Field Vetif'lcat i*?,n - bf .Liners= front
Sanitary. Landfills
:EMCON Associ atesy ;Sjs'n| CTose,, .CA
Prepared for
Municipal Environmental R«cear.cli, Lab.
Cincinnati, OH:
Jun 33
I
Depatownt of Commwce
TechrtCiJ Wormjtion Swvice
-------
TFCHNICAL REPORT DATA
i-\t rt'rnf yttorr iomriria.O
EPA-600/2-83-046
•2
; ACCESSION NO
9* ?Q 1
4 TITLE A«O'..V.aTITLt
FIELD VERIFICATION OF LINERS FROM SANITARY LANDHLLS
6 PEA«C"MiNG ORGANIZATION CODE
June 1983
8. rERFORMING ORGANIZATION REPORT NO.
EHCON Associates
ORGANIZATION NAME
EICON Associates
90 Arcner Street
San Jose. California 95112
1O PROGRAM ELEMENT NO.
BR01A
II CONTRACT.CHANT NO
68-03-2824
12. SPONSORING AGENCY NAME AND AOOMESS
Municipal Environmental Research Laboratory—Cin., OH
Office of Research and Development
U. S. Environncntal Protection Aqency
Cincinnati, Ohio 45268
13 TYPE OF REPORT ANO PERIOD COVERED
Final 8/79 - 6/82
14. SPONSORING AGENCY CODE
EPA/600/U
IS SUPPLEMENTARY NOTES
Project Officer: Robert E. Landreth 513/684-7871
16 ABSTRACT
Liner specimens from three existing landfill sites were collected and examined to
letermine the changes in their'physical properties over time and to validate data b'e.ing
developed through laboratory research. Samples examined included a 15-mil. PVC liner
from a sludge lagoon in f.'ew England, a 30-mil PVC liner from a landfill in New York
tate, and four liners from a landfill test site in Boone County, Kentucky-
•cMorosulfonated polyethylene (CSPE), low-density polyethylene (LDPE), clayt and
:hlorinated polyethylene (CPE). The 15-mil PVC liner from the New England sludge lagoon
lost plasticizers whether it was exposed to sludge only, weather only, or both. But the
lost severe loss of plasticizer and stiffening was exhibited by samples that had been
xposed to weather only. The 30-mil PVC liner from the New York landfill had stiffened
md probably lost plasticizer after exposure to'weather for three years. But the
iaterial was still extensible and had not become brittle as is often the case with
xposed PVC liners. The remaining four liners from Boone County, Kenfucky, came from
wo different test cells. The CSPE, LDPE, and clay liners were all from Test Cell 1.
he LDPE liner appeared to be unaffected by its nine years exposure to full-strength
eachate. The CPE liner from Test Cell 2 showed significant absorption of the leachate
t had contained, however, its properties were relatively good. The CSPE liner was
;wo 11en and soft and had adsorbed considerable amounts of leachate. However,'the
>l«ysical properties were about as pxpected for this type material.
17.
KEY WCPOS ANO DOCUMENT ANALYSIS
DESCRIPTORS
b.lOENTIFIERS/OPEN ENOEO TEFWS
c COSATI Field/Croup
IB DISTRIBUTION STATEMENT
19 SECURITY CL~SS -Tin
UNCLASSIFIED
21 NO OF PAGES
42
RELEASE TO PUBLIC
20 SECURITY CLASS iTIin rJtr,
UNCLASSIFIED
22 PRICE
EPA Fwm 2220.1 (R... 4.77)
-------
?I33J-217d10
EPA-600/2-83-046
June 1983
FIELD VERIFICATION OF LINERS FROM SANITARY LANDFILLS
by
EMCON Associates
San Jose, California 95112
Contract No. 68-03-2824
Project Officer
Robert Landreth
Sol.id and Hazardous Waste Research Division
Municipal Environmental Research Laboratory
Cincinnati, Ohio 45268
MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY
OFFICE OF RESEARCH AHD DEVELOPMENT
U.S. ENVIRONMENTAL PROTECTION AGENCY
CINCINNATI, OHIO 45268
-------
DISCLAIMER
The information in this document, has been funded wholly or in part by the
United States Environmental Protection Agency under Contract No. 68-03-2824 to
EXCOK Associates. It has been subject to the Agency's peer and administrative
review, and it has been approved for publication as an E°A document. Mention
of trade names or commercial products does not constitute endorsement or
recommendation for use.
ii
-------
FOREWORD
The U.S. Environmental Protection Agency was created because of
Increasing public and government concern about the dangers of pollution to
the health and welfare of the American people. Noxious air, foul water, and
spoiled land are tragic testimonies to the deterioration of our natural
environment. The complexity of that environment and the interplay of its
components require a concentrated and integrated attack on the problem.
Research and development is that, necessary first step in problem
solution, and it involves defining the problem, measuring its impact, and
searching for solutions. The Municipal Environmenta1 Research Laboratory
develops new and improved technology and systems to prevent, treat, and
manage wastewater and hazardous waste pollutant discharges from municipal
and community sources, to preserve and treat public drinking water supplies,
and to minimize the adverse economic, social, health, and aesthetic effects
of pollution. This publication is one of the products of that research and
is a most vital communications link between the researcher and the user
community.
This report investigates the physical properties and integrity of liners
from sanitary landfills that have been in operation for 3 to 9 years.
Results will (re of special interest and use to regulatory agencies and to
owners, operators, 'id designers of landfill facilities.
Francis T. Mayo
Director
Municipal Environmental Research
Laboratory
iii
-------
ABSTRACT
Liner specimens fron three existing landfill sites were collected and
examined to determine the changes in their physical properties over time and
to validate data being developed through laboratory research. Samples
examined included a 15-mil PVC liner fron a sludge lagoon in N'ew England, a
30-nil PVC liner fron a landfill in New York State, and four liners from a
lanofill test site in Boone County, K«»ntucky--chlorosulfonated polyethylene
(CSPE), low-density polyethylene (LOP£), clay, and chlorinated polyethylene
ICPE).
The 15-mil PVC liner from tht flew England sludge lagoon lost
plasticizers whether it was exposed to sludge only, weather onl>, or both.
But the most severe loss of plasticizer and stiffening was exhibited by
samples that had been exposed to weather only.
The 30-mil PVC liner frcm the New York landfill had stiffened and
probably lost plasticizer after exposure to weather for 3 years. But the
material was still extensiole and had not becor.e brittle as is often the
case with exposed PVC liners.
The remaining four liners from Boone County, Kentucky, came *rom two
different test cells. The CSPE, LDPE, and clay liners were all rrom Test
Cell 1. The CSPE liner was swollen and soft and had adsorbed considerable
amounts of leachate after 9 years of exposure to attenuated Icachate.
Nonetheless, its properties *ere relatively normal for a CSPE material. The
LDPE liner appeared to be unaffected by its 9 years of exposure to
full-strength leachate. These samples showed little swelling and normal
properties for a 6- to 7-nil LDPE liner. The clay liner was shown to have
contained the leachate effectively, f-'o cracking, channeling, or unusual
changes in texture or consistency were noted. The CPE liner from Test Cell
2 showed significant absorption of the leachate it hart contained, however*
its properties were relatively good. CPE samples that had been exposed to
weather only for 9 years showed significantly higher tensile strength,
noduli, and puncture resistance than did the leachate-exposed samples.
This report was submitted in fulfilment of Contract fJo. 68-03-2824 by
EKCON Associates under the sponsorship of the U.S. Environmental Protection
Agency. This report covrs the period August 1979 to June 1982, and work
was cor-oleted as of June 1982.
IV
-------
CONTENTS
Foreword iii
Abstract iv
Figures vi
Tables vii
1. Introduction 1
Objectives 1
2. Conclusions and Recommendations 3
Conclusions 3
Recommendations 3
3. Methods and Materials 5
Site selection 5
Sampling Tiethods 5
Testing and evaluation methods 6
4. Results and Procedures 8
New England sludge lagoon (SI) 8
New York State landfill (SII) 14
Boone County Field Site (BCFS) 17
-------
FIGURES
Number Page
1 Proposed Sampling and Repair Procedure for Clay Liner 7
2 Site Plan, New Enqland Sludge Lagoon (SI) 12
3 Cross Section of TC-1 at Observation Bulkhead 18
4 Chemical Analysis of Clay Liner in TC-1 Location E 20
5 Chemical Analysis of Clay Liner in TC-1 Location G 21
6 Test Cell Construction Details for TC-2D 27
-------
TABLES
Number
1 Chemical Analysis of Lagoon Sludge Cake 9
2 Chemical Analysis of Laqoon Supernatant 10
3 Properties of 15-Mil PVC Liner Samples From the Sludge
Lagoon 13
4 Chemical Analysis of Soils at SI 15
5 Properties of Weathered PVC Liner at SI I Obtained on
October 17, 1979 16
6 Soil Testing Data for Clay Liner in TC-1 19
7 Properties of Leachate-Exposed CSPE and LOPE Samples Taken
From TC-1 23
8 Comparison of Properties of Leachate-Exposed CSPE From
TC-1 With Two Unsupported CSPE Sheetings 25
9 Soil Testing for Subsoils From TC-1 26
10 Properties of Leachate-Exposed and Weathered CPE Samples
From TC-2D 28
11 .Comparison of the Leachate-Exposed and Weathered CPE
Samples From TC-2D 30
12 Comparison of CPE Liner Samples in TC-2D With Matrecon
Liner #12 31
13 Soil Testing Data for Subsoils in TC-2D 32
-------
SECTION 1
INTRODUCTION
When municipal solid waste (tfSW) -is landfilled, ground and surface
waters must be protected from leachates--liquid that has percolated through
the waste and has become contaminated with extracted, dissolved, or
suspended materials. The use of impervious barriers to intercept and
control leachate offers a promising means of reducing or eliminating such
pollution, and it is recomended by the U.S. Environmental Protection Agency
(EPA) for consideration as a controi mechanism.
Containment systems have traditionally been lined to prevent the
excesc've seepage of liquids into the ground. Clay, wood, concrete,
asphalt, and metal linings were used in the past in a wide variety of
applications. In the last 30 years, synthetic impervious lining materials
have been developed. Among these are polyethylene (PE), polyvinyl chloride
(PVC), chlorosulfonated polyethylene (CSPE), butyl rubber, high density
polyethylene (HPDE), and various asphalt cement mixtures.
A major concern with liners is the possiblity of their degradation after
prolonged exposure to leachate, which might chemically or physically attack
liner materials. Unfortunately, PO method of laboratory testing presently
exists to predict the field service life of various liners. Strong
circumstantial evidence indicates that liner life can exceed 20 years:
Research to date shows only minimal physical changes in liner materials
exposed to landfill leachate. But clearly, more study is needed.
OBJECTIVES
The primary objective of this project was to obtain specimens of liners
from existing landfills to determine the changes "In their physical
properties as a function of age and to validate data being developed through
laboratory research. Specifically, the program was to achieve the following
goals:
1. Determine the nature, extent, and causes of any changes in the liners
after prolonged exposure to the landfill environment.
2. Improve the ability to select liners by developing information on their
strengths and weaknesses under a variety of conditions.
3. Assist regulatory agencies by providing -Information that could be used
to develop site location and performance standards for waste disposal
permit programs.
1
-------
The project consisted of the following three tasks:
1. Obtaining liner samples and repairing the liner material after sample
removal.
2. Testing and evaluating the samples.
3. Comparing original liner material with the removed samples.
Special regard was given to the problems associated with f ie'ld research
of this type. For example, the ideal test site was one that could provide
Sufficient information o'n soils and on hydrogeologic and engineering
design. The protocol for obtaining a sample of the landfill liner was
selected «.o as not to interfer with the liner's ahility to contain leachate.
-------
SECTION 2
CONCLUSIONS AND RECOMMENDATIONS
CONCLUSIONS
All liners provided effective containment of leachate, even after
considerable length of service and exposure. Though the polymeric liners
experienced swelling and absorption of leachate, their physical properties
remained relatively unaffected. Weathering of polymers caused stiffening
and loss of plasticizer, suggesting that a protective soil cover is
important for such liners. The clay liner experienced some leakage, but
this problem was apparently the result of accidental puncture during test
eel 1 construction.
Investigations like this one are vital to determining whether or not
liners are preventing damage to the environment. Most liners are installed
with the assumption that they will function as protective barriers
indefinitely. Such is not always the case, however, and actual sampling of
such liners is needed to determine their integrity, especially after the
liner has been in contact with the leachate for some time.
Detecting liner failure and its causes is hampered greatly by th> lack
of records and data on site preparation, liner installation procedures,
protection of completed liners, and landfill operations. Availability of
such data is critical to predicting the containment capabilities of waste
disposal sites.
RECOMMENDATIONS
1. Standards for testing liner materials should be established to determine
longevity under various conditions and to guide the selection of liner
materials.
2. Regulatory agencies should be encouraged to prepare guidance documents
incorporating minimum design and construction standards and
specifications for liner installation at various types of disposal
facilities.
3. Surveillance, inspection, or certification procedures should be
introduced to attest to correct liner selection and installation.
4. A more extensive liner testing and sampling data bank should be
developed to ensure that the information is available both to regulatory
agencies anc to site designers, owners, and operators.
-------
5. Site owners should be provided with assurances of anonymity and
protection from certain legal liabilities in return for participation in
investigations of this nature. Such assurances might require that
financial support be given to site owners to correct problems discovered
during sampling. The cost of insurance protection should be
incorporated directly as a project cost.
-------
SECTION 3
METHODS AND MATERIALS
SITE SELECTION
Thirty candidate sites were originally identified as possible choices
for study. The criterion for the ideal test site was that it should have
complete data and records available in the following cateaories:
1. Liner design and installation techniques
2. Methods of site operation
3. Type, age, and thickness of wastes in the landfill
4. Occurrence, quantity, and character of leachate
5. Soils, geology, and groundwater.
The original scope of work called for sanip s of several types of liners
(clay, asphalt, and polyvinyl chloride) from at least four landfills.
Unfortunately, however, rrost operators of the 30 selected sites declined to
participate in the study because of legal considerations. The final field
testing program
-------
Clay Liner
The proposed methods involved the use of a hollow-stem auger {Figure 1),
which bore to a point approximately 1.6 m (5 ft) above the anticipated depth
of liner. A split-spoon sampler was to be driven beyond the auger in 46 cm
(18 in.) increments, with the auger following every advance. The sampler
xas to be withdrawn after each advance to ascertain the refuse/clay
interface. The auger would then be advanced to a depth of approximately 31
cm (1 ft) into the liner. Shelby tubes were to te driven into the clay and
removed to obtain soil samples to a depth of 3.? m (10 ft) below the
refuse. After sampling, bentonite was to be placed in the boring as the
auger was withdrawn to prevent escape of any leachate above the liner.
PVC Liners
One of the two sites selected with PVC liners (SII) was a relatively
shallow fill; sampling was therefore accomplished by excavating through the
refuse to the liner with a small backhoo. Shelby tubes were driven into the
subsoil to obtain samples at depths below the liner. The other PVC site
(SI) was a sludge pond. Excavation at this site was made with a front-end
loader. Shelby tubes were also used for the soil samples.
TESTING AND EVALUATION METHODS
The testing and evaluation methods selected were tailored to the two
types of liner materials to be sampled—clay and polymeric. Characteristics
and properties of clay liners were to be compared with those for background
soils to determine the nature of physical and mechanical changes at depth.
Testing of polymeric materials included determination of permeability,
thickness, tensile strength and elongation at break, hardness, tear
strength, creep, water absorption or extraction, puncture resistance, and
density.
Chemical tests on soil samples beneath the liners included analyses for
pH, Hg, Pb, Zn, Cd, Fe, Cl, COD, Na, NH4, K and Mg. This testing was
designed to develoo absorption data. Underlying soils were also subjected
to physical tests for permeability, density and voids, water swell, and
compressive strength.
-------
~ V
, ' \
a* hollow ittm ougtr
-Soil eov«r
S
._y_.
-R.fut. (ill
L«achat« livil
-Cloy lifitr
Step I
1
4
' < , \ < '
1
, ' -
' 'v l '
k
f " ^
y
i
> ^K^
ncing
St«p 3
Step 2
I " 5
> -B, -
^ 'i1.
j^~
- 5 ,-;
^ -*
:• --">'
»
i
i / /S ////// s
Step 4
FIGURE 1. Proposed sampling and repair procedure for c'-
7
-------
SECTION 4
RESULTS AND PROCEDURES
Exposure conditions of the liners from the three sites varied. Sone had
been exposed only to the weather, and others had been buried under the
waste. The exposure of the chlorinated polyethylene (CPE) liner under
municipal solid waste (MSW) in Test Cell 20 at the BCFS most closely
conformed with the desired site selection criterion detailed in Section 3 of
the report. These requirements also were partially fulfilled by the
exposure of the PVC liner at the New England Sludge Lagoon (SI).
Quantification of the changes that had taken place in the PCV liner at the
New York State Landfill (SI I) was limited by the absence of test data on the
original liner material.
NEW ENGLAND SLUDGE LAGOON (SI)
Site Conditions
The sludge lagoon at the solid waste disposal facility in New England is
approximately 1.25 ha (3.1 acres) in area with a maximum depth of 5m (16
ft). The lagoon is completely lined with a 15-mil PVC liner. The sludge
was added to the lagoon at specific dumping areas along the perimeter levee
and spread bv gravitational pressure. The maximum distance to the
centerline i.r the lagoon is approximately 55 m (180 ft).
The sewage sludge disposed of at the site consists of approximately 85
percent water and 15 percent suspended solids. A high pH of 10 to 11 is due
to a high lime and ferric chloride content, which, along with other toxic
chemical conditioning agents, constitutes up to 40 percent of the tot a',
filter cake. Chemical analyses of the sludge cake and the supernatant from
the laqoon are presented in Tables 1 and 2.
Two major site visits were made--the first on October 18, 1979, and the
second on June 9, 1980. The first visit was made to inspect and examine the
site and to plan and arrange for the recovery of PVC liner samples of the
PVC that had been exposed to the sludge. Some samples of bare,
weather-exposed liner were also collected at this time. The second trip was
made exclusively to recover liner samples.
-------
TABLE 1. CHEMICAL ANALYSIS OF LAGOON SLUDGE CAKE*
S air-pie
c 1
Sludge cake
(ra/o dry sample)
Ash (ashed at 800°C)
(raj/g ash)
Arsen'c a • As
Cad.T.iu"! as Cd
Calciun as Ca
Chromium as Cr
Copper as Cu
Fluoride as F
Iron as Fe
Lead as Pi>
Magnesium as -u'g
Manganese as .vn
Mercury as Hg
.•;ic*el as Ki
Potassu.r- as K
Sodiun as .'ia
Sulfate as SOs
Tin as Sn
Zinc as Zn
Nitrogen
Total 'Kieldahl as fi
Phosphate as P
* Xoisture
Boron as B (10"6 q/g)
Chloride as Cl
Cohalt as Co (10'6 g/g)
0.357
0.043
303.441
0.714
1.071
0.01J
1.071
11.781
7.S54
0.642
1.071
3.57
16.064
142.796
<7.139
7.854
249.9
22.8
£4.6
<20
13
70
<0.001
0.0025
322.0
0.115
0.38
43.1
0.12
10.4
0.97
0.024
0.05
1.6
4.0
30.0
<0.20
1.19
Not Tested
51.37
< 20
7.6
<200
* Source: Report on Sewage Sludge and Solid Waste Disposal
Waste, 1974 hy Anfierson-Nichols and Co., Inc.
-------
TABLE 2. CHEMICAL ANALYSIS OF LAGOON SUPERNATANT
Parameter* Concentration
Total solids 8,300 mg/1
Dissolved solids 1,400 mg/1
Suspended solids 6,900 mg/1
Settleable solids <0.1 mg/1
BOD5 590 mg 02/1
COD 2,080 mg 0?/1
PH 11.1
Alkalinity as CACO, 190 mg/1
Cl" " 430 mg/1
TKN 480 mg/1
P 3.9 mg/1
Na 72.4 mg/1
Ca 19.2 mg/1
Mg 51.7 mg/1
K 74.3 mg/1
* Qualitative survey of metals present in
water other than those above: moderate
amount of Al, small amount of Fe and Si,
trace amounts of Cu, Ag, Sn, Ba, Ti, Cr,
Mn, Ni, and Pb.
10
-------
Liner Sampling and Evaluation
Samples Taken During the First Site Visit--
During the examination of the site on the first trip, several areas of
the liner were bare and completely exposed to the weather; also, the liner
had split open in several places along the southwest edge (Figure 2). Round
boulders some about 31 cm (1 ft) in diametsr, were apparent in several
places on the southwest edge of the pond beneath the surface of the liner.
In such cases, the liner was stretched tautly over them as a result of the
loss of plasticizer and shrinkage that had occurred in the PVC compound.
The exposed liner "lad become brittle; in fact, it fragmented when couched,
even though the liner was in the sun and warm. Such brittleness is
indicative of considerable degradation of the PVC as well as loss of
plasticizer.
Several samples of this weathoreJ sheeting were collected and returned
to the laboratory for testing (including the brittle pieces). Some of these
materials had been partially under cover and some had been pulled out from
under the solid cover.
Test results for these and two small liner samples picked up on the
lagoon berm are presented in Table 3. The latter two samples appeared to
have been under scil protection until just before they were sampled. Test
results show a considerable variation in properties; those portions of the
liner that had been exposed to the weather showed a loss of plasticizer and
a stiffening. The sample that was taken above the boulders had a very low
elongation (extending only 8 percent) and a thickness of only 11.5 mils
(compared with the probable 15 mils of the original material). Tt-e
extractables were still relatively high and might contain low-r-olecular-
weight degradation products of the PVC. These data indicated strongly that
a PVC liner should be covered and probably should be thicker than 15 nils if
there is a possibility that the cover might be removed.
Samples Taken During The Second Site Visit--
Liner Samples--Removal of the sludge from the lagoon to facilitate
collection of 1iner samples was delayed by heavy rainfall. This delay
ultimately restricted the sampling (which took place in June 1980) to the
northeast corner of the upper part of the dike (Figure 2). Conseouently,
the recovered samples were not taken from beneath the maximum depth of the
sludge where anaerobic conditions were assured.
Four samples were obtained near an area of the pond where sludge was
being removed. Three of these had been covered with soil or with sludge,
and the fourth sample was located on the east berm and had been removed
recently from the area where the excavation was taking place.
These samples wpre returned to the laboratory and tested; the results
are presented in Table 3. AP of the samples were flexible, but to various
degrees. Test results show that the only naterial that had lost
considerable elongation was the sample that :^ad been exposed to the weather
11
-------
FIG. 3
Figure 2. Site plan, New England sludge lagoon (SI)
12
-------
TABLE 3. PPnrrRTItS Or 15-MH PVC LINER SAHPIES FROM IMF SLUDGE LAGOON (SI)
Collected June
Direction Collected October 1379. southwest side 1979 Brno
Properly of test Ml* H7.A H2B H3 H4A
VnTaTilp* (7 or *t !U!i"C). X --- 0.9-7.1 0.65 0.76 3.-II 0.7R
AOi. I ---
S[>prifi<- qriivlty --- --- ••- •-• •-- •-•
OtractAhir-,. X — 30.9-35.9 31.? ??. 7 74. R 37.5
I'liy, lc.il piopprtlpt
lhlrVru>'.<. mils --- 17.4 14.7 14. R 11.6 15
ilip,lUnq factor, ppl H.irhlnp 67.7 70.4 61.1 .14.0 47.4
lr.vnvprse 73.5 73.8 f-7. 1 .10.7 37.7
llnnqatlon.il lirp.ik. 8 Machine 3.15 7/5 310 8 310
Iramvpr^p 705 7H5 37S 5 300
irntllp .1
S-?00. ppl Machine 4S.7 68.3 50.4 •-- 34.1
tr«n^ypr«» 13.4 65. R 41.7 — 31.7
loar ttrpnqfh. DIP f, Ih Marhlnp --- ••• •-• ••- ---
lldrilnni^:
Hiiro A-
In'.t.inl rPiVlInq ... ••• ••• ••• •-- 47.7
S-V'f rA^dlnq ... •-- •-• --- •-• 36.8
Iliirn (I-
Instant iPiiilInq .-- --• •-- -•• •-- ---
P'int.tiirp ^tfpnqlh:
lhlflinp\^ of spi»r Imnn, mils --• -•- -•- --- --- ••-
Slrpi%, ft} (Ih) --. ••• ••• -•- •-• -•-
Flpnqatlnn, cm (In.) --- -•- ••-• .... ... ...
H4B
0.75
...
...
33.4
15
38.5
34.0
300
300
R7
95
75.5
77.7
37.1
77.7
...
...
• • •
...
...
...
CoJIPrlPrt .limn 4
Northeast corner
1A
5.44
5.74
1.77
37.11
16.5
48.6
3R.5
790
770
83
54
79.7
7fi.O
30.6
33.8
6.7
5.8
83
Rl
40
13
In 3
13
1.9
(n.76)
IB-Z
0. IS
4.35
1.31
?8.99
15.0
41.6
44.4
7,75
775
86
114
33 8
3S.5
41.4
47.3
6.5
6.8
87
86
49
44
15.5
(>tl'.3)
1.3
(0.51)
1C
3.13
3.97
l.?5
36.7?
16. 0
47.1
43. R
350
41)0
(16
109
19il
76J4
5.?
4.8
79
75
33
16.?
17.. 8
7.3
(0.93)
. 1<»80
East berro
x<
R.46
5.83
1.32
75.84
ir..o
38.9
38.7
170
175
101
91
36.1
14.9
...
7.0
6.6
81
Rl
51
46
Ifi.O
9.6
(7I.M
0.89
(0.31)
numlipr.
Irnm p>r*vit\. Inn tlllp flt Ihp nnrlhPX^t rnrnrr if IN> Iflqnnn.
(f\l\.
-------
and was obtained from the berm. Elongations and extractables of the samples
varied considerably and indicated that plasticizers were lost during
exposure to the sludge even when the liner had not been exposed to the
weather.
The liner sample taken from the inside surface of the embankment and
facing the sludge was distorted and torn in spite of the 16 cm (6 in.) sand
base. Boulders either had worked their way out ~f the soil, or the sand had
sloughed. The tear of the liner may have been the result of the sludge mass
moving downward as it was being moved from the pond.
Also, an encrustation had developed at various places on the surface of
the liner. When the liner samples were returned to the laboratory, dilute
hydrochloric acid was applied to the encrustations. Fizzing resulted, which
indicated that a calcium carbonate deposit was building up on the liner.
Soil Samples—A 38-cm (15-in.) column of soil was obtained from beneath
the lagoon liner in a 7.5-cm (3-in.) diameter steel shelby tube and returned
to the laboratory for examination and testing. A similar soil column was
obtained in an area immediately adjacent to the lagoon. Samples were
extruded, photographed, and subsarcpted for chemical analysis. Soils were
analyzed for chemical constituents indicative of leachate that might have
penetrated the liner.
Results of the chemical testing are presented in Table 4. Data from
analysis of the background sample are shown for comparison. Although the
results showed elevated concentrations of nearly all constituents beneath
the liner when compared with background sample data, the evidence is not
sufficiently conclusive without additional testing.
NEW YORK STATE LANDFILL (SI I)
Site Condition
The New York State landfill (SII) is located on approximately 2.4 ha (6
acres) of rolling and wooded terrain in an area of predominantly clay and
sandy soils with intermittent outcroppings of rocks. Precipitation averages
117 cm (46 in.) throughout the year. The area metnod of landfill is used to
place wastes in 3.1 m (10 ft) lifts covered with soil. No liquid or
hazardous wastes were accepted for disposal between 1976 (when landfilling
commenced) and October 17, 1979, the date of the site visit.
Liner Sampling and Evaluation
During the site visit, a piece of the 30-rril PVC liner was collected
from the surface near an exposed boulder. The PVC was gray and felt quite
stiff after it had cooled to ambient tenperature. Though the exposure could
not be quantified, a series of tests was run and thp results were compared
uith the specifications on the original sheeting. The results presented in
Table 5 indicate that the sample had stiffened and probably lost plasticizer
during its exposure to weather. The material was still extensible and had
not become brittle, as is often the case with exposed PVC liner sheeting.
14
-------
TABLE 4. CHEMICAL ANALYSIS OF SOILS AT SI
Background sample Sample beneath liner
0-7.5 cm 16-23 cm 0-7.5 cm 16-23 cm 23-31 cm 31-39 cm
Constituent (0-3 in.) (6-9 in.) (0-3 In.) (6-9 In.) (9-12 In.) (12-15 in.)
Cadmium 0.002 0.002 0.003 0.002
Chloride 126.7 62.5 84.0 61.6
Iron 312 2125 1331 1211 3750 1815
Lead 0.16 0.01 0.52 0.32 0.01 0.01
Magnesium 47.0 126.3 78.6 55.4 115.0 56.3
Potassium 52.5 151.3 87.9 40.3 156.3 47.5
Sodium 18.7 15.0 27.9 21.7 22.0 24.0
Zinc 0.16 4.0 0.47 0.32 1.05 13.0
Mercury — 0.0075 — — 0.013 0.0065
15
-------
TABLE 5. PROPERTIES OF WEATHERED PVC LIfiER
AT SI I OBTAINED CM OCTOBER 17. 1979
Prooerty
Analyses
voTatiles, X
Ash dry basis, X
Specific gravity
Extractables, %
Physical properties
Tmckness, mils
Breaking factor, ppi
Elongation at break, X
Tensile set, X
S-100, ppi
S-200, ppi
Tear strength, Ib
Direction
of test
...
__.
—
...
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
Exposed
sample
0.13
5.0
1.264
31.3
29
87.7
87.8
260
300
91
111
66.4
58.7
77.9
71.1
...
Supplier's
specification
...
...
1.2-1.3
—
30
75 minimum
75 minimum
300 minimum
300 minimum
...
30-48
30-48
—
8. 1 minimum
8.1 minimum
Hardness:
Duro A:
Instant reading
5-sec reading
49
4?
* This sample consisted of a small piece of exposed Mner that had covered an
exposed rock. ASTM D412 was followed in testing tensile properties, using
a dumbbell specimen 0.64 cm (0.25 in.) wide at restricted area.
16
-------
Because no test data existed for the original liner material, no
determination could be made of changes in properties that occurred during
exposure. Suppliers specifications (Table 5) are generally minimum values
and can be considerably lower than actual test values. No attempt was made
to sample the subsoil or to obtain a sample of liner material exposed to the
leachate.
BOOME COUNTY FIELD SITE (BCFS)
Site Conditions
The BCFS is an experimental landfill operated by EPA to determine
landfill performance. This 4-ha (10-acre) tract sits on top of a ridge 5
miles west of the City of Walton in Northern Kentucky. This site contains a
field-scale landfill and four smaller test cells. The study examines clay
and synthetir liners from the field-scale landfill (TC-1) and from one of
the smaller test cells (TC-2D).
TC-1
From TC-1, samples were taken of a clay liner, a chlorosulfonated
polyethylene liner (CSPE), and a low-density polyethylene liner (LDPE).
Figure 3 shows the relative positions of these liners in the test cell.
Clay Liner--
The clay liner between the refuse fill and the CSPE liner
varied in thickness from 44 to 62 cm (17 to 24 in.). The liner was composed
of a slightly sandy, moderately plastic clay containing limestone rock
fragments up to 26 cm (10 in.) long. The clay was classified as a CL by the
Unified Soil Classification System, with an average liquid limit of 42 and a
plasticity index of 20. Rock fragments lay parallel to the liner surface.
Average in-place dry density was 99 pcf, and average moisture content was 25
percent. Permeability ranged from 4 to 5 x 10~7 cm/sec for in-place
tests; in laboratory tests, it was 2 x ID'S cm/sec. These and other soil
testing data are summarized in Table 6. The liner was light brown-gray to a
depth of 31 to 36 cm (12 to 14 in.), where it abruptly changed to a more
natural orange-tan for the remainder of its thickness. No visual signs of
cracking, channeling, or unusual changes in texture or consistency were
noted in any of the excavations. Chemical analyses of the clay liner in
TC-' (Figures 4 and «j) indicated that it provided effective leachate
containment. Sorre leachate had collected below the clay liner. But this
leakage resulted frn-n a small perforation in the clay separating upper and
lower drains, not from liner failure. The uniform contours of the
perforation suggest accidental puncturing of the clay surface during cell
preparation.
Synthetic Liners--
Three CSPE sarples and one I DPE sanple were collected from TC-1. The
CSPE samples were taken from the unreinforped 0.75-mm (30-mil) sheeting that
had been centered at the base of the cell to prevent leachate migration
17
-------
v///////////'//'
Figure 3. Cross Section of TC-1 at Observation Bulkhead
18
-------
TABLE 6. SOIL TESTING DATA FOR CLAY LINER IN TC-1
In-place
Sieve Analysis* Liquid Plasticity Unified
Moisture
Clay Silt Sand limit Index Soil content
Location (X) (X) (%} (X) (X) Classification (X)
Background* 24 70 6 40 19 CL
Background £ 10 86 4 46 22 CL
B 34 54 12 45 23 CL
E 0 88 12 44 21 CL
G 30 62 8 36 16 CL
-
-
30
23
23
Dry Permeability
density In-place
(pcf) (cm/sec)
-
-
95 5 x 10-7
109 4 x ID'7
93 4 x 10-7
Lal'omN
(cm/in
.
-
2 x 10
2 x 10-
2 x 10
* ASTM-ASCE grain size scale.
+ Sample of clay retained at time of liner placement.
* Sample of clay from borrow area.
-------
rc-rr
ro
CJ
MB
m •
\
rigurt 4 Chtmicol Ano'iilt at Clor Llrti • 1C-It.
-------
tc-To'
ts>
it*
*.•*«•« c« c*
pf^ • *f» • iWM
— 1
»W»»lt
MI
IHl
Flguri 5 Chtmlcol Anolytli cf Clay Llntr - TC-16.
-------
below the cell (See Fig-jre 3). A slotted collection pipe s-jrrounded by
gravel was placed directly abovr the CSPE liner in the clay liner beneath
the refuse.
The LOPE sample was taken from the liner of a trench that had been
installed in the top 32 cm (12.4 in.) of the clay liner {Figure 4). This
trench was lined with .15 mm (6 mil), unpigmented LDPE and contained a
second pipe to prevent the short circuiting of the leachate to the lower
pipe. The space around both of the pipes was filled with clean silica
gravel. Thus the effectiveness of the clay liner could be assessed by
measuring the flow of leachate into the lower pipe.
Tests showed that the amount of leachate that had permeated the clay
liner was only a fraction of the actual quantity generated in the cell
during the 9-year study period. Nonetheless, the CSPE liner had been in
contact with this small amount of dilute leachate for tne full 9 years, ana
the LOPE liner had been in contact with full-strength leachate for the same
period.
The leachate-exposed samples were sealed in polyethylene bags and kept
damp until tested. Test results for all liner samples from TC-1 are
summarized in Table 7.
CSPE Results—The CSPE samples exposed to leachate had imprints of
gravel and were swollen and soft. They had a small-scale rough appearance
similar to that of a nervy compound after calendering. (Nerve in
uncrosslinked polymer compounds is the unrelieved stress that was introduced
during manufacture of the sheeting either by calendering or by extrusion).
Calender roll markings were not visible to indicate grain direction. Seams
had blisters filled with f'luid that appeared to be essentially water.
Substantial amounts of the dilute leachatp were absorbed by the CSPE
samples: Weights increased by 23.9 to 28.4 percent, and volumes increased
by 57 percent, based on the original composition.
The ash values of the relatively high specific gravities reported in
Table 7 indicate a high inorganic filler content. The extractables (after
the volatiles were removed) were relatively low, indicating either a
relatively low plasticizer content in the unexposed sheeting or a loss of
plasticizer during exposure.
The physical properties of the CSPE samples all appeared to be
approximately the same. Recovered samples were substantially thicker than
were the original materials. Part of this increased thickness is due to the
swelling, and part is probably a result of the relaxing of the compound and
the puckering of the liner material (which occurred because of the residual
nerve in the sheeting). Tha values all appear to be relatively normal for a
CSPE material.
No significant differences were noted in the data among the different
samples. This result indicates that the location of the sample in the cell
did not affect the results, and that the materials all came from the same
lot.
22
-------
TAELE 7.
OF LEACHATE-cXPOSED CSPE AND LOPE
SAMPLES TAKES FROM TC-1
jo-mil CS?E
?ir«neter
Analyses:
/oiitlles. X
Ash (eor. X
Specific gravity (db)
litrictaales of specimens f
after cevelattltmion. x^
rniciness. «s received
Thickness, after devolatilizing
renslle tt yield. DP I
3rea«ing factor, apt
Elongation at :reak. X
Set after srea«. X
S-1GQ. 301
S-20C. apt
Tear strength. lb
Duro A.
Instant reacing
5 -sec reading
-'•..nctjre strength:
Stress. :b
Elongation, in.
""ickness of sreeimen. nils
Direction
3f test
...
—
—
"achine
Transverse
•'achlne
Transverse
Kech'ne
Transverse
Machine
Transverse
Machine
Transverse
"achine
Transverse
Machine
Transverse
...
...
—
...
Trencn
•E-
t\2
28.2
21.98
1.457
2.97
45.0
45.9
...
53.2
48.3
300
3SO
111
140
26.3
14.0
42.3
24.3
6.5
6.7
58
54
33.3
0.90
45.5
Trench
•B-
28.4
21.38
1.440
3.77
43.5
46.6
...
59.2
48.3
300
320
100
116
22.8
14.7
39.1
17.0
6.6
6.1
66
50
35.3
0.91
44.0
Trencn
•G-
22.9
23.32
1.442
3.07
43.0
44.6
...
59.2
46.0
310
370
110
146
24.6
12.4
40.0
21.2
6.8
6.5
59
56
33.9
0.86
42.0
6-on 1 LOPE
Median,
...
0.15
—
1.10
7.0
6.6
9.9
9.9
11.0
10.2
345
225
245
119
9.6
9.6
9.7
9.6
2.9
2.8
...
7.0
O.J7
7.0
• /olatiles esual t»e iCCjmlated M«i<;ht loss on drying for 7 days in
Hr «: room te-cerat-,re. 5 aays in oven at 50° C, and 1 nrs in air
o/en at 1C5° C.
» After ?evola:ilization.
^ Solvent is i-ieaune
23
-------
Changes in properties that occurred during exposure cannot be measured
since a sample of the CSPE sheeting was not retained, and no baseline data
are available on the original unexposed sheeting. However, two small
samples of unreinforced CSPE sheeting manufacturered in 1971 or 1972 were
tested to obtain data on a comparable material. Test results are compared
in Table 8 with those for three CSPE samples recovered from the test cell.
Note, however, the CSPE liner compounds tend to crosslink with age and
change their properties. Since the data show a relatively great divergence
in properties, it is not possible to present retention data. However,
values for the leachate-exposed samples are between those for the two
unexposed samples.
LDPE Results—The LDPE film was clear after the surface stain was washed
off,~and it appeared to be unaffected by its 9 years of exposure to the
unattenuated leachate. The samp'r showed little swelling, and its
properties (Table 7) were normal for a 6- to 7-mil LDPE. No puncture or
tears of the material were observed during sample removal.
SubsoiIs—
An excavation was made into a thin clay mantle overlying limestone
bedrock in TC-1. When the cell had originally been excavated in 1970,
fractured limestone was encountered in scattered locations. Wherever
limestone was exposed at that time, 18.5 cm (7.2 in.) of clay from the site
was placed and compacted to a wet density of 126 pcf at 24 percent moisture
(dry weight basis).
Clay subsoils were exposed at locations B, E, 6 beneath the CSPE liner.
The clay immediately below this liner was a brown-gray for several
millimeters, grading to a natural orange-tan. This clay was similar in
consistency to the clay liner in TC-1, with an average liquid limit of 40
and a elasticity index of 18. Soil testing data are summarized in Table 9,
and a chemical analysis of the subsoils and their relationship to the
overlying clay liner are presented in Figures 4 and 5.
TC-2D
From TC-2D, six samples were taken of a 30-mil, unreinforced,
chlorinated polyethylene (CPE) liner. Four of the samples were taken from
the bottom of the cell, and two were collected above ground at the top of
the cell (and had thus been exposed to the weather). Figure 5 shows the
position of the CPE liner in relation to the other construction details of
TC-2D.
Leachate-Exposed Samples--
The four samples from the bottom of the cell had been exposed to all the
unattenuated leachate generated within the cell during the 9 years of
operation. Chemical analyses of the layers of sand above and below the CPE
liner indicated that it had contained the leachate within the cell.
Properties of the leachate-exposed samples are presented in Table 10.
24
-------
TABLE 8. CCHPWUSCK OF !»C?E*mS CF !.£ACSA7£.EXPOSED CS?E F»OH TC-i
WITH ?.'0 UNSUPPORTED CSPE SnEE/lWS
Direction
'art-ieter of test
/oiatiles, X* —
Ash (ol>r. X
Specific gravity —
Extractables of speclnens
after eevolatilization. X —
Solvent
"ivsieal sropcrt'ts
.nic'iess. as received —
Thickness, t'ter tfevoldtil Iling
3rea
-------
TABLE 9. SOIL TESTING FOR SUBSOILS FROM TC-1
In-place
Sieve Analysis*
Trench
B
G
E
riay Silt
/ ttf \ It* \
(X) v%)
0 92
3 94
0 93
Sand
(*)
8
3
7
Liquid
limit
(X)
31
41
48
Plasticity Unified
index
(X)
11
17
26
Soil
Classification
CL
CL
CL
Moisture
content
(X)
27
22
28
Dry
density
(pcf)
94
101
97
Permeability
In-place
(cm/sec)
3 x lO'7
6 x lO'7
4 x 10-7
Laboratory
(cm/sec)
1 x lO'7
3 x 10-8
5 x 10-8
* ASTM-ASCE grain-size scale.
-------
•«'.'•-•';••-•.. •.:•.«'.•••;.' ••".••'.*«
i!
"3
- r
r
' 5 ' \
~ "
REFUSE FILL
:"'.
5":
— M*dium sond
—Grovel
—SOmil^CPE liner
Medium sand
•Natural cloy
Figure 6. Test Cell Construction Details for TC-2D.
27
-------
TABIE 12. PROPERTIES OF LEACHATE-EXPOSED AND WEATHERED CPE FROM TC-2D
Excavation trench
Parameter
Chemical analyses
Volatile*, ?
Ash (db), 1°
Specific gravity (db)a
Extractables, Xc
Physical properties
Thickness, as received
Thickness, devolatil ized
Breaking factor, ppi
machine
transverse
Elongation at break, %
machine
transverse
Tensile set, 2
machine
transverse
Stress at 100%, ppi
machine
transverse
Stress at 2002, ppi
machine
transverse
Tear strength, Ib
machine
transverse
Hardness (Duro A)
instant reading
5-sec reading
Puncture strength
stress, Ib
elongation, in
thickness, mil
Seam strength
shear, Ib .
locus of failure
peel • max/a vg, Ib .
locus of failure
TC-ZDA
No. 11
18.8
13.36
1.372
4.81
41.5
39.2
55.6
44.0
240
320
134
125
36.1
17.7
51.2
28.3
8.7
6.0
79
G7
36.6
0.78
39.0
...
...
TC-2DC
No. 13
18.3
13.31
1.376
4.42
40.0
39.4
58.8
46.8
220
310
117
115
41.6
18.3
57.6
30.2
7.7
6.4
78
69
41.2
0.77
40.0
• • •
TC-2DB
No. ISA
17.6
13.02
1.368
4.43
37.0
35.1
52.8
39.6
270
335
147
136
30.5
14.6
43.6
23.9
7.0
6.4
65
60
36.4
0.80
37.0
• • •
and sample number
TC-2DB
No.lSB
16.7
13.03
1.361
5.15
39.0
38.9
54.0
42.4
260
350
131
123
33.6
14.1
46.8
22.9
7.8
6.9
69
59
37.8
0.83
40.5
• • •
TC-ZDWA
No. 20
6.63
13.21
1.34
4.42
34
• • •
73.0
55.6
275
335
178
168
49.5
24.9
62.2
36.0
8.1
6.3
77
71
46.6
0.68
34
26.8
AD
4.1/3.5
AD
TC-2DWB
No. 21
7.25
15.20
1.34
3.81
34
• • •
78.4
60.3
295
335
187
157
54.7
32.1
66.0
42.5
9.5
7.0
72
69
48.8
0.79
34
42.9
BRK/SE
4.4/4.0
AD
aData obtained on the CPE exposed to weather in field. No leachate exposure.
db = after devolatilization.
GExtractables of specimens after devolatilization. Solvent is n-heptane.
Locus of failure codes: AD = failure in adhesion; BRK = break of liner
material outside seam area; SE = failure at seam edge.
-------
The samples were stiff and leathery. The fine parallel line pattern
introduced during calendering was visible on the surface and could be used
to indicate grain direction. Also visible was a fine diamond-shaped pattern
on the reverse side of the sheeting.
Though the exposed CPE samples showedx^ignificant absorption of
leachate, their properties were relatively good. Volatile contents ranged
from 16.7 to 18.8 percent. The latter value is equal to an increase of 23
percent bv weight (based on the original), or a 31.7-percent increase by
volume.
The data on the volatiles and on the devolatilized samples indicate that
two different compositions were involved. The A and C samples are one
composition, and the B samples are another. The twc B samples have somewhat
lower ash contents, volatiles, and extractables. Differences are also
apparent in the results of the physical property tests.
Weathered Samples--
The two samples of CPE liner that had been collected above the ground,
where the liner extended beyond the cell, had been exposed only the the
weather during the 3-year period and not to leachate. These samples were
significantly higher in tensile strength, moduli, and puncture resistance
compared with the leachate-exposed samples (Table 11). The lower values for
the latter probably reflect the swelling by leachate, but crosslinking
during exposure may contribute to the higher values of the weathered samples.
Comparison of CPE Samples with Similar Liners not Exposed to Leachate or to
Weather--
As in the case of the CSPE and LOPE liners, no comparisons could be made
with the orignal sheetings because no material samples or data were
available for them. However, a CPE material of the same style had been used
in earlier EPA liner studies, and the original data for this liner (Matrecon
Liner #12) could be used as a baseline. Average data for the CPE samples
from TC-2D are therefore compared with the original Matrecon data in Table
12.
Subsoils--
An excavation was made into a orange-tan clay underlying TC-2D. An
excavation was made into a layer of sand and a section of clay underlying
the CPE liner in TC-2D (see Figure 6). The sand, which was immediately
beneath the CPE liner, was a light tan except for a 1.3- to 1.9-cm (1/2-to
3/4-in.) gray zone at the point of contact with the liner. Exploratory
trenches had found the CPE liner to be under an upward hydrostatic pressure
from fluids in the underlying sand. Analysis of fluid samples indicated,
however, that the water did not contain leachate. Beneath the sand was a
thick, natural clay section of moderate to high plasticity classified as
CL-CH by the Unified Soil Classification System. The upper 2.5 to 5.1 cm (1
to 2 in.) were a mottled gray-green, with the remainder of the exposed clay
a natural orange-tan. Soil test data are summarized in Table 13.
29
-------
TABLE 11. COMPARISON Of THE LEACHATE-iXPOSED AND WEATHERED
CPE SAMPLES FROM TC-2i)
Parameter
Analyses:
Volatile*. X
Ash (do)*. X
Specific gravity*
Extractables, x£
Physical properties
Actual thickness, as recleved.
mils
Breaking factor, ppl
Elongation at break, X
Tensile set. X
3-100, ppi
S-200. ppi
Tear Strength, Die C. Ib
Hardness:
Ouro A
instant reading
5-sec reading
Puncture resistance:
Thickness, mils
Stress. Ib
Elongation, in.
Direction
of test
• «_
—
—
—
• ••
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Vansterse
Machine
Transverse
—
—
—
—
Average
value
for
weathered Average value for
samoles leschate exposed sample
6.94
'4.21
1.34(AR)
4.12
34
75.7
£8.0
285
335
183
163
52.1
28.5
64.1
39.3
8.8'
6.7
75
70
34
47.6
0.74
17.9
13.18
1.369(db)
4.70
39
55.3
43.2
250
330
132
125
35.5
16.2
19.8
26.3
7.3
6.4
73
64
39
38.0
0.80
(*5)
(73)
(74)
(88)
(99)
(72)
(76)
(68)
(57)
(78)
(67)
(89)
(96)
(-2)
(*5)
(80)
(108;
• After devolatilizatlon.
*AR * as received; db after devolatilizatlon.
£ Solvent is n-heptane. Figures Indicate the average valje for the
leachate-exposed simples divided by the average value for the weathered
samples nu Hip lied by one hundred, except in tl<» ease of t»e hardness
and thickness values, where they are the change in scale.
30
-------
TABLE 12. COMPARISON OF CPE LINER SAMPLES IN TC-20 WITH MATRECCN I IHER f!2
Parameter
Analyses
Volatile:. X
Atn (db)*. X
Specific gravity^
Extractables. X
Physical Drooerties:
Actual tiickness, as received.
nils
Breaking factor, ppl
Elongation at break. X
Tensile set, X
S-100. ppi
S-200. ppf
Tear strength. Die C. lb
Hardness:
Duro A
Instant reading
5-sec reading
Puncture resistance:
Thickness, mils
Stress, lb
Elongation, in.
Direction
of test
...
...
—
_
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
Machine
Transverse
...
—
—
...
Matrecon
1 mer
«12*
0.10
14.40
1.360(AR)
7.47
31
77.6
65.6
305
515
199
231
38.4
<:.4
=>7 •:
26. i
8.:
7.3
K
I /
32
47.0
104.0
Average
value
for
weathered
samples
1n TC-20
6.9*
14.21
I.34(AR)
4.12
wC
(98)
(88)
(93)
(65)
(92)
(71)
(136)
(174)
(112)
(149)
(105)
(92)
(-10)
(-7}
(*2)
(101)
(71)
Average
value
for
leachate-
exposed
simples
in TC-2D
17.9
13.18
1.369(db)
4.70
(•B1*
(71)
(66)
(82)
(«4)
(66)
(54)
(92)
(99)
(871
001,
(93)
(88)
(-12)
(-13)
(»7)
(81)
(77)
• Haxo. H. E.. R. M. White. Second Interim Report. Evaluation of L'ner Materials
Exposed to Leachate. EPA-600/2-76-255, U.S. Environmental Protection Agency.
Cincinnati. Ohio. September 1976
* After devolatllimion. Solvent is n-heptane. AR • as received; db • after
devolatilizatfon.
& Numbers in parentheses are oercant retentions calculated using the values
reported for Matreccn Liner *12 as 10CX except in the case of"hardness and
thickness where the numbers in parentheses are the cnange in scale.
31
-------
TABLE 13. SOIL TESTING DATA FOR SUBSOILS IN TC-20
OJ
t\>
In-place
Sieve Analysis*
(ell
"\
j
C
Clay
! (%)
49
44
46
Silt
(*)
43
37
48
Sand
(*)
8
19
6
Liquid
limit
(X)
41
51
55
Plasticity
Index
(X)
19
27
29
Unified
Soil
Classification
SC-CL
SC-CH
SC-CII
Moisture
content
36
37
32
Dry
density
(pcf)
82
87
88
Permeability
In-place
(cm/sec)
1 x 10-'
4 x 10-7
5 x 10-'
Laboratory
(cm/sec)
2 x 10-8
2 x 10-8
6 x JO'8
ASTM-ASCE grain size analysis.
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