4409T_ROSCANS_1993

3 N1c 4a 5JO
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Solid Waste Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
October 7, 1993
Mr. Jack Horton
Haywood County Courthouse Annex
420 North Main Street
Waynesville, NC 28786
RE: Haywood County Material Recovery Facility, Permit No. 44-08-
TP, Part II, Operational Permit
Dear Mr. Horton:
The enclosed Solid Waste Operational Permit and Conditions of
Permit for the referenced facility are issued in accordance with
G.S. 130A-294 and 15A NCAC 13B. The pre -operative conditions of
the Permit to Construct have been met.
This facility shall be operated and maintained in accordance
with the Permit to Operate and the approved Operations Plan
submitted to the Solid Waste Section and included as Attachment 1.
The Solid Waste Section appreciates your continuing
cooperation. If you have any questions or if we may be of any
assistance, please contact our office at [phone].
'ncerely,
J es C. Coffey&Spervisor
ermitting Branch
Solid Waste Section
Enclosures
cc: Julian Foscue
Jim Patterson
Jan McHargue
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

PERMIT NO. 44-08-TP
OCTOBER 7, 1993
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF SOLID WASTE MANAGEMENT
P.O. BOX 27687 RALEIGH, NC 27611-7687
S 0 L I D W A S T E P E R M I T
PART II
Haywood County
is hereby issued a permit to operate a
MIXED WASTE PROCESSING FACILITY
located
on Jones Cove Road (S.R. 1527)
Clyde, Haywood County, North Carolina
in accordance with Article 9, Chapter 130A, of the General Statutes
of North Carolina and all rules promulgated thereunder and subject
to the conditions set forth in this permit.
J s C. Coffey, Sq,46ioisor
P,akmitting Branch
Solid Waste Section

OCTOBER 7, 1993
PERMIT NO. 44-08-TP
S O L I D W A S T E P E R M I T
PART II: PERMIT TO OPERATE
Haywood County Material Recovery Facility
CONDITIONS OF PERMIT
GENERAL:
1. This permit will be subject to review every five years as per
15A NCAC 13B. 0201(c), according to the issuance date of the
Permit to Operate. Ninety days prior to the expiration date
of the Solid Waste Permit, the permittee shall notify the
Solid Waste Section. Modifications, where necessary, shall be
required in accordance with the Rules in effect at the time of
review.
2. The approved plan is described by Attachment 1, "Haywood
County Material Recovery Facility".
3. This permit is not transferable.
OPERATION:
1. This facility is permitted to received solid waste generated
in Haywood County, as described in the approved plan, and as
defined in 15A NCAC 13B.
2. This facility shall be operated and maintained in a manner so
as to prevent the creation of a nuisance, potential health
hazards, or a potential fire hazard.
3. Any water which comes into contact with solid waste shall be
contained on -site or disposed of in accordance with all
pertinent rules and regulations.
4. Based on operating performance, the Conditions of Permit for
the facility are subject to revision.
5. The storage period for recovered material shall not exceed one
year.
6. As necessary, vector control measures shall be applied to
control flies, rodents, insects or vermin.

Conditions of Permit 44-08-TP
October 7, 1993
7. Adequate equipment for fire control shall be available and
shall be tested as necessary to assure its proper operation in
time of emergency. The facility shall meet all applicable
NFPA codes.
8. Appropriate measures shall be applied to confine wind blown
material on the property.
RECORD KEEPING AND REPORTING:
1. Fires and non -conforming waste incidents shall be reported to
the Solid Waste Section (Regional Waste Management Specialist)
within 24 hours.
2. The permittee shall maintain records of the amount of waste
received at this facility and disposed of in a landfill.
3. On or before December 1, 1994, and each year thereafter, the
permittee shall report the amount of waste (in tons) received
at this facility and subsequently landfilled to the Solid
Waste Section on forms prescribed by the Section. This report
shall include the following information:
a. The reporting period shall be for the previous year,
beginning July 1, and ending June 30;
b. The amount of waste received and landfilled, in tons,
compiled on a monthly basis;
C. Notification that a copy of the report has been forwarded
to the County Manager of the county in which the facility
is located.

ATTACHMENT 1
List of Documents for the Approved Plan
The following documents are incorporated as the approved plan for
Permit No. 44-08-TP.
1. Application For Permit, Haywood County Material Recovery
Facility. Submitted by Gary D. McKay, P.E. on behalf of
Haywood County. Received in Division of Solid Waste Management
Office 10 February 1992. Previously approved and distributed
with the Permit To Construct (Permit No. 44-08-TP) to Haywood
County, Jim Patterson (Solid Waste Section Regional Waste
Management Specialist), and Solid Waste Section Central Files.
2. As -Built Facility Drawings. Submitted by Gary D. McKay, P.E.
on behalf of Haywood County. Received in Solid Waste Section
Office 30 September 1993.
3. Memorandum, with Attachments, from Mackie (Gary) McKay, P.E.
to Ellis Cayton, Solid Waste Section. Received in Solid Waste
Section Office 30 September 1993.

H
GE I Consultants, Inc.
PRELIMINARY HYDROGEOLOGICAUGEOTECHNICAL
SITE EVALUATION
PROPOSED CONSTRUCTION AND DEMOLITION LANDFILL
Haywood County, North Carolina
Prepared for
DSA DESIGN GROUP
Raleigh, North Carolina
7721 Six Forks Road, Suite 136 April 26, 1993
Raleigh, North Carolina Project 93086
919-676-0665

PRELIMINARY HYDROGEOLOGICAL/GEOTECHNICAL
SITE EVALUATION
PROPOSED CONSTRUCTION AND DEMOLITION LANDFILL
HAYWOOD COUNTY, NORTH CAROLINA
April 26, 1993
Prepared for
DSA Design Group
Raleigh, North Carolina
by
GEI Consultants, Inc.
7721 Six Forks Road, Suite 136
Raleigh, North Carolina 27615-5014
Project 93086
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Mark E. Landis, P.G.,P.E.
Engineering Geologist
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R. Lee Wooten, P.E.
Project Manager

EXECUTIVE SUMMARY
This report presents the results of the preliminary hydrogeological/geotechnical site evaluation
performed by GEI Consultants, Inc. (GEI) for the proposed Construction and Demolition
(herein referred to as C&D) Landfill in Haywood County, North Carolina.
Project Description - DSA Design Group (DSA) in Raleigh, North Carolina is in the process
of obtaining a site application and construction permit for the implementation of a new C&D
facility to serve Haywood County. An access road and scales are also planned in the design.
The C&D landfill, access road, and scales are planned to be constructed in both wooded and
pasture -land areas on property adjacent to the existing Champion International landfill facility
(see Figures 1 and 2). Construction is anticipated to consist of excavating into the existing
hillside to create a notched landfill cell. The lower extent of the landfill cell will border the
edge of the Thickety Creek 100-year floodplain. An 8- to 12-foot high perimeter berm/dike
is planned to separate the landfill cell from the 100-year floodplain.
The intent of this investigation is to characterize the site with respect to geology and
hydrogeology and to address geotechnical issues relevant to design and construction plans.
The geological and hydrogeological characterization generally includes identifying soil and
bedrock types, determining depths to bedrock, determining depths to the uppermost significant
aquifer system, identifying complexities in the aquifer system, and identifying any geologic
anomalies that would affect the performance of the landfill design. The geotechnical
evaluation includes addressing soil, bedrock, and groundwater behavior with respect to
constructibility of the landfill design. Although no compliance guidelines have yet been
established by the North Carolina Solid Waste Section for C&D landfills, the scope of this
investigation was proposed and approved in our meeting with Mr. Bobby Lutfy and Ms.
Sherry Hoyt of the North Carolina Solid Waste Section and Mr. Norman Divers of DSA on
February 26, 1993. We also understand from this meeting that neither a liner, leachate
collection system, nor low permeability final cover are required. However, the four -foot
separation from groundwater and bedrock must be maintained.
The site topography is typical of the Blue Ridge Geologic Province with 2.5H:1V natural
slopes.
Subsurface Investigation and Conditions - Six soil test borings were performed at the site
in accordance with locations approved by Mr. Bobby Lutfy of the North Carolina Solid Waste
Section. The depths of borings were determined by GEI's on -site geologist. All borings
except B-6, were extended into the natural groundwater system. Type II monitoring wells
were installed in four of the boreholes for future water quality sampling.
The site soils on the hilltop and side slopes are residual in nature and consist predominantly
of micaceous sandy silts and silty sands overlying partially weathered rock. Gneiss and schist
are the local bedrock.

Since groundwater levels were observed during a seasonal high period and recent
precipitation was above normal, we expect that the groundwater table is relatively high.
Boring logs and water level measurements are included in Appendix A and Table 1
respectively.
Geotechnical Recommendations - DSA has provided GEI some draft design plans for the
C&D facility. These plans indicate cuts on the order of five to fifteen feet resulting in cut
side -slopes of 2HAV. Although excavation depths should not encounter rock or groundwater,
special construction considerations should be taken to minimize surface sloughing. The use
of benches constructed equidistantly up the cut slope should be incorporated in the design to
increase slope stability and provide diversion for downhill flowing surface water. Seeding
inactive portions of open -cut areas should be promptly implemented to reduce erosion.
The outside half of the containment berm is planned to be constructed on top of alluvial soils.
We recommend that the containment berm be over -built (surcharged) to promote controlled
settlement of the berm due to consolidation of the compressible alluvial soils at the edge of
the floodplain (outside portion of the berm). We recommend a surcharging period of three
weeks or more to promote consolidation of the fine-grained soils. The planned height of the
berm ranges form 8 to 12 feet. We recommend that construction for surcharging consist of
over -building the berm an additional 5 to 10 feet from the outside crest to the outside toe.
ii

TABLE OF CONTENTS
EXECUTIVE SUMMARY
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
LIST OF APPENDICES
1. INTRODUCTION .............................................. 1
1.1 Purpose .............................................. 1
1.2 Scope ................................................ 1
1.3 Authorization .......................................... 2
1.4 Project Personnel ........................................ 2
2. PROJECT INFORMATION AND SITE DESCRIPTION ................... 3
2.1 Site Location and Description ............................... 3
2.2 Project Information ...................................... 3
2.3 Geologic Setting ........................................ 4
3. FIELD AND LABORATORY INVESTIGATIONS ....................... 6
3.1 Field Explorations ....................................... 6
3.2 Laboratory Testing ...................................... 7
4. SUBSURFACE CONDITIONS ..................................... 8
4.1 Soil Conditions ......................................... 8
4.2 Groundwater Conditions/Site Hydrogeology ..................... 9
5. GEOTECHNICAL RECOMMENDATIONS ...........................
11
5.1
Site Preparation ........................................
11
5.2
Excavation ...........................................
11
5.3
Backfilling...........................................
11
5.4
Containment Berm .....................................
12
5.5
Roadways ............................................
13
5.6
Slopes and Landfill Face .................................
13
5.7
Cover Material ........................................
15
5.8
Construction Considerations ...............................
15
6. RECOMMENDATIONS FOR FUTURE WORK ........................ 16
7.LIMITATIONS............................................... 17
REFERENCES
TABLES
FIGURES
APPENDICES
iii

LIST OF TABLES
1. Boring and Water Level Data
2. Summary of Laboratory Tests
LIST OF FIGURES
1. Site Location Map, USGS Quad "Canton, N.C."
2. Boring Location Plan / Potentiometric Map
LIST OF APPENDICES
A. Boring Logs
B. Monitoring Well Construction Diagrams
C. Laboratory Test Results
D. Slope Stability Plots
iv

1. INTRODUCTION
1.1 Purpose
This report presents the results of the preliminary hydrogeological/geotechnical site evaluation
performed by GEI Consultants, Inc. (GEI) for the proposed Haywood County Construction
and Demolition (C&D) Landfill in Canton, North Carolina. The purposes of this
investigation were to:
1. Explore the existing subsurface conditions at the site within the limits of the proposed
landfilling area with respect to soil and bedrock types and depth to the groundwater
table.
2. Evaluate suitability of available soils with respect to use in landfill construction for
intermediate and final cover, berms, or roadways.
3. Estimate depth of excavation for the landfill with respect to proximity (four -foot
separation) to groundwater and/or bedrock.
4. Provide general recommendations with respect to slope stability for a cut section and
a landfilled section.
5. Provide geotechnical recommendations with respect to settlement of compressible soils
under the containment berm.
6. Provide a general hydrogeological description of the site for a groundwater monitoring
plan.
7. Install four Type II monitoring wells for use in background, operational, and long-term
water quality testing.
8. Provide general recommendations concerning construction procedures and quality
control measures relating to earthwork construction.
1.2 Scope
The scope of work performed by GEI consisted of the following:
1. Engaged a drilling contractor to perform six soil/rock test borings (including installation
of Type II monitoring wells in four of the borings) at locations approved by the North
Carolina Solid Waste Section. Obtained split -spoon samples, bulk soil samples, and
thin -walled tube samples in soil strata and rock cores in bedrock strata.

-2-
2. Observed the boring operations, selected the sample locations, classified the soil
samples, identified the rock cores, and selected representative samples for laboratory
testing.
3. Determined screening interval for each of the four Type II monitoring wells based on
encountered subsurface conditions.
4. Performed laboratory testing of selected soil samples to aid in estimating pertinent
engineering properties. The laboratory testing program consisted of Atterberg limits
tests, grain size analysis, hydrometer, water content, undisturbed permeability,
compaction tests, remolded permeability, unit weight, specific gravity, and triaxial shear
strength tests.
5. Evaluated the results of the test borings and laboratory test data, provided general
hydrogeolgical characterization, performed preliminary geotechnical analyses, and
developed preliminary geotechnical recommendations for use in the design of the
proposed C&D landfill.
13 Authorization
Our work for this project was authorized by acceptance of our proposal dated March 4, 1993
by Mr. Gerald W. Horton, P.E., Vice President of DSA Design Group (DSA).
1.4 Project Personnel
The following GEI personnel performed the services printed in this report:
R. Lee Wooten, P.E. Project Manager
Mark E. Landis, P.G.,P.E. Engineering Geologist
Greg Thomas Laboratory Manager
Stephen L. Whiteside, P.E. In -House Consultant

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2. PROJECT INFORMATION AND SITE DESCRIPTION
2.1 Site Location and Description
The proposed C&D landfill site is located in a rural area of Canton, North Carolina as shown
in Figure 1. The site is bounded by the existing Champion landfill on its western boundary,
S.R. 1550 on the east, and the Pigeon River on the south. Thickety Creek cuts through the
property on the southeast portion of the site to be landfilled. Site topography consists of a
steep hill on the northwest portion of the site sloping down towards the floodplain of
Thickety Creek to the southeast. Site elevations range from 2710 feet, National Geodetic
Vertical Datum (NGVD), at the top of the hill to 2550 feet at the edge of Thickety Creek.
The site is partially wooded on the southeast trending side -slope with deciduous trees, scrub
brush, and grass. The remainder of the site which includes the hilltop and floodplain is open
pasture -land.
2.2 Project Information
The project consists of permitting and designing a new construction and demolition (C&D)
debris landfill for Haywood County. DSA Design Group is the prime engineering firth
contracted for the task of implementing the site application and construction permit. GEI
Consultants, Inc. has been subcontracted by DSA to provide hydrogeological/geotechnical site
characterization to assist in the design and permitting of the facility.
At present, specific guidelines for permitting a C&D landfill are not available from the North
Carolina Solid Waste Section. We understand these guidelines are under review by the State.
Therefore, the scope of this investigation is based on our engineering judgement and approval
from Solid Waste Section personnel.
Mark Landis of GEI, Norman Divers of DSA, and Sherry Hoyt and Bobby Lutfy of the North
Carolina Solid Waste Section met and reached the following understandings for the new C&D
facility as documented in DSA's letter of March 4, 1993:
• The waste -side toe of the containment berm for the lower end of the landfill will be at
a higher elevation than the 100-year floodplain for Thickety Creek. The outside toe of
the containment berm will be in contact with the edge of this floodplain.
• A 200-foot buffer to the Champion property in lieu of a 300-foot buffer will be
maintained.
• Groundwater samples tested in Champion monitoring wells MW2, MW3A, and MW13
(dated 11/13/92 to 11/18/92) indicated some contamination. At present it is unknown
if these contaminants have migrated to the C&D site. Monitoring wells installed in

-a-
GEI's investigation will provide background water quality results when they are
sampled by Haywood County. No provisions have been established at this time if
contamination is present.
We also understand from this meeting that neither a liner, a leachate collection system, nor
low permeability final cover are required for a C&D landfill. However, the four -foot
separation between debris and groundwater or bedrock must be maintained.
We have a copy of DSA's draft design plans for the facility titled "Construction and
Demolition Landfill, Haywood County Board of Commissioners, Haywood County, North
Carolina" and dated April 1993. These include an existing topo, grading plans, final closure
plans, cross sections, and miscellaneous details. We have used these drawings as the basis
for our analyses and recommendations.
According to these plans, site cuts along the hillside are on the order of 5 to 15 feet. A
lower containment berm located at the bottom of the planned facility varies from 8 to 12 feet
in height with its outermost half located on the edge of the 100-year floodplain.
Approximately three benches cut 10 to 20 feet into the hillside are planned for surface water
diversion and increased side -slope stability. Side -slope cuts of 2HAV are planned.
Landfilling will flatten final side -slopes to 3HAV. The preliminary construction phase will
include excavating and opening the entire landfill. Landfilling will progress from the bottom
to the top. Upper cells will be seeded to deter erosion.
An access road from SR 1550 into the receiving area and scales are also planned. The road
and scales are to be located northwest of Thickety Creek at an elevation above the floodplain.
23 Geologic Setting
The site is located in the Blue Ridge Geologic Province in western North Carolina. This area
is underlain by Pre -Cambrian age metamorphic rock consisting of biotite gneiss. The parent
biotite gneiss is interlayered with muscovite-biotite gneiss, mica schist, and biotite-garnet
gneiss. These metamorphic rocks are highly foliated in steep to shallow angles from
horizontal. Quartz veins and alumino-silicate pegmatites are common in such metamorphic
environments.
The soil mass above the rock zone is the residual remnant of the parent rock beneath and
typically grades from silty sand near the rock interface to micaceous fine sandy silts at the
ground surface. Fracturing typically occurs along foliation planes but may be radial
extensions of relief patterns in folded structures. The degree of fracturing is typically higher
just below the harder soil mass and into the more severely weathered upper portion of the
rock mass.
Groundwater is typically found at the soil -rock interface in these more highly fractured zones.
Deeper fractures may transmit groundwater yet may be locally independent of transmissive

512
zones in other fractured areas.
Alluvial soils consisting of silty very fine sands interlayered with coarse sand and rounded
gravel and pebbles are typical of soil types in floodplains or adjacent to streams and rivers.
Colluvium may occur along steep side -slopes and represents any deposits accumulated from
gravitational forces from erosion of higher ground. Colluvium is typically characterized as
gravel to boulder size rock pieces held together in a soil matrix and overlying structured
residual soil.

10
3. FIELD AND LABORATORY INVESTIGATIONS
3.1 Field Explorations
GEI engaged Bore & Core, Inc. of Raleigh, N.C. to perform six soil and rock borings at
predetermined locations at the site in order to obtain general subsurface conditions about the
site. Two of the borings were performed along the hilltop (borings MW-1/1A and MW-2),
Two borings along the existing access road on the side -slope (borings B-5 and B-6), one
boring just above the 100-year floodplain (boring MW-3), and one boring in the 100-year
floodplain (boring MW-4). A Licensed Geologist from GEI supervised the field work on
location.
The borings were performed with a CME 75 truck mounted rig and a CME 450 all -terrain
vehicle rig. Hollow -stem auger, mud rotary, NQ coring, and air rotary/hammer drilling
techniques were used. Air drilling techniques (air rotary and air hammer) were used in
locations where the groundwater table was located below the bedrock interface. Boring
depths varied from 16 feet in the floodplain area to 97 feet on top of the hill. Refer to Table
1 or the boring logs for a complete listing of boring depths.
The number of borings and their locations were selected jointly by representatives of GEI,
DSA, and the NC Solid Waste Section as shown on Figure 2. The borings were located in
the field by representatives of GEI and DSA by taping distances and estimating site features
from topographic maps. Haywood County has since located these boring locations with a
surveyor. The boring logs and Figure 2 reflect these surveyed boring elevations and
locations.
Split -spoon samples were obtained from each boring in the soil strata at depth intervals of
five feet. Split -spoon samples were taken by driving a 1-3/8-inch-I.D. split -spoon sampler
with blows from a 140-pound hammer in general accordance with ASTM D1586
specifications. Three thin wall tubes were obtained at selected locations in accordance with
ASTM D1587 specifications. Five feet and 26.3 feet of rock was cored (NQ-size) at borings
B-6 and B-5, respectively, in general accordance with ASTM D2113. Three bulk soil
samples were also obtained from selected proposed cut locations. In addition, all drilling
equipment was decontaminated between boreholes where Type II monitoring wells were
installed.
A GEI geologist observed the field work and selected sample locations. Representative
portions of all split -spoon samples were sealed in glass jars for laboratory testing. All soil
and rock samples were classified by a GEI geologist in accordance with the soil description
guidelines prescribed by ASTM D2488-84, "Standard Practice for the Description and
Identification of Soils (Visual -Manual Procedure)." Boring logs were prepared by the GEI
geologist and are included in Appendix A of this report.

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In addition, four of the above borings (MW-1, MW-2, MW-3, and MW-4) were converted
into Type II monitoring wells. These wells were installed in accordance with the North
Carolina Department of Environment, Health, and Natural Resources, monitoring well
construction standards "15A NCAC 2C .0105". A letter from GEI to the NC Solid Waste
Section dated March 12, 1993, confirmed approval and permitting procedures for these
monitoring wells. GEI's on -site geologist selected screening intervals in each well as
necessary to provide sampling in the screened interval including periods during estimated
seasonal highs and lows. Well construction diagrams are included as Appendix B.
3.2 Laboratory Testing
GEI performed laboratory testing on selected soil samples to assist in assigning engineering
properties of soil types. The laboratory tests consisted of 5 moisture contents, 5 sieve
analysis, 4 hydrometers, 5 Atterberg limits tests, 2 compaction tests, 2 triaxial shear strength
tests, 2 unit weight determinations, 2 undisturbed permeability tests, 2 remolded permeability
tests, and 1 specific gravity determination.
The laboratory test results are summarized in Table 2 and presented in Appendix C.

sm
4. SUBSURFACE CONDITIONS
4.1 Soil Conditions
General descriptions of the subsurface soil conditions encountered in the borings are
presented below. Because the descriptions are general, the reader should refer to the boring
logs in Appendix A for detailed subsurface conditions encountered at a specific location. Soil
types have been described on the boring logs in general accordance with ASTM D2488-84,
"Standard Practice for Description and Identification of Soils".
Topsoil - Two to four inches of topsoil including grass rootmat were present in most of the
borings. The topsoil in wooded areas is expected to be thicker as dictated by surrounding
vegetation.
Fill - Two to three feet of fill soils consisting of orange brown sandy silt was placed at
boring MW-4 as a working platform for the boring. No other noticeable fill was observed
on the property.
Alluvial Soils - Alluvial soils were encountered in boring MW-4 in the upper 12 feet of the
boring overlying residual soils. Alluvial soils are water deposited soils that have been
transferred from some distance upstream of the local drainage path. They are typically
located in flat low lying areas adjacent to streams or rivers. It is likely that a veneer of these
soils overlie the existing soil and rock mass over most of the area below elevation 2555 feet.
The alluvial soils consist of a slightly silty very fine to fine rounded sand with some
interlayered rounded gravel deposits. These soils have been classified as SP and SM.
Standard penetration tests values (N-values) of 4 to 5 blows per foot (bpf) were obtained in
this alluvial zone.
Residual Soils - Residual soils were encountered in all boring locations. Residual soils are
the product of in -place chemical weathering of rock which is similar to the parent rock
underlying the site. A typical residual soil profile at the site consists of firm to stiff (N-
values of 11 to 188 bpt) slightly sandy silts (ML) near the ground surface where weathering
is more advanced, overlying sandy silts (ML/SM) and silty sands (SM) that generally become
stiffer ( N-values of 17 to 88 bpo and sandier with increasing depth until the parent rock is
encountered. Thicknesses of residual soil at the site vary from two feet (at MW-3 near a rock
outcrop) to 62 feet below the ground surface (at MW-1A on the hilltop).
Partially Weathered Rock - The boundary between residual soil and the parent rock is
generally gradual and not sharply defined. A transition zone termed "partially weathered
rock" is normally found overlying the parent bedrock. Partially weathered rock (PWR) is
defined, for engineering purposes, as residual material with N-values greater than 100 bpf,
but which can be penetrated with hollow -stem augers. Materials which can not be penetrated

-10-
Groundwater flow paths run perpendicular to the potentiometric contours (lines of equal
hydraulic head for the given aquifer; see Figure 2) which indicate flow in the studied area
from the hilltop to the southeast (towards Thickety Creek) and to the south (towards the
Pigeon River). Gradients, calculated as change in potentiometric elevation divided by
horizontal distance from those locations, indicate values of 0.078 and 0.168 for southern and
southeastern flow, respectively. Groundwater flow direction should not be altered by the
planned construction. Groundwater gradients may be altered slightly due to construction
phasing. Higher infiltration (higher local recharge) may be expected during times of open -cut
excavation and lower infiltration (lower local recharge) would probably occur after erosion
control measures are made and the final cover is placed. If the subgrade preparation steps
are taken as described in Section 5.6, the four -foot separation should be maintained with the
planned excavation depths.
Deeper aquifer systems were not encountered within the boring depths of up to 97 feet.
Undisturbed permeability tests from the residual silty sand (SM/ML) samples taken at
approximately 10 feet below the ground surface along the hillside (from B-5 and B-6),
indicate an in -situ permeability of about 1x104 centimeters per second (cm/s). These zones
beneath the siltier surface soils are sandier and likely to retain residual fracture patterns from
the parent bedrock. The undisturbed samples should be representative of at -grade conditions
after the hillside has been excavated to a 2HAV slope. The remolded permeability test
results taken from bag samples at similar depths and soil types were about 1 to 2x10-6 cm/s
indicating that the remolding (recompaction) of the soil does significantly decrease the
permeability.

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5. GEOTECHNICAL RECOMMENDATIONS
5.1 Site Preparation
Although excavation depths will remove most of the topsoil at the site, it is not necessary to
strip topsoil in areas not requiring excavation. In these areas, trees and large shrubs need
only be cut to the ground surface. If more economical, complete removal with heavy
equipment is also acceptable. If topsoil is stripped, we recommend that it be stockpiled for
later use in promoting vegetative growth on the final cover.
Erosion control plans as specified by the designer should be put into place as soon as site
work begins to minimize erosion and reworking of previously graded areas.
Site earthwork should be performed during drier seasons of the year; late spring to early fall.
The soils at the site are moisture sensitive and will be subject to softening, rutting, and
deflection under construction traffic when wet. Construction delays and cost overruns may
be anticipated if earthwork is performed during periods of wet weather.
5.2 Excavation
Most of the site for landfilling will require cuts on the order of 5 to 15 feet. During this
excavation much of the low permeability soils on site will be removed from the construction
limits. Although not required by the NC Solid Waste Section, we recommend that these soils
be separately stockpiled for use in construction of low permeability soil covers. Based on
the existing steep grades and on the encountered subsurface conditions in the borings, these
excavation depths should easily be achievable with heavy tracked equipment such as
bulldozers (equivalent D-6 or higher) and large trackhoes. Although rock was not
encountered in the borings at the planned excavation depths, it is possible that more resistant
rock ledges, pinnacles, quartz veins, quartz pegmatites or large boulders could be encountered
during excavation. If such conditions are encountered, a heavy bulldozer (D-8 or higher
equivalent) with a single -toothed ripper may be required to remove or break up larger rock
pieces. Although not stipulated for this type landfill, it is unlikely that blasting will be
allowed by the NC Solid Waste Section. Hydraulic hoe -rams for rock excavation is
recommended on rock that cannot be ripped. The speed and ease of excavation will depend
on the type of equipment, the skill of the operators, and the geologic structure of the material
itself, such as direction of bedding, planes of weakness, and spacing between discontinuities.
5.3 Backfilling
Structural fill or backfill used in the construction of the berm or roadways should be a low
plasticity soil (liquid limit less than 40, plastic limit less than 15, SM material) free of
topsoil, vegetation, organic material, debris, ice, frozen soil or other deleterious material.

-12-
All fill should be placed in loose lifts not thicker than 8 inches and should be compacted to
at least 95% of the standard Proctor maximum dry density (ASTM D698). All fill soils
should be aerated or moistened as necessary to maintain the moisture content during
placement to within 3 percentage points of the optimum moisture content.
We recommend that a qualified geotechnical engineer or his representative be retained to
perform quality control testing of all structural fill. This quality control testing should consist
of, at a minimum, in -place field density testing, moisture content determination, and Proctor
tests of proposed fill material and continuous on -site observation of the fill placement
activities. One field density test should be performed on each lift of material for every 5000
square feet in structural areas and one test per lift per every 200 linear feet in the containment
berm. One Proctor test should be performed at each substantial change in fill material.
5.4 Containment Berm
We understand that the containment berm is planned for the lower end of the landfill located
at the edge of the 100-year floodplain of Thickety Creek. The purpose of the containment
berm is to contain the C&D debris inside the active and closed cell and to protect the cell
from flood waters. The berm is not intended to contain liquids from waste degradation,
precipitation or surface water runoff. Therefore this berm does not require low permeability
soils. Positive gravity drainage via storm water pipes will drain all waters on the inside of
the berm to the sediment basin.
Since portions of the berm will be founded on the floodplain alluvial soils, we recommend
that these portions of the berm be over -built to surcharge the foundation soils. Up to twelve
feet of compressible soils were encountered in boring MW-4. Based on the dimensions and
estimated weight of berm materials and C&D debris, up to 0.5 to 1.0 foot of settlement may
occur along the outside half (portion placed on the alluvial soils in the 100-year flooplain)
of the berm. We recommend that the berm be built and surcharged at the beginning of
construction to allow for the maximum length of time for settlement prior to final shaping
of the berm. The surcharging will compress and consolidate the foundation soils and provide
controlled settlement for most of the elastic compression and much of the consolidation that
will occur prior to landfilling. An additional five to ten feet of over -building on the
floodplain side of the berm and up to the crest would be suitable. We recommend that the
contractor allow at least three to four weeks or more for the surcharging period. Phasing
construction in this manner will allow excavation of the side -slopes to progress while the
berm is settling.
Preparation of the foundation soils should consist of stripping vegetation and topsoil. We
estimate approximately four to six inches of stripping at a maximun be required. Deeper
stripping depths should be avoided as over -excavation into the shallow saturated zone could
create construction difficulties. We recommend that earthwork in the berm area be performed
with tracked equipment to minimize rutting and degradation of surface soils.

-13-
Excavated soils from the side -slopes are suitable for construction of the containment berm.
These soils should be placed and compacted as indicated in section 5.3 above.
Some form of erosion protection on the outside face of the berm should be incorporated in
the design to prevent berm erosion during flood periods from Thickety Creek or overflowing
of the Pigeon River. We recommend that a non -woven geotextile (such as Trevira 1125, 7.5
ounce or equivalent) be placed on the outer face of the berm facing Thickety Creek. The
fabric should be covered with approximately a one foot thick layer of gravel overlain with
rip rap. The rip rap should be sized to resist displacement by flood waters and placed in a
thickness equal to 1.5 times D. (maximum diameter size of the stone). The gravel should
be of adequate size so as not to wash out of the rip rap cover during flood surge.
5.5 Roadways
Access roads are planned along the hillside of the site. No roads are planned on floodplain
soils. The near surface soils (excluding the floodplain soils) at the site are generally
considered poor subgrade soils since they are susceptible to softening and loss of strength
upon exposure to water. These soils typically exhibit low CBR test values. Although no
CBR test were performed for soils at the site, our experience with similar soils indicate that
CBR values can range from 3 to 7 for similar near surface residual soils or compacted
structural fill (from available hillside cuts). We recommend that a design CBR of 5 or less
be used to calculate subgrade strength and subsequent base course lifts. Any fill placed
beneath the roadways at the site should conform to recommendations stated in section 5.3.
Good surface drainage and the prevention of infiltration of water into the subgrade is essential
for the successful performance of roadways. We recommend that both the subgrade and
surface course (if unpaved) be sloped a minimum of 2% to promote surface drainage. Inside
shoulder ditches along the hillside should be provided and lined to deter erosion. Storm
water inlet structures may be required to exit runoff from the inside ditches.
The exposed subgrade in roadway areas should be examined by the geotechnical engineer and
proofrolled to detect unsuitable soils that show signs of rutting or deflection under the
proofrolling operation. Proofrolling should be performed by a moderately loaded dump truck
or similar rubber -tired equipment and as directed by the geotechnical engineer. Proofrolling
should not be performed when surface soils are wet as the operation may degrade the
subgrade soil conditions. Unsuitable soils should be removed as directed by the geotechnical
engineer and properly backfilled in accordance with section 5.3.
5.6 Slopes and Landfill Face
Based on the draft drawings provided by DSA, designed open-faced cuts of 2H:1V are
planned. Final grades of the closed facility show a 3H:1V slope. We understand that the
entire face will be opened and that exposed inactive portions of the landfill will be seeded.
Five-foot to ten -foot benches are planned to be located equidistantly up the slope on

-14-
approximately 25-foot to 30-foot vertical intervals.
Based on the soil test borings and laboratory results the following soil parameters were
estimated for use in the slope stability analysis.
Soil Type
Unit Weight
(pounds/ft.3)
Cohesion
(pounds/ft.�
Friction Angle
(degrees)
Sandy Silt
105
300
25
Silty Sand
110
100
35
PWR
135
800
45
Alluvium
105
0
30
Fill(berm)
100
200
25
Debris
100
0
30
We performed a computer -modelled slope stability analysis based on a circular failure plane
of DSA cross section C (drawing C4.3). Moment and force equilibriums were calculated and
a factor of safety based on a ratio of available resisting forces vs. driving forces was
estimated. Different sections along the slope were analyzed for critical surfaces. Stability
analyses were performed for both the initial cut slope and the closure slope. The results of
these analyses were as follows:
Stability
Analysis
Profile
Location
Factor of
Safety
1A
Cut Section
Upper slope
2.0
1B
Cut Section
Upper slope (shallow
failure surface)
1.9
3A
Cut Section
Mid -slope
1.8
3B
Cut Section
Mid -slope (shallow
failure surface)
1.9
5
Cut Section
Toe of slope
2.0
7A
W/debris
Upper slope
2.1
8
W/debris
Mid -slope to toe
1.9
6
W/debris
Toe of slope
1.9

-15-
Plots of slope profiles with the critical stability surfaces from each stability analysis are
included as Appendix D of this report. Based on these results, the planned slope cuts should
be suitable given the following considerations and construction practices. Removal of the
cohesive sandy silt (ML) from the upper 10 to 15 feet of the hillside eliminates a natural
infiltration deterant and allows increased saturation of the exposed sandier soils (SM) to
occur. After saturation, these soils increase in weight, lose strength and may shear on the
side -slopes as local sloughs. The potential for sloughing can be reduced if the exposed soils
are surface compacted with available equipment and inactive portions seeded promptly
(assuming construction is performed during a season to promote vegetative growth). The
laboratory permeability tests indicate that remolded samples of the silty sand (SM) decrease
in permeability by two orders of magnitude. Remolding or recompaction of the exposed
surface soils should aid in deterring infiltration and slope sloughing. Placing a 1- to 2-foot
lift of the stockpiled sandy silt (ML) on top of the exposed cut face would further reduce
infiltration. This last measure is not required by regulatory guidelines but could reduce field
maintenance requiring regrading of sloughed areas.
5.7 Cover Material
Specific guidelines for cover materials have not been established by the NC Solid Waste
Section at the time of this report. Based on the lack of leachate collection requirements,
available on -site excavated soil can be used as cover materials. We recommend that select
granular material (SM) be used as structural fill for construction of roadways and the
containment berm. All other soil types from the cut areas should be suitable for use as
intermediate cover. The intermediate cover should be seeded when a particular section is
filled to deter erosion.
Final cover soils should consist of less permeable on -site soils (ML and SM) to promote
surface water runoff and deter infiltration. Topsoil from the stripping operation, if performed,
should be placed as a final layer on the cover soils to promote native grass growth.
5.8 Construction Considerations
When soils similar to those at the site become saturated, they lose strength and become
difficult to compact and work. Therefore, the contractor should remove any surface water
from the construction areas.
Due to the planned steep grades at the site, we recommend that special erosion control
provisions be incorporated from the very beginning and until the end of construction. These
provisions should consist of minimizing surface water infiltration over large open -cut areas,
promoting runoff to stormwater design features, seeding areas that may be left undisturbed
for periods longer than a month, and avoiding construction traffic over wet or seeded areas.

-16-
6. RECOMMENDATIONS FOR FUTURE WORK
We recommend that GEI be engaged to perform the following additional work prior to and
during construction:
- Review the geotechnical aspects of the plans and specifications.
• Review geotechnical aspects of contractor submittals including erosion control
measures.
• Make periodic visits during construction to observe site preparation, cuts, subgrades,
berm surcharging/settlement, proofrolling, and berm shaping/protection.
We recommend that this report be made part of the construction bid documents.
We also recommend that GEI be engaged to take background water quality samples as well
as quarterly water quality samples from the Type II monitoring wells. We can provide field
sampling, administer laboratory testing, and provided result summaries from the tests.

-17-
7. LIMITATIONS
The recommendations and evaluations provided herein by GEI are based on the project
information provided to us at the time of this report. Modification of recommendations and
evaluations in this report may be required if there are any changes in the nature, design, or
location of the proposed facility or structures. We recommend that GEI be engaged to review
the final plans and specifications to judge whether changes in the project affect the validity
of our recommendations, and whether our recommendations have been properly implemented
in the design.
The recommendations in this report are based in part upon the data obtained from the borings.
The nature and extent of variations between borings may not become evident until
construction. If variations from the anticipated conditions are encountered, it may become
necessary to revise the recommendations of this report. Therefore, we recommend that GEI
be engaged to make site visits during construction to: a) check that the subsurface conditions
exposed during construction are in general conformance with our design assumptions, and b)
ascertain that, in general, the geotechnical aspects of the work are being performed in
compliance with the contract documents.
Our professional services for this project have been performed in accordance with generally
accepted engineering and hydrogeological practices. No other warranty, expressed or implied,
is made.

REFERENCES
1. Geologic Map of North Carolina, Department of Natural Resources and Community
Development, 1985.
2. USGS 7.5-Minute Quadrangle Topographic Map, "Canton, North Carolina",
photorevised 1990.
3. Hatcher, Robert D., Jr., Goldberg, Steven A., "The Blue Ridge Geologic Province",
Carolina Geological Society, 50th Volume, June 1, 1988.
4. Slope/W, Version 2, Geo-Slope International Ltd., Calgery, Alberta, Canada, 1991-
1993.

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3 2' 30"
SCALE 1:24000
1 0 1 MILE
100C 0 1000 2000 3000 4000 5000 6000 7000 FEET
1 5 0 1 KILOMETER
CONTOUR INTERVAL 40 FEET
NATIONAL GEODETIC VERTICAL DATUM OF 1929
Mn
GX
LL' XEN TUCRY CANTON, N. C.
�
VA. 35082-E7-TF.024 3i ulLs 1_03•
9 MILS
:i EkNE55EE .:NC 1967
MI5$ i" ALA' GA $ C
PHOTOREVISED 1990
DMA 4455 III SE -SERIES VSaZ
yin GRID AND 1990 MAGNETIC NORTH
QUADRANGLE LOCATION DECLINATION At CENTER OF SHEET
DSA Design Group Hayw000d County C&D Landfill SITE LOCATION MAP
Raleigh, North Carolina Haywood County, NC USGS QUAD "CANTON"
GEI Consultants, Inc. I Project 93086 1 April 1993 FIGURE 1

Appendix A.
Boring Logs
GEI Consultants, Inc. Project 93086

Boring Location See Site Plan Date Start/Finish 3/24/93
MW-1
Ground Elevation(NGVD) 2711' Drilled By L. Foskey - Bore & Core
Pg. 1 of 2
Groundwater E1. dEy Date 3 28 93 Logged By M. Land s Total Depth (ft.)50.0
El.
Depth
Sample
Remarks
Soil and Rock Descriptions
Type
Blows
Pen.
Rec.
Ft.
Ft.
i
No.
per
6 in.
in.
in.
S1
2
18
8
S1: Widely Graded SAND with silt and gravel
2
(SM); 40 to 60 8 fine to medium sand with =
2
1/2 inch gravel, 20% remainder silt, _
_
_
nonplastic, brown. _
- - - - - - - - - - - - - - - - - - - - - - - -
S2
6
18
17
S2: SANDY SILT (ML); micaceous, 70% silt, 30%
'
6
fine sand, nonplastic to low plasticity,
_
7
some coarse sand, red -brown. _
S3
3
18
17
S3: SILTY SAND (SM/ML); 50% silt, 50% fine
'
6
sand, red, orange -brown. =
—10
6
S4
4
18
16
S4: Similar to above with zones of narrowly
'
6
graded coarse SAND and manganese, low to
—15
8
medium dry strength. _
Bulk
_
_
_
sample
taken from
- - - - - - - - - - - - - - - - - - - - - - -- _—
_
15-20'
_
(Bag #1)
_
S5
6
18
16
S5 Similar to above and changing to SILTY
'
10
SAND (SM) with 70 to 80% fine -coarse
_20
11
sand, 30-20% silt.
S6
6
18
18
Firm
S6: Similar to above.
'
7
drilling
_
—25
10
at 26-27' .
_
S7: Narrowly graded SAND with SILT; 80 to 90%
S7
10
18
NA
fine sand (SM) manganese, 10 to 20% silt,
13
It. or brown, steep diagonal residual
—30
18
fractures >60e.
(Slows per 6' - 140 lb. Hammer Falling 30' to
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pen -Penetration Length of Sampler or Core
Barrel
Rae- covery Length QQ Semple
RQD Length of Soaad� (Lsagth�
Cores > 4 in. Cored 11 ,%
S-Split Spoon Sample UP -Piston Sample
U-Undisturbed Samples OF-Fized Piston
C-NO Diamond Rock Core UO-Osterberg
Y Groundwater
Notes:
HSA - boring.
4-1/4" ID to 38.5'
2-1/4" ID to 50.0'
Haywood County C&D Lan
DSA Design Group
Ralegh, North Carolina
GEI Consultants, Inc.

Boring Location See Site Plan Date Start/Finish
3/24/93
MW-1
Ground Elevation(NGVD) 2711'
Groundwater El._ dry Date 3
Drilled By L. FosVey
28 93 Logged By M. Landis
(Bore & Core)
Total Depth (ft.) 50.0
pg• 2 of 2
El.
Depth
Sample
Remarks
Soil and Rock Descriptions
Type
&
30.
I Blows
per
6 in.
Pen.
I1ec.
Ft.
Ft.
-
Some
_
_
_
gtzite
_
fragments
_
_
coming out
_
_
of hole,
_
_
progressiv
—
S8
12
18
15
ely harder
S8: Narrowly graded SAND (SP) with silt, 80
'
15
drilling
to 90% fine sand, -10% coarse sand, 10%
10
past 30
silt manganese staining. —
—35
feet, hard
—
_
drilling
_
at 32
_
_
feet, less
_
_
hard at
_
_
33'.
S9
16
18
15
In and out
S9: Similar to above.
'
30
of pwr
37
(33-341).
—40
—
S
22
18
15
S10: Similar to above with some SANDY SILT
'
10
44
(ML/SM) zones from 43.5 - 44 feet, silt
44
-50%; fine sand -50%; low dry strength.
—45
—
S
17
18
17
Sil Narrowly graded SANDY SILT (ML); 60%
'
11
12
silt, 30% fine sand, 10% coarse sand,
_
27
very moist.
—50
—
Boring terminated at 50.01.
—55
—
—60
per 6' - 140 lb. Earner Falling 30' to
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pea -Penetration Length of Sampler or Core
Barrel
Roc-j�ec0 ry Length
Sample
ROD1Length of SoundP
(
Lengthl
Cores > 4 in.
I
Cored ,t
S-Split Spoon Sample
UP -Piston Sample
U-Undisturbed Samples
OF -Fixed Piston
C-EO Diamond Rock Core
Y Groundwater
UO-Osterberg
Notes:
MW-1 terminated 3/25/93
drilling difficulties.
completed with air rig
3/27/93.
Haywood County C&D Land
due to DSA Design Group
MW-lA Raleigh, North Carolina
on
0 GEI Consultants, Inc.

Boring Location
See Site Plan
Date Start/Finish 3/27/93
MW-lA
Ground Elevation(NGVD) 2711.5'
Groundwater El. 2634.6 Date 4 6
Drilled By. Jim G or ano - Bore & Core
93 Logged By M. Landis Total Depth (ft.)97.0
Pg. 1 of 2
El.
Depth
Sample
Remarks
Soil and Rock Descriptions
Tn.
&
ao.
Blows
per
6 in.
Pen.
in.
I Rea.
ia.
Ft.
Ft.
RESIDUAL OVERBURDEN
_
Air rotary
_
to 53.5'.
S1
34
18
NA
S1: SILTY SAND (SM), -60% fine sand, - 10%
'
43
medium sand, -10% coarse sand, -20% silt,
—55
43
micaceous, yellow brown, manganese
staining.
- - - - - - - - - - - - - - - - - - - - - - - -
S2
26
18
NA
S2: Similar to above yet narrowly graded
'
31
SANDY SILT (ML), 60% silt, 40% fine to
—60
39
medium sand.
S3
50/
1"
1/
S3: Partially weathered rock. Appears as a
'
1"
4"
Begin air
biotite gneiss and schist parent rock.
—65
hammer
_
drilling
at 65.5
_
_
ft. Only
_
cuttings
retriev-
_
able below
_
this
_
_
point.
Rock cuttings appear as biotite GNEISS. _
Very hard
_
—70
drilling
—
at 68 ft.
—75
—
_
- - - - - - - - - - - - - - - - - - - - - - - - _
Similar to above but weather stained
_
_
brown cuttings. (76-77.5 ft.)
- - - - - - - - - - - - - - - - - - - - - - - -
—80
Blows per 6' - 140 lb. Hammer Falling 30' to
Drive a 2.0 in. O.D. Split
Spoon sampler
Pen -Penetration Length of Sampler or Core
Harrel
Rae Tecovery Length Q Sample
RODLength of Souadl �I Length)
Cores > 4 in. Cored ,t
S-Split Spoon Sample UP -Piston Sample
'U-Undisturbed Samples OF -Fixed Piston
C-HQ Diamond Rock Core UO-Osterberg
Y Groundwater
Notes: Haywood County C&D Lan
Drilled with air rig. Located 20 DSA Design Group
ft. southwest of MW-1. Advanced Ralegh, North Carolina
boring to 53.5 feet without
sampling. Set Type II monitoring Protect 93086
well. 4.5"-OD tricone and
hammer.
GEI Consultants, Inc.

Boring Location
See Site Plan
Date Start/Finish
3/27/93
MW-lA
Ground Elevation(NGVD)2711.5'
Groundwater El. 2634.6' Date 4 6
Drilled By Jim G
93 Logged By M. Landis
ordano - Bore & Core
Total Depth (ft.) 97.0
P9. 2 of 2
El.
Ft.
Depth
Ft.
Sample
Remarks
Soil and Rock Descriptions
die
110.
slows
per
6 in.
Pen.
in.
Rec.
in.
Rock; appears as biotite GNEISS; dry _
cuttings. —
—
- - - - - - - - - - - - - - - - - - - - - - - - _
Possible transmissive zone such as _
fractures; wet cuttings (83.0-85.01).
—95
— — — — — — —
Competent rock —Biotite GNEISS; dry _
cuttings.
—9 0
—
—
Possible transmissive zone (fractures); _
wet cuttings (93.0-94.51).
—95
Competent Rock - Biotite GNEISS; dry —
cuttings (94.5-96.51). _
—
v Possible transmissive zone (fractures); _
wet cuttings (96.5-971).
Boring terminated at 97.01.
—100
—
—105
—
—110
Blows per 6' - 140 lb. aammer Falling 30' to
Notes:
Haywood County C&D Landfill
Drive a 2.0 in. O.D. Split
DSA Design Group
Spoon Sampler
Pen -Penetration Length of Sampler or Core
Raleigh, North Carolina
Barrel
Rec-j�covezy Length
RQD�Length of soana�ffl
Sample
Lengt�
Prolect .93086
Coral > ia.
/ Cored ,t
S-Split Spoon Sample UP -Piston Sample
U-Undisturbed Samples Ur -Fined Piston
C-sQ Diamond Ruck Core UO-osterberq
0 Inc.
Y Groundwater
GEI Consultants,

Boring Location
See Site Plan
Date Start/Finish 3/25/93
MW-2
Ground Elevation(NGVD) 2660.50' Drilled By Jim G or ano - Bore & Core
Groundwater El. 2588.51 Date 4 16 93 Logged By M. Landis - Total Depth (ft.)90.0
P9. 1 of 3
E1.
Depth
Sample
Remarks
Soil and Rock Descriptions
TNpe
i
No.
Hpews
per
6 ia.
Pen.
ia.
Rea.
in.
Ft.
Ft.
_
_
_
_
—5
'
S1
S2
5
5
6
6
18
18
NA
NA
Boring
advanced
with air
rotary to
57.5'
_
_
S1: SANDY SILT (ML): Low plasticity, <30%
fine sand, orange brown, dry.
—
S2: SILT (ML); manganese stained, medium dry
6
strength, medium plasticity, orange
—10
7
brown, moist. _
S3
6
18
NA
S3: Similar to above.
8
_
—15
10
S4
4
18
NA
S4: SILT (ML); with sand, 20 to 30% fine to
'
7
coarse angular sand in seams (residual
—20
9
feldspars-qtz), 70% silt, pink and white; _
silt is low to medium plasticity, medium _
_
dry strength, moist.
S5
10
18
NA
S5: Similar to above, more yellow -brown and
'
11
manganese staining.
—25
12
S6: SANDY SILT (ML); -60 to 70% silt, -35%
S6
8
18
NA
fine to coarse angular sand, silt is low
'
9
plasticity, brown with manganese
__30
8
staining.
Blows per 6' - 140 lb. Hamer Falling 30' to Notes: Haywood County C&D Landfill
Spoon a 2.0 in. O.D. split spoon Sampler Drilled with air rig; 4.5" OD DSA Design Group
Pea -Penetration Length of sampler or Core tricone and hammer. Ralegh, North Carolina
Harrel Set Type II monitoring well.
Rea-jte-:very Length Sample
RQD1 Length of sona� ( Length) Project 93086
C.
> 4 ia. Cored ,t
S-Split Spoon Semple UP -Piston Sample
U-Undisturbed Samples OF -Fixed Piston
C-NQ Diamond Rock Core UO-Osterberg
M Groundwater (DGEI Consultants, Inc.

Boring Location
See Site Plan Date Start/Finish
3/25/93
MW-2
Ground Elevation(NGVD) 2660.5' Drilled By Jim Gior
Groundwater El. 2588.5' Date 4 6 93 Logged By M. Land s
ano - Bore & Core
Total Depth (ft.) 90.0
P9. 2 of 3
El.
Depth
Sample
Remarks
Soil and Rock Descriptions
Type
&
Ib.
Slows
per
6 in.
Pen.
in.
Rec.
in.
Ft.
Ft.
S7
9
18
NA
S7: SILTY SAND (SM); -60% subangular, fine to
'
9
medium sand, -40% silt, low plasticity,
__35
11
yellow brown, manganese stains, moist- _
dry.
S8
13
18
NA
SS: Similar to above.
'
12
—40
10
S9
17
18
NA
S9: SILTY SAND (SM); very micaceous, -80%
'
14
fine to coarse subangular sand,-15-29%
—45
15
silt, moist -dry, brown; manganese _
staining.
S
22
18
NA
Slog Similar to above.
'
10
30
—50
28
S
10
18
NA
S111 Similar to above.
'
11
15
Encounter-
-55
22
ed soft
_
rock at
_
57.5'.
_
_
_
Completed
_
_
_
boring
_
using air
_
_
hammer.
Partially weathered rock to soft rock
_
_
Only
biotite GNEISS. _
_
cuttings
_
retriev-
_
_
—60
able.
Blows per 6' - 140 lb. Benner railing 30' to Notes: Haywood County C&D Landfill
Drive a 2.0 in. O.D. Split
Spoon n S ampler DSA Design Group
Pen -Penetration Length Sampler or Core Raleigh, North Carolina
Barrel
Rea-f���eecovery LengthQ Sample
RQD1Length of Soundl �I Length) Protect 93086
Cores > 4 in. Cored ,t
S-Split Spoon Sample UP -Piston Sample
U-Undisturbed Samples Ur -Fixed Piston
C-NQ Diamond Rock Core UO-Osterberg
Y Groundwater (D GEI Consultants, Inc.

Boring Location See Site Plan
Date Start/Finish
3/25/93
MW-2
Ground Elevation(NGVD) -2RIN
Groundwater El. 2588.5'Date 4 6
Drilled By Jim Gior
93 Logged By M. Landis
ano - Bore & Core
Total Depth (ft.) 90.0
p4. 3 of 3
El.
Depth
Sample
Ft.
Ft.
Remarks
Soil and Rock Descriptions
TYPO
i
so.
Blowe
per
6 in.
Pea.
in.
Rec.
in.
Bedrock: _
_
Biotite GNEISS
—65
Hard
_
drilling.
—70
—75
_
Very hard
_
drilling.
—80
_
Possible transmissive zone (fractures); _
wet cuttings.
—85
_90
Boring terminated at 90.01.
Blows per 6• - 140 lb. Hammer Falling 30• to I Notes
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pen -Penetration Length of Sampler or Core
Barrel
Rea- covert' Length o
RQD Length of Bonn �
Saaple
Core■ > 4 in. /ILength�
Cored I , a
S-Split Spoon Sample
UP -Piston Sample
,-Undisturbed Samples
OF -Fixed Piston
C-RQ Diamond Rock Core
UO-Osterberq
Y Groundwater
Haywood County C&D Land
DSA Design Group
Raleigh, North Carolina
GEI Consultants, Inc.

Boring Location
See Site Plan
Date Start/Finish
3/26/93
1 MW-3
Ground Elevation(NGVD)-2556.6'
Groundwater El. 2545.8' Date 4 6
Drilled By Jim G
93 Logged By M. Landis
or ano - Bore & Core
Total Depth (ft.)22.0
Pg. 1 of 1
E1.
Ft.
Depth
Ft.
Sample
Remarks
Soil and Rock Descriptions
TYPa
i
too.
Blows
par
6 in.
I Pan.
in.
Rac.
in.
Boring
Topsoil and residual soil overburden.
_
advanced
_
Micaceous , narrowly grained SANDY SILT
_
with air
\ (ML); 60 % silt, 30% fine sand, 10%
rotary to
\ coarse sand orange brown.
—
1.2 ft.
SCHIST ROCK; soft to medium hard m1caceous
_
_
where
_
schist, green brown. _
encounter-
_
_
ed rock.
_
_
Advanced
_5
boring
_
with air
_
hammer
_
_
from 1.2'
_
At 7 feet, 3 to 4 inches soft weathered zone;
_
to 22.01.
(soft weathered rock and hard soil).
_
_
Only
_
_
cuttings
_
retriev-
_
able.
—10
—15
Soft zone 16.5 to 17.5 feet, water at 17 to 18 _
_
_
feet (wet cuttings at 17 feet). Iron staining _
more noticeable at 17 feet.
—20
Boring terminated at 22.01.
—25
—30
Blows per 6' - 140 lb. Hammer lolling 30' to
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pen -Penetration Length of Sampler or Core
Barrel
Rec-J�ecovert' Length pQ Semple
RQD1Length o! Sonnc4 I Length
Cores > 4 in. I Cored ,t
S-Split Spoon sample UP -Piston Sample
,-Undisturbed Samples UF-liked Piston
C-RQ Diamond Rock Core UO-Osterberg
Y Groundwater
Notes:
Drilled with air rig; 4.5" OD
tricone and hammer. Set Type II
monitoring well. Samples taken
from drilling cuttings
ood County C&D Lan
Design Group
gh, North Carolina
GEI Consultants, Inc.

Boring Location
See Site Plan
Date Start/Finish
3/26/93
MW-4
Ground Elevation(NGVD)-2553.5 Drilled By Jim G
Groundwater El. 2550.8' Date 4 6 93 Logged By M. Landis
or ano - Bore & Core
Total Depth (ft.)16.0
Pg 1 of 1
E1.
Depth
Sample
Remarks
Soil and Rock Descriptions
Type
i
No.
Blowsff.9Rec.
per
6 in.in.
Ft.
Ft.
_
Fill - Top 2 feet to 3 feet. _
Appearing as Sandy SILT (ML).
_
S1
2
18
16
----------------------------------------------- _
S1: Narrowly graded SAND (SP) with silt and
_
_
2
mica, -10% silt, no plasticity, -90% very —
_
2
Undis-
fine to fine sand, brown, wet, alluvial
U2
24
turbed
_-
deposits.
_
—5
sample
_
_
_
taken from
_
4-61, 10'
_
west of
_
_
boring.
S2
3
18
16
S2: Narrowly graded SAND (SP) with silt, some
3
gravel -rounded, brown, wet alluvial
_
2
deposits, -90% very fine to fine sand, _
—10
-10% silt.
S3
12
18
NA
S3: Widely graded SAND (SM) with silt,
19
micaceous, yellow -brown, moist, -90% fine
—15
27
to coarse sand, -10% silt. (Residual _
soil from schistose rock.)
Boring terminated at 16.01.
—20
—25
—30
Blows per 6' - 140 lb. Hammer Falli
Drive a 2.0 in. O.D.
Spoon Sampler
Pen -Penetration Length of Sampler or Core
Barrel
Rec-{recovery Length
Sample
RQD1Length of Soun
(Leagth�
Cores > 4 in.
Cored ,t
S-Split Spoon Sample
UP -Piston Sample
U-Undisturbed Samples
uF-Fined Piston
C-NO Diamond Rock Core
Y Groundwater
UO-Osterberg
Notes: Haywood County C&D Lan
Drilled with air rig; advanced DSA Design Group
with 4.5" OD tricone, then Ralegh, North Carolina
advanced 6-1/4" ID HSA. Set Type
II monitoring well. D--4--,. olnoc
GEI Consultants, Inc.

Boring Location
See Site Plan
Date Start/Finish
3/26/93 / 3/27/93
B-5
Ground Elevation(NGVD) 2624.0 Drilled By L. Fos
Groundwater El. 2573.80 Date 4 6 93 Logged By M. Landis
e - Bore & Core
Total Depth(ft.) 65.0
Pg. 1 of 3
El.
Depth
Sample
Ft.
Ft.
Remarks
Soil and Rock Descriptions
TSPe
&
No.
Blows
per
6 in.
Pen.
in.
R.C.
in.
S1
2
18
NA
S1: Sandy SILT (ML): With gravel, -60% silt,
'
2
15% fine sand, 15% gravel, moist, brown,
3
micaceous. (Residual soil - gneiss and
_
_
_
schist.) _
U3
20
Undis-
------------------ - - - - --
_
turbed
_
_
—SO
sample
_
U3: SILTY SAND (SM); Very micaceous, 85% fine _
taken from
to medium sand, 15% silt, dark brown,
_
8.5-10.51.
_
moist - dry.
S2
10
18
NA
16
—15
18
Us Similar to above.
S3
23
18
NA
S3: Similar to above.
'
32
_
_20
32
_
S4
5
18
NA
- - - - - - - - - - - - - - - - - - - - - - - -
S4: SILTY SAND (SM); Micaceous, 858 fine to
'
8
coarse, subangular sand, orange brown,
—25
9
moist - dry.
S5
10
18
NA
S5: Similar to above, more manganese
11
staining.=
0
10
Blows per 6' - 140 lb. Hamer Falling 30' to Notes: Haywood County C&D Landfill
Drive a 2.0 in. O.D. split Geotechnical boring 2-1/4" DSA Design Group
Spoon sampler g BSA ( g P
Pen -Penetration Length of sampler or Core ID) to refusal at 38.7 feet. Ralegh, North Carolina
Barrel NQ core drill to 65.0 feet.
Rec- covert' Length Sande
RQD Lengeh of sound] I Lengt� Install 1-1/4 inch piezometer. protect 93086
Cores > 4 in. Cored ,: Last 8 feet slotted.
S-Split Spoon Sample UP -Piston Sample
U-Undisturbed Samples OF -Fixed Piston
C-NQ Diamond Rock Core UO-Osterberg
M Groundwater (DGEI Consultants, Inc.

Boring Location
See Site Plan
Date Start/Finish
3/26/93 / 3/27/93
B-5
Ground Elevation(NGVD) 2624.0'
Groundwater El. 2573.8' Date 4 6
Drilled By L. Fos
93 Logged By M. Landis
ev - Bore & Core
Total Depth (ft.) 65.0
Pg. 2 of 3
El.
Depth
Sample
Ft.
Ft.
Re -Arks
soil and Rock Descriptions
Type
&
:to.
Blows
per
6 in.
Pen•
in.
AIC.
in.
_
S6
34
100
12
NA
_
S6s Partially weathered rock, appears as soft
—35
biotite GNEISS, dry.
_
Begin NQ
_
C1
41
21
rock
_
Cl: First run 38.7 to 42.1 feet.
_
coring at
_
REC - 59%
—40
-38.7 ft.
RQD - 35%
_
Banded biotite GNEISS, with muscovite,
_
foliation at 80e from horizontal
_
moderately weathered, medium hard,white, _
_
black speckled, light orange brown. _
_
C2
60
21
- - - - - - - - - - - - - - - - - - - - - - - -
_
_
C2s Second run 42.1 to 47.1 feet.
_
_
REC - 34%
_
_
RQD - 24% _
_
Biotite muscovite SCHIST; foliation near
—45
_
vertical, moderately to severely _
_
weathered, medium hard,white, black
_
speckled.
_
C3
60
59
- _ _ _ _ _
C3: Third run 47.1 to 52.1 feet.
_
REC - 98%
_
_
RQD - 47%
—
_
Banded biotite GNEISS with muscovite,
_
_
foliation at 40a from horizontal,
—50
_
moderately weathered, medium hard, white- _
black speckled.
_
C4
60
58
C4s Fourth run 52.1 to 57.1 feet.
_
_
REC - 96%
_
_
RQD - 93%
_
_
Banded biotite GNEISS, trace pyrite, some
_
_
fractures at 75e from horizontal;
—55
_
foliation at 45e from horizontal; hard, _
_
slightly weathered, white -black speckled.
_
C5
60
60
C5: Fifth Run 57.1 to 62.1 feet.
_
_
REC - 100% _
RQD - 100% _
—
Similar to above with muscovite.
—60
per 6' - 140 lb. Hammer falling 30' to
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pea -Penetration Length of Sampler or Core
Barrel
Rec- covery Length Sanple
RQD Length of Sound (Lengt�
Cores > 4 in. I Cored ,i
S-Split Spoon Sample UP -Piston Sample
IU-Undisturbed Samples UF-Fined Piston
C-PQ Diamond Rock Core UO-Osterberg
M Groundwater
Notes:
Haywood County C&D Landf
DSA Design Group
Raleigh, North Carolina
GEI Consultants, Inc.

Boring Location
See Site Plan Date Start/Finish 3/26/93 - 3/27/93
B-5
Ground Elevation(NGVD) 2624.0 Drilled By L. Foskey - Bore & Core
Groundwater E1. 2573.8 Date 4 6 93 Logged y.M. Landis Total Depth (ft.) 65.0
P9. 3 of 3
El.
Depth
Sample
Ft.
Ft.
Remarks
Soil and Rock Descriptions
TYPe
Bo.
Blows
per
6 in.
Pen.
in.
Rea.
in.
_
_
_
—65
C6
35
35
C6: Sixth run 62.1 to 65 feet. _
REC a 100% _
RQD - 100% _
Similar to above.
—
Boring terminated at 65 feet.
—70
—75
__so
—8 5
—9 0
Per
to
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pea -Penetration Length of Sampler or Core
Barrel
Reo- aovery Length Sample
ROD Length of Sonad�1l Leagtl�
Cores > 4 in. Cored ,t
S-Split Spoon Sample OP -Piston Sample
U-Undisturbed Samples OF -Fixed Piston
C-BQ Diamond Rock Core UO-Osterberg
Y Groundwater
Notes:
Haywood County C&D Land
DSA Design Group
Raleigh, North Carolina
08
GEI Consultants, Inc.

Boring Location See Site Plan
Date Start/Finish
3/25/93 - 3/26/93
B-6
Ground Elevation(NGVD) 2610.0'
Groundwater El. dry Date 4 6
Drilled By L. Fos
93 Logged -By, M. Landis
e - Bore & Core
Total Depth (ft.)35.5
P4. 1 of 2
E1.
Ft.
Depth
Ft.
Sample
Remarks
Soil and Rock Descriptions
Type
a
No.
I Blows
per
6 in.
Pen.
in.
Rao.
in.
_
Surface soils along dirt road - sandy
_
SILT, brown.
S1
6
18
16
S1: Very micaceous narrowly graded SANDY SILT
-
'
7
(ML); silt 80%, fine sand 20%, manganese
—5
7
throughout orange brown.
S2
6
18
17
S2: similar to above with residual fracture
_
7
_-
zone at 9.5 feet at 60e from horizontal
_
—10
8
high feldspar contact at 10 feet.
U1
14
14
U1: Similar to S1
- - - - - - - - - - - - - - - - - - - - - - - -
_
S3
5
18
16
_
S3: SILTY SAND (SM); very micaceous 50 to 60
'
7
% fine to very fine sand, 30% silt, 10%
—15
10
coarse sand, orange brown.
_
Bulk
_
sample
_
_
taken from
_
15-23 feet
_
_
(Bag #2).
_
S4
18
18
11
S4: Similar to above, slightly more coarse
'
22
SAND content, 15 to 20%.
—20
20
S5
10
18
NA
S5: SANDY SILT (ML); 60% silt, 30% fine sand,
'
10
10% coarse sand, micaceous, orange -brown.
—25
15
_
- - - - - - - - - - - - - - - - - - - - - - - -
S6: Partially weathered rock - appears as _
_
S6
50/
4
NA
widely graded SAND, with silt, orange _
_
4'
brown; manganese staining. _
—30
Blown per 6' - 140 lb. Hammer Falling 30' to Notes: Haywood County C&D Landfill
spoon Sampiern• O.D. split HSA 2-1/4e to 30.5 feet at auger DSA Design Group
Pen -Penetration Length of Sampler or core refusal; NQ core from 30.5 to Ralegh, North Carolina
Barrel 35.5 feet. Terminated at 35.5
Rec- covert' Length o Sample
ROD Length of 6onnd� I Length) feet. Protect 93086
Cores > 4 in. II Cored ,t
S-Split Spoon Sample UP -Piston Sample
U-Undisturbed Samples OF -Fixed Piston
C-NQ Diamond Rock Core UO-Oaterberg
Y Groundwater 0 GEI Consultants, Inc.

Boring Location See Site Plan Date Start/Finish
3/25/93 - 3/26/93
B-6
Ground Elevation(NGVD) 2610.01 Drilled By L. Fos
Groundwater E1. dry Date 4 6 93 Logged By M. Landis
e - Bore & Core
Total Depth (ft.) 35.5
Pg. 2 of 2
E1.
Depth
Sample
Ft.
Ft.
Remarks
Soil and Rock Descriptions
Type
i
No.
Blows
per
6 ia.
Pen.
in.
Aea.
_
_
_
_
_
_
_
_
__35
Cl
C2
24
36
22
13h
Tricone
from 29 to
30.5 feet.
Begin rock
coring at
30.51.
Lost all
water at
32' - no
return.
C1: Quartz Rock _
First run 30.5 to 32.51. _
REC - 928 _
RQD - 50% _
Qtz with 45 to 60e fractures _
Iron staining in fractures. _
C2: Second run 32.5 to 35.51. _
REC - 38% _
RQD - 0% _
Similar to above.
Terminate boring at 35.5 feet.
—40
—45
—50
—55
—60
Blows per
to
Drive a 2.0 in. O.D. Split
Spoon Sampler
Pen -Penetration Length of Sampler or Core
Barrel
Rec- covery Length Sample
RQD Length of Sound I Leagt�
Core& > 4 in. 1 Cored ,i
S-Split Spoon Sample UP -Piston Sanple
U-Undistarbed Samples UT -liked Piston
C-NQ Diamond Rock Core UO-Osterberg
Y Groundwater
Notes:
Haywood County C&D Land
DSA Design Group
Raleigh, North Carolina
GEI Consultants, Inc.

Appendix B.
Monitoring Well Construction Diagrams
GEI Consultants, Inc. Project 93086

GROUNDWATER OBSERVATION WELL REPORT
MW-1
PROJECT
Haywood County C&D Landfill
PROJECT NO.
93086
LOCATION Canton, NC
CLIENT
DSA
BORING NO.
MW-1
CONTRACTOR
Bore and Core, Inc. DRILLER Jim Giordano
ELEVATION
2711.45'
OBSERVED BY
Mark Landis DATE 3/27/93
LOCATION
Northwest
CHECKED BY
DATE
Upgradient of
proposed landfill
GROUND
ELEVATION 2711.45 ft
•—
•-
LENGTH OF CASING ABOVE GROUND SURFACE
LENGTH OF RISER PIPE ABOVE GROUND SURFACE
23 tt
2.65 ft
GENERAL SOIL
CONDITIONS
%
I THICKNESS OF SURFACE SEAL
-1.0 ft
(not to scale)
r
. •-
TYPE OF SURFACE SEAL (indicate any additional seals)
Concrete
TYPE OF SURFACE CASING
I
Steel
Residual Soil from
•-
ID OF SURFACE CASING
03' square
Micaceous Gneiss;
_
Appearing as
•-
DEPTH BOTTOM OF CASING
2.1 ft
Sandy Silt (MUSH)
I ID and OD OF RISER PIPE
2.0/2.25 in.
•-
TYPE OF RISER PIPE
SCH. 40 PVC
•-62 '
PWR -65'
•—
TYPE OF BACKFILL AROUND RISER PIPE
Grout
ROCK
DEPTH TOP OF SEAL
68.0 ft
Micaceous Gneiss
•-
TYPE OF SEAL
Bentonite Pellets
DEPTH BOTTOM OF SEAL
70.0 ft
y'y/,• -
•—
DEPTH TOP OF PERVIOUS SECTION
72.0 ft
—
TYPE OF PERVIOUS SECTION
PVC
—
•—
DESCRIBE OPENINGS
0.01 in.
ID and OD OF PERVIOUS SECTION
2.0/2.25 in.
-
/%f •—
E OF BACKFILL AROUND PERVIOUS SECTION
TYPE
Filter Sand
" —
' •—
DEPTH BOTTOM OF PERVIOUS SECTION
97.0 ft
j`
•—
DEPTH BOTTOM OF SAND COLUMN
97.0 ft
DEPTH TOP OF SEAL
na
•—
TYPE OF SEAL
na
DEPTH BOTTOM OF SEAL
na
f
•—
TYPE OF BACKFILL BELOW PERVIOUS SECTION
na
:f
.y
•—
DIAMETER OF BOREHOLE
4.5 in.
•—
DEPTH BOTTOM OF BOREHOLE
97.0 ft
NOTES:
1. Survey Datum: site relative
2. na: not applicable I GEI Consultants Inc.

PROJECT Haywood County C&D Landfill MW-2
LOCATION Canton, NC PROJECT NO. 93086
CLIENT DSA BORING NO. MW-2
CONTRACTOR Bore and Core, Inc. DRILLER Jim Giordano ELEVATION 266050'
OBSERVED BY Mark Landis DATE 3/25/93 LOCATION SW highground
CHECKED BY DATE upslope of proposed
landfill
GROUND LENGTH OF CASING ABOVE GROUND SURFACE 3.4 ft
ELEVATION 2660.50 ft LENGTH OF RISER PIPE ABOVE GROUND SURFACE 2.90 ft
GENERALSOIL
CONDITIONS ' ( THICKNESS OF SURFACE SEAL —1.0 ft
(not to scale) // TYPE OF SURFACE SEAL (indicate any additional seals) Concrete
ITYPE OF SURFACE CASING Steel
ID OF SURFACE CASING 03' square
Residual Soil from
Micaceous Gneiss; DEPTH BOTTOM OF CASING 1.6 ft
Appearing as
Sandy Silt (MI /SM) ( ID and OD OF RISER PIPE 2.0/2.25 in.
TYPE OF RISER PIPE SCH. 40 PVC
�55 '
PWR --58' TYPE OF BACKPILL AROUND RISER PIPE Grout
ROCK: DEPTH TOP OF SEAL 62.0 ft
Micaceous Gneiss TYPE OF SEAL Bentonite Pellets
DEPTH BOTTOM OF SEAL 64.5 ft
�. — jt% •— DEPTH TOP OF PERVIOUS SECTION 70.0 ft
:• //
TYPE OF PERVIOUS SECTION PVC
— DESCRIBE OPENINGS 0.01 in.
ID and OD OF PERVIOUS SECTION 2.0/2.25 in.
' TYPE OF BACKFIIL AROUND PERVIOUS SECTION Filter Sand
; r —
fl
. DEPTH BOTTOM OF PERVIOUS SECTION 90.0 ft
DEPTH BOTTOM OF SAND COLUMN 90.0 ft
�l off+�i
DEPTH TOP OF SEAL na_
•-
,�f� � TYPE OF SEAL na
DEPTH BOTTOM OF SEAL na
TYPE OF BACKFTIL BELOW PERVIOUS SECTION na
! l
ff��f
•— DIAMETER OF BOREHOLE 4.5 in.
!'ffr'i DEPTH BOTTOM OF BOREHOLE 90.0 ft
NOTES:
1. Survey Datum: site relative
2. as: not applicable I GEI Consultants, Inc.

PROJECT Haywood County C&D Landfill MW-3
LOCATION Canton, NC PROJECT NO. 93086
CLIENT DSA BORING NO. MW-3
CONTRACTOR Bore and Core, Inc. DRILLER Jim Giordano ELEVATION 2556.56'
OBSERVED BY Mark Landis DATE 3/26/93 LOCATION down gradient
CHECKED BY DATE south of proposed
landfill
GROUND
ELEVATION 2556.56 ft
•—
•—
LENGTH OF CASING ABOVE GROUND SURFACE
LENGTH OF RISER PIPE ABOVE GROUND SURFACE
3.1 It
3.00 ft
GENERAL SOIL
CONDITIONS!�/'
..
�f
!�'
THICKNESS OF SURFACE SEAL
^-1.0 ft
Concrete
(not to scale)ril�i
•—
TYPE OF SURFACE SEAL (indicate any additional seals)
I TYPE OF SURFACE CASING
Steel
•—
ID OF SURFACE CASING
0.3' square
Residual Soil from
Micaceous Gneiss;
•—
DEPTH BOTTOM OF CASING
1.9 ft
Appearing as
Sandy Silt (MLJSM)
( ID and OD OF RISER PIPE
2.0/2.25 in.
TYPE OF RISER PIPE
SCH. 40 PVC
PWR •-2.5'
•—
TYPE OF BACKFIL L AROUND RISER PIPE
Grout
ROCK
DEPTH TOP OF SEAL
8.0 ft
Micaceous Gneiss
•—
TYPE OF SEAL
Bentonite Pellets
DEPTH BOTTOM OF SEAL
10.0 ft
— .;�i •—
DEPTH TOP OF PERVIOUS SECTION
12.0 ft
—
TYPE OF PERVIOUS SECTION
PVC
— •—
DESCRIBE OPENINGS
0.01 in.
•.''/ :
ID and OD OF PERVIOUS SECTION
2.0%2.25 In.
>'.! ' •—
TYPE OF BACKFILL AROUND PERVIOUS SECTION
Filter Sand
DEPTH BOTTOM OF PERVIOUS SECTION
22.0 ft
raj% i •—
,�j f
DEPTH BOTTOM OF SAND COLUMN
22.0 ft
DEPTH TOP OF SEAL
na
;,r.� rf •—
TYPE OF SEAL
na
DEPTH BOTTOM OF SEAL
na
l
TYPE OF BACKFELL BELOW PERVIOUS SECTION
na
%if •—
DIAMETER OF BOREHOLE
4S in.
f%/'� •—
DEPTH BOTTOM OF BOREHOLE
22.0 ft
NOTES:
1. Survey Datum: site relative
2. na: not applicable GEI Consultants Inc.

PROJECT Haywood County C&D Landfill
LOCATION Canton, NC
CLIENT DSA
CONTRACTOR Bore and Core, Inc. DRILLER Jim Giordano
OBSERVED BY Mark Landis DATE 3/26/93
CHECKED BY DATE
MW-4
PROJECT NO.
93086
BORING NO.
MW-4
ELEVATION
2553.46'
LOCATION
East downgradient
edge floodplain
GROUND
•—
LENGTH OF CASING ABOVE GROUND SURFACE
2.4 ft
ELEVATION 2553.46 ft
•—
LENGTH OF RISER PIPE ABOVE GROUND SURFACE
2.15 ft
GENERAL SOIL
CONDITIONS
l
THICKNESS OF SURFACE SEAL
^ 1.O ft
Concrete
(not to scale)
j/J
•—
TYPE OF SURFACE SEAL (indicate any additional seals)
I TYPE OF SURFACE CASING
Steel
•—
ID OF SURFACE CASING
0.3' square
•—
DEPTH BOTTOM OF CASING
2.6 ft
FILL
Micaceous
ID and OD OF RISER PIPE
2.0/2.25 in.
Sandy Silt (MUSH)
•—
TYPE OF RISER PIPE
SCH. 40 PVC
•-2.5'
Alluvium:
•—
TYPE OF BACKFI L AROUND RISER PIPE
Grout
Silty Sand (SM) -5.5'
DEPTH TOP OF SEAL
2.0 ft
•—
TYPE OF SEAL
Bentonite Pellets
Residual soil from
DEPTH BOTTOM OF SEAL
3.5 ft
Micaceous Gneiss;
Appears as
"/
?r •—
DEPTH TOP OF PERVIOUS SECTION
5.0 ft
Fine Sand w/silt (SM)
ii-
-
TYPE OF PERVIOUS SECTION
PVC
•—
DESCRIBE OPENINGS
0.01 in.
F
ID and OD OF PERVIOUS SECTION
2.0/2.25 in.
%'!
�',�,� •—
r
TYPE OF BACKFIIL AROUND PERVIOUS SECTION
Filter Sand
.f1i• —
� •—
DEPTH BOTTOM OF PERVIOUS SECTION
15.0 ft
%r%r.•i
i •—
DEPTH BOTTOM OF SAND COLUMN
15.0 ft
DEPTH TOP OF SEAL
na
•—
TYPE OF SEAL
na
DEPTH BOTTOM OF SEAL
na
•—
TYPE OF BACKFIL.L. BELOW PERVIOUS SECTION
na
r
',�
•—
DIAMETER OF BOREHOLE
9.5 in.
1
% •—
DEPTH BOTTOM OF BOREHOLE
15.0 ft
NOTES:
1. Survey Datum: site relative
2. na: not a -livable
GEI

Appendix C.
Laboratory Test Results
GEI Consultants, Inc. Project 93086

GRAIN SIZE DISTRIBUTION TEST REPORT
N ti w
O O
V al O O O O V O
N Q �D '^ N
100-TTI -I
I
90
I
I
80
70
I
z
LL
I
z 50
w
U
W 40
iQ
n
20
10
0
200 100 10.0 1.0 0.1 0.01 0.001
GRAIN SIZE - mm
+3"
% GRAVEL
% SAND
% FINES
j.0
7.3
57.6
35.1
I
i
PI
D85
D60
D50
D30
D15
310
Cc
Cu
?3
j 14
1.62
0.35
0.21
0.033
0.0032
MATERIAL DESCRIPTION
USCS
AASHTO
• Clayey sand
SC
Project No.: 93086
Remarks:
Project: Haywood Co. Landfill
Cut Section
• Location:
Sample from 7 - 12 ft.
Date: April 20, 1993
GRAIN SIZE DISTRIBUTION TEST REPORT
GEI CONSULTANTS. INC.. WINCHESTER. MA
Figure No.

PROCTOR TEST REPORT
115
110
105
U
I
I
Q
T
I
4J
�
4100
!
I
L
0
95
ZAV for
Sp.G.=
2.85
i
90
5 10 15 20 25 30 35
Water content, %
"Standard" Proctor, ASTM D 698. Method A
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL PI I % >
! No.4
% <
No.200
USCS
AASHTO
7-12'
SC
19.5 %
I
36 14
7.3 %
35.1 %
TEST RESULTS
MATERIAL DESCRIPTION
Optimum moisture = 14.8 %
Maximum dry density = 113.4 pcf
Clayey sand
Project No.: 93086
Project: Haywood Co. Landfill
Location: Cut Section
Date: 4-09-1993
Remarks:
Figure No.
PROCTOR TEST REPORT
GEI CONSULTANTS, INC.. WINCHESTER. MA

SUMMARY OF RESULTS OF FLEXIBLE WALL PERMEABILITY TEST
Project:
Haywood Co. C&D Landfill
By:
D. Aghjayan
Project No.:
93086
Date:
Apr. 14, 1993
Boring:
Cut Section
Checked:
G. Thomas
Sample:
7 to 12 ft.
Date:
April 22, 1993
Test No.:
Ki
Test Result
Permeability: 1.4 x 10-6 cm/sec
Soil:
Sample Type:
Batch specimen recompacted to 95% of material's
optimum dry density as determined per ASTM D698 Method A.
Description:
Clayey SAND (SC)
Initial Dry Density:
108.1 pcf
Initial water content:
17.5 %
Test Details:
Specimen Diameter:
7.289 cm Dry Density: 108.1 pcf
Specimen Height:
11.630 cm Water Content: 20.7 %
Specimen Area
41.73 cm2
Procedure:
ASTM D5084-90 Constant Head
Permeant:
4
Consolidation Stress:
0.5 ksc
B —Value:
0.96
Trial #
1
Gradient:
17.34
Permeability: (cm/sec)
1.39x10-6
10
9
8
7
Q
e) 6
3
° 5
L•.
ro
O 4
i"
3
2
1
0
0 50 100 150
Time (minutes)
® Influent + Effluent
Average Flow used for calculations
200
GEI Consultants, Inc. 22—Apr-93

•
GRAIN SIZE DISTRIBUTION TEST REPORT
N n w
.C-.
O O
O O O ^O
N Q N
to m ii%
i
100
90
80
70
Q
w
H 60
w
z 50
44
U
Cl
w 40
J V �
20
10
0
200 100 10.0 1.0 0.1 0.01 0.001
GRAIN SIZE - mm
+3"
% GRAVEL
% SAND
% FINES
0.0
0.6
52.0
47.4
I
LL I PI I D85
47 13 0.72
• Silty sand
D60
D50
I D30
D15
010
i Cc
Cu
0.14
0.09
1 0.016
0.0013
1 1.41
1 109.E
MATERIAL DESCRIPTION
Project No.: 93086
Project: Haywood Co. Landfill
• Location:
Date: April 20. 1993
GRAIN SIZE DISTRIBUTION TEST REPORT
GEI CONSULTANTS. INC.. WINCHESTER. MA
USCS AASHTO
SM
Remarks:
Boring MW-1
Sample No. 15-20'
Figure No

PROCTOR TEST REPORT
110
105
i
100
u
a
N
c DJ 5
j
I
�
I
i
L
90
ZAV for
Sp.G.=
2.85
85
10 15 20 25 30 35 40
Water content,
standard" Proctor, ASTM D 698. Method A
Elegy/ Classification
Depth i USCS AASHTO
Nat.
j Sp.G.
Moist.
ILL PI
;
% >
No.4
% <
No.200
15-20'SM
19.0 %
47 13
.6 %
47.4 %
TEST RESULTS
MATERIAL DESCRIPTION
Optimum moisture = 18.4 %
Maximum dry density = 107.3 pcf
Silty sand
Pro i oc t No.: 93086
Project: Haywood Co. Landfill
Location: MW-1
Date: 4-09-1993
Remarks:
Figure No.
PROCTOR TEST REPORT
GEI CONSULTANTS. INC.. WINCHESTER. MA

SUMMARY OF RESULTS OF FLEXIBLE WALL PERMEABILITY TEST
Project:
Haywood Co. C&D Landfill By: D. Aghjayan
Project No.:
93086 Date: Apr. 14, 1993
Boring:
MW-1 Checked: G. Thomas
Sample:
15 to 20 ft. Date: April 21, 1993
Test No.:
K1
Test Result
Permeability: 2.4x10-s cm/sec
Soil:
.Sample Type:
Batch specimen recompacted to 95 % of material's
maximum dry density as determined per ASTM D698 Method A.
Description:
Silty SAND (SM)
Initial Dry Density:
101.1 pcf
Initial water content:
20.4 %
Test Details:
Specimen Diameter:
7.300 cm Dry Density: 101.1 pcf
Specimen Height:
11.893 cm Water Content: 25.9 %
Specimen Area:
41.86 cm2
Procedure:
ASTM D5084-90 Constant Head
Permeant:
Tap Water
Consolidation Stress:
0.5 ksc
B-Value:
0.96
Trial #
1
Gradient:
11.15
Permeability: (cm/sec)
2.44x10-6
10
9
8
7
c�i 6
3
0 5
Fo 4
3
2
1
0
0 20
40 60 80 100 120 140
Time (minutes)
® Influent
Effluent
Average Flow used for calculations J
GEI Consultants, Inc. 22-Apr-93

•
GRAIN SIZE DISTRIBUTION TEST REPORT
v N CD O O O O z O
I \ \ \ N V ID N
10 (n fn .+ (n %
100
90 771 t�
80
70
Q_
LU
z
H 60
LL
z 50
w
U
rr
w 40
a
20
10 ti
0
200 100 10.0 1.0 0.1 0.01 0.001
GRAIN SIZE — mm
+3"
% GRAVEL
% SAND
% FINES
0.0
; 0.2
66.6
33.2
PI
D85
D60
D50
D30
D15
D10
Cc
Cu
•
26
2
0.25
0.151
0.12
1 0. 063
10.0065
10.0016
16.60
1 97.7
MATERIAL DESCRIPTION USCS
• Silty sand SM
Project No.: 93086 Remarks:
Project: Haywood Co. Landfill Boring MW-4
• Location:
Sample No. U2
Date: April 20, 1993
GRAIN SIZE DISTRIBUTION TEST REPORT
GEI CONSULTANTS, INC., WINCHESTER. MA Figure No.
AASHTO

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C7 r

GRAIN SIZE DISTRIBUTION TEST REPORT
w
G C C
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ID m C J w cn m 4 4 - 7. ; ! •
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90
80
70
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z 50
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GRAIN SIZE - mm
'/, +3 "
% GRAVEL
% SAND
% FINES
•
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63.8
21.1
LL
PI
D85
D60
D50
D30
D15
D10
Cc
Cu
6
33
7
4.79
0.66
0.38
0.141
0.0234
0.0037
8.22
179.9
MATERIAL DESCRIPTION
USCS
AASHTO
• Silty sand with gravel
SM
Project No.: 93086
Remarks:
Project: Haywood Co. Landfill
Boring B5
• Location:
Sample No. U3
Date: April 20. 1993
GRAIN SIZE DISTRIBUTION TEST REPORT
GEI CONSULTANTS. INC., WINCHESTER. MA
Figure No.

SUMMARY OF RESULTS OF FLEXIBLE WALL PERMEABILITY TEST
Project:
Haywood Co. C&D Landfill
By: D. Aghjayan
Project No.:
93086
Date: April 19, 1993
Boring:
B5
Checked: G. Thomas
Sample:
U3
Date: April 22, 1993
Test No.:
K1
Test Result
Permeability: 1.5 x 10-4
Soil:
Sample Type: Undisturbed tube sample.
Description: Silty SAND with Gravel (SM)
Specimen Diameter: 7.238 cm
Specimen Height: 12.072 cm
Specimen Area 41.15 cm2
Specimen Details:
cm/sec
Initial Dry Density:
Initial Water Content:
Final Water Content:
Test Details:
103.6 pcf
19.3 %
24.8 %
Procedure:
ASTM D5084-90 Consolidation Stress:
0.5 ksc
Falling head with rising tailwater
Back Pressure:
6.00 ksc
Permeant:
Tap Water
B—Value:
0.96
Trial #
1 2
3
4
Permeability: (cm/sec)
1.80x10-4 1.47x10-4
1.44x10-4
1.46x10-4
Initial Gradient:
5.55 5.72
5.80
5.96
Remarks
GEI Consultants, Inc. 22—Apr-93

•
GRAIN SIZE DISTRIBUTION TEST REPORT
O O
w .Ci ti\+ w v N m O O O O .�i O
1 \ \ \ Q IV Q 10 CM
t0 to N .+ .� cn ; t7 V. 7. %� ft % ~ %
100
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z 50
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w 40
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0 EiLl I I .-A
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GRAIN SIZE - mm
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% SAND
% FINES
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i
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D60
D50
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0.18
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C10 I Cc Cu
MATERIAL DESCRIPTION I USCS AASHTO
• Silty sand SM
Project No.: 93086
Project: Haywood Co. CAD Landfill
• Location:
Date: April 19. 1993
GRAIN SIZE DISTRIBUTION TEST REPORT
GEI CONSULTANTS. INC., WINCHESTER. MA
Remarks:
Boring B6
Sample No. U-1
Figure No.

SUMMARY OF RESULTS OF FLEXIBLE WALL PERMEABILITY TEST
Project:
Haywood Co. C&D Landfill
By: D. Aghjayan
Project No.:
93086
Date: April 19, 1993
Boring:
B6
Checked: G. Thomas
Sample:
U1
Date: April 22, 1993
Test No.:
K1
Test Result
Permeability: 1.2 x 10-4
Sample Type: Undisturbed tube sample.
Description: Silty SAND (SM)
Specimen Diameter: 7.276 cm
Specimen Height: 16.371 cm
Specimen Area 41.58 cm2
Soil:
Specimen Details:
cm/sec
Initial Dry Density:
Initial Water Content:
Final Water Content:
Test Details:
Procedure:
ASTM D5084-90 Consolidation Stress:
0.37 ksc
Falling head with rising tailwater
Back Pressure:
7.00 ksc
Permeant:
Tap Water
B—Value:
0.99
Trial #
1 2
3
4
Permeability: (cm/sec)
1.08x10-4 1.27x10-4
1.27x10-4
1.16x10-4
Initial Gradient:
6.17 6.96
6.96
7.33
Remarks
87.7 pcf
26.8 %
33.2 %
GEI Consultants, Inc. 22—Apr-93

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GEI Consultants, Inc. Project 93086

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