvath, Bituminous Applicators,
Inc., to A. J. Geswein, Office of Solid Waste Management
Programs, Nov. 1974.
5. Personal communication. E. Grody, American Colloid Company,
to A. J. Geswein, Office of Solid Waste Management Programs,
Nov. 1974.
6. Soil-cement construction handbook. EB003.8S. Skokie, 111.,
Portland Cement Association, 1969. 42 p.
7. Asphalt linings for waste ponds. The Asnhalt Institute Information
Series No. 136 (IS-136). College Park, Md., The Asnhalt Institute
Aug. 1966. 10 p.
8. Asphalt for waste water retention in fine-sand areas. Misc. 74-3.
College Park, Md., The Asphalt Institute, May 1974. 7 p.
9. Pond sealing or lining; asphalt sealed fabric liner. Soil
Conservation Service engineering standard 521-E-l; national
engineering handbook notice 2-109, June 1974. In Soil
Conservation Service national engineering handbook. Section 2.
Engineering practice standards. Washington, U.S. Department
of Agriculture, 1974.
10. Asphalt sealed membrane for pond liners and erosion control;
handbook and installation guide. 2d. ed. Bartlesville, Okla.,
Phillips Petroleum Company, Chemical Department, [Oct. 1972].
10 p.
11. Haxo, H. E., Jr., and R. M. White. Evaluation of liner materials
exposed to leachate; first interim report. Oakland, Calif.,
Matrecon, Inc., Nov. 27, 1974. 58 p.
12. Lee, J. Selecting membrane pond liners. Pollution Engineering,
6(1):33-40, Jan. 1974.
25
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13. Goethner, G. A. Leachate reduction or containment is
outlined. Solid Hastes Management/Refuse Removal Journal,
15(2) :24, 28, Feb. 1972.
14. Personal communication. C. E. Staff, Staff Industries, Inc.,
to A. J. Geswein, Office of Solid Waste Management Programs,
Nov. 7, 1974.
15. United States v. Michaelian. United States District Court,
Southern District of New York. 72 Civ. 1966.
16. Personal communication. D. Herkler, The Goodyear Tire and
Rubber Company, to A. D. Otte, Office of Solid Waste Management
Programs, Aug. 20, 1974.
26
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Appendix A
RESEARCH ACTIVITIES
The Solid and Hazardous Wastes Research Laboratory is evaluating
both native soils and various membranes as sanitary landfill liners.
Becuase the base of a sanitary landfill exhibits anaerobic,
reducing conditions, the durability of any liner material is in
question. Even clay could react with the leachate and cause
structural changes in the clay lattice. These changes may cause
liner failure by adversely affecting the hydraulic conductivity.
Test cell one at the Boone County field site was constructed
by SHWRL using a double liner. The two liner materials are a
natural silty clay and a 30 mil Hypalon sheet. The clay was back-
filled over the Hypalon to a depth of 18 inches. Leachate is
collected both above and below the clay liner. The preliminary
results indicate that about six percent of the total leachate
collected passed through the clay layer. There is no information
available, as yet, on the attenuation characteristics of the clay
liner. The clay liner used at the site has a hydraulic conductivity
of 1.64 x 10 cm/sec, some clays have hydraulic conductivities as
_Q
small as 10 cm/sec.
Test cell two has been constructed using a chlorinated
polyethylene liner. No results are available from this site.
27
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An extensive evaluation of liner materials is being conducted
under U.S. EPA Research Contract 68-03-0230. Twenty-four lysimeters
have been constructed with twelve different materials used as
liner materials. Each material is being used in two lysimeters.
The liners will be removed after one and two years of exposure
to leachate to determine what changes have occurred in the physical
properties of the liner materials. In addition to these 12 materials,
there are 34 samples buried in the sand covers above the liners.
These materials will also be examined and tested. All of the buried
samples have splices, either factory or field, to be evaluated.
The lysimeters have only recently been completed, so results from
this study will not be available for some time.
A project entitled "Investigation of Leachate Pollutant
Attenuation in Soils" being conducted under contract to the EPA
by the University of Arizona and the Illinois State Geological
Survey, is designed to provide the relative attentuation orooerties
of different soils. Natural and synthetic landfill leachates
are being applied under anaerobic conditions to well characterized
samples from the major soil groups in the United States and to
mixtures of the three important clay minerals. The data will
provide information on attenuation of separate leachate constituents
by clay minerals and whole soils and will be used to modify an
existing computer simulation model so that it will be capable of
28
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predicting the rate and extent of attenuation in field soils. The
limited amount of data that is presently available substantiates the
importance of the clay minerals.
In addition to the active studies mentioned above, two additional
efforts if the area of hazardous waste liners are being intitiated
by SHWRL. The Industrial Haste Treatment Research Laboratory, Edison,
New Jersey, will be supplying input for a grant which will
develop a decision model for liner materials. This contract will
primarily be a literature survey and will identify research needs.
The SHWRL is also funding a testing program to evaluate liners
subject to leachate from hazardous wastes. Twelve liner materials
will be evaluated, four synthetics, four admixtures, two clays, and
the contractor can select two additional materials. One
sludge will be strongly acid, one strongly basic, one pesticide,
and three additional sludges to be chosen by the contractor. The
change in physical properties of the liner materials will be determined
after one and two years exposure. A total of 144 lysimeters will
be built. Also,the contractor will investigate accelerated testing
methods for the liner materials.
29
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Appendix B
LYCOMING COUNTY
The nsNMP is monitoring the construction of a controlled
sanitary landfill which is beino built in Lycoming County,
Pennsylvania. Funds for the project are being provided bv the
Appalachian Regional Commission and the Denartment of Health,
Education, and Welfare.
The plans call for extensive subsurface drainaqe construction,
Ground water will be collected in perforated nine beneath the fill.
This collection system allows the water to be removed from the
site by gravity.
A polyvinyl chloride liner will be placed above the qround
water collection system. This impermeable membrane will keen
any leachate that is formed from nollutina the oround water.
The contractor has not yet been selected.
A leachate collection system will be installed above the
liner. The leachate will be collected in perforated nine and
conveyed by qravity to a lagoon. Desinn calculations estimate
that no significant amounts of leachate will be formed until
approximately 20 years after the site has been initiated. When
significant leachate quantities are produced, the appropriate
treatment facilities will be designed and installed. Until
that time, any leachate collected in the system will be sprayed
onto the fill and recirculated.
30
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Appendix C
TYPICAL SPECIFICATIONS OF
AN IMPERMEABLE MEMBRANE
LYCOMING COUNTY
BOARD OF COMMISSIONERS
HENRY F, FREY
Chairman of Commissioners
GALEN D, CASTLEBURY, JR,
Commissioner
PAUL K. BLOOM
Commissioner
Leonard S. Wegman Co. Inc.
Engineers
Mechanicsburg, Pennsylvania
New York, New York
31
Lycoming County
Planning Commj
-------
1. SCOPE
The work includes the supply, delivery, unloading and super-
vision of installation of an impermeable membrane for the collection
of leachate produced by a sanitary landfill. The impervious lining
shall be installed where indicated on the drawings or as directed by
the Engineer. All work shall be done in strict accordance with the
drawings and specifications subject to the terms and conditions of
the contract. Basis of purchase is the square yard.
2. WORK BY OTHERS
Excavation, preparation of supporting surface and labor for
installation.
3. APPLICABLE CODES AND SPECIFICATIONS
The work under these specifications shall comply with the
latest editions and bulletins of all applicable local and state
codes and specifications.
4. MATERIALS
The membrane supplied shall be sheeting made of polyvinyl
chloride (PVC) no less than 20 mils thick and shall perform as
specified in Section 6, "LEACHATE CONTAINMENT".
The supplier shall provide sufficient solvent, cement or
adhesive to make fast and efficient field splices at temperatures
ranging from 20°F to 90°F.
The supplier shall submit with the bid the values and test
methods for:
Thickness
Specific Gravity
Tensile Strength
Modulus -- 100%
Elongation
Weight per sq. yd.
Shore "A" Hardness
Graves Tear Resistance
Color
5. PHYSICAL REQUIREMENTS
The polyvinyl chloride membrane film shall meet the physical
requirements of Table 1.
PVC materials shall be manufactured from domestic virgin poly-
vinyl chloride resin and specifically compounded for use in hydraulic
facilities in a standard minimum width of at least 54 inches. Re-
processed material shall not be used. The color shall be neutral
32
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TABLE 1
PHYSICAL REQUIREMENTS
TEST
Specific Gravity
Tensile Strength, psi, min.
Elongation, % min.
100% Modulus, psi
Elmendorfer Tear, gms/mil,min.
Graves Tear, Ibs/in. min.
Water Extraction, % max.
Volatility, % max.
o
Impact Cold Crack, F.
Dimensional Stability, max.%
(100°C-15 minutes)
Shore Durameter, "A"
Outdoor Exposure To Sun, hrs.
Bonded Seam Strength, % of
Tensile, min.
Pinholes/10 sq. yds. max.
Resistance to Burial
Alkali Resistance
Color
MINIMUM
TEST VALUES
1.24-1.30
2200
300%
1000-1600
160
270
0.35
0.7
-20
5
65-75
1500
80%
None
Black Or
Grey
TEST
METHOD
ASTM D-1505
ASTM D882-B
ASTM D882-B
ASTM D882-B
ASTM D-1922
ASTM D1004
ASTM D1239
ASTM D1203
ASTM 1790
ASTM D676
(Meets USBR Test
specifically
formulated for
resistance to micro-
biological attack)
Passes Corps of
Eng. CRD-572-61
33
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gray to black. Thickness shall be as shown on the project drawings.
Certification test results showing that the sheeting meets the
specifications shall be supplied on request.
The membrane shall be shop fabricated into standard size large
sections and into odd-sized pieces as required to suit the facility
to minimize the number of field splices. After fabrication, the
membrane shall be packed for easy and minimum handling in the field.
Shipping containers capable of preventing damage to the contents
during shipment and field handling shall be provided by the supplier.
The supplier shall submit with the bid complete drawings and/or
sketches and literature indicating the dimensions of each standard-
size section of membrane; type, size and weight of shipping container;
procedure for splicing, connecting and anchoring membrane to soil,
concrete and other appurtenances; and recommended methods of handling
membrane by field personnel during membrane installation.
6. LEACHATE CONTAINMENT
The impermeable membrane shall be capable of preventing the
,,.,..': leachate produced by the refuse from reaching the soil under the
' * membrane.
i ^ ,5,, j.--/i .-^
; "^? ' , . The lining shall be capable of resisting the deleterious
;i>•' ' ,.- "" Table 2 shows some chemical and biological characteristics of
,;••' the leachate from a typical sanitary landfill that the lining shall
_(>/ «' •. be capable of resisting. ^r,,\-ic- *'''"• <**" ''^'V<->\~f
Thejmembrane_sup_£l_ier shall carefully examine the listed
sanitary landfill leachate components and their concentrations,
and shall submit with the bid a signed statement attesting to the
suitability of the membrane for the intended purpose.
7. INSTALLATIONS
Within 15 days of notice to proceed, the supplier shall submit
for the approval of the Engineer (4) copies of a "Manual of Membrane
Installation Practice".
The PVC lining shall be placed over the prepared surfaces to be
lined in such a manner as to assure minimum handling. It shall be
sealed to all concrete structures and other openings through the
lining in accordance with the details shown on drawings submitted by
the contractor and approved by the Engineer. The lining shall be
closely fitted and sealed around inlets, outlets, and other project-
34
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TABLE 2
TYPICAL SAMTIARY LANDFILL LEACHATE COMPOSITION
Component
PH
Hardness (Carbonate)
Alkalinity (Carbonate)
Calcium
Magnesium
Sodium
Potassium
Iron (Total)
Chloride
Sulfate
Phosphate
Organic Nitrogen
Ammonia Nitrogen
Conductivity
BOD
COD
Suspended Solids
Ranj
3.7
35
310
240
64
85
28
6
96
40
1.5
2.4
0.2
100
7,050
800
13
je of Values'1
8.5
8,120
9,500
2,570
410
3,800
1,860
1,640
2,350
1,220
130
550
845
1,200
32,400
50,700
26,500
a Values in milligrams per liter except pH (pH Units) and
Conductivity (Micromhos per centimeter)
35
-------
ions through the lining. Any portion of lining damaged during
installation by any cause shall be removed or repaired by using
an additional piece of lining as specified.
Lap joints shall be used to seal adjacent lengths of factory
fabricated pieces of PVC together in the field. The contact
surfaces of the pieces shall be wiped clean to remove all dirt,
dust, moisture, or other foreigh materials. Sufficient cold-
applied vinyl-to-vinyl bonding solvent shall be applied to both
contact surfaces in the joint area and the two surfaces pressed
together immediately. Any wrinkles shall be smoothed out.
Any necessary repairs to the PVC shall be patched with the
lining material itself and cold-applied vinyl-to vinyl bonding
solvent. The bonding solvent shall be applied to the contact
surfaces of both the patch and lining to be repaired and the
two surfaces pressed together immediately. Any wrinkles shall
be smoothed out.
All joints, on completion of the work, shall be tightly
bonded. Any lining surface showing injury due to scuffing,
penetration by foreign objects, or distress from rough subgrade
shall, as directed by the Engineer, be replaced or covered and
sealed with an additional layer of PVC of the proper size.
The supplier shall assign a representative to inspect the
supporting surface prior to installation of the membrane. The
representative shall remain at the site to supervise the membrane
installation for as long as required and shall be responsible for
all membrane installation operation.
8. GUARANTEE
The manufacturer shall warrant its plasticized PVC Sheeting
*. to be free of defects at the time of sale and to deliver an expected
/ minimum service life of 20 years from date of acceptance.
The supplier is notified that the in-place membrane shall be
surrounded by a number of permanent observation, wells and that
periodic ground water quality tests shall be made of the ground
water under and surrounding the membrane.
The warranty shall be based on installation of the liner on
compacted sand free of sharp protrusions, continuous protection of
the liner from atmospheric exposure and mechanical damage by a
covering of soil and containment of fluid as characterized by the
specification. Gross deviations from these conditions voids the
warranty.
Any claim for alleged breach of warranty will be made promptly
so that the manufacturer's representative may inspect the condition.
36
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Appendix D
ASPHALT FOR WASTE WATER RETENTION
IN FINE-SAND AREAS
(INCLUDES MODEL SPECIFICATIONS)
PART I: GUIDE FOR EMULSIFIED ASPHALT STABILIZATION OF SANDS
FOR LAGOONS AND RETENTION BASINS
PART II: GUIDE FOR ASPHALT LININGS FOR LAGOONS AND
RETENTION BASINS
THE ASPHALT INSTITUTE AAlcr 7A
Asphalt Institute Building MI5C-74-3
College Park, Maryland 20740 MAY
PART I:
GUIDE FOR EMULSIFIED ASPHALT STABILIZATION
OF SANDS FOR LAGOONS AND RETENTION BASINS
Waste water lagoons must be designed and built to prevent contam-
ination of the subsoil by percolation. In addition, cohesionless sands,
such as dune sands, that lack stability when dry, require stabilizing
before asphalt membranes or hydraulic asphalt concrete linings are placed.
Therefore, specifications for construction of waste water treatment
lagoons in cohesionless sands should include the following:
1. Site preparation, excavation, and embankment of the lagoon to the
size and shape required with slopes no steeper than three-horizontal
to one-vertical (essential for mixed-in-place stabilization).
2. Stabilization of the upper 4 to 6 in. (10 to 15 cm) of sands forming „, s
the lagoon bottom and embankment slopes to provide support for con- §• j>
struction equipment necessary for placing an asphalt membrane seal
or hydraulic asphalt concrete lining.
3. The .required type of membrane seal or lining that the engineer feels
essential for the required service life of the facility.
Model Specifications for Asphalt Stabilized Sand for Waste Water Lagoons
and Retention Basins -^
1. Scope: Construct an asphalt stabilized sand working table as specified.
c, Jo
n cr
A. General Requirements
Site Preparation: All debris, vegetation, or other organic materials ~~' pi
shall be removed from the job site. The site to be paved shall be en
graded to the required section and all excess material removed from the
location of the work. Material in weak areas shall be removed to the
depth required to provide a firm foundation and shall be replaced with
suitable material.
37
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Preceding embankment stabilization, all sewers, drains, control valves,
and the like, shall be installed through the embankment areas to within
the lagoon proper with adequately compacted backfill.
The sand shall be dampened if necessary to support stabilizing equipment.
If directed by the owner or his engineer prior to stabilizing the sand,
designated areas shall be treated with a sterilant to prevent plant
growth.
3. Thickness of Asphalt Stabilization: The sand shall be asphalt stabilized
to a compacted depth of 4 or 6 in. (10 or 15 cm). (Note: Delete the
depth not to be used.)
4. Equipment: The contractor shall provide the equipment necessary to
complete the job acceptable to the engineer. Variations in the size and
amount of equipment will depend on the size of the area being stabilized.
(Note: More positive mixing is secured by single-pass type mixers.)
5. Sampling and Testing: If requested by the engineer the contractor shall
furnish for test and analysis representative samples of the materials to
be used in the work. Sampling and testing shall be in accordance with
the latest revisions of the American Association of State Highway and
Transportation Officials (AASHTO) or the American Society for Testing
and Materials (ASTM) standard procedures for sampling and testing the
materials being used in the project.
6. Smoothness: The surface of the completed work, when tested with a 10 ft
(3 m) straightedge, shall not contain irregularities in excess of \ in.
(13 mm).
B. Materials
7. Asphalt: The asphalt used for stabilization shall be CMS-2h or CSS-lh
emulsified asphalt as specified by the engineer prior to the letting of
the contract. The asphalt material selected shall meet the requirements
of ASTM Designation D 2397 (AASHTO Designation M 208).
8. Sand; The sand, for the depth of the stabilization, shall be free from
vegetable matter, lumps or balls of clay, or other matter that will
prevent coating with the asphalt materials.
9 Composition of Mixture: The application of emulsion into the sand shall
be at the rate of 0.5 to 0.7 gal/yd 2 in. (0.9 to 1.3dm3/m2Cm). (Based
on a loose weight of 100 Ib/ft3 (1600 kg/m3).^ (Note: Designate the
rate of application and delete the range shown.)
C. Construction
10. Restrictions: At the time the sand is to be stabilized the moisture
content should be such that it will ensure the sand particles being
coated with the asphalt emulsion. If necessary, water shall be added to
the sand prior to mixing with asphalt. If CSS-lh emulsified asphalt is
used, it may be diluted with water prior to application in lieu of adding
water to the sand. Mixing, spreading, and compacting shall be performed
when the air temperature is at least 50°F (10°C)0
38
-------
11. Application of Asphalt: The temperature of the asphalt emulsion at the
time it is applied to the sand shall be within the following limits:
CMS-2h or CSS-lh 70° - 160°F (21° - 71°C)
12. Mixing Operations; The materials may be mixed by travel plant, rotary or
mechanical mixing, or by motor graders.
13. Aeration: Before spreading and compacting commence, the moisture content
shall be reduced enough by aeration to allow satisfactory compaction.
14. Spreading and Compaction; After the mixture has been aerated suffi-
ciently to be compacted it shall be spread to uniform grade and
cross-section and compacted with a pneumatic-tired roller or other
suitable compaction equipment. Any irregularities in the surface
shall be corrected by blading, shaping, and compacting until the surface
is true to grade, slope, or cross-section. Special care shall be given
to making all joints tight and of density equal to the adjacent material.
(Note: A flush coat of 1 to 1 dilution of emulsion and water applied to
the joint will improve tightness.)
15. Method of Measurement; The quantities to be paid for will be as follows:
o
(a) Excavation or Embankment per cu yd (m ) .
(b) Subgrade Preparation per sq yd (m ) .
(c) Mixing, Shaping, and Compacting per sq yd (m^) .
(d) Asphalt Materials - total number of gal (dm^) measured at
60°F
16. Basis of Payment: The quantities enumerated in Section 15 will be paid
for at the contract unit price bid for each item or at a lump sum price
bid for the job. Payment will be in full compensation for furnishing,
hauling and placing materials, for rolling, and for all labor and use of
equipment, tools, and incidentals necessary to complete the work in
accordance with these specifications.
PART II:
GUIDE FOR ASPHALT LININGS FOR
LAGOONS AND RETENTION BASINS
Lagoons and retention basins need to be sealed by placing membranes or
impermeable mats of hydraulic asphalt concrete. For seals to be applied
properly a firm working table is necessary. The Guide for Asphalt Stabili-
zation of Sands, Part I of this publication, describes the preparation of a
working table for placing seals. The firm working table allows application
of hot asphalt or emulsified asphalt with conventional highway construction
equipment to form a membrane seal. Such a membrane needs to be designed
along with a protective cover, to retain the hydraulic head for the specific
project. A membrane-type seal should not be employed to prevent loss by
percolation where the maximum hydraulic head is expected to exceed 8 ft
(2.4m).
39
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Impermeable hydraulic asphalt concrete may be used in lieu of asphalt
membrane as a seal. This will also provide a sturdy base on which to operate
mechanical equipment for removal of deposits or sediment. For linings
holding heads up to 7 ft (2m), a single lift of hydraulic asphalt concrete
having a minimum compacted thickness of 2 in. (5 cm) may be specified,
provided all pavement joints lacking density are required to be heated and
further compacted to provide density equal to or greater than that of the
adjoining mat. For linings to hold heads of water 7 to 12 ft (2 to 3.6 m)
two separate lifts of 1%-in. (4 cm) compacted thickness should be required,
staggering joints at least 1 ft (0.3 m) to provide a positive seal. All
joints need to be heated and recompacted where density is deficient or
questionable.
All lagoons, lakes, or retention basins having horizontal dimensions
greater than 200 ft (60 m) need to be designed to provide protection from
wave action for a span of 3 ft (0.9 m) below and above the operating water
level.
All membrane seals or asphalt concrete linings need to be designed to
extend beyond the crest of slopes so as to be anchored in the embankment
roadway or embankment top to effectively preclude erosion damage.
Model Specifications for Asphalt Linings for Lagoons, Lakes, or Retention
Basins.
1. Scope; Furnish and construct an asphalt membrane or hydraulic asphalt
concrete lining.
A. General Requirements
2. Surface Preparation; All leaves, debris, sands, loose and untreated,
shall be collected and removed from the area to be treated. Any cracked
or permeable areas shall be treated to provide a firm surface.
3. Tack Coat; A tack coat composed of CSS-1 or CSS-lh emulsified asphalt,
mixed with equal parts water shall be applied to the stabilized base at
a rate of approximately 0.10-gal/yd2 (0.45 dm-^/m^).
4. Thickness of Structure;
(a) Up to an 8-ft (2.4 m) depth
(1) Hot-sprayed asphalt membrane seal shall be placed at the rate
of at least 1% gal/yd^ (6.8 dm^/m^) in at least 3 applications;
or
(2) Emulsified asphalt membrane seal shall be formed by a double
application of emulsified asphalt and aggregate. Application
shall be as follows:
3/8 in.(9.5 mm)
CRS-2 Aggregate
1st Application, per so yd 0.2 - 0.3 gal 12 - 18 lb (5-8 kg)
per m* 0.9-1.4 dm3
2nd Application, per sq yd 0.3 - 0.4 gal 12 - 18 lb (5-8 kg)
per m2 1.4-1.8
40
or,
-------
(3) Hydraulic asphalt concrete laid in one course to a compacted
thickness of 2 in. (5 cm).
(b) For 8 to 12 ft (2.4 to 3.6 m) depth.
Hydraulic asphalt concrete laid in two courses to a total compacted
thickness of 3 in. (7.5 cm).
5. Equipment; The contractor shall provide the necessary equipment to complete
the job acceptable to the owner. Variations in the size and amount of
equipment will depend on the size of the area being paved.
6. Sampling and Testing; If requested by the engineer, the contractor shall
furnish for test and analysis representative samples of the materials to
be used in the work. Sampling and testing shall be in accordance with
the latest revisions of the American Association of State Highway and
Transportation Officials (AASHTO) or the American Society for Testing and
Materials (ASTM) standard procedures for sampling and testing the materials
being used in the project.
B. Materials
7. Asphalt;
(a) Hot-sprayed asphalt membrane seal. The asphalt shall conform to
ASTM D 2521, "Asphalt for Use in Waterproof Membrane Construction
for Canal, Ditch or Pond Lining."
(b) Emulsified asphalt membrane seal. The CRS-2 cationic emulsified
asphalt shall conform to ASTM D 2397, "Cationic Emulsified Asphalt."
(c) Hydraulic asphalt concrete. The asphalt cement shall be 60-70
penetration grade or, AC-20 viscosity grade. The 60-70 penetration
grade asphalt cement shall conform to ASTM D 946, "Asphalt Cement
for Use in Pavement Construction" (AASHTO M 20, "Penetration
Graded Asphalt Cement"). The AC-20 grade shall conform to AASHTO
M 226, "Viscosity Graded Asphalt Cement."
8. Mineral Aggregate: Emulsified asphalt mambrane seal. The 3/8 in.
(9.5 mm) maximum size aggregate shall conform to the following grading"":
Percent Passing,
Sieve Size by Weight
1/2 in.
3/8 in.
No. 4
No. 8
No. 16
(12.7 mm)
(9.5 mm)
100
85-100
10-30
0-10
0-5
*ASTM D 693 (AASHTO M 43), Size No. 8
41
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Hydraulic Asphalt Concrete: The mineral aggregate and asphalt (and
if needed, mineral filler) shall be combined to meet the following
gradations:
Percent Passing,
Sieve Size by Weight
1/2 in. (12.7 mm)
3/8 in. (9.5 mm)
No. 4
No. 8
No. 16
No. 30
No. 50
No. 100
No. 200
100
95-100
70-84
52-69
38-56
27-44
19-33
13-24
8-15
Asphalt (Percent by 6.5-9.5
weight of total mix)
C. Construction
10. Spreading of Lining Materials;
(a) Hot-sprayed asphalt membrane seal. The membrane shall be placed
by conventional asphalt distributor, usually with the spray bar
offset to one side. The heated asphalt {minimum 400°F (204OCJJ) is
sprayed on the stabilized base at the rate of at least 1% gal/yd2
(6.8 dm3/m2). The application shall be in at least three passes.
All joints formed between passes of the asphalt distributor shall
overlap 1 to 4 in. (2.5 to 10 cm) with no voided areas. Joints of
subsequent applications shall be staggered from the joints of each
preceding application by 2 ft (0.6 m) or more.
The membrane shall be covered with at least 1 ft (0.3 m) of
acceptable cover material.
(b) Emulsified asphalt seal. Application of enulsified asphalt shall
be by means of approved asphalt distributor. All joints formed
between passes of the asphalt distributor shall overlap 1 to 4 in.
(2.5 to 10 cm) with no voided areas. Joints of the second appli-
cation shall be staggered from the joints of the first application
by 2 ft (0.6 m) or more.
Immediately following application of the emulsified asphalt, cover
aggregate shall be distributed uniformly over each emulsified
asphalt application in such a manner as to provide uniform coverage
as prescribed without spillage or excess. Care shall be taken to
remove excess aggregate in event of spillage.
The cover aggregate shall be seated into the emulsified asphalt by
rolling with a 3- to 5-ton (2.7 to 4.5 ton metric) pneumatic-tired
roller immediately after aggregate placement.
Around all controls, inlets, or outlets extending through the floor
or slopes of the basin, the emulsified asphalt shall be applied by
hand-pressure distributor hose in a manner similar to that prescribed
;1- . . - ,.,r-,v.i'-r -hfOl be imbedded by acceptable hand methods
42
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so as to provide an effective seal comparable to the mechanical
methods required.
(c) Hydraulic asphalt concrete. Rolling shall start as soon as the
hot-mix material can be compacted without displacement. Rolling
shall continue until thoroughly compacted and all roller marks have
disappeared.
In areas too small for the roller, a vibrating plate compactor or
hand tamper shall be used to achieve thorough compaction.
The void content of the compacted asphalt lining shall not exceed
4 percent. The void content shall be determined by the procedure
detailed in ASTM D 3203, "Test for Percent Voids in a Compacted
Bituminous Paving Mixture".
Paving around all valves, inlets or outlets in the floor or slopes
of the basin shall be placed and compacted while the mix is hot.
Areas to be paved shall receive a tack coat prior to paving.
11. Method of Measurement: The quantities to be paid for will be as follows:
(a) Asphalt for membrane seal - total number of gallons (dnP) (tons)
measured at 60°F (15.5°C).
(b) Aggregate for emulsified asphalt seal - total number of tons
£cubic yards) (nr)
(c) Hydraulic asphalt concrete - total number of tons of asphalt mixture
actually incorporated into the work.
12. Basis of Payment; The quantities enumerated in Section 10 will be paid
for at the contract unit price bid for each item or at a lump sum price
bid for the job. Payment will be in full compensation for furnishing,
hauling and placing materials, for rolling, and for all labor and use of
equipment, tools, and incidentals necessary to complete the work in
accordance with these specifications.
Asphalt Concrete May Be Applied By Conventional
o Paving Machine If Slopes Are Not Too Steep
-------
521-E-l
Appendix E
SOIL CONSERVATION SERVICE
ENGINEERING STANDARD
POND SEALING OR LINING
Asphalt Sealed Fabric Liner
Definition
Installing fixed lining of impervious material or treating the soil in
a pond mechanically or chemically to impede or prevent excessive water
loss.
This standard applies to the use of flexible membrane linings made of
asphalt sealed fabric.
Conditions Where Practice Applies
This practice applies where water loss from a pond through leakage is
or will be of such proportion as to prevent the pond from fulfilling
its planned purposes, or where leakage will damage land, crops, cause
loss of unacceptable amounts of water, or ground-water pollution.
Design Criteria
Ponds to be lined shall be constructed to meet the Soil Conservation
Service Engineering Standard and Specifications for Pond, Irrigation
Pit or Regulating Reservoir, Irrigation Storage Reservoir, Wildlife
Watering Facility, Disposal Lagoons, or Holding Ponds as appropriate.
The flexible membranes to be used as linings shall be constructed of
high quality ingredients and shall be certified by the manufacturer
to be suitable for this use. Base material used for asphalt sealed
liners shall be highly resistant to bacteriological deterioration.
Asphalt used shall be Anionic Asphalt Emulsion SS-lh.
All membranes shall be of a quality that meets or exceeds the attached
materials specifications for Asphalt Sealed Fabric Liner. Minimum
nominal thickness shall be 100 mils.
NEH Notice 2-109 - June 1974
44
-------
521-E-2
Livestock shall be excluded from the site to prevent damage to the lining.
Plans and specifications for installation of Pond Sealing or Lining,
Asphalt Sealed Fabric shall be in keeping with this standard and shall
describe the requirements for application for the practice to achieve its
intended purpose. See S-521-E for items to be considered in development
of specifications.
NEH Notice 2-109 - June 1974
45
-------
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S-521-E-1
SOIL CONSERVATION SERVICE
ENGINEERING SPECIFICATIONS GUIDE
POND SEALING OR LINING
Asphalt Sealed Fabric Liner
Subgrade Preparation
The area to be lined shall be drained and allowed to dry until the surface
is firm and will support the men and equipment that must travel over it
during installation of the lining.
All banks and fills within the area to be lined must be sloped not steeper
than 1 to 1 for exposed lining and 2 1/2 horizontal to 1 vertical for
buried linings.
The foundation area shall be smooth and free of projections that might
damage the lining. Stumps and roots shall be removed. Rocks, hard clods,
and other such material shall be removed or shall be rolled so as to pro-
vide a smooth surface or shall be covered with a cushion of fine soil
material.
Where needed an effective sterilant shall be applied to the subgrade at
the rate recommended by the manufacturer.
An anchor trench shall be excavated completely around the area to be
lined at the planned elevation of the top of the lining. The trench shall
be 8 to 10 inches deep and about 12 inches wide.
All lining material shall be free of damage or defect. Each package
delivered to the job site shall be marked with the name of the material,
the manufacturer's name or symbol, the quantity therein, and the thick-
ness or weight of the material.
Placing the Lining
The liner will be fabricated on site to the shape of the basin in accord-
ance with the manufacturer's instructions. Joints shall be machine sewn
with heavy duty inert synthetic fiber thread.
The fabric shall be unrolled so that the unfused side will be up after
installation. Joints shall be made by placing two widths of the fabric
together, one directly on top of the other, aligning the edges and seaming
NEH Notice 2-109 - June 1974
47
-------
S-521-E-2
at least one inch back from the fabric edge. The top layer of fabric
shall then be unfolded so that the seam edge lies beneath the liner.
The jointing operation shall be continued until the entire liner is
completed.
Attachment to any pipe projecting through the lining shall consist of
boots fabricated of the lining material, slipped over the projecting
pipe, bonded to the pipe with mastic, and hand or machine sewn to the
liner. Attachments to concrete, and similar structures shall be sealed
with mastic and fastened with a batten strip.
Liner edges shall be trimmed and a minimum of 12" of fabric placed in
the perimeter anchor trench. Trenches shall be backfilled only enough
to secure the edges.
When the polypropylene fabric is in place it shall be sealed by spraying
with the following proportioned mixture of sealant.
Anionic Asphalt Emulsion SS-lh 100 gal.
Asbestos Fiber 7M-02 60 Ibs.
Water 44 gal.
Wetting Agent (Phillips or equivalent) 2 Ibs.
The water and wetting agent shall be mixed in a tank or suitable container.
The asbestos shall be added and mixed. The asphalt emulsion shall then be
added and thoroughly mixed.
Sealant temperature shall not exceed 200 degrees F when applied. Ambient
air temperature shall be 45 degrees F or higher to insure sealant cure.
Two coats of sealant mix shall be applied to the liner at a rate of 0.7
gallons per square yard, per coats. Each coat shall be allowed to cure
sufficiently so that it is not tacky before applying the next coat or
placing the liner in service. Trenched edges shall be sprayed a minimum of
6" below grade.
Following curing the anchor trenches shall be backfilled and compacted.
Safety
Workers exposed to asbestos material shall comply with the Occupational
Safety and Health Act and Environmental Protection Agency Regulations
concerning handling and use of asbestos material.
NEH Notice 2-109 - June 1974
48
-------
Appendix F
POLYMERIC MATERIALS
Six polymeric materials have been previously discussed as
sanitary landfill liner materials. The construction of a sanitary
landfill liner is much the same for all the materials. However,
the properties of the basic materials are quite different. This
section will address the mechanical and chemical properties of
polyethylene (PE), polyvinyl chloride (PVC), butyl rubber, Hypalon,
ethylene propylene diene mononer (EPDM), and chlorinated polyethyene
(CPE).
Polyethylene
Polyethylene is the least expensive of the membrane materials
being considered. It has few restrictions on chemical exposure.
PE is a flexible material with good tensile strength and low tempera-
ture characteristics. The poor weatherability and puncture resistance
of the material can be offset by the use of a soil cover during
installation.
Polyvinyl Chloride
Polyvinyl chloride is the most popular polymeric landfill
liner material and also has been used frequently in the oil field
and other industries. Many different plasticizers are used with
the basic material to provide specific properties. Some of these
49
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plasticizers can be degraded by micro-organisms but this condition
can be remedied by using a microbiocide in the material. In
general, PVC is tolerant to a wide range of chemicals and petroleum
products. PVC will become stiff at low temperatures thus making
cold-weather installation a problem.
Butyl Rubber
Butyl rubber has excellent resistance to permeation of water.
The material is resistant to water based inorganic salts, sewage,
oxidizing chemicals, animal and vegetable oils and fats. Butyl
rubber is not recommended for the retention of hydrocarbons and
solvents. This is a very difficult material to splice in the field.
Hypalon
Hypalon is a synthetic rubber with good puncture and temperature
characteristics. It is resistant to corrosive fluids, acids, and
alkalis. The major disadvantages are high cost and low tensile
strength.
Ethylene Propylene Diene Monomer
Ethylene propylene diene monomer is a synthetic rubber designed
for contact with potable water. It is resistant to mild concen-
trations of acids, caustics, and other chemicals. EPDM is not
recommended for solvents or hydrocarbons. The material has good
weathering characteristics, low temperature flexibility, and
heat resistance.
50
-------
Chlorinated Polyethylene
Chlorinated polyethylene is a relatively recently developed
polymer produced from a chemical reaction between polyethylene
and chlorine. The material is frequently used in conjunction
with other plastics and rubbers as a base to improve crack resistance.
Good tensile and elongation strength are other favorable properties.
The basic material has little resistance to chemicals, acids, and
caustics.
51
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Appendix G
521-A-l
SOIL CONSERVATION SERVICE
ENGINEERING STANDARD
POND SEALING OR LINING
Flexible Membrane
Definition
Installing fixed lining of impervious material or treating the soil
in a pond mechanically or chemically to impede or prevent excessive
water loss.
This standard applies to the use of flexible membrane linings made
of plastic, rubber, and similar material.
Conditions Where Practice Applies
This practice applies where water loss from a pond through leakage
is or will be of such proportion as to prevent the pond from ful-
filling its planned purposes, or where leakage will damage land,
crops, or cause waste of water, and environmental problems.
Design Criteria
Ponds to be lined shall be constructed to meet the Soil Conservation
Service Engineering Standard and Specifications for Pond, Irrigation
Pit or Regulating Reservoir, Irrigation Storage Reservoir, Wildlife
Watering Facility, Disposal Lagoons, or Holding Ponds and Tanks as
appropriate.
The flexible membranes to be used as linings shall be suitably con-
structed of high quality ingredients and shall be certified by the
manufacturer to be suitable for this use. Pigmented polyvinyl or
polyethylene plastics, rubber, and similar materials that are highly
resistant to bacteriological deterioration will be acceptable base
materials.
If the membranes are reinforced, an inorganic reinforcing material
must be used.
All plastic membranes should have a cover of earth or earth and
gravel not less than 6 inches thick. Rubber membranes need not be
covered except in areas subject to travel by livestock. In these
areas, a minimum cover of 9 inches shall be used on all types of
flexible membranes. The bottom 3 inches of cover should not be
coarser than silty sand.
52 April 1971
-------
521-A-2
All membranes shall be of a quality that meets or exceeds the attached
materials specifications for Polyvinyl Chloride, Polyethylene and
Rubber—Tables I, II, III, and IV. Minimum nominal thickness shall
be:
Soil Material Not
Coarser than:
Sands; SM, SP, SW
Gravels; GC, GM,
GP, GW
Plastic Sheeting Rubber Sheeting
Nylon Reinforced Unreinforced
8 mil.
20 mil.
30 mil.
12 mil. 30 mil. 30 mil.
Plans and Specifications
Plans and specifications for installation of Pond Sealing or Lining,
Flexible Membrane shall be in keeping with this standard and shall
describe the requirements for application for the practice to achieve
its intended purpose. See page S-521-A-1 for items to be considered
in development of specifications.
April 1971
53
-------
521-A-3
TABLE I
POLYVINYL CHLORIDE PLASTIC SHEETING
TEST DESCRIPTION
REQUIREMENTS TEST METHOD
Tensile Strength, Each Direction 2000
Minimum psi
Elongation, Each Direction,
Minimum % 250
Volatility, % Maximum Loss
Water Extraction, Maximum ;
Weight Loss
0.7
0.5
Tear Resistance (Elmendorf) 160
Each Direction - Minimum Grams/Mil
Compost Resistance
Tensile Retained, Each Direction
Minimum % 95
Elongation retained, Each Direction
Minimum % 80
Commercial Field Splice Strength
Shear Force, % of Minimum Tensile 80
ASTM-D-882
ASTM-D-882
(Method A)
ASTM-D-1203
ASTM-D-1239
ASTM-D-1922
Page S-521-A-2
Commercial field
splice, one inch
wide strip, pulled
in shear at 10"/
minute, after 7 days
cure at room
temperature
54
April 1971
-------
521-A-4
TEST DESCRIPTION
TABLE II
UNREINFORCED RUBBER SHEETING
REQUIREMENTS
TYPE "A" TYPE "B"
Tensile Strength, Minimum psi= 1200
Modulus at 300% Elongation, 600
Minimum psi
Ultimate Elongation, Percent 300
Minimum
Shore "A" Hardness 60+10
Ozone Resistance - Procedure "A"
No cracks - 50 pphm - 100°F -
20% Elongation 7 days
No cracks - 50 pphm - 100°F
100% Elongation
Heat Aging - 7 days at 212°F
Tensile strength retained,
% of original 75
Elongation retained, % of
original 75
Water Vapor Permeability - .002
at 80°F Perm-mils, maximum
1200
600
300
TEST METHOD
ASTM-D-412
ASTM-D-412
ASTM-D-412
60+10 ASTM-D-2240
ASTM-D-1149
ASTM-D-518
ASTM-D-573
14 days
75
75
.05 ASTM-E-96
(Procedure BW)
ASTM-D-624
Die "B"
Tear Resistance, Ibs. per inch., 150 150
minimum
Dimensional Stability, 7 days at
2120F, % of change in length
or width +0.5 +0.5
Commercial Field Splice Strength 60 60 Commercial Field
Shear force, % of minimum tensile Splice, one inch
wide strip pulled
in shear at 10" per
minute, after 7 days
cure at room temp.
NOTE: Type "A" sheeting is recommended for general purpose outdoor usage.
Type "B" material is suggested where an extreme outdoor environment
requires a highly weatherable lining.
April 1971
55
-------
521-A-5
TABLE III
NYLON REINFORCED RUBBER SHEETING
For Canal Lining
REQUIREMENTS
UP TO 20 MILS 20 MILS THICK
TEST DESCRIPTION
Breaking Strength,
Minimum Ibs./inch
Warp Direction
Fill Direction
Ultimate Elongation,
% Maximum
Warp Direction
Fill Direction
THICKNESS
Ozone Resistance - Pro-
cedure "B"
50 pphm - 100°F
7 days
Hydrostatic Strength
After Ozone Exposure
(7 days)
(Mullen) % Retained 100
Heat Aging - 7 days at
212°F
Tensile strength re-
tained, % of original 90
Elongation retained,
% of orig. 90
Tear Resistance - Minimum
Warp or Fill Direction,
Lbs. 8
Hydrostatic Burst (Mullen),
psi Minimum 100
Dimensional Stability,
7 days at 212°F
% change in length
or width +1.0
& GREATER
75
75
30
30
100
100
30
30
7 days
100
90
90
175
+1.0
TEST METHOD
ASTM-D-751
ASTM-D-751
ASTM-D-1149
ASTM-D-518
Fed. Spec.
CCC-T-191b,
Method 5512,
ASTM-D-518
ASTM-D-573
ASTM-D-751
(Tongue)
ASTM-D-751
_*_
*0ne foot square sample, 10" bench marks in warp and fill direction,
placed on Aluminum or Stainless plate in changing air over.
April 1971
56
-------
521-A-6
TEST DESCRIPTION
TABLE III (CONTINUED)
NYLON REINFORCED RUBBER SHEETING
For Canal Lining
REQUIREMENTS
UP TO 20 MILS 20 MILS THICK
THICKNESS & GREATER
Low Temperature Flexibility
(Optional)
No cracking or flaking -40°F
Commercial Field Splice
Strength
Shear Force, % of Minimum
Tensile 75
-40°F
75
TEST METHOD
Fed. Spec.
CCC-T-191b
Method 5874
Commercial
field splice
one inch wide
strip, pulled
in shear at
10"/minute,
after 7 days
cure at room
temperature
April 1971
57
-------
TABLE IV
POLYETHYLENE AND ETHYLENE CO-POLYMER PLASTIC FILM
521-A-7
For Canal Lining
TEST DESCRIPTION
Tensile Strength
Each Direction, Minimum
Avg. psi
Ultimate Elongation
Each Direction, Minimum
Avg. %
Impact Resistance
Minimum Average, Grams/Mil
Water Vapor Permeability -
Perm-Mils
Tear Resistance (Elmendorf)
Each Direction, Minimum
Grams/Mil
REQUIREMENTS
TYPE I TYPE II
POLYETHYLENE CO-POLYMER
1800
500
45
0.7
80
2000
500
65
1.5
80
TEST METHOD
ASTM-D-882
Method "A"
ASTM-D-882
Method "A"
ASTM-D-1709
Method "B"
ASTM-E-96
ASTM-D-1922
Compost Resistance
Tensile retained, Each
Direction, Minimum %
Elongation retained, Each
Direction, Minimum %
Luminus Transmittance
% Maximum
95
80
1.0
95
80
1.0
Page
S-521-A-2
CS-238,
paragraph 6.8
( ) = recommendations, ASAE, December 1969 draft of Stds.
58
April 1971
-------
S-521-A-1
SOIL CONSERVATION SERVICE
ENGINEERING SPECIFICATIONS GUIDE
POND SEALING OR LINING
Flexible Membrane
Subgrade Preparation
The area to be lined shall be drained and allowed to dry until the
surface is firm and will support the men and equipment that must
travel over it during installation of the lining.
All banks and fills within the area to be lined must be sloped not
steeper than 1 to 1 for exposed lining and 2 1/2 horizontal to 1
vertical for buried linings.
The foundation area for flexible membrane linings shall be smooth and
free of projections that might damage the lining. Stumps and roots
shall be removed. Rocks, hard clods, and other such material shall
be removed or shall be rolled so as to provide a smooth surface or
shall be covered with a cushion of fine soil material.
Where needed an effective sterilant shall be applied to the subgrade
at the rate recommended by the manufacturer.
An anchor trench shall be excavated completely around the area to be
lined at the planned elevation of the top of the lining. The trench
shall be 8 to 10 inches deep and about 12 inches wide.
All lining material shall be free of damage or defect. Each package
delivered to the job site shall be marked with the name of the
material, the manufacturer's name or symbol, the quantity therein,
and the thickness or weight of the material.
Placing the Lining
Membranes shall be carefully spread over the subgrade so they lie in
a relaxed state. Polyethylene film requires about 5 percent slack for
satisfactory results.
All field splices shall be made in accordance with the manufacturer's
recommended technique, using materials furnished for the purpose.
The joints shall be watertight and maintain its integrity through the
expected life of the lining.
Approximately 8 inches of the top of the lining shall be placed in
the anchor trench and anchored with compacted backfill.
April 1971
59
-------
S-521-A-2
For covered membranes the material to be used for protective cover
shall be free of large clods, sharp rocks, sticks and other objects
that would puncture the lining. The cover shall be placed to the
specified depth without damage to the membrane.
The test for soil burial will be as follows:
The soil burial test shall be performed by preparing six 6-inch long
by 1-inch wide test specimens, 3 in machine direction and 3 in
traverse direction, as done for tensile strength testing ASTM D 882B,
and bury them vertically to a depth of about 5 inches in soil rich in
cellulose destroying micro-organisms. At the end of 30 days, the ten-
sile strength and ultimate elongation shall be determined. The soil
used for specimen burial shall be composted soil prepared according
to usual greenhouse practice and should have a pH of 6.5 to 7.5. The
moisture content of the soil shall be maintained between 25 to 30 per-
cent on an oven-dry basis. The test shall be performed with the soil
containers stored in a room maintained between 90 to 100°F. The
microbiological activity shall be frequently checked by burying un-
treated 10-ounce cotton duck for one- and two-week periods. Satis-
factory activity is indicated by tensile strength losses above 70 per-
cent of strength in one week and above 90 percent in two weeks.
April 1971
60
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Appendix H
521-C-l
SOIL CONSERVATION SERVICE
ENGINEERING STANDARD
POND SEALING OR LINING
Bentonite
Definition
Installing fixed lining of impervious material or treating the soil
in a pond mechanically or chemically to impede or prevent excessive
water loss.
This standard covers the sealing of ponds with bentonite or similar
high swell clay materials.
Conditions Where Practice Applies
Where water loss from a pond through leakage is or will be of such
proportion as to prevent the pond from fulfilling its planned pur-
pose, or where leakage will damage land or crops.
Design Criteria
Ponds to be sealed shall be constructed to meet Soil Conservation
Service Engineering Standards and Specifications for Pond, Irriga-
tion Pit or Regulating Reservoir, Irrigation Storage Reservoir,
Wildlife Watering Facility, Disposal Lagoons, or Holding Ponds and
Tanks as appropriate.
Soil Properties
Sealing with bentonite or similar materials is more applicable on
coarse-grained soils where more than half of the material is larger
than the No. 200 sieve size.
Rate of Application
The rate of application sha±j. be based on laboratory tests unless
sufficient data are available on the field performance of previously
tested soils with a similarity, texturally and chemically, to the
soils to be sealed.
In the absence of laboratory tests or field performance data on the
soils to be sealed, the minimum application shall be:
April 1971
43B-802 0-71-18 61
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521-C-2
Pervious Soil Application Method Application Rate
clay pure membrane or mixed layer 1.0 - 1.5 Ib./sq. ft.
sandy silt mixed layer 1.0 - 1.5 Ib./sq. ft.
silty sand mixed layer 1.5 - 2.0 Ib./sq. ft.
clean sand mixed layer 2.0 - 2.5 Ib./sq. ft.
open rock or clay or sand mixed layer 2.5 - 3.0 Ib./sq. ft.
gravel
Thickness of Treated Blanket
The minimum thickness of the finished treated blanket shall be 4
inches for water depths up to eight feet. Additional thickness
shall be provided for greater water depths, for pond areas exposed
to drying, and for areas subject to wave action.
Plans and Specifications
Plans and specifications for installation of Pond Sealing or Lining -
Bentonite shall be in keeping with this standard and shall describe
the requirements for application for the practice to achieve its in-
tended purpose. See page S-521-C-1 for items to be considered in
development of specifications.
April 1971 62
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S-521-C-1
SOIL CONSERVATION SERVICE
ENGINEERING SPECIFICATIONS GUIDE
POND SEALING OR LINING
Bentonite
The following items should be considered:
1. The area to be treated shall be drained and dried.
2. All vegetation, trash, stones, and other objects of a size to
interfere seriously with the operation shall be removed.
3. Holes shall be filled.
4. Sealing material shall be distributed evenly over the surface.
5. For mixed layers, the material shall be thoroughly mixed to
the specified depth with disk, rototiller, or similar equip-
ment.
6. Each treated layer shall be compacted to a dry density of 90
percent or more of maximum standard Proctor with soil at
optimum moisture content.
7. Treated areas shall be protected from puncture by livestock
trampling. Areas near the water line and at points of con-
centrated surface flow into the pond should be protected
against erosion.
Construction will be carried out in such a manner that erosion and air
and water pollution will be minimized. The completed job shall pre-
sent a workmanlike finish.
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April 1971
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SQL-CEMENT INFORMATION
—^ ^~~^
II-
Suggested Specifications for
Soil-Cement Base Course
1. General
1.1-Description: Soil-cement base course shall consist
of soil, portland cement, and water uniformly mixed,
compacted, finished, and cured in accordance with these
specifications. It shall conform to the lines, grades, thick-
nesses, and typical cross-section shown on the plans.
2. Materials
2.1—Portland Cement: Portland cement shall comply
with the latest specifications for portland cement—AASHO
M85, M134, M1S1; ASTM C150, C175, C595 (Types IS
and ISA); Federal SS-C-192, SS-C-197; or CSA A5-for the
type specified. In the United States, 1 bag of portland
cement shall be considered to weigh 94 Ib. and 1 bbl. to
weigh 376 Ib. In Canada, 1 bag shall be considered to weigh
80 Ib.
2.2-Water: Water shall be free from substances delete-
rious to the hardening of the soil-cement.
2.3—Soil: Soil shall consist of the material existing in the
area to be paved, of approved borrow material, or of a
combination of these materials proportioned as directed.
The soil shall not contain gravel or stone retained on a 2-in.
sieve or more than 45 percent retained on a No. 4 sieve.
3. Equipment
3.1—Description: Soil-cement may be constructed with
any combination of machines or equipment that will
produce the results meeting these specifications, 4.2 to 4.9
inclusive.
4. Construction Methods
4.1—Preparation: Before other construction operations
are begun, the area to be paved shall be graded and shaped
as required to construct the soil-cement in conformance
with the grades, lines, thicknesses, and typical cross-section
shown on the plans. Unsuitable soil or material shall be
removed and replaced with acceptable soil.
The subgrade shall be firm and able to support without
displacement the construction equipment and the compac-
tion hereinafter specified. Soft or yielding subgrade shall be
corrected and made stable before construction proceeds.
4.2—Pulverization: The soil shall be so pulverized that,
at the completion of moist-mixing, 100 percent by dry
weight passes a 1-in. sieve, and a minimum of 80 percent
passes a No. 4 sieve, exclusive of gravel or stone retained on
these sieves.
4.3—Cement Application, Mixing and Spreading: Mixing
of the soil, cement, and water shall be accomplished either
by the mixed-in-place or the central-plant-mixed method.
No cement or soil-cement mixture shall be spread when
the soil or subgrade is frozen or when the air temperature is
less than 40 deg. F. in the shade.
The percentage of moisture in the soil, at the time of
cement application, shall be the amount that assures a
uniform and intimate mixture of soil and cement during
mixing operations. It shall not exceed the specified opti-
mum moisture content for the soil-cement mixture.
The operations specified in 4.3 to 4.5, inclusive, shall be
continuous and completed in daylight within 6 hours.
Any soil-and-cement mixture that has not been com-
pacted and finished shall not remain undisturbed for more
than 30 minutes.
Method A. Mixed-in-Place: The specified quantity of
cement shall be spread uniformly on the soil. Spread
cement that has been displaced shall be replaced before
mixing is started.
The cement shall be mixed with the soil until they are
sufficiently blended to prevent the formation of cement
balls when water is applied. Water shall then be incorpo-
rated into the mixture.
Excessive concentrations of water on or near the surface
shall be avoided. A water supply and pressure distributing
equipment shall be provided that will assure a maximum of
3 hours for the application of all mixing water required on
the section being processed.
After all mixing water has been applied, mixing shall
continue until a uniform and intimate mixture of soil,
cement, and water has been obtained.
Method B. Central-Plant-Mixed: The soil, cement, and
water shall be mixed in a pugmill of either the batch or
continuous-flow type. The plant shall be equipped with
feeding and metering devices that will add the soil, cement,
and water into the mixer in the specified quantities. Soil
and cement shall be mixed sufficiently to prevent cement
balls from forming when water is added. Mixing shall
continue until a uniform and intimate mixture of soil,
cement, and water is obtained.
The mixture shall be hauled to the roadway in trucks
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equipped with protective covers. The mixture shall be
placed on the moistened subgrade in a uniform layer by an
approved spreader or spreaders. Not more than 30 minutes
shall elapse between the placement of soil-cement in
adjacent lanes at any location except at transverse and
longitudinal construction joints. The layer of soil-cement
shall be uniform in thickness and surface contour, and shall
contain sufficient material for the completed base to
conform to the required grade and cross-section. Dumping
of the mixture in piles or windrows upon the subgrade shall
not be permitted.
Not more than 60 minutes shall elapse between the start
of moist-mixing and the start of compaction of soil-cement.
4.4—Compaction: At the start of compaction, the
percentage of moisture in the mixture and in unpulverized
soil lumps shall not be below or more than two percentage
points above the specified optimum moisture content, and
shall be less than that quantity which will cause the
soil-cement mixture to become unstable during compaction
and finishing. The specified optimum moisture content and
density shall be determined in the field by a moisture-
density test, AASHO T134 or ASTM D558, on represent-
ative samples of soil-cement mixture obtained from the area
being processed at the time compaction begins.
Prior to compaction, the mixture shall be in a loose
condition for its full depth. The loose mixture shall then be
compacted uniformly to the specified density. During
compaction operations, initial shaping may be required to
obtain uniform compaction and required grade and cross-
section.
4.5—Finishing: During finishing operations, the surface
of the soil-cement shall be shaped to the required lines,
grades, and cross-section. The moisture content of the
surface material shall be maintained at not less than its
specified optimum moisture content during finishing opera-
tions.
If necessary, the surface of the base shall be lightly
scarified to remove any tire imprints or smooth surfaces left
by equipment. The resulting surface shall then be com-
pacted to the specified density. Any portion of the
soil-cement that has a density of 5 Ib. or more below that
specified shall be corrected or replaced to meet the
specifications. Rolling shall be supplemented by broom-
dragging if required.
Compaction and finishing shall be done in such a manner
as to produce, in not longer than 2 hours, a smooth, dense
surface free of compaction planes, cracks, ridges, or loose
material.
4.6—Curing: After the soil-cement has been finished as
specified herein, it shall be protected against drying for 7
days by the application of bituminous materials. The
finished soil-cement shall be kept continuously moist until
the bituminous curing material is placed. The curing
material shall be applied as soon as possible, not later than
24 hours after the completion of finishing operations.
At the time the bituminous material is applied, the
soil-cement surface shall be dense, shall be free of all loose
and extraneous material, and shall contain sufficient mois-
ture to prevent excessive penetration of the bituminous
material.
The bituminous material specified shall be uniformly
applied to the surface of the completed soil-cement at the
rate of approximately 0.2 gal. per square yard with
approved heating and distributing equipment. The exact
rate and temperature of application for complete coverage
without excessive runoff will be specified by the engineer.
Should it be necessary for construction equipment or
other traffic to use the bituminous-covered surface before
the bituminous material has dried sufficiently to prevent
pickup, sufficient granular cover shall be applied before
such use.
The curing material shall be maintained by the contrac-
tor during the 7-day protection period so that all of the
soil-cement will be covered effectively during this period.
Finished portions of soil-cement that are traveled on by
equipment used in constructing an adjoining section shall
be protected in such a manner as to prevent equipment
from marring or damaging completed work.
Sufficient protection from freezing shall be given the
soil-cement for 7 days after its construction and until it has
hardened.
4.7—Construction Joints: At the end of each day's
construction a straight transverse construction joint shall be
formed by cutting back into the completed work to form a
true vertical face.
Soil-cement for large, wide areas shall be built in a series
of parallel lanes of convenient length and width meeting the
approval of the engineer. Straight longitudinal joints shall
be formed at the edge of each day's construction by cutting
back into the completed work to form a true vertical face
free of loose or shattered material.
4.8—Traffic: Completed portions of soil-cement may be
opened immediately to local traffic and to construction
equipment provided the curing material is not impaired as
specified in 4.6. The section may be opened to all traffic
after the 7-day curing period, provided the soil-cement has
hardened sufficiently to prevent marring or distorting of
the surface by equipment or traffic.
4.9—Maintenance: The contractor shall be required,
within the limits of his contract, to maintain the soil-
cement in good condition until all work has been com-
pleted and accepted. Maintenance shall include immediate
repairs of any defects that may occur. This work shall be
done by the contractor at his own expense and repeated as
often as may be necessary to keep the area continuously
intact.
Faulty work shall be replaced for the full depth of
treatment. Any low areas shall be remedied by replacing the
material for the full depth of treatment rather than by
adding a thin layer of soil-cement to the completed work.
5. Measurements and Basis of Payment
5.1—Measurements: This work will be measured in
square yards of completed and accepted soil-cement base
course and in barrels of cement.
Unsuitable soil or material removed and the replacement
material in accordance with 4.1 will be measured in cubic
yards in its original position by the method of average end
areas.
5.2-Basis of Payment: This work will be paid for at the
contract unit price per square yard of completed and
accepted soil-cement base course and at the contract unit
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price per barrel of total quantity of cement used as
authorized for incorporation into the work.
Soil moved in accordance with 4.1 will be paid for at
the contract unit price per cubic yard for common
excavation.
Contract unit prices will be full payment for furnishing
all materials, equipment, tools, labor, and incidentals
necessary to complete the work and to carry out the
maintenance provisions in these specifications.
No allowance will be made for any materials used or
work done outside the lines established by the engineer.
U.S GOVERNMENT PRINTING OFFICE. 1975— 582—420:230
ycrll45
1
KEY WORDS: compacting, curing, density, finishes, inspection, joints,
maintenance, measurement, soils, soil cement, specifications, subgrades.
ABSTRACT: Specifies materials to use and construction methods needed to
produce soil-cement base courses. A resume of preparation; pulverization;
cement application, mixing and spreading (mixed-in-place and central-plant-
mixed methods); compaction; finishing; curing; jointing; maintenance; meas-
urements; and basis of payment for a soil-cement base course.
REFERENCE: Suggested Specifications for Soil-Cement Base Course
(IS008.09S), Portland Cement Association, 1969.
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