NCD980602163_19970605_Warren County PCB Landfill_SERB C_Landfill Cap Evaluation-OCR

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LANDFILL CAP EVALUATION
WARREN COUNTY PCB LANDFILL
WARREN COUNTY, NORTH CAROLINA
S&ME PROJECT NO. 1054-97-670
Prepared For:
NCDEHNR
Division of Waste Management
Solid Waste Section
P.O. Box 27687
Raleigh, North Carolina 27611-7687
Prepared By:
S&ME, Inc.
P.O. Box 7668
Charlotte, North Carolina 28241-7668
June 5, 1997
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I Recycled Paper
June 5, 1997
North Carolina Department of Environment, Health, and Natural Resources
Division of Waste Management
Solid Waste Section
P.O. Box 27687
Raleigh, North Carolina 27611-7687
Attention:
Reference:
Division Staff:
Mr. Ed Mussier, P.E.
Solid Waste Section
Landfill Cap Evaluation
Warren County PCB Landfill
Warren County, North Carolina
S&ME Project No. 1054-97-670
S&ME, Inc. has completed an evaluation of the landfill cap for the Warren County PCB Landfill
in Warren County, North Carolina. The evaluation was performed in general accordance with
our Work Plan for Excavation, Har1dling, and Storage of PCB Contaminated Soils, dated
February 13, 1997. This report includes project information, our field evaluation, laboratory
testing, conclusions and qualifications of report.
PROJECT INFOR1\1ATION
The Warren County PCB Landfill occupies 2.5-acres of a 19.3-acre site located on the east side
of SR 1604, approximately two miles east of the intersection of SR 1604 and US 401 South,
approximately two to three miles south of Warrenton, North Carolina. Design and construction
of the PCB landfill occurred in the early 1980's as the result of a joint agreement between the
State of North Carolina and the US Environmental Protection Agency. The PCB landfill is
owned and maintained by the State.
S&ME, Inc. 9751 Southern Pine 13oulevard, Charlotte, North Carolina 28273, [phone], Fox [phone]
Moiling addres.s: P.0.13ox 7668, Charlotte, North Carolina 28241-7668
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Landfill Cap Evaluation Report
Warren County PCB Landfill
S&ME Project No. 1054-97-670
June 5, 1997
We understand that the intent of the landfill cap was to minimize precipitation into the landfill
and minimize the potential for PCB ' s releasing to the environment. Original specifications of the
landfill cap were not available, except as provided on the as-built drawings.
S&ME's landfill cap evaluation was completed as part of the drilling of two soil borings for bulk
sampling (of landfilled PCB soils) and installation of recovery wells. .Accordingly, our cap
evaluation was limited to two locations in the landfill.
FIELD EVALUATION
An S&ME professional engmeer and engmeenng technician, both experienced m landfill
closures, evaluated the landfill cap at two sampling locations on February 28, 1997.
According to the as-built drawings, the landfill cap consists of two feet of cover material and a
10-mil thick Polyvinyl Chloride (PVC) liner underlain by two feet of compacted clay liner and
one foot of bridging material as shown on Figure 1. The objective of the field evaluation was to
evaluate the soil cover, PVC liner and clay liner. This evaluation was completed with a
combination of field observations, procurement of relatively undisturbed samples and laboratory
testing. The following sections describe the field activities and observations.
Soil Cover and Clay Liner
The investigation began during advancement of a borehole at the two sample locations
( designated as B-1 and B-2) as shown on Figure 2. During this phase, two relatively undisturbed
soil samples were obtained from the protective cover at each sample location. The samples were
obtained by pushing thin-walled Shelby tubes from the ground surface to a depth of
approximately two feet. The cover soils were determined to be approximately 22 inches thick at
each sample location and visually field classified as a silty clay. A good stand of grass was noted
above the cover soil.
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Landfill Cap Evaluation Report
Warren County PCB Landfill
S&ME Project No. I 054-97-670
June 5, 1997
each sample location and visually field classified as a silty clay. A good stand of grass was noted
above the cover soil.
Based on field measurements and visual observations, the cover soil type and thickness varied
from the as-built construction drawings which indicate a one-foot thick topsoil layer above a one-
foot thick cover soil layer.
An approximately 16-inch diameter hole was made at both sample locations where the two cover
soil samples were obtained. The excavation extended to the PVC liner. The PVC liner within
the excavation was cut and properly disposed. Three undisturbed samples were obtained from
the underlying clay liner at a depth of approximately two to four feet (zero to approximately-two
feet below the PVC liner) within each area of the excavation. The clay liner samples were field
classified as silty clay. The surface of the clay liner was relatively smooth with a few dozer
tracks that likely resulted during final compaction of the clay liner. The surface of the clay liner
did not show signs of desiccation or softening and appeared to be in good condition based on our
experience with landfill clay liner construction. The clay liner samples were measured to be two
feet thick which conformed with the as-built construction drawings. The as-built construction
drawings also indicate a one-foot thick layer of "bridging" material exists beneath the two-foot
thick clay liner layer.
PVC Liner
To evaluate the PVC liner, an excavation was made adjacent to each borehole location. This
excavation was approximately five feet-six inches by five feet-six inches in plan dimensions and
extended vertically to the top of the PVC liner.
At sample location B-2, the first two to four inches of cover soil directly above the PVC liner
was excavated using a large stainless steel spoon. This was done to limit contact with the PVC
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Landfill Cap Evaluation Report
Warren County PCB Landfill
S&ME Project No. I 054-97-670
June 5, 1997
liner and thus avoid damage. At this sample location, the PVC liner had adhered to a set of dozer
tracks within the underlying clay. An approximately five foot by four foot section of the PVC
liner was cut from the bottom of the excavation. This sample cut was positioned to split the set
of dozer tracks to allow a smooth repair. The cut PVC sample was washed with detergent and
potable water and cleaned at the on-site decontamination area to remove adhered soil prior to
transporting to our laboratory for testing.
The cover soil at sample location B-1 was excavated with a plastic shovel that was used to wedge
the soil cover from the excavation area. The shovel came in contact with the PVC liner at several
places possibly forming pinholes in the liner. The PVC liner at Sample location B-1 also had
two small tears. One tear was attributed to the excavation of the cover soils. The second-tear
measured approximately one inch by a half-inch and had evidence of vegetative root penetration.
An approximately five foot by five foot section of PVC liner was cut, washed and cleaned
similarly at sample location B-2.
The initial visual evaluation of the liner samples indicated that vegetative roots were penetrating
the PVC liner seams at both locations. Following cleaning of both samples, each was held to the
sunlight to inspect for pinholes. Approximately 20 pinholes were observed in Sample B-1 and
no pinholes were observed in Sample B-2. As noted above, some of the pinholes in Sample B-1
may have been formed during excavation of the cover soils.
PVC liner Sample B-1 was delivered to S&ME's subsidiary, Singleton Labs, Inc., located in
Knoxville, Tennessee, for physical property testing. Liner Sample B-2 was delivered to our
Charlotte, North Carolina office for seam testing. These tests are discussed on page seven of this
report.
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Landfill Cap Evaluation Report
Warren County PCB Landfill
S&ME Project No. 1054-97-670
June 5, 1997
The two PVC liner sample opemngs were patched by Plastic Fusion Fabricators, Inc., of
Huntsville, Alabama, immediately after the cuts were made. The patching was observed by an
S&ME senior engineering technician experienced in plastic liner repair. At each patch, the
existing PVC liner edge was cleaned with detergent and potable water then dried. Variations
were made in the original work plan by not placing geosynthetic clay liner (GCL) on top of the
exposed clay. We concluded that to do so in such a confined space could strain the PVC liner
seam.
Pieces of new 20-mil PVC liner were sized to overlay the sample cuts. The PVC liner overlap
was approximately three inches for sample location B-1 and two and one-half inches for sample
location B-2. Two patches were required for B-2 due to the existing PVC seam being so close to
the excavation edge. The patches were glued to the existing PVC liner using a paintbrush to
apply PVC glue. Pressure was applied to the liner seam to form a chemical bond. The integrity
of the glued seam was tested by the blunt-end pick test in accordance with USEP A Technical
Guidance Document EPA/530/SE-91/051, Inspection Techniques for the Fabrication of
Geomembrane Field Seams, Section 9.5. Observations concluded that the patched seams bonded
adequately and passed the EPA test method.
Before backfilling the sample locations, a filter fabric was placed within the excavations directly
above the PVC liner to help reduce potential damage to the patches during backfilling. The
adjacent stockpiled cover soils were used to backfill the excavations. The replaced soils were
compacted with a manually operated compactor and the disturbed areas were then re-seeded.
This completed the field activities.
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Landfill Cap Evaluation Report
Warren County PCB Landfill
Soil Cover and Clay Liner
LABO RA TORY TESTING
S&ME Project No. I 054-97-670
June 5, 1997
Laboratory testing was performed on undisturbed soil samples of both the protective cover soils
and clay liner taken from both sample locations. Tests were made on one sample from the soil
cover at a depth of zero to approximately 22 inches at each location, and two samples from
underlying clay liner at depths of approximately two to four feet (below the ground surface) at
each location. The testing consisted of unit weight, Atterberg limits, grain size analysis, moisture
content, specific gravity and permeability testing. GeoTesting Express of Acton, Massachusetts
performed the soil laboratory testing.
Based on the unified soil classification system, the cover soil and clay liner soils both classify as
a silty clay, CH. The in-place densities and moisture contents appear to indicate that a
reasonable compaction effort was performed on both the cover soils and clay liner during
construction. The laboratory permeability test results indicate a permeability of 4.2xl0·8 cm/sec
on the cover soil sample, and a permeability of 1.5 and 3.6 xl0·8 cm/sec on the clay liner
samples. These permeability values are less than the lx1Q·7 cm/sec., which are normally required
for landfill clay liners; this indicates that the samples tested have a permeability les than that
typically specified for landfill clay liners. A summary of the laboratory testing results is
included on Table 1. Data sheets for the laboratory testing is included in Appendix I. The
complete soil laboratory testing report by GeoTesting Express has been submitted previously
under a separate cover.
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--Sample Location No. B-1/ST-2• B-I/ST-3 .. B-2/ST-2• B-2/ST-4 .. Note: -------- -- ----Sample Sample uses Depth Type Classification (Ft) . 0-2 UD CH 2-4 UD CH 0-2 UD CH 2-4 UD CH Graphic Presentations of Results of Grain Size, and other tests are included in Appendix I. TABLE 1 SUMMARY OF LABORATORY TEST DATA OF SOIL LINER WARREN COUNTY PCB LANDFILL S&ME Project No. 1054-97-670 Natural % Finer Atterberg Proctor Data Moisture No. 200 Limits Content (%) In Situ Conditions LL Pl Max. Dry Opt. Moisture Specific Porosity Dry 30.2 74 72.5 45.8 31.3 71 73.6 42.9 29.9 71 65.2 37.0 32.7 75 62.9 32.8 • SS = Split Spoon Sample (ASTM D-1586) UD = Undisturbed Sample (ASTM D-1587) BG= Bulk Sample • = Cover Soils • • = Liner Soils Density (pct) ------------Content Gravity Density (%) (pct) ---2.69 ---92.5 ---2.74 ---93.9 ---2.71 ---93.1 ---2.74 ---90.5 - --Hydraulic Conductivity k (cm/sec) Moisture Content (%) 30.2 ---31.3 3.6E-08 29.9 4.2E-08 32.7 l.5E-08
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Landfill Cap Evaluation Report
Warren County PCB Landfill
PVC Liner
S&ME Project No. I 054-97-670
June 5, 1997
As discussed previously, PVC liner Sample B-1 was cleaned and delivered to Singleton Labs,
Inc., and PVC liner Sample B-2 was cleaned and delivered to our Charlotte laboratory. Both
samples were tested in accordance with applicable American Society for Testing and Materials
(ASTM) Standards.
Sample B-1 tests included thickness, density, tear resistance, tensile properties, and dimensional
stability. Test results are included in Table 2. Determination of the thickness of a PVC liner is
performed by averaging thickness measurements across a sample. Density or specific gravity of
a PVC liner is dependent on the manufacturing material weight of an object in air divided by its
weight in water. The tear resistance test, as its name implies, is a measure of the force necessary
to initiate a tear in a PVC liner sheet. Tensile properties represent the maximum force required
to cause tension failure in a given test sample. Elongation at break represents the percent of
change in length during the tensile testing on a PVC liner. Dimensional stability is intended as
an index test to determine the stability of non-rigid plastic PVC liner specimens at specified
elevated temperature and exposure time.
Sample B-2 tests included bonded shear strength and peel adhesion tests on the PVC liner seam.
Test results are included in Table 2. Shear and peel testing is performed on PVC liner seams for
quality control purposes. These tests are used as an indicator that the apparent strength of the
bond is greater than the strength of the parent material.
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TABLE2
SUMMARY OF LABORATORY TESTING ON PVC LINER
Property . .::!i;;t.;"Yt' , ' Test Method '
.> .. •. \'. :•. • 1••1/jl\C,.,("c• ;'j;y •" / •••• + ·, ,·y,f:h, ,· .. ,
Thickness, (mils) ASTMD751
Density, (glee) ASTMD792
Tear Resistance, (lbs), MD/ID ASTM D1004
Tensile Properties ASTMD882
Break Strength, (lbs/in), MD/TD
Tensile Strength at break, (psi), MD/TD
Elongation at Break,(%), MD/TD
Dimensional Stability,(%), MD/ID ASTM Dl024
Bonded Shear Strength, (lbs) ASTMD3083
Peel Adhesion, (lbs) ASTM D413
MD/TD= manutacturmg Machme D1rect1on/ Transverse D1rection
*Provided by PVC Geomembrane Institute
y 10-milPVC Specimen ,
>., \ 1 ~ ~ •:: ~ 0ih }, 1 ~J 3
9.6
1.301
4.48/4. l 7
28.68/26.05
2987/2713
281/236
-5.37/-1.2, -6.73/-3.19
23.7
5.3
.. ,Typical 10-mil P,VC*;
••: ' ,F ,,, .• , . , h•,
9.5
1.2
3.2
25
---
350
±4
20
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Landfill Cap Evaluation Report
Warren County PCB Landfill
Soil Cover and Clay Liner
CONCLUSIONS
S&ME Project No. I 054-97-670
June 5, 1997
Based on the field and laboratory testing performed, the soil cover and clay liner at the locations
sampled appear to be in good condition and providing permeability values typically acceptable
for clay liners in landfills.
The soil cover had a good stand of grass and showed no evidence of erosion. The soil cover type
and thickness varied from the as-built construction drawing which indicated a one-foot thick
topsoil layer over a one-foot thick protective soil cover. The in-place soil cover consists of a 22-
inch thick clayey soil layer.
The clay liner at the locations sampled had no visual evidence of desiccation cracks or softness.
Based on the density and moisture content tests, it appears that the soil liner received a
reasonable compaction effort. Also, the permeability tests performed are indicative of well-
compacted clays based on our experience with similar type soils. The permeability test results
indicate a lower permeable soil liner than typically specified for the soil component of a solid
waste landfill cover system.
Based on the above limited field observations and laboratory test results, the soil cover and
underlying clay liner beneath the PVC liner at the locations sampled appear to be providing
satisfactory performance.
PVC Liner
Based on our limited field observations, the PVC liner at the locations sampled appears to be in
fair condition. The seams showed signs of root penetration along several seam sections.
Pinholes were observed in PVC Sample B-1, although some of the pinholes may have resulted
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Landfill Cap Evaluation Report
Warren County PCB Landfill
S&ME Project No. 1054-97-670
June 5, 1997
from damage during excavation of the soil cover. No pinholes were observed in PVC liner
Sample B-2. The PVC liner at both locations appeared to be intact with no noted signs of
excessive deterioration.
The laboratory test results indicate that some diminishing in the original PVC properties has
occurred over time. The original material specifications for 10-mil PVC were not available to
compare laboratory results; however, properties were compared with current typical
specifications issued by the PVC Geomembrane Institute. The typical specifications are shown
in Table 2 for reference.
The specific gravity of the PVC appears to be somewhat greater than the current specifications.
This increase is consistent with a loss of plasticizer in an aged PVC sample. Along with the loss
of plasticizer, the sample's tensile strength should increase. The laboratory test results for tensile
strength are typically greater than the current typical specifications for break strength; however,
elongation test results indicate an elongation of about 20 to 30 percent below the current typical
specifications which may also be indicative of a loss of plasticizer.
The dimensional stability of the PVC indicates lower test results in the machine direction than
current typical specifications. This may be a result of degradation of the material as noted above.
The results of the peel adhesion test performed on the seam sample indicate that the 10-mil PVC
has loss some seam integrity. The peel test results were below current typical specifications.
The low peel test results may be a result of the root penetration or a degradation of plasticizers
within the PVC liner and PVC glue used to bond the seams.
The changes in properties of the PVC noted above are consistent with changes associated with
plasticizer loss. These results are comparable to other testing reports of PVC cover systems such
as "Examination of PVC in a 'Top Cap' Application" by Samuel B. Levin and Mark D.
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Landfill Cap Evaluation Report
Warren County PCB Landfill
S&ME Project No. 1054-97-670
June 5, 1997
Hammond, published in Geosynthetic Testing for Waste Containment Applications, ASTM STP
1081 , edited by R.M. Koerner, dated 1990.
QUALIFICATIONS OF REPORT
Our evaluation of the Warren County PCB Landfill cap was completed in conjunction with
procurement of landfilled soils for pilot bench testing which resulted in the number of sample
locations for our evaluation being limited to two. Two sample locations do not provide adequate
data to statistically evaluate such items as determination of variance, confidence intervals, etc.
To gain a reasonable understanding of the landfills' overall condition, there must be a
significantly larger number of sample locations. Accordingly, our investigation, test results-and
conclusions are indicative of conditions at the specific sample locations and should not be
interpreted to represent conditions across the entire landfill.
Our evaluation was performed in general accordance with our Work Plan for Excavation,
Handling, and Storage of PCB Contaminated Soils, dated February 13, 1997. Recommendations
tor remedial action in regards to the cover soil and liner system were beyond the scope of our
services. Observations and conclusions contained in this report are based on our experience with
landfill liner systems and current industry design and construction standards.
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Landfill Cap Evaluation Report
Warren County PCB Landfill
CLOSING
S&ME Project No. 1054-97-670
June 5, 1997
S&ME appreciates the opportunity to be of service to the North Carolina Department of
Environment, Health, and Natural Resources. If you have any questions or require additional
information, please contact us.
Sincerely,
S&ME, Inc.
Dan E. Brewer, P.E.
Landfill Services Manager
N.C. Registration No. 17582
~;_(/d-_
Jack J. Amar, P.E.
Vice President
N.C. Registration No. 10861
cc: Donald F. Carter, P.E., S&ME, Inc.
Doris Fleetwood, Warren County PCB Working Group
Patrick A. Barnes, P.G., BF A Environmental Consultants
Joel S. Hirschhove, Hirschhove & Associates
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I FIGURES
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GOOD STAND OF GRASS
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I COVER SOIL
I 10-MIL PVC TOP LINER
---COMPACTED CLAY LINER
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I NTS
CHECKED BY:
I DRAVIN BY: CLD
DATE: 6-2-97 •
TYPICAL SECTION THRU FIGURE HO. SIME LANDILL COYER
I!!"!!"" _______ ..,. PCB WASTE DISPOSAL SITE 1
~---------ENVIRONMENTAL SERVICES ~-w_A_R_RE_N_co_u_N_TY_. _N_o_RTH_c_A_R_oL_IN_A_....,.
ENGINEERING • TESTING JOB NO: 1054-97-6 70
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REFERENCE:
I CHECKED BY:
I DRAWN BY:
DATE:
"
,.
---_____ ,,.
..... 4. ... ---... _ ... __________ 1,1
.... __________ ,'°
APPROXIMATE
SAMPLE LOC~TION
FINAL GRADING PLAN BY SVERDRUP & PARCEL DATED 8-12-81
NTS
CLO
6-5-97 ♦artl ENGINEERING • TESTING
SAMPLE LOCATION
PLAN
PCB WASTE DISPOSAL SITE
WARREN COUNTY, NORTH CAROLINA
JOB NO: 1054-97-670
FIGURE HO.
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APPENDIX I
COVER SOIL AND LINER SOIL LABORATORY TEST RESULTS
- -- - - -, ' C) ~ 0 ';;} Cl) :::!: ::, ca m >< "C ., ~ Cl) Cl) • ► 0 -0 :J . ~ I» . • -en 0 Client: S & ME Project: Warren County PCB Landfill Location: Afton, NC Boring# Sample ID Depth, ft 8-1 ST-2 0-2 ST-3 2-4 8-2 ST-2 0-2 ST-4 2-4 - -- - -- -Density of Undisturbed Soil Samples Sample Description Soil Soil Diameter, in Height, in Yellowish red clay with sand 2.86 1.97 Yellowish red clay with sand 2.86 1.23 Yellowish red clay with sand 2.87 5.36 Yellowish red clay with sand 2.87 6.10 - -Bulk ---Moisture GTX#: 1380 Date: 03/24/97 Dry Density, pcf Content,% Density, pcf 120.4 30.2 92.5 123.2 31.3 93.9 121.0 29.9 93.1 120.1 32.7 90.5 ~ Notes: Samples delivered to GeoTesting Express in thin-walled Shelby tubes (ASTM D 1587), outside diameter= 3 inch m ~ Densities determined per ASTM D 2937: Density of Soil In Place by the Drive-Cylinder Method I 0 .fl,, I\> Samples from cap .fl,, • ~ )( -en 0 CD -O> w en I 0 I\) a, O> ·, --
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Specific Gravity by ASTM 0854
Client: S & ME
Project: Warren County PCB Landfill
Location: Afton, NC
Boring# Sample ID Depth, ft
B-1 ST-2 0-2
ST-3 2-4
B-2 ST-2 0-2
ST-4 2-4
Notes: Samples from cap
Description
Yellowish red clay with sand
Yellowish red clay with sand
Yellowish red clay with sand
Yellowish red clay with sand
GTX#: 1380
Date: 03/24/97
Tested By: swj
Checked By: gtt
Specific Gravity @ 20 ·c -
2.69
2.74
2.71
2.74
GeoTesting Express • Acton, Ma. • [phone] • Fax [phone]
-i I'. l C) m 0 ;t Cl) :::!: :::, C0 m )( '0 ~ m Cl) Cl) • > 0 -0 :::, ~ 3: I» . • -UI 0 0) -O'I w UI I 0 .,:,. N .,:,. • ~ )( -UI 0 0) -O'I w (11 I 0 N O'I O'I ~ , - - - ----Boring No. : 8-1 Sample No~ ST-2 (0-2) Test Method ASTM D 422 Filename : B 1 ST202 - -- ---Project : Warren County PCB Landfill Project No.: GTX-1.380 Locotion: Afton, NC Date : Wed Apr 02 1997 U.S. STANDARD SIEVE SIZE ◄" 2" 1" 0.5" I◄ 110 120 140 160 1100 1200 1400 --100 rn:; lnlrrl ,r, '. -T.--1.TTl Tl Tl~lhl,.r-..-1.,, r'rr ,, r' ¾.~ •. --,Ef.,-==A .. ~.p.:i'o:::' ~i;-'r' -'-T' __,,_TfTTT!r, -r,-r, --TTTTT71,-,-7 0 11r ITT •r rrrrrrrrr r r1r Lr 11rrrr1r r .... 11 ·•· 1 I --···-• 10 90 80 20 I-I 70 C) w 3: >-60 CD O:'. w 50 z lJ... I-40 z w u O:'. w 30 Q_ 20 10 0 :n· Tr --r······-r rrr TTT·r·····"f!rrr T ··r T······rnrrrrr·T----··innr . . : . ill I lT i lilllTT lll]IT i i 11:m: rr ]llilii I r ll Ill Tf 1 i m nrr l!illT TTmnn I r ·mrr i ITT1i irr r T··• r •··• •l 11 11rrr.·•··• • J 1111 r r• • I··•••··• 111rr r • 1•·· r.·.•1 •· • ••••111 -r 1r • 1 • r · · · •1 • .. · •·· 11 i·r-r· ·-r··1····1·······-r r1-r-1·r-r···r·······r:r:·1·r· ··r···r·······r1-r1·:-r·:···r····r·······1nr1·r·r··r····r·······:: I iii ii i i iiii ii i ::llll l l iiliii ii ~--H-liii ii i ii 30 40 50 60 +->-+--·I 100 1000 500 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 COBBLES Classification : (CH) fat clay with sand Visual Description Yellowish red cloy with sand GRAVEL COARSE I flNE GRAIN SIZE IN MILLIMETERS SAND COARSE! I SILT OR CLAY MEDIUM flNE Remarks 0 w z <i: f--w O:'. 1-z w u O:'. w Q_ -figure 1 --
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Wed Apr 02 15:04 :49 1997
GEOTECHNICAL LABORATORY TEST DATA
Project : ~arren County PCS Landfill
Project No . : GTX-1380
Boring No. : B-1
Sample No . : ST-2 (0-21
Location : Afton, NC
Depth : 0-2 ft
Test Date : 03/24/97
Test Method : ASTM D 422
Soil Description : Yellowish red clay with sand
Remarks : - - -
HYDROMETER
Hydrometer ID : di stl25
Weight of air-dried soil• 54.04 gm
Specific Gravity • 2 .69
Hydr oscopic ~oisture Content
Weight of Wet Soil . 0 gm
Weight of Dry Soil . 0 gm
Moisture Content . 0
Elapsed Reading Temperature Corrected
Time (min) (deg. Cl Reading
------------------------------------------
l.00 43 .20 20.00 38.85
2.00 41. 20 20.00 36.85
4 .00 40.10 20.00 35.75
8.00 39.20 20.00 34. 85
15 .00 38 .10 20.00 33.75
30 .00 36.60 20 .00 32.25
60.00 35.80 20.00 31.45
120 .00 33.80 20 .50 29.70
282.00 31. 30 20 .80 27. 32
1442 . 00 28.90 21.10 24 .98
FINE SIEVE SET
Filename : B1ST202
El evation : - --
Tested by : djc
Checked by : gtt
Particle Percent
Size (mm) Finer (\)
-------------------
0.041 71
0 .029 68
0.021 66
0.015 64
0 .011 62
0 .008 59
0.006 58
0 .004 55
0.003 50
0.001 46
Sieve Sieve Openings Weight cumulative Percent
Finer
(\)
Mesh Inches Millimeters Retained
(gm)
-----------------------------
#4 0.187 4 .75 0.00
#10 0.079 2 .00 0 .07
#20 0 .033 0.84 0 .58
#40 0 .017 0 .42 0 .70
#60 0 .010 0.25 1.26
#100 0 .006 0 .15 3 . 71
#200 0 .003 0 .07 7 .48
Pan 40 .31
Total Dry Weight of Sample• 63.41
D85
D60
DSO
D30
DlS
DlO
0 .1259
0 .0087
0 .0026
N/A
N/A
N/A
mm
mm
mm
Soil Classification
AS'l'M Group Symbol
AS'l'M Group Name
AASHTO Group Symbol
AASHTO Group Name
CH
fat clay with sand
A-7-6(41)
Clayey Soils
Weight Retained
(gm)
-------------·-
0 .00
0.07
0 .65
l. 35
2.61
6.32
13.80
54 .ll
100
100
99
98
95
88
74
o
Page
Adjusted
Partic~e Size
-------------
~. 041
0.029
0.021
0.015
0. 011
0.008
0.006
0 .004
0.003
0 .001
GeoTesting Express • Acton, Ma. • [phone] • Fax [phone]
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ATTERB ERG LIM ITS
! PROJECT I PROJECT NUMBER TESTED SY SORING Nt:YBER
I ! Warren County PCB Landfill GTX-1.380 djc 8-1
' . LOCATION CHECKED SY SAMPLE NCYSER
i Afton, NC gtt ST-2 (0-2)
I
: SAMPLE DESCRIPTION DATE FILENAME
I I Wed Apr 02 1997 81 ST202 ! Yellowish red cloy with sand
I !
LIQUID LIM IT DETERMINATIONS
I
CONTAINER NUMBER v12 lt10 bb2 I I
WT. WET SOIL + TARE 5.37 4.26 4.76 I
1 I
WT. DRY SOIL + TARE 4.14 3.44 3.68 I I
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, WT. WATER 1.23 0.82 1.08 I I
i TARE WT. 2.34 2.31 2.26 !
I WT. DRY SOIL 1.8 1.13 1.42 I i
I WATER CONTENT, Ws (%) 68.33 72.57 76.06 I
NUMBER OF BLOWS, N 38 29 15 I
ONE-POINT LIQUID LIMIT, LL 71.88 73.88 71.50
I i PLASTIC LIMIT DETERMINATIONS
! CONTAINER NUMBER bb5 s4 I
i WT. WET SOIL + TARE 4.01 3.26 -
'
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I WT. DRY SOIL + TARE 3.65 3.06 I I
WT. WATER 0.36 0.2
TARE WT. 2.33 2.29
I WT. DRY SOIL 1.32 0.77
WATER CONTENT (%) 27.27 25.97
l
I I FLOW CURVE SUMMARY OF RE SUL TS
I NATURAL WATER CONTENT, W (%) 84.0 30.2
! I ! LIQUID LIMIT, LL 72.5
I 82.0 --PLASTIC LIMIT, PL I 26.6
PLASTICITY INDEX, Pl I 45.8
80.0 --LIQUIDITY INDEX, LI' 0.08
I -
~ 'LI = (W -PL)/PI
1-· 78.0 >--PLASTICITY CHART
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z 80 w ... I I '/''' I-z ,j,,/
0 76.0 --10'" ~',;/ 04•1),,e_
u ,, ,, • .._I-
a::: ... 60 .... ,, ..
w 0:: ,, -
I-74.0
,,
<( --~ 501-,,
~ ,, -
0 ,, 61
0 ~ ,,
~ 40 .... ,, -
72.0 >--u ,,
;:: JO I-
,, ,, -~ ,, _, ,,
70.0 --Cl. 20'" ."";L"/ 10'" ""•OH
I 0
, -~ , .... a.
68.0 01/ ' ,I ' ' ' ' ' ' I
10 25 100 0 10 20 JO 40 50 60 10 80 90 1(X) 110
NUMBER OF BLOWS, N LIQUID LIMIT, LL Fig. 1.0
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Wed Apr 02 15:05:33 1997
GEOTECHNICAL LABORATORY TEST DATA
Project : Warren County PCB Landfill
Projec:: :-ro. : GTX-1380
Boring No. : B-1
Sample No. : ST-2 (0-2)
Locatio~ : Afton, NC
Depth : 0-2 ft
Test Date : 03 /24/97
Test Method : ASDI D 2216
Soil Description : Yellowish red clay with sand
Remarks : ---
Natural Moisture Content
Filename : BlST202
Elevation : ---
Tested by : djc
Checked by : g::t
Moisture Cone.enc.
ID
Mas s of Con::ainer Mass of Container
and Moist Soil
(gm)
Mass of Container
and Dried Soil
(gm)
Moisture Content
(gm)
1) bld26 9.36 111.09 87 .50 30.19
Average Moisture Content• 30 .19
Page
·,--..,,,..,.....,_,._ GeoTesting Express • Acton, Ma. • [phone] • Fax [phone]
-r i G) Cl) 0 i4 0 e. :l cc m >< "tJ ... Cl). 0 0 • > 0 -0 :l ~ 3: m . • -U1 0 0:, -a, w U1 I 0 ~ N .,::i. • .,, m >< -U1 0 0:, -a, w UI I 0 N a, a, ~ ..:: - - - - - - - - ----- - - ------------------------------------·-Boring No. : 8-1 Project : Warren County PCB Landfill Project No.: GTX-1380 100 Sample No.: ST-3 (2-4) Test Method ASTM D 422 Filename : 81 ST324 Location: Afton, NC Dole : Wed Apr 02 1997 U.S. STANDARD SIEVE SIZE 4" 2" 1" 0.5" f4 110 #20 f40 #60 #100 #200 #400 .. '' ' 11 I I I I Io I I I I I IO O I I I I I I l I I I I IO I I I I 90 I I· ··1····1·····"' \· ~~· ·· ·•·· I: ·l·l· I·:-···:··· ··• ····••· . ' ' ' ' ' ' ' ' ' ' ' ' ' ' 80 ' ' ' -• •• ~---·◄•••••••• ... t--I 70 c..'.) w ~ >-60 m Q:'. w 50 z ~ t--40 z w u Q:'. w 30 (l.. 20 10 0 1000 500 100 COBBLES Classification : (CH) fat clay with sand Visual Description Yellowish red clay with sand . . . . . . . 50 1 0 5 1 0.5 0. 1 0.05 0.01 0.005 GRAIN SIZE IN MILLIMETERS GRAVEL SANO I coARsd I SILT OR CLAY COARSE FINE MEDIUM FINE Remarks --------0 10 20 30 0 w 40 z <{ t--w 50 Q:'. t--z w 60 u Q:'. w (l.. 70 80 90 100 0.001 figure 2 ----------
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Wed Apr 02 15 :04:50 1997
GEOTECHNICAL LABORATORY TEST DATA
Project warren County PCB Landfill
Project No. : GTX-1380
Boring No. : a-1
Sample No . : ST-3 (2-4)
Location : Afton, NC
Depth : 2-4 ft
Test Date : 03/24/97
Test Method : ASTM D 422
Soil Descr:ption : Yellowish red clay with sand
Remarks : ---
HYDROMETER
Hydrometer ID : distl25
Weight of air-dried soil• 40.0l gm
Specific Gravity • 2.74
Hydroscopic Moisture Content
Weight of Wet Soil -o gm
Weight of Dry Soil -o gm
Moisture Content -0
Elapsed Reading Temperature Corrected
Time (min) (deg. Cl Reading
------------------------------------------
l.00 32.80 20.00 28 .45
2 .00 31. 90 20.00 27 .55
4.00 30 .80 20.00 26 .45
8.00 29.90 20.00 25 .55
15.00 29.10 20.00 24.75
30 .00 27 .20 20.00 22 .85
64.00 26 .50 20.00 22.15
120 .00 25.20 20.50 21.10
274 .00 24.10 20.80 20 .12
1430 .00 21.50 21 .10 17.58
FINE SIEVE SET
Filename : BlST324
Elevation .: ---
Tested by : djc
Checked by : gtt
Particle Percent
Size (mm) Finer (%)
-------------------
0.044 70
0 .031 68
0.022 65
0.016 63
0.012 61
0.008 56
0.006 54
0.004 52
0.003 49
0 .001 43
Sieve Sieve Openings Weight CUnrulative Percent
Finer
(\)
Mesh Inches Millimeters Retained
(gm)
-----------------------------
#4 0.187 4.75 0.00
#10 0.079 2.00 0.02
#20 0.033 0 .84 0 .47
#40 0.017 0 .42 0.54
#60 0.010 0.25 l. l 7
#100 0.006 0.15 3.52
11200 0.003 0.07 6.05
Pan 28.26
Total Dry Weight of Sample• 49.58
D85 0 .1442 mm
D60 0.0110 mm
DSO 0 .0031 mm
D30 N/A
DlS N/A
DlO N/A
Soil Classification
AS™ Group Symbol
AS™ Group Name
AASHTO Group Symbol
AASHTO Group Name
CH
fat clay with sand
A-7-5(36)
Clayey Soils
Weight Retained
(gm)
---------------
0 .00
0.02
0.49
l.03
2.20
5.72
ll.77
40.03
100
100
99
97
95
86
7l
o
Page l
Adjusced
Particle Size
-------------
0. ·JH
0.031
0.022
0.016
o.n2
0.008
0.006
0.004
0.003
0.001
.. ~_ GeoTesting Express • Acton, Ma. • [phone] • Fax [phone]
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I ATTERBERG LIMITS
PROJECT I PROJECT NUMBER TESTED BY BORING NUMBER
Warren County PCB Landfill GTX-1380 djc 8-1
I LOCATION CHECKED BY SAMPLE NU'-IBER
I Afton, NC gtt ST-3 (2-4)
SAMPLE DESCRIPTION DATE FILENAME
I Yellowish red cloy with sand Wed /.f)r 02 1997 81 ST324
LIQUID LIMIT DETERMINATIONS
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CONTAINER NUMBER Ill 60 v4 I
WT. WET SOIL + TARE 4.62 4.17 4.48 I
WT. DRY SOIL + TARE 3.66 3.36 3.48 I I
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WT. WATER 0.96 0.81 1
TARE WT. 2.28 2.31 2.29 I
WT. DRY SOIL 1.38 1.05 1.19
I WATER CONTENT, WN (%) 69.57 77.14 84.03
NUMBER OF BLOWS, N 30 22 14 I
ONE -POINT LIQUID LIMIT, LL 71.12 75.96 78.34
I PLASTIC LIMIT DETERM INATIONS
CONTAINER NUMBER 6c csn
WT. WET SOIL + TARE 3.67 3.89 -
I WT. DRY SOIL + TARE 3.35 3.51
WT. WATER 0.32 0.38
TARE WT. 2.32 2.26
I WT. ORY SOIL 1.03 1.25
WATER CONTENT (%) 31.07 30.40
I FLOW CURVE SUMMARY OF RESULTS
85 .0 NATURAL WATER CONTENT, W (%) : 31.3
,-. LIQUID LIMIT, LL 73.6
I 83.0--PLASTIC LIMIT, PL 30.7
PLASTICITY INDEX, Pl 42.9
81.0 --LIQUIDITY INDEX, LI" 0.01
I ~ -
'LI = (W -PL)/PI
I--79.0 --PLASTICITY CHART z
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w ao I I I I /''' I-z 0 #'-'
0 71.0 --70 -~'-'.., OtorOH _
u ,, ,, • .J-.
1[ 60 -... ~ -w 75.0 ~ 50-
,,.
I->--,,
<{ ,, -
3: a ,, ,-. ~ ,, e ~ 40-,, -73.0 >--,,. u ,,
I ~ JO -,, -,-. < / _, /
71 .0 a.. 20 '-_,,,,~1/ ---
10 .-W.•CIH -
I F -Y -... ., a.
69.0 I I o1,., ., I I I I I I
10 25 100 0 10 20 JO 40 50 60 70 ao 90 100 110
NUMBER OF BLOWS, N LIQUID LIMIT, LL Fig. 2.0
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GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
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Wed Apr 02 15:05 :33 1997
GEOTECHNICAL LABORATORY TEST DATA
Projec t : Warren Count:y PCB Landfill
Project :-io . : GTX-1380 Depth : 2-4 ft:
Boring No . : B-1 Test: Dat:e : 03/24/97
Sample No . : ST-3 (2-4) Test Method : ASTM D 2216
Locat:ion : Af ton, NC
Soil Descript:ion : Yellowish red clay wit:h sand
Remarks : ---
Filename : B1ST324
Elevat:ion : ---
Test:ed by : dj c
Checked by : gtt
Natural Moist:ure Cont:ent:
Moistu,:e Cont ent: Mass of Container Mass of Cont:ainer Mass of Container Moi st:ure Content
ID and Moist: Soil and Dried Soil
(gm) (gm) (gm) (\-)
--------------------------------------------------------------------
l ) yu28 9 .31 62 .56 49 .88 31. 25
Average Moist:ure Cont:ent: • 31.25
Page
GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
-f t ,. C) ~ 0 ;i UI ~ :::, cc m )( ~ ;;; UI UI • > 0 -0 :::, -s: Ila • -U1 0 a, -en w U1 I 0 ~ N ~ • ~ )( -U1 0 a, -en w U1 I 0 N en (J) ~ t \ ----- --Boring No. : B-2 Sample No.: ST-2 (0-2) Test Method ASTM D 422 Filename : B2ST202 - - - ---Project : Warren County PCB Landfill Project No.: GTX-1380 location: Afton, NC Dote : Wed Apr 02 1997 U.S. STANDARD SIEVE SIZE ... 2" I" 0.5"' ,. 110 #20 #40 #60 # I 00 #200 #400 - -100 rrnrTT--.--r-.--irrnn.---r-.-7r:tn~Jr=='f='1;J)==::::i~TTrr--r~rmTTrr---r-~rrnTT-r-r--.----io 90 80 I-I 70 c., w 3:: >-60 m O'.: w 50 z c::: I-40 z w u O'.: w 30 0... 20 10 ... I I I I I II I I I I I I II I f I I I I II I rrr·-11· .. . . ·~-~. .. -... , ....... , 10 20 40 50 60 ______ , 70 90 I I I Ill I I I I t I o, 1, 1, , , , ••.,,. . . _ .. :: : : : : : : : :: : : : : : : : :: : : : : : : : :: : : : : : : : : : : : : : . . . I oo 11 I I I I I I I 11 I I I I I I I 11 I I I I I I I 11 I I I I I I I I 1-H-H-i I I 1 0 1000 500 COBBLES Classification : (CH) fat cloy with sand Visual Description Yellowish red cloy with sand 100 50 10 5 l 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND I COARSE! I SILT OR CLAY COARSE FINE MEDIUM FINE Remarks 0 w z ~ w O'.: t--z w u O'.: w 0... - --Figure J
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Wed Apr 02 15:04 :51 1997
GEOTECHNICAL LABORATORY TEST DATA
Project : Warren County PCB Landfill
Project No . : GTX-1380
Boring No . : B-2
Sample No. : ST-2 (0-2)
Location : Afton, NC
Depth : 0-2 ft
Test Date : 03/24/97
Test Method : ASTM D 422
Soil Desc~iption : Yellowish red clay with sand
Remarks : ---
HYDROMETER
Hydromete~ ID : distl25
Weight of air-dried soil• 46 .44 gm
Specific Gravity • 2.71
Hydrosccpic Moisture Content
Weight o: Wet Soil • 0 gm
Weight o: Dry Soil• 0 gm
Moisture Content -0
Elapsed Reading
Time (mini
--------------------1.00 36 .90
2.00 35.80
4 .00 34 .10
8.00 32 .40
15.00 30.90
30.00 29 .20
64 .00 28.00
140. 00 26 .00
266.00 25.10
1418. 00 22.20
Temperature Corrected
(deg. C) Reading
----------------------
20.00 32.55
20.00 31.45
20.00 29.75
20.00 28.05
20 .00 26.55
20.00 24 .85
20 .00 23.65
20.50 21. 90
20.80 21.12
21.10 18.28
FINE SIEVE SET
Filename : 82ST202
Elevation : ---
Tested by : djc
Checked by : gtt
Particle Percent
Size (mm) Finer (t)
-------------------
0.043 69
0.031 67
0.022 63
0.016 59
0.012 56
0 .008 53
0 .006 so
0.004 46
0 .003 45
0.001 39
Sieve
Mesh
Sieve Openings Weight Cumulative Percent
Finer
(t)
0.375"
#4
#10
#20
#40
#60
#100
#200
Pan
Inches
0.374
0.187
0 .079
0.033
0 .017
0.010
0.006
0.003
Millimeters
-----------
9.51
4.75
2.00
0 .84
0 .42
0.25
0 .15
0.07
Retained
(gm)
--------
0 .00
0 .27
0 .03
0.51
0.69
1.26
3. 72
6. 95
33.31
Total Dry Weight of Sample• 56.09
D85 0 .1412 mm
D60 0.0167 mm
D50 0.0057 mm
030 N/A
D15 N/A
010 N/A
Soil Cl assification
ASTM Group Symbol
ASTM Group Name
AASHTO Group Symbol
AASHTO Group Name
CH
fat clay wi th sand
A-7-6 (31)
Clayey Soils
Weight Retained
(gm)
------------·--
0.00
0.27
0 .30
0 .81
1.50
2.76
6 .48
13.43
46 . 74
100
99
99
98
97
94
86
71
0
Page : 1
Adjusted
Parti cle Size
-------------
0.043
0 .031
0 .022
0.016
0 .012
0 .008
0 .006
0.004
0.003
0 .001
.... P:!... GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
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ATTERBERG LIMIT S
I ?ROJECT I PROJECT NUMBER TESTED BY I BORING NUM2~~
Warren County PCB Landfill GTX-1380 djc 8-2
I ~()CATION CHECKED BY I SAMPLE NU\4c~~
I Afton, NC gtt ST-2 (0-2)
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SAMPLE DESCRIPTION DATE I FILENAME I Yellowish red cloy with sand Wed Apr 02 1997 82ST202
LIQUID LIMIT DETERMINATIONS I
I CONTAINER NUMBER lt5 24 17
WT. WET SOIL + TARE 4.67 21 .84 23.06 I I
WT. DRY SOIL t TARE 3.78 21.06 21 .71
I WT. WATER 0.89 0.78 1.35 I I
TARE WT. 2.29 19.87 19.71 I I
WT. DRY SOIL 1.49 1.19 2 I
I WATER CONTENT, WN (%) 59.73 65.55 67.50 I
NUMBER OF BLOWS, N 38 28 19 I I
ONE -POINT LIQUID LIMIT, LL 62.84 66.45 65.30
I PLASTIC LIMIT DETERMINATIONS
CONTAINER NUMBER lt7 002
WT. WET SOIL + TARE 3.45 3.58 -
I WT. DRY SOIL + TARE 3.21 3.3
WT. WATER 0.24 0.28
TARE WT. 2 . .35 2 . .32
I WT. DRY SOIL 0.86 0.98
WATER CONTENT (%) 27.91 28.57
I FLOW CURVE SUMMARY OF RESULTS
75.0 NATURAL WATER CONTENT, W (7.)
:
29.9
>-LIQUID LIMIT, LL 65.2
I 7.3.0 --PLASTIC LIMIT, PL 28.2
PLASTICITY INDEX, Pl 37.0
71.0 --LIQUIDITY INDEX, LI• 0.05
I ~ 'LI = (W -PL)/PI
1-· 69.0 --PLASTICITY CHART z
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w 80 I I I I '/''' I-0 z .,..,,
0 67.0 --70'-.,.s'°/ 04 ar OM _
u / / .-:!-.
a::: >-a: 60 ... / ...
0 / -w /
I-65.0 --d so ... / <( / -3: a / ~ / ~ 40 ~ / -
63.0 --/ e u /
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;::: JO ... / -Vl / < ~ /
61.0 --a.. 20,.. _,,,,~y -
i 10,-. 111-4 • OH ... 0 / n-~ ,, .... a.
59.0 ' 0 1/ ' ., ' ' ' ' ' ' ' I I
10 25 100 0 10 20 JO 40 50 60 70 80 90 100 110
NUMBER OF BLOWS, N LIQUID LIMIT, LL Fig. 3.0
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I .......... aD.l,;· GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
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Wed Apr 02 15:05:33 1997
GEOTECHNICAL LABORATORY TEST DATA
Projec~ : Warren County PCB Landfill
Project No . : GTX-1380
Boring No. : 8-2
Sample No. : ST-2 (0-2)
Location : Afton, NC
Depth : 0-2 ft
Test: Date : 03/24/97
Test Method : ASTM D 2216
Soil Description : Yellowish red clay with sand
Remarks : ---
Filename : 82ST202
Elevation : ---
Test:ed by : djc
Checked by : gtt:
Natural Moisture Content
Moisture Content Mass of Container Mass of Container Mass of Container Moisture Content
ID and Moist Soil and Dried Soil
(gm) (gm) (gm) (\)
-------------------------------------------------------------------------------------
1) rx23 9.24 109.57 86 .45 29 .94
Average Moisture Content:• 29 .94
i'age
..... ._ ___ ,_ GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
.:.
-I C) C1) 0 ~ 0 ::!: :::, C0 m )( -0 ... C1) 1/) 1/) • )> (') -0 :, 3:: A> . • -Cl1 0 0) -O> w Cl1 I 0 ~ N ~ • ~ )( -Cl1 0 0) -O> w Cl1 I 0 N O> O> I 't ----- --Boring No. : B-2 Sample No.: ST-4 (2-4) Test Method ASTM D 422 Filename : B2ST 424 ---- - -Project : Warren County PCB Landfill Project No.: GTX-1380 Location: Afton, NC Date : Wed Apr 02 1997 U.S. STANDARD SIEVE SIZE 4" 2" 1" 0.5" #4 #10 #20 #40 #60 f!00 #200 f400 - -100 I I I I I $ 6 ~ I I I 1111 , , , , , I II I , I I I I I II II I I I i ii .~ I I II II , ! ! ! I!!! ! ! ! ! ! JO t-I (.'.) w ~ >-m O::'. w z ~ t-z w u O::'. w 0.. 80 70 60 50 40 30 20 10 10 20 40 50 60 70 80 90 0 .. .. ' . . . " .. ' . ' ' . .. . .. . . . ' .... ' i ' • ' .. .. • ' ' .. .. • • • • • 11 00 I.. .. . . . . .. .. . . . . . .. .. . . . . . . . 11111 I I I 111111 I I I 1l1111 I I I 1l1111 I I I 111l11 11111 I I I 1000 500 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.001 COBBLES Classification : (CH) fat cloy with sand Visual Description Yellowish red cloy with sand ,:~. GRAVEL COARSE I FINE GRAIN SIZE IN MILLIMETERS SAND coARsd I SILT OR CLAY MEDIUM FINE Remarks 0 w z <i: t-w O::'. t-z w u O::'. w 0.. -Figure 4 --',I
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ATTERBERG LIM ITS
PROJECT I PROJECT NUMBER TESTED BY I BORING NUMBER
I Warren County PCB Landfill GTX-1380 djc 8-2
LOCATION CHECKED BY I SAMPLE NUMBER
Afton, NC gtt ST-4 (2-4)
SAMPLE DESCRIPTION DATE I FILENAME
Yellowish red cloy with sona Wed Apr 02 1997 82ST424
LIQUID LIMIT DETERMINATION S
CONTAINER NUMBER 72 41 15
WT. WET SOIL + TARE 24.52 24.49 22.45 I
WT. ORY SOIL + TARE 23.7 23.65 21.65
WT. WATER 0.82 0.84 0.8 I
TARE WT. 22 .27 22 .35 20.5
WT. ORY SOIL 1.43 1.3 1.15
WATER CONTENT, WN (%) 57.34 64.62 69.57
NUMBER OF BLOWS, N 33 24 17
ONE-POINT LIQUID LIMIT, LL 59.30 64.30 66.39
PLASTIC LIMIT DETERMINATIONS
CONTAINER NUMBER lt4 lt2
WT. WET SOIL + TARE 3.41 --3.96
WT. ORY SOIL + TARE 3.15 3.57
WT. WATER 0.26 0.39
TARE WT. 2.26 2.31
WT. ORY SOIL 0.89 1.26
WATER CONTENT (%) 29.21 30.95
FLOW CURVE SUMMARY OF RESULTS
73.0 NATURAL WATER CONTENT, W (%) 32.7
LIQUID LIMIT, LL 62.9
71.0 --PLASTIC LIMIT, PL 30.1
-PLASTICITY INDEX, Pl 32.8
69.0 LIQUIDITY INDEX, LI• 0.08 --
~ •u = (W -PL)/PI ._: 67.0 f--PLASTICITY CHART z w ... 80 I I I I
'~'''' I-z "'" 0 65.0 --70 1-,,,S'-,;/ 04 • CH _
u 0: / / • .J-.
a: 60 .... / ... 0::: / -w 63.0 8' 50 1-
/
I---/ < / -3 0 / ~ .,.
~ 40 -.,. -
61.0 --.,. u .,.
;::: JO -.,. -~ .,. _, .,.
59.0 a. 20 -,,,,~y ---
10 -Wi•OH -
/ a-.. / ..... Cl.
57.0 I 0/ I ,I I I I I I I I
10 25 100 0 10 20 JO 40 50 60 70 80 90 100 110
NUMBER OF BLOWS, N LIQUID LIMIT, LL Fig. 4.0
GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
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Wed Apr 02 15:05:33 1997
GEOTECHNICAL LABORATORY TEST DATA
Project : Warren County PCB Landfill
Project ~o. : GTX-1380
Boring No . : 8-2
Sample No. : ST -4 (2-4)
Location : Afton, ~c
Depth : 2-4 ft
Test Date : 03/24/97
Test Method : ASTM D 2216
Soil Description : Yellowish red clay with sand
Remarks : - --
Filename : B2ST424
Elevation : ---
Tested by : djc
Checked by : get
Natural Moisture Content
Moisture Content Mass of Container Mass of Container Mass of Container Moisture Content
ID and Moist Soil and Dried Soil
(gm) (gm) (gm) (\)
-------------------------------------------------------------------------------------
l ) lx4 9 .21 117. 59 90 .88 32.70
Average Moisture Content~ 32 .70
Page
·i--t-es -GeoTesti ng Express • Acton, Ma .• [phone] • Fax [phone]
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Hydraulic Conductivity Using Flex Wall Permeameter by ASTM D5084 (CONSTANT VOLUME)
LAB DATA SHEET
PROJECT/SAMPLE INFO·
CLIENT: S & ME GTX #: 1380 START DATE: 03/28/97
PROJECT: Warren County PCB Landfill TESTED BY: swj END DATE: 03/31/97
LOCATION: Afton, NC CHECKED BY: gtt SAMPLE TYPE: Undisturbed
SAMPLE #: ST-3 BORING#: B-1 DEPTH: 2-4 ft
VISUAL DESCRIPTION & PREPARATION: (clay cap material) Yellowish red clay with sand. Sample extruded from tube, cut trimmed and placed
into permeameter at as received ccnditions.
TEST SETUP:
II SAMPI c:: QRIENIAIIQN· vertical PERMEANT El I II□· deaiced tap water j CE\ I#· Z
SAMPLE CONDITIONS
I 11\IIIIAL I i:,~ .. ,
a) length of soecimen, in 2.43 k) length of specimen. in 2.43
b) diameter of specimen, in 2.875 I) diameter of specimen, in 2.875
c) area [(b 2/41 • 3.14], in 2 6.49 m) area [(1 2/4) • 3.14], in 2 6.49
d) volume (0.7854 •a• b 2), in 3 15.78 n) volume (0.7854 • k • I 2), in 3 15.78
e) mass of specimen. g 485 o) mass of specimen, g 490
t) bulk density [(e • 3.8095)/d], pcf 117.1 p) bulk density ((o • 3.8095)/n), pd 118.3
MOISTURE CONTENT: Tare ID be44 MOISTURE CONTENT: Tare ID ur7
g) wet mass and tare, g 244.23 q) wet mass and tare, g 499
h) dry mass and tare, g 188.46 r) dry mass and tare, g 378
i) tare mass. g 9.38 s) tare mass, g 10
j) moisture content [(g-h)/(h-i)] • 100. % 31.1 t) moisture content [(q-r)/(r-s)] • 100, % 32.9
Ir\ "'"' "'a"~.itv lf//1 +/i/1 nm\1 "~ 120'\ 11\ An, "'""~'" fn//1 +tt/1 nn\\1 -.J IICI 1
B COEFFICIENT DETERMINATION:
I Date I Cell Pressure, psi I Pressure Increment, psi j Sample Pressure, psi j B Coefficient
03/31 110 I 5 I 105 1 0.95 (assumed)
FLOW DATA: CONSTANT VOLUME
Date Trial Cell Sample z, Z2 AZ Time, Gradient K, cm/sec Temp, •c ~ K@20 •c.
# Pressure, Pressure, sec cm/sec
psi psi
03/31 1 110 105 14.5 13.2 1.3 578 29.6 6.0 X 104 22 0.953 5.7 X 10"8
2 110 105 14.3 13.8 0.5 318 29.2 4.1 X 104 22 0.953 3.9 X 104
3 110 105 14.3 13.7 0.6 441 29.2 3.6 X 10.a 22 0.953 3.4 X 1Q"8
4 110 105 14.4 13.9 0.5 343 29.4 3.8 X 10.a 22 0.953 3.6 X 10.a
PERMEABILITY @20 °C: _---=-3:..:,6:.....ocx;:o,_1.....,,0.__-s ___ ~cm/sec
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Hydraulic Conductivity Using Flex Wall Permeameter by ASTM D5084 (CONSTANT VOLUME)
LAB DATA SHEET
PROJECT/SAMPLE INFO·
CLIENT S & ME GTX #: 1380 ST ART DATE 03/26/97
PROJECT: Warren County PCB Landfill TESTED BY: swj END DATE: 03/28/97
LOCATION: Afton, NC CHECKED BY: gtt SAMPLE TYPE: Undisturbed
SAMPLE#: ST-2 BORING #: 8-2 DEPTH: 0-2 ft
VISUAL DESCRIPTION & PREPARATION: (clay cap material) Yellowish red clay with sand. Sample extruded from tube, cut trimmed and placed
into permeameter at as received conditions.
TEST SETUP:
II SAMPI F QR!fNJAJJON· vectical I PEBMfANJ El lJID· deaiced tag water I CEIi #' 6
SAMPLE CONDITIONS·
I INITIAi 11 EINAI
a) length of specimen. in 2.95 k) length of specimen, in 2.95
b) diameter of specimen. in 2.865 I) diameter of specimen, in 2.87
c) area ((b 2/4) • 3.14), in 2 6.45 m) area ((1 2/4) • 3.14), in 2 6.47
d) volume (0.7854 •a• b 2), in 3 19.02 n) volume (0.7854 • k • I 2), in 3 19.08
e) mass of specimen, g 607 o) mass of specimen, g 608
f) bulk density ((e • 3.8095)/d], pcf 121 .6 p) bulk density ((o • 3.8095)/n), pcf 121 .4
MOISTURE CONTENT: Tare ID rx23 MOISTURE CONTENT: Tare ID hl2
g) wet mass and tare, g 109.57 q) wet mass and tare, g 617
h) dry mass and tare, g 86.45 r) dry mass and tare, g 478
i) tare mass, g 9.24 s) tare mass, g 9
j) moisture content ((g-h)/(h-i)] • 100, % 29.9 t) moisture content ((q-r)/(r-s)] • 100, % 29.6
"' ,.~ n .. "~;., rf111 +1;11 nn\\1 ~~, Q~,::. "' rlrv "a"~;., '""1+/t/11'1n\\1 "~f Q~,::.
B COEFFICIENT DETERMINATION:
II Date I Cell Pressure, psi I Pressure Increment, psi I Sample Pressure, psi l B Coefficient
03/28 110 1 5 1 105 1 0.95
FLOW DATA: CONSTANT VOLUME
Date Trial Cell Sample z, Z 2 AZ Time, Gradient K, cm/sec Temp, •c R, K@20 •c,
# Pressure, Pressure, sec cm/sec
psi psi
03/28 1 110 105 15.8 15.0 0.8 402 26.6 5.8 X 10_. 22 0.953 5.5 X 10--
2 110 105 16.5 16.0 0.5 290 27.8 4.8 X 10_. 22 0.953 4.5 X 10--
3 110 105 16.4 16.0 0.4 264 27.6 4.2 X 10_. 22 0.953 4.0 X 10--
4 110 105 16.9 16.3 0.6 380 28.4 4.3 X 10_. 22 0.953 4.1 X 10--
-
PERMEABILITY @.20 °C : __ 4 ..... ;2~x._.,1'--'=0'---s ___ cm/sec
GeoTesting Express • Acton, Ma. • [phone] • Fax [phone]
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.... •,.·:·· .·.: :·
Hydraulic Conductivity Using Flex Wall Permeameter by ASTM D5084 (CONSTANT VOLUME)
LAB DATA SHEET
PROJECT/SAMPLE INFO·
CLIENTS & ME GTX #: 1380 START DATE: 03/26/97
PROJECT: Warren County PCB Landfill TESTED BY: swj END DATE: 03/28/97
LOCATION: Afton. NC CHECKED BY: gtt SAMPLE TYPE: Undisturbed
SAMPLE #: ST -4 BORING #: B-2 DEPTH: 2-4 ft
VISUAL DESCRIPTION & PREPARATION: (clay cap material) Yellowish red clay with sand. Sample extruded from tube, cut trimmed and placed
into permeameter at as received conditions.
TEST SETUP:
II $AMP! F OBIENJAJION· vertical I PEBMFANT El \ IIP· deaiced tao water ! GEi I #· 1
SAMPLE CONDITIONS·
I l!illIIAI II El!ilAI
a) length of specimen, in 1.65 k) length of specimen, in 1.65
b) diameter of specimen, in 2.865 I) diameter of specimen, in 2.87
c) area ((b 2/4) • 3.14], in 2 6.45 m) area ((1 2/4) • 3.14]. in 2 6.47
d) volume (0.7854 •a• b 2), in 3 10.64 n) volume (0.7854 • k • 12), in 3 10.67
e) mass of specimen, g 345 o) mass of specimen, g 347
f) bulk density ((e • 3.8095)/d], pcf 123.6 p) bulk density ((o • 3.8095)/n), pcf 123.8
MOISTURE CONTENT: Tare ID lx4 MOISTURE CONTENT: Tare ID cf26
g) wet mass and tare, g 117.59 q) wet mass and tare, g 356
h) dry mass and tare, g 90.88 r) dry mass and tare, g 286
i) tare mass, g 9.21 s) tare mass, g 10
j) moisture content ((g-h)/(h-i)] • 100, % 32.7 t) moisture content ((q-r)/(r-s)] • 100, % 25.4
k' An, A .. " .. ; .. , ffl/1 +li/1 nn\\1 -J 0-:t 1 11\ An, An"~:+., ln//1+ttt1nn\\1 -J QR R
B COEFFICIENT DETERMINATION:
I Date I Cell Pressure, psi I Pressure Increment, psi I Sample Pressure, psi I B Coefficient
03/28 110 I 5 I 105 I 0.95 (assumed)
FLOW DATA CONSTANT VOLUME
Date Trial Cell Sample z, Z2 AZ Time, Gradient K, cm/sec Temp, °C R, K@20 •c,
# Pressure, Pressure, sec cm/sec
psi psi
03/28 1 110 105 8.2 8.0 0.2 313 24.7 2.0 X 10-4 22 0.953 1.9x10--
2 110 105 8.6 8.3 0.3 625 25.9 1.4 X 10_. 22 0.953 1.3 X 10--
3 110 105 9.4 9.1 0.3 567 28.3 1.4 X 10_. 22 0.953 1.3x10--
PERMEABILITY@20 °C: __ ·1.L.L:S~x ...... 10=--a ___ --cm/sec
.... ~ GeoTesting Express • Acton, Ma .• [phone] • Fax [phone]
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APPENDIX II
PVC LINER LABO RA TORY TESTING RESULTS
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Singleton
labs, Inc.
March 25, 1997
Mr . Dan Brewer
S&ME, Inc.
141.J Topside fl.ood •Louisville.TN .37777 • (42.J) 970-2299 • FAX (42.J) 970-2.312
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
RE: PROJECT NO. 1054-97-670 -WARREN COUNTY PCB LANDFILL -
LABORATORY TESTING OF 10 mil PVC LINER -SINGLETON LABS REPORT
No. 1439-97-00G
Dear Mr. Brewer:
All work associated with the above referenced has been completed
and is summarized in the enclosed report.
Sincerely,
~----::::::::------~ '---,.---~--S,._ _______ __,
Yung C. Chung, P.E.
L~ratory Director
YCC:trb
Enclosure
/ '\. S&ME ENVl"ONMENTAJ. SDMCES
~ ENGINEENNG • n:sTING
5ingleron Lobs is o subsidiary of 5&ME. Inc.
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March 25, 1997
PREPARED FOR:
S&ME, Inc.
9751 Southern Pine Boulevard
Charlotte, North Carolina 28273
As Requested By: D. Brewer
PROJECT NO. 1054-97-670
WARREN COUNTY PCB LANDFILL
LABORATORY TESTING OF 10 mil PVC LINER
Singleton Labs Report No. 1439-97-00G
SINGLETON LABS, INC.
1413 Topside Road
Louisville, Tennessee 37777
423-970-2299
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Test
~
-1
2
3
4
5
6
7
8
9
10
AVERAGES
Warren County PCB Landfill
Project No. 1054-97-670
Summary of Laboratory Test Data
10 mil PVC Liner
Thickness (mils) Density (glee)
ASTM 0751 ASTM 0792
9.5
9.8
9.6
9.5
9.7
9.7
9.4
9.5
9.5
9.7
9.6
1.299
1.318
1.271
1.324
1.291
1.301
Tear Resistance (lbs)
ASTM 01004
MD TD
4.60
4.50
4.80
4.20
4.30
4.48
3.90
3.88
4.12
4.44
4.50
4.17
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Test
_lliL.
1
2
3
4
·5
Warren County PCB Landfill
Project No . 1054-97-670
Summary of Laboratory Test Data
10 mil PVC Liner
Tensile Properties
ASTM 0882
Break Strength Tensile Strength Elongation at
(lb/in . width) at break (psi) break (%)
MD TD MD TD MD TD
28.40 26.56 2958 2767 290 254
28 .60 23.60 2979 2458 291 203
33 .20 24.08 3458 2508 318 216
25.84 29.76 2692 3100 210 271
27.36 26.24 2850 2733 295 235
AVERAGES 28.68 26.05 2987 2713 281 236
-------------------Test Temp 24 Hour SQecimen (Co) Parallel to Direction of Processing A (Center) 100 -4.98 B 100 -6.43 (Transverse Edge) Warren County PCB Landfill Project No. 1054-97-670 Summary of Laboratory Test Data 10 mil PVC Liner Dimensional Stability ASTM D1204 Linear Change (%) 48 Hour Perpendicular Parallel to Perpendicular to Direction Direction of to Direction of Processing Processing of Processing -1.10 -5.37 -1.10 -2.99 -6.63 -3.19 120 Hour Parallel to Perpendicular Direction of to Direction Processing of Processing -5.37 -1.20 -6.73 -3.19
I S&ME, Inc., CHARLOTTE, N. C.
I Geosynthetic Laboratory Test Result Summary
ASTM 03083 Bonded Shear Strength, ASTM 0413 Peel Adhesion
Project Name: WARREN COUNTY PCB LANDFILL
Job No.: 1054-97-670
Material Description: 10 MIL PVC
Weld Type: GLUE OVERLAP
Sample:
Tested by: SS
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Date Tested: 3/21/97 Date of Summary: 3/21/97
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Specimen
No.
S1
S2
S3
S4
S5
Average
Standard Deviation
Maximum
Minimum
Specimen
No.
P1A
P1B
P2A
P2B
P3A
P3B
P4A
P4B
PSA
P5B
Average
Standard Deviation
Maximum
Minimum
*FTB-Film Tear Bond
Filename: 97670PVC
SHEAR iESTl~G
Load at Failure
Yield (lbs.) Description
>22.8 FTB
>24.1 FTB
>23.4 FTB
>25.2 FTB
>23.0 FTB -
23.7 · *FTB-Film Tear Bond
0.9
25.2
22.8
PEEL TESTING
Load at Failure
Yield(lbs) Description
5.6 100% DIS BONDING
5.6 100% DISBONDING
5.5 100% DISBONDING
5.6 100% DISBONDING
4.4 100% DISBONDING
5.3
0.5
5.6
4.4
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