6301_MooreCounty_CDLF_PTODesignHydro_Cell6_FID1387663_20200106

GOLDER
REPORT
DESIGN HYDROGEOLOGIC - MOORE COUNTY C&D
LANDFILL FOR PROPOSED CELL 6 LATERAL
EXPANSION, PERMIT NO. 63-01
Volume 2 - Moore County Design Hydrogeologic Report and Monitoring Plans
Submitted to:
Ms. Jaclynne Drummond
Department of Environmental Quality
Division of Waste Management
Solid Waste Section
2090 US Highway 70
Swannanoa, NC 28778
[phone]
Submitted by:
Golder Associates NC, Inc.
5B Oak Branch Drive, Greensboro, North Carolina, USA 27407
[phone]
1895531
e i ')n-ln

December 2019
Distribution List
1895531
Chao, Ming-Tai, PE, Environmental Engineer, NC DEQ, Division of Waste Management, Solid Waste Section,
Permitting Branch, 1646 Mail Service Center, Raleigh, NC 27699-1646, [e-mail]
Drummond, Jaclynne, Hydrogeologist, NC DEQ, Division of Waste Management, Solid Waste Section, 2090 US
Highway 70, Swannanoa, NC 28778, [e-mail]
Gould, Randy, PE, Director, Moore County, Department of Public Works, 5227 US Highway 15, Carthage, NC
28327-1927, [e-mail]
Lambert, David, Solid Waste Director, Moore County, Department of Public Works, 5227 US Highway 15,
Carthage, NC 28327-1927, [e-mail]
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Table of Contents
1.0
INTRODUCTION.............................................................................................................................................1
2.0
SITE DESCRIPTION.......................................................................................................................................1
3.0
FIELD INVESTIGATION.................................................................................................................................1
3.1.1 Drilling Program..............................................................................................................................1
3.1.2 Soil Testing.....................................................................................................................................2
3.1.3 Hydrogeologic Testing....................................................................................................................3
4.0
REGIONAL AND LOCAL GEOLOGY............................................................................................................4
4.1 Regional Geology.................................................................................................................................4
4.2 Local Geology......................................................................................................................................4
4.2.1 Uppermost Aquifer..........................................................................................................................4
4.2.2 Aquitard...........................................................................................................................................5
4.2.3 Lower Aquifer..................................................................................................................................5
5.0
SITE HYDROGEOLOGY................................................................................................................................6
5.1 Hydrology and Discharge Features.....................................................................................................6
5.2 Groundwater Flow Regime..................................................................................................................6
5.2.1 Uppermost Aquifer — Hydrogeologic Unit.......................................................................................7
5.2.2 Lower Aquifer — Hydrogeologic Unit...............................................................................................7
5.2.3 Horizontal Gradient Calculations....................................................................................................7
5.2.4 Vertical Gradient Calculations.........................................................................................................8
6.0
VERTICAL SEPARATION, RECEPTOR AND MONITORING CRITERIA....................................................8
6.1 Relationship of Hydrogeology and the Proposed Cell 6 Waste Disposal Unit.....................................8
6.1.1 Vertical Separation from Bedrock...................................................................................................9
6.1.2 Vertical Separation from Seasonal High Groundwater Elevations.................................................9
6.2 Potential Groundwater Receptors........................................................................................................9
6.3 Ability to Effectively Monitor Groundwater.........................................................................................10
7.0
CONCLUSIONS............................................................................................................................................10
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8.0 REFERENCES..............................................................................................................................................10
TABLES
Table 1 Summary of Available Groundwater Monitoring Well, Landfill Gas Probe, and Piezometer
Construction Information
Table 2 Summary of Historical Groundwater Elevations for Monitoring Wells and Piezometers
Table 3 Summary of Laboratory Soils Test Results
Table 4 Summary of Aquifer Test Results
Table 5 Summary of Horizontal Gradients and Linear Flow Velocities
Table 6 Summary of Vertical Gradients
Table 7 Summary of Historical Precipitation Data — Whispering Pines and Jackson Springs, NC
Table 8 Estimated Seasonal High Groundwater Elevation Calculations
FIGURES
Figure 1 Geologic Map of Study Area
Figure 2 Monthly Precipitation (2009 — 2019) — Whispering Pines and Jackson Springs, NC
Figure 3 Groundwater Elevation Summary for Select Wells and Piezometers
DRAWINGS
Drawing DH-1 Cover Sheet
Drawing DH-2 Piezometer and Monitoring Well Location Map
Drawing DH-3 Groundwater Surface Contour Map — April 2, 2019
Drawing DH-4 Hydrogeologic Cross -Sections — Lines of Section with Proposed Base Grades
Drawing DH-5 Hydrogeologic Cross -Sections — A -A', B-B', C-C', and D-D'
Drawing DH-6 Seasonal High Groundwater Contour Map with Proposed Base Grades
Appendices
Appendix DH-A Boring Logs and Well Construction Diagrams and Well Development Forms
Appendix DH-B Surveys of Piezometer, Groundwater Monitoring Well, and Landfill Gas Probe Locations
Appendix DH-C Laboratory Test Results for Soil Samples
Appendix DH-D Single Well Aquifer (Slug) Test Results
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1.0 INTRODUCTION
In accordance with Title 15A of the North Carolina Administrative Code (NCAC) Subchapter 138.0538(b), Moore
County is submitting this Design Hydrogeologic Report for the proposed Cell 6 lateral expansion of the active
construction and demolition debris (C&D) landfill. The Moore County Landfill operates under NC Solid Waste
Permit (NC SWP) No. 63-01 issued by the North Carolina Department of Environmental Quality (NC DEQ). The
purpose of this report is to characterize the hydrogeologic conditions in and around the proposed Cell 6 waste
footprint and compliance boundary. The report will also provide the relationship of the site groundwater flow
regime to local and regional hydrogeologic features, with emphasis on the relationship of C&D landfill units to
potential groundwater receptors and groundwater discharge features.
2.0 SITE DESCRIPTION
The Moore County Landfill (the "facility" or the "site") is located in southwestern Moore County between the towns
of Pinehurst and Aberdeen within the jurisdiction of the City of Pinehurst, as shown on Drawing DH-1. The facility
is bound to the west by Horse Creek and to the north and south by unnamed tributaries of Horse Creek. A power -
line right-of-way transects the property and represents the eastern boundary of the closed municipal solid waste
(MSW) landfill. Topographic surface elevations at the facility range from approximately 460 feet above mean sea
level (AMSL) along the eastern portion of the closed MSW landfill to approximately 350 feet AMSL on the
southwestern side of the facility. The site is surrounded predominately by wooded, agricultural, or rural residential
properties.
The Moore County Landfill comprises approximately 314 acres and contains an active C&D landfill unit, a closed
unlined MSW landfill unit, and several land clearing and inert debris (LCID) landfill units. In conjunction with
Moore County, Republic Services of NC, LLC operates a solid waste transfer station located on the southwestern
portion of the property. The MSW landfill accepted waste from approximately 1968 to 1993 and was closed prior
to October 1993, with final closure approved in December 1996; the County expressed their intent to comply with
post -closure monitoring regulations in January 1997. The MSW area encompasses approximately 60 acres, 12 of
which have a clay cap. The County began transferring MSW waste in 1993. The County temporarily stockpiled
C&D waste from approximately 1993 to 1996, until the current C&D landfill was permitted and constructed (HDR,
2005).
3.0 FIELD INVESTIGATION
The field activities for this investigation were performed from May 2018 through May 2019. The initial fieldwork
consisted of the installation of three (3) piezometers, two (2) groundwater monitoring wells, and three (3)
replacement landfill gas probes. Following installation, each new piezometer, groundwater monitoring well, and
landfill gas probe were surveyed, and select groundwater monitoring wells and piezometers were developed.
Following development, aquifer testing was performed on selected monitoring wells and piezometers. Periodic
measurements of the groundwater surface were recorded from facility monitoring wells and piezometers to aid in
establishing seasonal high groundwater elevations. These activities are described in greater detail in the sections
below.
3.1.1 Drilling Program
As presented, three (3) piezometers (PZ-1, PZ-2 and PZ-3), two (2) groundwater monitoring wells (MW-17S/D
and MW-18), and three (3) landfill gas probes (GP-13R, GP-14R, and GP-15R) were installed in and around the
proposed Cell 6 footprint from May 30, 2018, to June 4, 2018. South Atlantic Environmental Drilling and
Construction Company (SAEDACCO) of Fort Mill, South Carolina, performed drilling and well installation
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activities. The drilling equipment consisted of a Diedrich D-50 drilling rig equipped with 4.25-inch inner diameter
(ID) hollow -stem augers. Continuous split -spoon samples were obtained for all of the boreholes. A licensed
Golder geologist provided drilling oversight, logged the boreholes, and supervised the piezometer and well
construction. An experienced Golder representative developed piezometers and monitoring wells selected for
aquifer testing. The boring logs, well and piezometer construction records, and well development forms for the
newly installed piezometers and monitoring wells are included in Appendix DH-A along with available boring logs
for existing wells and probes in and around Cell 6. The piezometer and monitoring well construction data are
summarized in Table 1 and the locations are provided on Drawing DH-2. Well and piezometer construction was
performed in accordance with the standards described in 5A NCAC 2C .0100 Well Construction Standards.
Piezometers PZ-1 and PZ-2, groundwater monitoring wells MW-17S and MW-18, and landfill gas probes
(GP-13R, GP-14R, and GP-15R) were installed in sand and range in depth from 10 feet to 22 feet below ground
surface (bgs) with screens lengths that range from 7 to 10 feet. Groundwater monitoring well MW-17D and
piezometer PZ-3 were installed in clay and range in depth from 34 to 48 feet bgs with screen lengths that range
from 5 to 10 feet respectively.
Piezometers and groundwater monitoring wells were constructed with 2-inch polyvinyl chloride (PVC) riser, 2-inch
PVC screen with 0.010-inch slot size, No. 2 filter sand as the filter pack, 3/8-inch bentonite chips as the filter pack
seal, and were grouted to the surface with a Portland cement and bentonite slurry. Lockable expansion caps
were installed on each casing and the groundwater and methane monitoring wells were covered by lockable steel
protective casings installed into 3 feet by 3 feet by 0.5-feet concrete aprons to protect their integrity.
Between July 30 and August 1, 2018, piezometers PZ-2 and PZ-3 and groundwater monitoring wells MW-17S/D
and MW-18, were developed with a submersible pump to remove accumulated sediments resulting from the
drilling and construction process, and to hydraulically connect the piezometers and wells with the surrounding
aquifer. PZ-3 and MW-18 were each purged dry during development. Approximately 17 to 165 gallons of water
were purged from the piezometers and groundwater wells during development.
Following installation, the newly installed piezometers, groundwater monitoring wells, and landfill gas probes,
were surveyed in July 2018 by Fleming Engineering, Inc. of Greensboro, North Carolina. Elevations and
horizontal locations were referenced to the NC State Plane North American Datum (NAD) 1983 coordinate system
in feet. The sealed well coordinates prepared by Fleming Engineering, Inc. are provided in Appendix DH-B.
A historical summary of the static groundwater elevations for all wells and piezometers is included in Table 2.
When possible, static water level measurements were collected at the time of drilling, approximately 24 hours
after construction, and on or about seven (7) days after construction. Water levels were periodically measured for
all pre-existing site groundwater monitoring wells and proposed Cell 6 investigation piezometers and groundwater
monitoring wells during additional site visits through April 2019.
3.1.2 Soil Testing
Soil samples were collected from each piezometer and monitoring well location during drilling activities. Standard
penetration tests were performed continuously for each boring using a 2-foot long split -spoon sampler. Soil
samples from the split -spoons were collected so that select samples could be reviewed at a later date or sent to a
soil testing laboratory. Undisturbed soil samples were collected using Shelby tubes at select boring locations to
be analyzed at a soil testing laboratory. Additionally, bulk samples were collected from drilling cuttings in
materials too dense for Shelby tube sampling at select boring locations. The bulk samples were also analyzed by
a soil testing laboratory.
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The soil samples collected during the field investigation were sent by courier to Golder Associates Inc.'s Soil
Testing Laboratory in Atlanta, Georgia. The soil samples analyzed by the soil testing laboratory included three (3)
Shelby Tubes [PZ-2 (collected at 6 feet bgs), PZ-3 (collected at 22 feet bgs), and PZ-3 (collected at 34 feet bgs)],
eight (8) split -spoon samples [PZ-1 (6 feet bgs), PZ-2 (4 feet bgs), PZ-3 (32 feet bgs and 46 feet bgs), MW-11 DR
(18 feet bgs), MW-17D (4 feet bgs and 22 feet bgs), and MW-18 (2 feet bgs)], and one (1) bulk sample [PZ-3 (4
feet bgs)]. Soil samples were tested by the laboratory for a combination of the following: gradation, Atterberg
limits, USCS classification, permeability, total porosity, total unit weight, and moisture content. The results of the
soil analysis are summarized in Table 3 and the laboratory report is provided as Appendix DH-C.
3.1.3 Hydrogeologic Testing
As presented, whenever possible the groundwater elevations of newly installed piezometers and groundwater
monitoring wells were measured at the time of well construction and approximately 24 hours and 7 days after well
construction. The groundwater elevations of existing groundwater monitoring wells and newly installed
piezometers and groundwater monitoring wells were measured periodically, the data are summarized in Table 2.
Depth -to -groundwater measurements were collected using an electric water level indicator which was
decontaminated between measurements with Alconox® and dionized water. When recording depth -to -
groundwater measurements the surveyed point on the top of the well casing was used as reference, and the
measurements were recorded to within 0.01 foot. The groundwater elevations recorded on April 2, 2019, were
used to construct a point -in -time groundwater surface contour map and to infer groundwater flow directions at the
site (Drawing DH-3).
Following rigorous development, aquifer tests (i.e., slug tests) were performed on piezometers PZ-1, PZ-2, and
PZ-3 and groundwater monitoring wells MW-17S, MW-17D, and MW-18. The purpose of the aquifer testing was
to assess the values of horizontal hydraulic conductivity at various hydrogeologic units present at the site. In -situ
rising- and falling -head slug tests were selected to accomplish this task due to the anticipated relatively low
groundwater yields noted during well installation and development.
Slug testing was conducted on September 11 - 12, 2018, by experienced Golder field staff. Prior to slug testing,
the piezometers and groundwater monitoring wells were opened and groundwater levels were allowed to
equilibrate. Water level measurements were then collected using an electronic water level indicator referenced to
a point on the top of casing. A pressure transducer was then lowered inside the well casing and placed
approximately 10 to 15 feet below the top of the water table. A PVC slug measuring five (5) feet in length was
then used to displace water inside the piezometers.
As presented, the first portion of the aquifer test was a falling -head test that measured the rate at which the water
level receded back to the static water level after the introduction of the PVC slug. The submersed pressure
transducer recorded water level data at logarithmic time intervals, seconds before the introduction of the PVC
slug, to whenever the water level returned to its equilibrated level (usually several minutes to hours later). Data
from the pressure transducer was verified with hand-held water level measurements during the first few minutes
of the test. Whenever possible, the falling -head tests were terminated after water levels had recovered to within
at least 99% of their pre -test level. Following the completion of the falling -head test, a rising -head test was
performed. The rising -head test was performed with the same methodology as the falling -head test with the
exception that the PVC slug was removed simultaneously with the start of the test and the pressure transducer
measure the time it took for the water level to recover to the equilibrated level.
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In -situ rising- and falling -head slug tests provided a quantitative estimate of horizontal hydraulic conductivity and a
qualitative estimate of aquifer anisotropy in water -bearing units. The slug test data were analyzed using the
Hvorslev (1951) and the Bouwer and Rice (1976 and 1989) equation, which is applicable to fully or partially
penetrating wells in unconfined or confined aquifers. Piezometer specific aquifer thicknesses of 9.79 to 15.08 feet
were assumed for the sand hydrogeologic unit based upon information available from the boring logs. Aquifer
thicknesses of 22 feet were assumed for the clay hydrogeologic unit. A Computer software AQTESOLV,
produced by HydroSOLVE, Inc., was utilized to assist in the analysis and plotting of data. The individual data
points and computer plots of time versus groundwater displacement are presented in Appendix DH-D. A
summary of aquifer testing performed at the site is included in Table 4. The geometric mean for hydraulic
conductivity values of the uppermost aquifer is 1.60x10-3 centimeters per second (cm/sec) and the hydraulic
conductivity for the lower aquifer is 3.21xl0-7 cm/sec (Table 4).
4.0 REGIONAL AND LOCAL GEOLOGY
The following sections describes the geology in the region of the landfill and site -specific geological conditions
that may affect the performance of engineered features upon the land surface in the proposed Cell 6 area, the
groundwater flow regime, and the ability to effectively monitor water quality at the site.
4.1 Regional Geology
The facility is located in the inner Coastal Plain Physiographic Province of North Carolina. The geologic units of
this region are relatively young, dating from the Cretaceous Period to the Tertiary Period. Based on the geologic
map of North Carolina created by the North Carolina Geologic Survey (NCGS), the site is underlain by sands,
silts, and clays of the Middendorf Formation, which generally consist of intercalated, lenticular, thick -bedded, light-
colored sands and clays (mudstones) with local concentrations of clay-clast conglomerates (Figure 1) (NCGS,
1985 and Sohl, Norman, and James, 1991).
4.2 Local Geology
During the field activities associated with this Design Hydrogeologic Report, borings at the facility describe the
subsurface mainly as silty sand (SM), poorly -sorted sand (SP), and well -sorted sand (SW) inter bedded with
discontinuous silt (ML) and clay (CL or CH) lenses as defined by the Unified Soil Classification System (USCS).
The discontinuous silt and clay lenses varied in thickness form one inch to several feet in facility borings.
Three (3) hydrogeologic units were identified during the field investigation portion of the Design Hydrogeologic
Report. The three (3) hydrogeologic units consisted of an uppermost aquifer located in the shallow sand and silty
sand zones, an aquitard (or confining unit) which consisted of clay and underlays the uppermost aquifer, and a
lower aquifer beneath the aquitard (or confining unit) which consisted mostly of clay with zones of sand. Four (4)
hydrogeologic cross -sections were created within the proposed Cell 6 area showing the layers described above.
The hydrogeologic cross -sections are oriented as shown on Drawing DH-4. The hydrogeologic cross -sections
presented on Drawing DH-5 were developed using the borings logs presented in Appendix DH-A and well
construction data summarized on Table 1. Each hydrogeologic unit is described in more detail in the sections
below.
4.2.1 Uppermost Aquifer
Based on the available historic boring logs as well as the results from the Design Hydrogeologic Report field
investigation, the uppermost aquifer is continuous across the proposed Cell 6 area. The saturated thickness of
the uppermost aquifer unit in the Cell 6 area ranges from approximately 9.79 to 15.08 feet. The average
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thickness of the unit is approximately 22 feet. The uppermost aquifer at the facility is unconfined and water levels
obtained from piezometers and groundwater monitoring wells screened in the uppermost aquifer represent the
surficial groundwater surface.
As presented, the uppermost aquifer primarily consists of poorly graded fine sand or silty sand based on field
descriptions and laboratory analyses utilizing the USCS classification system. Six (6) soil samples were collected
from the uppermost aquifer (in or immediately adjacent to the proposed Cell 6 footprint and were analyzed by a
soil testing laboratory during this investigation. The soil testing results are summarized on Table 3 and included in
Appendix DH-C. Effective porosity calculations were performed utilizing the soil testing results and the textural
classification triangle (Johnson, 1967). Effective porosities of the uppermost aquifer samples ranged from 15 to
20 percent with a geometric mean of 17 percent. Laboratory derived permeability for the uppermost aquifer
media ranged from 5.30x10-6 to 8.20x10-3 cm/sec.
As presented, aquifer tests were performed on four (4) piezometers or groundwater monitoring wells (PZ-1, PZ-2,
MW-17S, and MW-18) screened in the uppermost aquifer within or immediately adjacent to the Cell 6 footprint.
The hydraulic conductivities derived from the aquifer testing performed on piezometers and groundwater
monitoring wells screened within the uppermost aquifer ranged from 8.47xl0-4 to 3.37xl0-3 cm/sec with a
geometric mean of 3.19x10-3 cm/sec as depicted in Table 4 and Appendix DH-D.
Groundwater within the uppermost aquifer hydrogeologic unit in and around the proposed Cell 6 footprint is
expected to be stored and transmitted in pore spaces, and the material can be reasonably described as
hydraulically isotropic. The uppermost hydrogeologic unit is considered to represent the primary hydrogeologic
unit for the area in and around the proposed disposal area.
4.2.2 Aquitard
Based on field observations summarized in the soil boring logs from previous and current investigations, an
aquitard underlies the uppermost aquifer and ranges in thickness from 4 to 9 feet in and across the proposed Cell
6 footprint. Based on available information, the aquitard (or confining layer) appears to be continuous across the
site with an average thickness of approximately 6.5 feet.
One (1) Shelby tube and one (1) split -spoon samples were analyzed from soil borings advanced within or in close
proximity to the proposed Cell 6 footprint during the Design Hydrogeologic Investigation. The soil testing results
are summarized on Table 3 and included in Appendix DH-C. The laboratory soil classification of the sample
collected from the aquitard are sand and silty clay.
The aquitard hydrogeologic unit in and around the proposed Cell 6 footprint is expected to hydraulically separate
the uppermost aquifer and the lower -most aquifer and can generally be described as hydraulically less
permeable. The aquitard unit is considered to represent an important hydrogeologic unit for the proposed Cell 6
footprint as it provides a less -permeable barrier between the uppermost aquifer and the lower aquifer.
4.2.3 Lower Aquifer
Based on field observations from previous and current investigations, the lower aquifer underlies the aquitard and
appears to be continuous across the proposed Cell 6 footprint. Due to the properties of the overlying aquitard, the
lower aquifer is likely confined or semi -confined. One (1) piezometer and one (1) groundwater monitoring well
were installed with screened intervals in the lower aquifer within or immediately adjacent to the proposed Cell 6
footprint. Boring PZ-3 penetrated the lower extent of the lower aquifer at 46 feet bgs.
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Two (2) Shelby tubes and one (2) bag samples were collected from the lower aquifer located within or
immediately adjacent to the proposed Cell 6 footprint during the current investigation. As presented, the soil test
results are summarized on Table 3 and included in Appendix DH-C. Field and laboratory soil classifications of the
soil samples collected form the lower aquifer identified the sediment in the lower aquifer as a clayey sand.
As presented, an aquifer test was performed on piezometer PZ-3, which is screened in the lower aquifer within or
immediately adjacent to the Cell 6 footprint. The hydraulic conductivity derived from the aquifer testing is
3.21x10-7 cm/sec as depicted in Table 4 and Appendix DH-D.
Groundwater within the lower aquifer hydrogeologic unit in and around the proposed Cell 6 footprint is expected to
be stored and transmitted in pore space potentially via a preferred pathway (i.e., a sand seam, etc.). The lower
aquifer is more dynamic and complex than the uppermost aquifer and should be described as anisotropic. The
lower hydrogeologic unit is considered to represent a secondary hydrogeologic unit for the area in and around the
proposed disposal area. The aquitard and lower hydrogeologic units will not be disturbed during the construction
of the proposed Cell 6.
5.0 SITE HYDROGEOLOGY
As presented, the uppermost groundwater beneath the facility is present in a shallow, unconfined aquifer
comprised of sands mixed with thin clay seams. The uppermost aquifer at the site is approximately 22 feet thick
and underlain by a clay confining layer. Groundwater occurs at depths varying from approximately 5 to 35 feet
below ground surface across the entire site. The following sections describe the hydrologic and hydrogeologic
conditions of the site.
5.1 Hydrology and Discharge Features
Surface water and groundwater at the site generally flows to the west and southwest toward Horse Creek, which
is located along the western property boundary. Limited surface water and groundwater flows to the north and
south to unnamed tributaries of Horse Creek located along the northern and southern property boundaries.
Groundwater beneath the site flows in two distinguishable and vertically disconnected hydrogeologic units (i.e.,
the unconfined uppermost aquifer predominantly made up of sands and the confined or semi -confined lower
aquifer characterized by sand or silty sand seams within thicker clay layers), each separated by a less permeable
aquitard unit.
Groundwater Flow Regime
As presented, there are three (3) distinct hydrogeologic units present at the site the upper -most aquifer (i.e., a
shallow aquifer), an aquitard (or semi -confining unit) that separates the upper -most and the lower aquifer, and the
lower aquifer (i.e., deep aquifer). The point -in -time potentiometric groundwater surface based on water level
measurements taken on April 2, 2019, is shown on Drawing DH-3 and the historical groundwater surface
elevations are summarized in Table 2. Groundwater flow arrows on Drawing DH-3 and site -specific data were
used to determine groundwater flow velocities. Four (4) hydrogeologic cross -sections are provided to illustrate
the vertical component of groundwater flow on Drawing DH-5. Groundwater in both hydrogeologic units beneath
the proposed Cell 6 waste unit generally flow to the west and southwest toward Horse Creek, which is located
along the western property boundary.
Based on site -specific hydrogeologic characteristics, groundwater is expected to move laterally more than
vertically, thus limiting the amount of aquifer recharge occurring in the lower aquifer unit in and around the
proposed Cell 6 footprint.
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5.2.1 Uppermost Aquifer — Hydrogeologic Unit
The sediments that comprise the uppermost aquifer are expected to allow horizontal and vertical groundwater
flow through the granular pore space. Groundwater flow in this unit is expected to be perpendicular to the
potentiometric surface contours developed from the available groundwater elevation data obtained from the new
and existing piezometers and groundwater monitoring wells at the site. Local variations in soil type (i.e., high clay
or silt composition) may create irregular flow paths; however, the subsurface conditions in the unconfined
uppermost aquifer are generally considered isotropic. The groundwater elevations recorded throughout this field
investigation support what is to be expected that groundwater flow generally mimics the site topography.
Groundwater recharge in the uppermost aquifer is expected to occur across the site, but particularly in the
generally higher elevations on the eastern portion of the site and in the lower areas on the western portions of the
site.
It n Lower Aquifer — Hydrogeologic Unit
The sediments that comprise the lower aquifer are expected to allow horizontal groundwater flow through the
granular pore space. Vertical groundwater flow in this unit is likely limited to preferential pathways as dense clay
layers likely impede the vertical migration of groundwater. Likewise, horizontal groundwater flow in the lower
aquifer occurs through sand or silty sand layers interbedded amongst the less pervious clay layers. As presented,
the uppermost aquifer is separated from the lower aquifer by an aquitard which appears to be continuous across
the Cell 6 footprint. Groundwater flow in the lower aquifer is still expected to generally mimic the site topography.
Groundwater recharge into the lower aquifer is expected to occur relatively slowly in preferred areas where the
aquitard is not as thick. No preferential recharge paths were identified during the site investigation.
5.2.3 Horizontal Gradient Calculations
Horizontal hydraulic gradients for the proposed Cell 6 area were calculated using gradient segments from the
April 2, 2019, groundwater surface contours shown on Drawing DH-3. The groundwater surface contours on
Drawing DH-3 represent the groundwater surface of the uppermost aquifer.
Hydraulic conductivity estimates were obtained from single well aquifer tests (i.e., slug tests), which are
summarized on Table 4. Hydraulic conductivity values generated by slug test recovery data on individual wells
are considered to be higher than actual conductivities for site -scale movement of groundwater. Curves generated
during the analysis of slug test recovery data are typically impacted by near -field, or skin effects, and are
reflective, in part, of the properties of the well screen filter pack judged to have greater hydraulic conductivity than
the surrounding in -situ soils. The hydraulic conductivities for uppermost aquifer range from 8.47xl0-4 to 3.37xl0-3
cm/sec with a geometric mean of 1.60xl0-3 cm/sec. The hydraulic conductivity value for the lower aquifer is
3.21x10-7 cm/sec.
The average horizontal gradients for gradient calculation segments along with the geometric mean for available
hydraulic conductivity values were used to estimate linear groundwater flow velocities. Average linear
groundwater flow velocities were computed using the following modified Darcy equation:
V = Ki/ne
where V = average linear velocity (feet per day), K = hydraulic conductivity (ft/day), i = horizontal hydraulic
gradient, and ne = effective porosity. Effective porosity values were calculated for the uppermost aquifer, as
described in section 4.2.1 and shown on Table 5.
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As presented, horizontal gradients for the proposed Cell 6 footprint are presented in Table 5. The calculated
horizontal gradients from the groundwater flow segments on Drawing DH-3 range from approximately 0.015 to
0.024 feet per feet. Groundwater velocities were calculated using a hydraulic conductivity of 1.60xl0-3 cm/sec,
which is the geometric mean of the hydraulic conductivities for each of the uppermost aquifer hydrogeologic unit.
An effective porosity of 17 percent was used in the calculations, which is the estimated effective porosity of the
uppermost aquifer. Based on these assumptions, the calculated linear groundwater velocities are approximately
144 to 230 feet per year.
The average linear groundwater flow velocity was calculated assuming that the majority of groundwater occurs in
the uppermost aquifer hydrogeologic unit, as the observed site conditions indicate. Actual groundwater flow
velocities within the uppermost aquifer may be variable and may or may not be similar to the calculated values.
5.2.4 Vertical Gradient Calculations
Three nested groundwater monitoring well pairs (MW-13S/D, MW-16S/D, and MW-17S/D) were utilized for
purpose of measuring a vertical hydraulic gradient. Well pair MW-13S/D is located cross gradient of the C&D
waste unit near a drainage feature at the site. Well pair MW-16S/D is located within the footprint of proposed
Cell 6. The groundwater monitoring well pair MW-17S/D is located downgradient of proposed Cell 6 footprint on a
relatively steep slope above the west property boundary.
Calculations were performed using an electronic water level meter to measure on the depth to groundwater on
three different dates. Vertical gradients were calculated using the vertical distance between the screen midpoints
of the pairs. If the water table intersected the well screen, the screen midpoint for the shallow well was based on
the portion of the screen that was below the water table for each given date. Vertical gradients calculated for
MW-13S/D indicate a moderate downward gradient and therefore suggest that groundwater recharge is taking
place in this area. The vertical gradients calculated for MW-16S/D indicate an upward gradient in June 2018, but
a weak downward gradient on September 2018, November 2018, and April 2019; variability could be a result of
the relatively flat location of these wells. The vertical gradients for MW-17S/D indicate a strong to weak
downward gradient therefore suggests seasonal groundwater recharge is occurring in this area. A summary of
vertical gradient data is presented in Table 6. Hydrogeologic cross -sections are provided to illustrate the vertical
component of groundwater flow as shown on Drawing DH-5.
6.0 VERTICAL SEPARATION, RECEPTOR AND MONITORING CRITERIA
The following sections discuss the vertical separation, receptor and monitoring criteria for the proposed Cell 6
C&D waste unit.
6.1 Relationship of Hydrogeology and the Proposed Cell 6 Waste
Disposal Unit
A sufficient number of piezometers and monitoring wells have been installed in and around the proposed Cell 6
footprint and soil samples have been collected and evaluated to adequately characterize the hydrogeology of the
area. The hydrogeologic characteristics of the site are typical of the Coastal Plain and no conditions were
encountered that will require unusual monitoring requirements.
GOLDER 8

December 2019 1895531
6.1.1 Vertical Separation from Bedrock
As the site is located in the Coastal Plain physiographic province bedrock was not expected to be encountered
and it was not encountered during the Design Hydrogeologic Investigation of the proposed Cell 6 area. Bedrock
will not be a limiting factor in the design of the proposed Cell 6 waste disposal unit.
6.1.2 Vertical Separation from Seasonal High Groundwater Elevations
The seasonal high groundwater elevations for the Cell 6 footprint were estimated using the recorded historical
groundwater elevations of existing site monitoring wells with an emphasis on the last 10 years of groundwater
elevation data. The historical data were combined with the recent groundwater elevations recorded from the
newly installed piezometers and groundwater monitoring wells associated with the proposed Cell 6 lateral
expansion. As expected, historically there has been limited variability in the potentiometric surface or
groundwater contours at the site because the site is bound hydraulically by Horse Creek and several tributaries
that transect the site.
As presented, the seasonal high groundwater calculations were based on historical groundwater elevations
available from the site wells and piezometers over the last 10 years (Table 2). The historical groundwater
elevation data were examined and evaluated with respect to the average precipitation for Moore County, North
Carolina (Whispering Pines & Jackson Springs, NC), for the same time period (Table 7). A graphical
representation of the precipitation data since 1991 is shown on Figure 2. A comparison of the precipitation data
on Figure 2 with the groundwater elevation data on Figure 3 shows that periods of greater precipitation typically
result in minimal fluctuations of groundwater elevations. The average precipitation for 2018 - 2019 is above the
long-term average for Moore County, based on data from 1991-2019, as shown on Table 7. Every month since
May 2018 when the new piezometers and monitoring wells were installed, has been above each month's
historical average except for May and March 2019, which were slightly below the average.
Upon evaluation of the data, it was established that the average difference in the maximum groundwater elevation
and the mean groundwater elevation over the last 10 years in the piezometers and groundwater monitoring wells
within or near the proposed Cell 6 footprint was approximately two (2) feet. Therefore, two (2) feet was added to
the mean groundwater elevation from the last ten (10) years for each monitored location. The result of this
addition was then rounded to the nearest half (0.5) foot. If the resulting groundwater elevation was greater than
the maximum recorded groundwater elevation for the last ten (10) years, the estimated groundwater elevation
was used as the estimated seasonal high. If the resulting groundwater elevation was less than the maximum
recorded groundwater elevation, the maximum recorded groundwater elevation was rounded to the nearest half
(0.5) foot and used as the estimated seasonal high groundwater elevation as shown on Table 8.
The seasonal high groundwater elevations were then contoured and included as Drawing DH-6. Proposed cell
base grades are at least four (4) feet above the estimated seasonal high groundwater elevations, as seen on
Drawing DH-6 and in the hydrogeologic cross -sections on Drawing DH-5.
6.2 Potential Groundwater Receptors
One occupied house exists upgradient/sidegradient of the facility boundary. The house has an associated water
well that is currently in use (identified as PW-1 on Drawing DH-2). Based on a desktop study (i.e., a review of
available aerial photography and an information request from Moore County Public Utilities Department), there
appear to be no potential receptors immediately downgradient (i.e., no private or public water supply wells were
identified within 500 feet) of the proposed Cell 6 footprint. Horse Creek is immediately downgradient of the landfill
and is likely a groundwater divide. The land on western side of Horse Creek is mostly undeveloped.
4 GOLDER

December2019 1895531
During a review of the public records supplied by Moore County, ten (10) properties (excluding the Blake property
that includes PW-1) were identified north (i.e., upgradient/sidegradient) of the landfill property which are believed
to be supplied by private water supply wells. It is unclear based on records review if these wells are still active. In
addition, two (2) properties were identified south (i.e., sidegradient/downgradient) of the landfill property which are
believed to be supplied by private water supply wells. Surface water features separate the landfill from each of
these potential receptors, which significantly reduces the potential to impact off -site wells from landfill activities.
The exact locations of these private water supply wells were not verified by Golder during this investigation,
although based on aerial photography, they appear to be greater than 1000 feet from the Cell 6 expansion area.
No public water supply wells were identified downgradient of the landfill. Three (3) public water supply wells were
identified approximately between 1 and 1.5 miles east (i.e., upgradient) of the proposed landfill expansion.
A subdivision consisting of several residential homes is located east (upgradient) of the site. To our knowledge,
each residence is supplied water from the City of Aberdeen. Based on the groundwater flow paths on Drawing
DH-3, it is not anticipated that groundwater would flow from the C&D landfill towards the subdivision.
6.3 Ability to Effectively Monitor Groundwater
No significant sources of potential contamination were identified in the immediate vicinity of the landfill during the
current investigation aside from the MSW landfill. Groundwater downgradient of the existing and proposed
disposal areas will be monitored by the well network described in the Water Quality Monitoring Plan included in
Volume 2 of the Permit Amendment under the heading Monitoring Plans.
With the exception of the upgradient MSW landfill, no physical or hydrogeologic conditions have been identified
that effect the monitorability of the proposed Cell 6 waste unit. Challenges with monitorability of C&D landfill have
been addressed in the proposed changes to the Water Quality Monitoring Plan with respect to the upgradient
MSW landfill. The discharge feature along the western facility boundary serves as an effective groundwater flow
boundary, as do the drainage features north and south of the proposed Cell 6 footprint. Surface water monitoring
points are included in the current and proposed monitoring program, as well as additional groundwater monitoring
points to detect a potential release from the waste unit.
7.0 CONCLUSIONS
The purpose of this Design Hydrogeologic Report is to present the assessment of geologic and hydrogeologic
characteristics of the proposed Cell 6 footprint. Furthermore, the report must present data in support or non-
support of the proposed Cell 6 lateral expansion and its use for C&D waste management activities. This report
presents the current understanding of the groundwater flow regime and the relationship of the solid waste
management unit to potential groundwater receptors and groundwater discharge features.
The geologic and hydrogeologic data indicate that the site is located within typical NC coastal plain terrane.
Depths to groundwater are well-defined within and immediately surrounding the Cell 6 footprint and across the
site. The hydrogeologic conditions are well-defined and the report demonstrates that the waste unit can be
effectively monitored for potential releases.
8.0 REFERENCES
Bouwer, H. and Rice, R.C., June 1976, A slug test for determining hydraulic conductivity of unconfined aquifers
with completely or partially penetrating wells; Water Resources Research, American Geophysical Union, pp. 423-
428.
4 GOLDER 10

December2019
1895531
Bouwer, H., 1989, The Bouwer and Rice slug test -an update; Ground Water, vol. 27, No. 3, May -June, pp. 304 -
309.
Fetter, C.W., 1988. Applied Hydrogeology (Second Edition), Merrill Publishing Company, Columbus, O.H.
Freeze, R.A. and Cherry, J.A. 1976. Groundwater, Prentice -Hall, Englewood Cliffs, N.J.
Heath, R.C., 1982, Basic Ground -Water Hydrology. Water Supply Paper 2220. U.S. Geological Survey, Federal
Center, Box 25425, Denver, Colorado.
HDR Engineering, Inc. of the Carolinas (HDR), Assessment of Corrective Measures Report, Moore County
Landfill, NC SWP# 63-01, Submitted to NC DENR: July 29, 2005.
Johnson, A.I., Specific Yield — Compilation of Specific Yields for Various Materials: U.S. Geological Survey Water
Supply Paper 1662-D.
North Carolina Geological Survey, 1985, State Geological Map. North Carolina Department of Environment,
Health, and Natural Resources — Division of Land Resources, North Carolina Geological Survey.
Schulz, E.F., 1989, Problems in Applied Hydrogeology: Water Resources Publications, p. 190.
Sohl, Norman F. and James P. Owens, 1991, Cretaceous Stratigraphy of the Carolinas Coastal Plain. The
Geology of the Carolinas, pages 191-220.
4 GOLDER 11

December2019 1895531
Signature Page
Sincerely,
Golder Associates NC, Inc.
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Ben amin S. Draper, PG, PMP
Senior Project Hydrogeo/ogist
RPK/BSD/mjf:
Rachel P. Kirkman, PG
Associate and Senior Consu/tnt
Engineering Lic. No. C-2862/Geology Lic. No. C-399
Golder Associates NC, Inc. is a licensed user of the Golder trademark, and an associated operating entity.
Golder and the G logo are trademarks of Golder Associates Corporation.
gAprojects\moore county\_current engineedng\2018 permit amendment (env)\design hydrogeologic repor6draft\_client draft - november 14, 2019\_2019-11-14 draft design hydro report.dou
GOLDER 12

TABLES

December 2019
Project No. 1895531
TABLE 1
Summary of Available Groundwater Monitoring Well, Landfill Gas Probe, and Piezometer Construction Information
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Well Identification
Construction
Date
Coordinates
Ground Surface
Elevation
(ft AMSL)
Measuring Point
Elevation
(ft AMSL)
Total Well
Depth
(feet)
Well Depth
Elevation (ft
AMSL)
Well
Diameter
(inches)
Screened
Interval
(ft bgs)
Screened
Interval
(ft AMSL)
Geology of Screened Interval
Well Status
Associated Waste Unit
Northing
Easting
MW-1
06/05/87
508605.64
1854636.41
390.70
392.87
20
370.70
2
6.97 - 17.07
383.73 - 373.63
Sand
Groundwater Monitoring Well (Active)
MSW Landfill
MW-2
06/06/87
508508.07
1853819.73
373.39
375.50
20
353.39
2
7.52 - 17.77
365.87 - 355.62
Sand
Groundwater Monitoring Well (Active)
MSW Landfill
MW-3
06/06/87
508781.79
1852845.34
362.00
363.82
16.5
345.50
2
5.75 - 15.88
356.25 - 346.12
Sand and Silty Clay
Groundwater Monitoring Well (Active)
MSW Landfill
MW-4
06/06/87
509793.80
1853641.22
363.40
366.19
15
348.40
2
4.28 - 14.09
359.12 - 349.31
Sand and Silty Clay
Groundwater Monitoring Well (Active)
C&D Landfill
MW-5
06/06/87
510970.55
1853091.84
384.06
386.61
20
364.06
2
6.96 - 17.21
377.10 - 366.85
Sand and Clayey Sand
Groundwater Monitoring Well (Active)
Upgradient (MSW and C&D Landfills)
MW-6
03/06/95
510385.96
1853881.79
403.50
405.86
20
383.50
2
5.00 - 20.00
398.50 - 383.50
Sand to Silty Sand
Groundwater Monitoring Well (Active)
MSW Landfill
MW-7
03/06/95
509783.24
1853820.43
399.20
402.01
20
379.20
2
4.00 - 19.00
395.20 - 380.20
Sand, Silt, Silty Sand, Clay
Groundwater Monitoring Well (Active)
MSW Landfill
MW-8
03/06/95
509384.99
1853844.10
395.20
397.85
20
375.20
2
5.00 - 20.00
390.20 - 375.20
Sand, Silt, Silty Sand, Clay
Groundwater Monitoring Well (Active)
MSW Landfill
MW-9
03/06/95
508964.80
1854268.28
403.70
406.06
30
373.70
2
15.00 - 30.00
388.70 - 373.70
Silty Sand
Groundwater Monitoring Well (Active)
MSW Landfill
MW-11 S
09/16/96
510361.58
1852939.03
380.36
382.34
20
360.36
2
5.00 - 20.00
375.36 - 360.36
Sand to Silty Sand
Groundwater Monitoring Well (Proposed Abandonment)
C&D Landfill
MWA 1 D
09/16/96
510342.65
1852938.03
380.03
383.05
40
340.03
2
30.00 - 40.00
350.03 - 340.03
Silty Sand
Groundwater Monitoring Well (Proposed Abandonment)
C&D Landfill
MW-11SR
06/01/18
510452.38
1852905.36
383.41
386.13
28
355.41
2
18.00 - 28.00
358.13 - 368.13
Clayey Sand
Groundwater Monitoring Well (Active)
C&D Landfill
MW-11 DR
05/31/18
510453.00
1852911.56
383.41
386.36
44
339.41
2
34.00 - 44.00
342.36 - 332.36
Sand
Groundwater Monitoring Well (Active)
C&D Landfill
MW-13S
09/18/96
509580.75
1853131.47
386.35
388.88
20
366.35
2
5.00 - 20.00
381.35-366.35
Sand to Silty Sand
Groundwater Monitoring Well (Proposed Replacement & Abandonment)
C&D Landfill
MW-13D
09/18/96
509568.07
1853130.65
385.65
388.04
40
345.65
2
30.00 - 40.00
355.65 - 345.65
Sand to Silty Sand
Groundwater Monitoring Well (Proposed Replacement & Abandonment)
C&D Landfill
MW-14
09/16/96
510056.32
1853641.99
397.88
400.58
20
377.88
2
5.00 - 20.00
392.88 - 377.88
Sand to Silty Sand
Groundwater Monitoring Well (Active)
Upgradient (C&D Landfill)
MW-15
09/19/96
510597.22
1854401.13
429.31
431.10
35
394.31
2
20.00 - 35.00
409.31 - 394.31
Sand to Silty Sand
Converted to LF Gas Probe (Proposed Rename to GP-18)
MSW Landfill
MW-15R
05/29/18
510589.03
1854391.51
428.81
431.48
47
381.81
2
37.00 - 47.00
384.48 - 374.48
Sand
Groundwater Monitoring Well (Active)
MSW Landfill
MW-16S
04/17/03
509789.42
1852386.76
384.00
386.00
24
360.00
2
14.00 - 24.00
370.00 - 360.00
Sand to Silty Sand
Decommissioned & Abandoned
C&D Landfill
MW-16D
04/17/03
509778.32
1852396.77
384.10
386.10
44
340.10
2
34.00 - 44.00
350.00-340.00
Clay
Decommissioned & Abandoned
C&D Landfill
MW-17S
06/04/18
509704.03
1852096.70
371.45
374.16
18
353.45
2
8.00 - 18.00
363.45 - 353.45
Sand
Groundwater Monitoring Well (Active)
C&D Landfill
MW-17D
06/01/18
509693.71
1852101.52
372.05
374.56
34
338.05
2
29.00 - 34.00
343.05 - 338.05
Clay/Sandy-Clay
Groundwater Monitoring Well (Active)
C&D Landfill
MW-18
06/04/18
509369.85
1852249.28
365.35
368.50
13
352.35
2
5.00 - 13.00
360.35 - 352.35
Gravelly Sand, Sand, Sandy Clay
Groundwater Monitoring Well (Proposed)
C&D Landfill
GP-9
03/31/00
509188.11
1856253.03
--
--
3
--
1
2.00 - 3.00
Sand
LF Gas Probe (Abandoned)
MSW Landfill
GP-10
03/31/00
509185.53
1855631.75
12
1
2.00 - 12.00
Sand
LF Gas Probe (Abandoned)
MSW Landfill
GP-13
03/31/00
509355.09
1852367.94
--
--
7
--
1
2.00 - 7.00
Sand
LF Gas Probe (Abandoned)
C&D Landfill
GP-13R
05/31/18
509405.06
1852208.08
367.1
370.29
10
357.10
2
3.00 - 10.00
364.10 - 357.10
Sand
LF Gas Probe (To Replace GP-13)
C&D Landfill
GP-14
03/31/00
509652.13
1852285.64
--
--
17
--
1
2.00 - 17.00
Sand
LF Gas Probe (Abandoned)
C&D Landfill
GP-14R
05/30/18
509680.01
1852109.63
372.05
374.78
10
362.05
2
3.00 - 10.00
369.05 - 362.05
Clayey Sand to Sand
LF Gas Probe (To Replace GP-14)
C&D Landfill
GP-15
03/31/00
510095.84
1852217.99
--
--
7
--
1
2.00 - 7.00
Sand
LF Gas Probe (Abandoned)
C&D Landfill
GP-15R
06/04/18
510038.89
1852041.09
364.85
367.73
10
354.85
2
3.00 - 10.00
361.85 - 354.85
Sandy Clay, Gravelly Sand
LF Gas Probe (To Replace GP-15)
C&D Landfill
GP-16
03/31/00
510350.46
1852590.24
--
--
6
--
1
2.00 - 6.00
Sand
LF Gas Probe (Abandoned)
C&D Landfill
GP-17
03/31/00
510602.76
1853400.55
--
--
5
--
1
2.00 - 5.00
Sand
LF Gas Probe (Abandoned)
C&D Landfill
PZ-1
05/30/18
509964.08
1852308.13
379.13
382.05
22
357.13
2
12.00 - 22.00
367.13 - 357.13
Sand
Piezometer (To Be Abandoned)
C&D Landfill
PZ-2
05/30/18
509570.71
1852419.49
378.44
381.41
22
356.44
2
12.00 - 22.00
366.44 - 356.44
Sand
Piezometer (To Be Abandoned)
C&D Landfill
PZ-3
05/30/18
509418.27
1852558.43
377.14
380.08
48
329.14
2
38.00 - 48.00
339.14 - 329.14
Sandy Clay/Clay
Piezometer (To Be Abandoned)
C&D Landfill
Notes:
1.) It AMSL = feet above mean sea level
2.) It BGS = feet below ground surface
3.) Well construction information for monitoring wells MW-1 through MW-16S/D collected from boring logs and well construction records from HDR Engineering, Inc. of the
Carolinas July 2006 Water Quality Monitoring Plan. TOC and Ground Elevations are taken from the July 2005
Assessment of Corrective Measures Report and/or well records where available.
GOLDER
Page 1 of 1

December 2019
TABLE 2
Project No. 1895531
Summary of Historical Groundwater Elevations for Monitoring Wells and Piezometers
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Monitoring Wells
TOC Elevation
MW-1
MW-2
MW-3
MW-4
MW-5
MW-6
MW-7
MW-8
MW-9
MW-11SR
MW-11DR
MW-11S
MW-11D
(ft AMSL)
392.87
375.50
363.82
366.19
386.61
405.86
402.01
397.85
406.06
386.13
386.36
382.34
383.05
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Date
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
11
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
03/05/90
382.00
368.00
358.00
361.00
377.00
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/12/91
381.90
368.30
358.30
349.40
377.10
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/10/92
380.90
366.60
357.30
359.70
376.10
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/13/93
382.86
369.08
359.00
361.39
378.41
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/12/93
379.47
365.97
356.66
358.57
375.60
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/20/94
380.87
366.96
357.43
359.69
376.53
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
05/20/94
380.79
367.00
357.55
359.86
376.53
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/24/94
380.62
366.73
357.53
359.81
376.40
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/13/95
389.69
387.32
384.68
383.85
NI
NI
NI
NI
NI
NI
NI
NI
04/20/95
381.27
367.39
357.77
359.94
377.11
388.66
385.99
383.30
383.13
NI
NI
NI
NI
NI
NI
NI
NI
09/22/95
380.95
366.89
357.28
359.35
376.31
387.85
384.75
382.23
382.35
NI
NI
NI
NI
NI
NI
NI
NI
03/28/96
381.79
11.08
367.75
7.75
358.16
5.66
360.25
5.94
377.30
9.31
388.65
17.21
385.85
16.16
383.37
14.48
383.05
23.01
NI
NI
NI
NI
NI
NI
NI
NI
10/29/96
381.90
10.97
368.18
7.32
358.15
5.67
360.45
5.74
377.57
9.04
389.12
16.74
386.50
15.51
384.04
13.81
383.48
22.58
NI
NI
NI
NI
372.47
9.87
373.57
9.48
04/08/97
381.79
11.08
367.84
7.66
358.10
5.72
360.16
6.03
377.30
9.31
388.90
16.96
386.22
15.79
383.73
14.12
383.25
22.81
NI
NI
NI
NI
371.74
10.60
372.84
10.21
10/29/97
381.18
11.69
367.15
8.35
357.67
6.15
359.92
6.27
376.11
10.50
387.84
18.02
384.71
17.30
382.64
15.21
382.27
23.79
NI
NI
NI
NI
370.98
11.36
372.17
10.88
04/30/98
382.95
9.92
368.81
6.69
358.69
5.13
360.89
5.30
378.37
8.24
389.90
15.96
388.14
13.87
385.83
12.02
384.40
21.66
NI
NI
NI
NI
372.92
9.42
373.96
9.09
10/14/98
381.82
11.05
367.43
8.07
357.73
6.09
360.29
5.90
376.88
9.73
388.23
17.63
385.36
16.65
383.04
14.81
382.63
23.43
NI
NI
NI
NI
371.89
10.45
372.17
10.88
04/27/99
381.75
11.12
367.65
7.85
358.16
5.66
359.91
6.28
377.01
9.60
388.55
17.31
385.83
16.18
383.22
14.63
383.09
22.97
NI
NI
NI
NI
371.31
11.03
372.53
10.52
10/21/99
382.81
10.06
368.29
7.21
358.54
5.28
361.18
5.01
377.46
9.15
388.81
17.05
386.23
15.78
385.10
12.75
383.22
22.84
NI
NI
NI
NI
372.26
10.08
373.44
9.61
04/19/00
382.01
10.86
367.89
7.61
358.07
5.75
360.35
5.84
376.10
10.51
388.60
17.26
385.92
16.09
383.62
14.23
383.14
22.92
NI
NI
NI
NI
371.57
10.77
372.71
10.34
10/19/00
381.01
11.86
367.00
8.50
357.29
6.53
359.70
6.49
376.28
10.33
387.55
18.31
384.43
17.58
381.65
16.20
382.11
23.95
NI
NI
NI
NI
370.78
11.56
371.93
11.12
04/10/01
381.55
11.32
367.51
7.99
358.09
5.73
359.96
6.23
376.72
9.89
387.94
17.92
385.48
16.53
382.73
15.12
382.40
23.66
NI
NI
NI
NI
10/11/01
380.37
12.50
366.46
9.04
356.93
6.89
359.34
6.85
375.50
11.11
386.59
19.27
383.40
18.61
380.31
17.54
381.35
24.71
NI
NI
NI
NI
370.13
12.21
371.30
11.75
04/18/02
380.75
12.12
366.97
8.53
357.63
6.19
355.57
10.62
367.67
18.94
386.92
18.94
384.23
17.78
381.34
16.51
382.81
23.25
NI
NI
NI
NI
370.43
11.91
371.51
11.54
10/08/02
379.89
12.98
365.87
9.63
356.21
7.61
358.88
7.31
374.63
11.98
385.52
20.34
382.71
19.30
379.60
18.25
380.70
25.36
NI
NI
NI
NI
369.51
12.83
370.83
12.22
04/09/03
382.98
9.89
368.50
7.00
356.33
7.49
361.18
5.01
377.15
9.46
388.87
16.99
387.01
15.00
384.81
13.04
383.55
22.51
NI
NI
NI
NI
371.50
10.84
372.74
10.31
10/13/03
381.87
11.00
367.68
7.82
357.67
6.15
359.78
6.41
376.86
9.75
388.65
17.21
386.26
15.75
383.85
14.00
383.37
22.69
NI
NI
NI
NI
371.35
10.99
04/26/04
381.46
11.41
367.19
8.31
357.31
6.51
359.25
6.94
376.36
10.25
388.15
17.71
385.09
16.92
382.50
15.35
382.75
23.31
NI
NI
NI
NI
370.51
11.83
371.78
11.27
10/25/04
381.21
11.66
367.11
8.39
357.14
6.68
359.21
6.98
376.01
10.60
387.86
18.00
384.81
17.20
382.31
15.54
382.96
23.10
NI
NI
NI
NI
368.45
13.89
04/04/05
381.68
11.19
367.55
7.95
357.73
6.09
359.84
6.35
376.52
10.09
388.11
17.75
385.53
16.48
383.05
14.80
382.67
23.39
NI
NI
NI
NI
370.55
11.79
371.72
11.33
10/04/05
380.49
12.38
366.20
9.30
356.31
7.51
358.59
7.60
375.09
11.52
386.83
19.03
383.70
18.31
380.85
17.00
381.75
24.31
NI
NI
NI
NI
370.23
12.11
04/28/06
381.27
11.60
367.11
8.39
357.54
6.28
360.19
6.00
375.96
10.65
387.58
18.28
384.66
17.35
381.90
15.95
382.66
23.40
NI
NI
NI
NI
370.20
12.14
371.43
11.62
10/09/06
380.54
12.33
366.52
8.98
356.78
7.04
359.19
7.00
375.51
11.10
386.91
18.95
383.70
18.31
380.87
16.98
381.75
24.31
NI
NI
NI
NI
370.19
12.15
371.32
11.73
04/23/07
381.93
10.94
367.94
7.56
358.14
5.68
360.19
6.00
379.95
6.66
388.41
17.45
386.01
16.00
383.55
14.30
383.07
22.99
NI
NI
NI
NI
371.24
11.10
372.31
10.74
10/30/07
380.77
12.10
366.68
8.82
356.79
7.03
359.64
6.55
375.55
11.06
386.84
19.02
383.82
18.19
381.29
16.56
381.54
24.52
NI
NI
NI
NI
369.89
12.45
371.12
11.93
04/21/08
381.53
11.34
367.70
7.80
357.75
6.07
359.83
6.36
376.31
10.30
388.08
17.78
385.86
16.15
383.06
14.79
382.66
23.40
NI
NI
NI
NI
370.91
11.43
372.04
11.01
10/06/08
381.46
11.41
368.68
6.82
357.57
6.25
359.88
6.31
376.32
10.29
387.94
17.92
385.30
16.71
382.96
14.89
382.75
23.31
NI
NI
NI
NI
371.23
11.11
372.38
10.67
04/13/09
381.67
11.20
367.79
7.71
357.86
5.96
360.14
6.05
376.60
10.01
388.15
17.71
385.50
16.51
382.97
14.88
382.82
23.24
NI
NI
NI
NI
371.23
11.11
372.28
10.77
10/13/09
380.32
12.55
366.25
9.25
356.32
7.50
358.87
7.32
375.14
11.47
386.40
19.46
383.22
18.79
379.90
17.95
381.18
24.88
NI
NI
NI
NI
369.71
12.63
371.09
11.96
04/26/10
381.53
11.34
367.65
7.85
357.52
6.30
359.51
6.68
376.47
10.14
388.19
17.67
385.88
16.13
383.09
14.76
382.96
23.10
NI
NI
NI
NI
371.12
11.22
372.32
10.73
10/19/10
381.26
11.61
366.80
8.70
356.98
6.84
359.71
6.48
376.13
10.48
387.46
18.40
384.80
17.21
381.89
15.96
382.28
23.78
NI
NI
NI
NI
370.53
11.81
371.81
11.24
04/18/11
380.78
12.09
366.89
8.61
357.01
6.81
359.20
6.99
375.79
10.82
387.08
18.78
384.20
17.81
381.08
16.77
381.75
24.31
NI
NI
NI
NI
370.24
12.10
371.34
11.71
10/10/11
379.98
12.89
365.92
9.58
355.92
7.90
359.16
7.03
374.62
11.99
385.83
20.03
382.94
19.07
379.42
18.43
380.81
25.25
NI
NI
NI
NI
368.70
13.64
370.51
12.54
04/17/12
380.32
12.55
366.81
8.69
357.06
6.76
358.40
7.79
374.76
11.85
386.04
19.82
383.43
18.58
379.09
18.76
381.17
24.89
NI
NI
NI
NI
369.34
13.00
370.90
12.15
10/09/12
379.83
13.04
366.17
9.33
356.66
7.16
360.10
6.09
374.42
12.19
384.89
20.97
382.71
19.30
379.51
18.34
380.48
25.58
NI
NI
NI
NI
372.04
10.30
370.81
12.24
04/15/13
380.34
12.53
366.87
8.63
357.27
6.55
359.73
6.46
374.88
11.73
385.84
20.02
383.71
18.30
380.84
17.01
381.16
24.90
NI
NI
NI
NI
369.52
12.82
371.25
11.80
09/30/13
380.56
12.31
366.88
8.62
356.82
7.00
359.43
6.76
375.04
11.57
386.43
19.43
383.95
18.06
381.38
16.47
381.85
24.21
NI
NI
NI
NI
370.39
11.95
371.60
11.45
04/16/14
382.43
10.44
367.90
7.60
357.47
6.35
360.74
5.45
376.24
10.37
387.59
18.27
385.19
16.82
382.57
15.28
382.50
23.56
NI
NI
NI
NI
371.23
11.11
372.30
10.75
10/15/14
380.46
12.41
366.40
9.10
356.44
7.38
359.87
6.32
<366.89
>19.72
386.26
19.60
383.51
18.50
380.55
17.30
381.33
24.73
NI
NI
NI
NI
370.03
12.31
371.34
11.71
04/15/15
381.27
11.60
367.40
8.10
357.51
6.31
359.72
6.47
376.26
10.35
387.46
18.40
384.91
17.10
382.17
15.68
382.49
23.57
NI
NI
NI
NI
371.37
10.97
372.07
10.98
10/07/15
382.44
10.43
367.63
7.87
357.63
6.19
360.99
5.20
376.21
10.40
387.50
18.36
385.26
16.75
382.09
15.76
381.68
24.38
NI
NI
NI
NI
370.48
11.86
371.79
11.26
04/11/16
381.70
11.17
367.65
7.85
357.63
6.19
359.98
6.21
376.42
10.19
388.34
17.52
385.69
16.32
383.21
14.64
383.02
23.04
NI
NI
NI
NI
371.55
10.79
372.48
10.57
11/30/16
381.43
11.44
367.48
8.02
357.30
6.52
359.93
6.26
376.24
10.37
388.05
17.81
384.93
17.08
382.58
15.27
382.68
23.38
NI
NI
NI
NI
370.94
11.40
372.15
10.90
04/11/17
381.18
11.69
367.06
8.44
357.27
6.55
360.00
6.19
375.99
10.62
387.69
18.17
384.69
17.32
382.02
15.83
382.23
23.83
NI
NI
NI
NI
370.68
11.66
371.85
11.20
12/12/17
380.61
12.26
366.61
8.89
357.26
6.56
360.02
6.17
375.34
11.27
386.88
18.98
383.49
18.52
380.79
17.06
381.44
24.62
NI
NI
NI
NI
370.09
12.25
371.39
11.66
06/20/18
380.96
11.91
367.06
8.44
356.93
6.89
359.49
6.70
375.43
11.18
387.52
18.34
384.67
17.34
382.04
15.81
382.28
23.78
370.24
15.89
370.27
16.09
--
09/12/18
381.39
11.48
367.00
8.50
355.17
8.65
357.04
9.15
375.39
11.22
386.96
18.90
384.85
17.16
381.80
16.05
381.97
24.09
370.24
15.89
370.27
16.09
11/27/18
382.91
9.96
368.78
6.72
358.32
5.50
361.01
5.18
377.35
9.26
389.00
16.86
386.74
15.27
384.29
13.56
383.75
22.31
371.22
14.91
371.17
15.19
372.15
10.19
373.11
9.94
04/02/19
378.95
13.92
368.29
7.21
358.12
5.70
360.66
5.53
377.03
9.58
389.08
16.78
386.77
15.24
384.32
13.53
383.67
22.39
371.18
14.95
371.13
15.23
372.09
10.25
372.97
10.08
MEAN
381.25
11.60
367.31
8.19
357.41
6.47
359.59
6.45
376.16
10.56
387.69
18.24
385.02
17.06
382.33
15.58
382.44
23.67
371.18
14.95
371.13
15.23
370.81
11.53
371.98
11.07
MAXIMUM
382.98
13.92
369.08
9.63
359.00
8.65
361.39
10.62
379.95
18.94
389.90
20.97
388.14
19.30
385.83
18.76
384.40
25.58
371.22
15.89
371.17
16.09
372.92
13.89
373.96
12.54
MINIMUM
378.95
9.89
365.87
6.69
355.17
5.13
349.40
5.01
367.67
6.66
384.89
15.96
382.71
13.87
379.09
12.02
380.48
21.66
370.24
14.91
370.27
15.19
368.45
9.42
370.51
9.09
Notes:
1.) ft AMSL = feet above mean sea level
2.) -- = not measured or no data
3.) TOC = top of casing
4.) DTW = Depth to Water
5.) NI = not installed
6.) MW = monitoring well
7.)' = anamolous data
8.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan.
9.) Groundwater elevation and depth -to -water measurements appear to be anamolous for MW-14 during the 10/13/03 event and MW-115 during the 4/19100 event and are not included in mean, maximum or minimum calculations.
10.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11.
k> GOLDER
Page 1 of 2

December 2019
TABLE 2
Project No. 1895531
Summary of Historical Groundwater Elevations for Monitoring Wells and Piezometers
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Monitoring Wells
TOC Elevation
MW-13S
MW-13D
MW-14
MW-15R
MW-16S
MW-16D
MW-17S
MW-17D
MW-18
PZ-1
PZ-2
PZ-3
(ft AMSL)
388.88
388.04
400.58
431.38
386.00
386.10
374.16
374.56
368.50
382.05
381.41
380.08
Elevati
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Date
on ft
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ftAMSL
ft
ft AMSL
ft
ft AMSL
ft
03/05/90
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/12/91
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/10/92
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/13/93
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/12/93
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/20/94
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
05/20/94
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/24/94
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/13/95
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/20/95
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
09/22/95
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
03/28/96
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/29/96
376.32
12.56
375.59
12.45
384.49
16.09
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/08/97
375.35
13.53
374.60
13.44
383.93
16.65
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/29/97
374.68
14.20
373.82
14.22
382.61
17.97
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/30/98
377.17
11.71
376.36
11.68
385.43
15.15
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/14/98
375.21
13.67
374.28
13.76
382.97
17.61
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/27/99
374.87
14.01
374.14
13.90
383.50
17.08
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/21/99
376.64
12.24
375.70
12.34
383.97
16.61
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/19/00
375.47
13.41
374.60
13.44
383.53
17.05
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/19/00
373.50
15.38
372.66
15.38
382.31
18.27
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/10/01
374.02
14.86
373.26
14.78
382.76
17.82
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/11/01
372.52
16.36
371.87
16.17
381.39
19.19
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/18/02
372.99
15.89
372.33
15.71
381.84
18.74
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/08/02
371.37
17.51
370.83
17.21
380.59
19.99
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/09/03
376.01
12.87
375.19
12.85
383.97
16.61
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/13/03
374.90
13.98
391.58*
9.00
NI
NI
366.41
19.59
366.25
19.85
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/26/04
373.57
15.31
371.80
16.24
382.67
17.91
NI
NI
365.26
20.74
365.10
21.00
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/25/04
376.53
12.35
382.55
18.03
NI
NI
365.44
20.56
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/04/05
374.04
14.84
373.31
14.73
382.74
17.84
NI
NI
365.48
20.52
365.29
20.81
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/04/05
372.08
16.80
381.57
19.01
NI
NI
364.44
21.56
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/28/06
373.33
15.55
372.77
15.27
382.04
18.54
NI
NI
365.03
20.97
364.87
21.23
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/09/06
372.55
16.33
371.84
16.20
381.64
18.94
NI
NI
365.13
20.87
364.97
21.13
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/23/07
374.58
14.30
373.87
14.17
383.17
17.41
NI
NI
366.87
19.63
366.20
19.90
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/30/07
372.33
16.55
371.54
16.50
381.38
19.20
NI
NI
364.93
21.07
364.69
21.41
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/21/08
374.06
14.82
373.35
14.69
383.04
17.54
NI
NI
366.08
19.92
365.97
20.13
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/06/08
374.40
14.48
373.69
14.35
382.97
17.61
NI
NI
366.68
19.32
366.56
19.54
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/13/09
374.04
14.84
373.35
14.69
382.96
17.62
NI
NI
366.68
19.32
366.06
20.04
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/13/09
371.45
17.43
370.93
17.11
381.16
19.42
NI
NI
364.58
21.42
364.45
21.65
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/26/10
374.18
14.70
373.44
14.60
382.96
17.62
NI
NI
366.11
19.89
366.06
20.04
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/19/10
373.16
15.72
372.49
15.55
382.36
18.22
NI
NI
366.00
20.00
365.85
20.25
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/18/11
372.21
16.67
371.60
16.44
381.74
18.84
NI
NI
365.00
21.00
364.75
21.35
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/10/11
370.88
18.00
370.33
17.71
380.77
19.81
NI
NI
364.27
21.73
363.85
22.25
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/17/12
371.43
17.45
370.51
17.53
381.07
19.51
NI
NI
364.00
22.00
364.13
21.97
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/09/12
371.43
17.45
370.95
17.09
380.55
20.03
NI
NI
364.72
21.28
364.53
21.57
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/15/13
372.34
16.54
371.74
16.30
381.09
19.49
NI
NI
365.15
20.85
364.94
21.16
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
09/30/13
373.09
15.79
372.33
15.71
381.70
18.88
NI
NI
365.46
20.54
365.18
20.92
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/16/14
374.38
14.50
373.64
14.40
382.52
18.06
NI
NI
366.27
19.73
366.15
19.95
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/15/14
372.14
16.74
371.55
16.49
381.27
19.31
NI
NI
364.78
21.22
373.44
12.66
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/15/15
373.68
15.20
373.00
15.04
382.47
18.11
NI
NI
366.00
20.00
365.81
20.29
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/07/15
373.38
15.50
372.75
15.29
381.83
18.75
NI
NI
365.64
20.36
365.45
20.65
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/11/16
374.47
14.41
373.66
14.38
383.19
17.39
NI
NI
366.35
19.65
366.24
19.86
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
11/30/16
373.75
15.13
372.92
15.12
382.65
17.93
NI
NI
365.90
20.10
365.76
20.34
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/11/17
373.25
15.63
372.53
15.51
382.18
18.40
NI
NI
365.69
20.31
365.50
20.60
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
12/12/17
372.10
16.78
371.52
16.52
381.45
19.13
NI
NI
365.81
20.19
364.91
21.19
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
06/20/18
373.51
15.37
372.75
15.29
382.28
18.30
395.97
35.41
365.19
20.81
365.98
20.12
362.14
12.02
359.45
1 5.1 1
352.61
17.36
366.18
15.87
365.43
15.98
365.87
14.21
09/12/18
373.35
15.53
372.68
15.36
381.96
18.62
395.58
35.80
366.08
19.92
365.90
20.20
362.33
11.83
361.58
12.98
361.56
6.94
366.00
16.05
365.35
16.06
366.51
13.57
11/27/18
375.64
13.24
374.82
13.22
383.92
16.66
398.38
33.00
368.10
17.90
367.96
18.14
363.95
10.21
363.80
10.76
353.59
6.15
367.72
14.33
367.36
14.05
368.09
11.99
04/02/19
375.47
13.41
374.66
13.38
383.94
16.64
399.17
32.21
367.50
18.50
367.37
18.73
363.46
10.70
361.54
13.02
353.55
6.42
367.31
14.74
366.88
14.53
367.50
12.58
MEAN
373.78
15.10
372.99
15.05
382.46
17.93
399.17
32.21
365.67
20.35
365.81
20.29
363.46
10.70
361.54
13.02
353.55
6.42
367.31
14.74
366.88
14.53
367.50
12.58
MAXIMUM
377.17
18.00
376.36
17.71
385.43
20.03
399.17
35.80
368.10
22.00
373.44
22.25
363.95
12.02
363.80
15.11
361.56
17.36
367.72
16.05
367.36
16.06
368.09
14.21
MINIMUM
370.88
11.71
370.33
11.68
380.55
9.00
395.58
32.21
364.00
17.90
363.85
12.66
362.14
10.21
359.45
10.76
1 352.61
6.15
366.00
14.33
365.35
14.05
365.87
11.99
Notes:
1.) ft AMSL = feet above mean sea level
2.) -- = not measured or no data
3.) TOC = top of casing
4.) DTW = Depth to Water
5.) NI = not installed
6.) MW = monitoring well
7.) * = anamolous data
8.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan.
9.) Groundwater elevation and depth -to -water measurements appear to be anamolous for MW-14 during the 10/13/03 event and MW-15 during the 4/19/00 event and are not included in mean, maximum or minimum calculations.
10.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11.
GOLDER
Page 2 of 2

November 2019
Project No. 1895531
TABLE 3
Summary of Laboratory Soils Test Resutls
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Wentworth Soil
Gradation Results (% passing)
Atteberg Limits
Natural
Classification System
Sample
Dry Unit
Effective
Hydro-
Boring
Sample
USCS
USCS
Moisture
Permeability
Depth
Weight
Porosity
Geologic Unit
Number
Type
Classification
Symbol
Content
°
(cm/sec)
(feet)
(pcf)
%
%
%
Plasticity
(�0)
(%)
1"
3/4"
1/2"
3/8"
#4
#10
#20
#40
#60
#100
#200
Liquid Limit
Plastic Limit
Sand
Silt
Clay
Index
PZ-1
6-8
Bag
Silty Sand
SM
14.8
---
100
100
100
100
99.7
95.3
77.6
51.6
34.3
26.3
23.2
74
10
16
---
---
---
15
---
PZ-2
4-6
Bag
Silty Sand
SM
8.1
---
100
100
100
100
100
98.9
82.9
49.8
31.6
22.9
18.2
84
3
13
---
---
---
20
---
L
PZ-2
6-8
Undisturbed
Sand
SM
13.3
115.3
100
100
100
100
99.3
84.6
56.9
34.7
28.8
25.7
22.1
80
3
17
---
---
---
16
5.30E-06'
a
Q
y
PZ-3
4-6
Bulk
Silty Sand
SM
8.2
85.5
100
100
100
99.9
99.7
97.3
74.2
41.9
30.7
26.0
22.2
83
3
14
---
---
---
19
8.20E-03'
0
0
PZ-3
4-6
Bulk
Silty Sand
SM
11.4
116.6
--
---
--
---
--
---
---
-
---
---
---
---
2.10E-04 s
a
0.
D
PZ-3
4-6
Bulk
Silty Sand
SM
11.4
116.6
---
---
---
---
---
---
---
---
---
---
---
---
-
---
---
---
---
---
2.30E-04 $
MW-17D
4-6
Bag
Clayey Sand
SC
18.2
---
100
100
100
100
100
99.6
93.2
76.7
54.1
37.1
32.8
69
2
29
32
19
13
1 ---
---
MW-18
2-4
Bag
Silty Sand
SM
7.8
---
100
100
100
100
100
98.7
84.4
50.9
32.6
22.2
15.9
-
-
-
---
---
---
-
-
PZ-3
22 - 24
Undisturbed
Clay
CL
26.3
97.9
100
100
100
100
100
99.1
89.0
73.4
67.4
64.7
62.4
38
35
28
38
20
18
---
---
PZ-3
32 - 34
Bag
Sand and Silty Clay
SC
17.2
---
100
100
100
100
98.9
98.3
97.1
85.2
51.2
39.0
36.0
66
4
30
35
18
17
---
---
.B
Cr
Q
PZ-3
34 - 36
Undisturbed
Clayey Sand
SC
18.7
107.4
100
100
100
100
99.7
96.3
83.5
64.7
44.5
31.0
28.7
71
7
22
41
15
26
---
---
c
PZ-3
46 - 48
Bag
Sand and Silty Clay
SC
14.0
---
100
100
100
100
100
99.7
98.9
95.8
78.4
48.3
40.3
61
1
38
31
17
14
---
---
J
MW-11 DR
18-20
Bag
Silty Sand
SM
17.5
---
100
100
100
100
99.4
96.7
78.2
39.4
25.4
21.1
18.0
-
-
-
---
---
---
---
---
MW-17D
22 - 24
Bag
Sand and Silty Clay
SC
12.9
---
100
100
100
100
100
99.2
94.9
75.9
53.8
42.4
38.3
64
4
32
---
---
---
---
---
NOTES:
1.) --- = no data available
2.) NP = non -plastic
3.) cm/sec = centimeters per second
4.) USCS = Unified Soil Classification System
5.) pcf = Pounds per cubic feet
6.) % = Percent
7.) Rigid wall permeameter
8.) Flex wall permeameter (5 and 10 psi respectively)
GOLDER Page 1of1
14

December 2019
Project No. 1895531
TABLE 4
Summary of Aquifer Test Results
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Hydrogeologic Unit
Piezometer
Identification
Saturated Aquifer
Thickness Value
(feet)
Saturated Screen
Length
(feet)
Piezometer
Diameter
(inches)
Aquifer Analysis
Method
Aquifer Test Type
Calculted Hydraulic
Conductivity
(K, cm/sec)
Screened
Lithology
MW-1
2
Bouwer-Rice
Falling
1.27E-02
Sand
MW-2
2
Bouwer-Rice
Falling
5.65E-03
Sand
MW-5
2
Bouwer-Rice
Falling
1.04E-02
Sand
MW-6
2
Bouwer-Rice
Falling
2.32E-03
Sand
MW-7
2
Bouwer-Rice
Falling
1.95E-03
Sand
MW-8
2
Bouwer-Rice
Falling
5.65E-03
Sand
MW-9
2
Bouwer-Rice
Falling
1.72E-02
Sand
Mw-11S
2
Bouwer-Rice
Falling
4.40E-02
Sand
MW-11D
2
Bouwer-Rice
Falling
1.10E-03
Sand
Uppermost Aquifer
MW-13S
2
Bouwer-Rice
Falling
5.55E-03
Sand
MW-13D
2
Bouwer-Rice
Falling
1.78E-03
Sand
MW-14
2
Bouwer-Rice
Falling
1.39E-03
Sand
MW-15
2
Bouwer-Rice
Falling
2.49E-03
Sand
MW-16S
2
Bouwer-Rice
Falling
4.02E-02
Sand
MW-16D
2
Bouwer-Rice
Falling
2.57E-05
Sand
MW-17S
9.79
8.79
2
Bouwer-Rice
Rising
2.36E-03
Sand
MW-18
15.08
10
2
Bouwer-Rice
Falling
3.37E-03
Sand
PZ-1
11.80
8.8
2
Bouwer-Rice
Rising
8.47E-04
Sand
PZ-2
11.79
8.79
2
Bouwer-Rice
Rising
9.68E-04
Sand
Geomean=l 3.19E-03
Lower Aquifer PZ-3 22 10 1 2 1 Hvorslev I Falling 1 3.21E-07 Clay
Notes:
1. ) Aquifer analyses (slug tests) on MW-17s, MW-18, PZ-1, PZ-2 and PZ-3 were performed by Golder Associates NC, Inc. in October 2018.
2) Aquifer analyses (slug tests) on MW-1, MW-2, MW-5, MW-6, MW-7, MW-8, MW-9, MW-11S, MW-11D, MW-13S, MW-13D, MW-14, MW-15, MW-16S, and MW-16D were performed by HDR, Inc. in April
2005.
3.) Geomean = geometric mean
GOLDER
Page 1 of 1

December 2019
TABLE 5
Summary of Horizontal Gradients and Linear Flow Velocities
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Project No. 1895531
Gradient
Segment
Hydraulic
Conductivity
(K, cm/sec)
Gradient
Segment
Length
(ft)
Effective
Porosity
Flow Direction
April 2, 2019
Elevation
(ft, MSL)
Gradient
(ft/ft)
Velocity
(ft/yr)
385
i�
3.19E-03
1419.97
0.17
WNW
0.018
172
360
385
i 2
3.19E-03
1688.91
0.17
WSW
0.015
144
360
375
i 3
3.19E-03
849.09
0.17
SW
0.024
230
355
Notes:
1.) The geometric mean of K from individual well aquifer tests was used to calculate the hydraulic conductivity.
2.) The effective porosity for uppermost aquifer was used in velocity calculations as described in the text.
3.) cm/sec = centimeters per second
4.) ft = Feet
5.) MSL = Mean sea level
6.) ft/ft = Feet per foot
7.) ft/yr = Feet per year
,,,> GOLDER
Page 1 of 1

December 2019
TABLE 6
Summary of Vertical Gradients
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Project No. 1895531
O6/20/18
09/12/18
11/27/18
04/02/19
Screened
Distance
Elevation
Distance
Elevation
Distance
Elevation
Distance
Elevation
Well Pair
Intervals
Between
Above Mean
Vertical
Between
Above Mean
Vertical
Between
Above Mean
Vertical
Between
Above Mean
Vertical
(feet)
Screen
Sea Level
Gradient
Screen
Sea Level
Gradient
Screen
Sea Level
Gradient
Screen
Sea Level
Gradient
Midpoints
(feet/foot)
Midpoints
(feet/foot)
Midpoints
(feet/foot)
Midpoints
(feet/foot)
feet
(feet)
feet
(feet)
feet
(feet)
(feet)
(feet)
M W-13D
30.0 - 40.0
372.75
372.68
374.82
374.66
18.58
0.041
19.00
0.035
19.65
0.042
19.56
0.041
MW-13S
1 5.0 - 20.0
373.51
373.35
375.64
375.47
M W-17D
29.0 - 34.0
359.45
361.58
363.80
361.54
17.85
0.151
17.94
0.042
18.50
0.008
17.90
0.107
MW-17S
8.0-18.0
362.14
362.33
363.95
363.46
M W-16D
34.0 - 44.0
365.98
365.90
367.96
367.37
17.60
-0.045
18.04
0.010
19.05
0.007
18.75
0.007
MW-16S
14.0 - 24.0
365.19
366.08
368.10
367.50
Notes:
1.) Positive vertical gradient values indicate downward flow direction and negative vertical gradient values indicate upward flow direction.
2.) Distance between screen midpoints is based on the portion of the screen that was below the water table on each given date.
GOLDER Page 1of1

December 2019
Project No. 1895531
TABLE 7
Summary of Historical Precipitation Data - Whispering Pines and Jackson Springs, NC
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Year
January
February
March
Aril
May
June
July
August
September
October
November
December
Annual
1990
3.50
3.50
4.06
4.04
4.76
0.74
2.75
2.93
0.62
10.94
1.68
2.76
42.28
1991
5.55
2.37
6.63
3.38
2.73
6.68
6.66
4.06
1.74
1.57
1.71
2.91
45.99
1992
2.34
2.36
3.83
2.76
2.39
7.25
2.17
6.83
0.99
5.12
8.81
3.28
48.13
1993
5.33
2.23
8.02
5.31
2.76
3.14
2.09
2.94
1.96
4.40
2.57
2.91
43.66
1994
4.40
3.98
4.71
1.04
2.57
5.43
6.98
4.74
6.30
2.40
3.22
2.39
48.16
1995
6.64
6.17
2.70
0.85
3.46
11.98
4.52
2.86
2.59
8.80
5.35
1.24
57.16
1996
3.90
2.40
4.13
3.14
1.39
2.06
6.55
6.67
8.89
4.70
3.02
2.95
49.80
1997
4.61
3.68
3.50
4.52
1.02
1.90
10.26
1.23
3.58
3.81
4.00
4.11
46.22
1998
8.01
6.12
7.79
6.43
4.89
0.98
2.77
3.94
6.52
2.72
1.83
3.50
55.50
1999
5.88
2.25
3.82
3.63
1.72
2.61
2.30
3.48
15.15
4.15
2.17
1.69
48.85
2000
7.35
2.56
1.93
4.36
1.31
4.83
3.30
4.39
5.85
0.00
3.09
1.70
40.67
2001
1.41
2.71
6.76
1.37
4.30
6.71
2.96
4.70
4.03
2.89
0.67
1.80
40.31
2002
5.44
1.16
2.97
1.50
2.57
2.58
1.52
4.81
5.07
6.66
4.36
4.97
43.61
2003
1.80
5.41
6.56
5.19
7.05
5.69
8.77
9.28
4.49
3.80
1.69
2.47
62.20
2004
1.39
3.80
1.52
1.80
2.84
2.78
4.80
9.21
9.12
0.66
2.38
1.81
42.11
2005
2.86
3.41
4.06
2.92
2.30
4.74
5.49
2.84
1.74
4.09
1 3.79
4.97
43.21
2006
2.59
1.64
1.96
3.34
3.26
11.57
1.30
5.74
3.93
3.08
8.42
4.08
50.91
2007
3.13
2.86
2.95
3.60
1.37
3.36
2.51
0.41
1.67
5.09
0.54
5.68
33.17
2008
1.78
3.27
3.45
4.71
2.10
1.61
5.21
8.77
5.91
1.63
3.96
3.50
45.90
2009
2.04
1.96
5.93
1.82
4.72
2.01
2.63
4.29
5.59
1.89
5.34
6.41
44.63
2010
5.55
3.93
2.21
1.17
3.20
7.35
6.04
3.78
0.82
1.04
1.94
37.03
2011
1.18
2.22
3.70
1.91
1.98
3.00
7.67
4.31
4.41
2.05
4.30
1.02
37.75
2012
2.48
2.43
2.45
3.55
5.67
1.65
10.10
5.85
1.73
1.89
1.06
3.99
42.85
2013
2.65
3.65
1.68
7.06
4.45
10.74
8.37
2.75
3.60
1.52
2.60
3.15
1 52.22
2014
2.49
4.87
4.62
3.42
4.32
2.18
4.63
4.42
7.83
2.27
4.13
5.14
50.32
2015
3.83
3.58
3.06
3.77
1.06
5.79
3.25
3.33
3.83
7.76
7.96
6.24
53.46
2016
2.85
4.00
1.75
1.67
5.89
4.44
6.04
7.26
11.71
5.72
0.76
3.46
55.55
2017
3.25
0.88
2.33
5.28
6.86
2.52
2.25
2.81
3.89
2.54
0.95
3.02
36.58
2018
3.25
2.30
4.70
6.30
5.04
5.20
7.59
6.92
13.31
5.97
7.02
5.74
73.34
2019
3.87
3.93
3.37
6.66
2.56
4.69
6.11
3.56
1.15
3.58
39.48
Monthly Average
3.71
3.19
3.91
3.55
3.35
4.54
4.92
4.64
5.08
3.75
3.39
3.41
1991-2019 Yearly Average:
47.04
Notes:
1. Data for September 2009 through June 2019 collected from Whispering Pines https://www.ncdc.noaa.gov/cdo-web/datasets/GSOM/stations/GHCND:USl NCMR0009/detail.
2. Data for January 1990 through August 2009 collected from Jackson Springs https://www.ncdc.noaa.gov/cdo-web/datasets/GSOM/stations/GHCND:US000314464/detail.
3. Precipitation data provided in inches.
GOLDER
Page 1 of 1

Revised January 2020
TABLES
1895531
Estimated Seasonal High Groundwater Evelvation Calculations
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Monitoring Well
TOC Elevation
MW-1
MW-2
MW-3
MW-4
MW-5
MW-6
MW-7
MW-8
MW-9
MW-11SR
MW-11DR
MW-11S
MWA1D
(ft AMSL)
392.87
375.50
363.82
366.19
386.61
405.86
402.01
397.85
406.06
386.13
386.36
382.34
383.05
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Date
kAMSL
k
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
ftAMSL
k
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
ftAMSL
ft
04/21/08
381.53
11.34
367.70
7.80
357.75
6.07
359.83
6.36
376.31
10.30
388.08
17.78
385.86
16.15
383.06
14.79
382.66
23.40
NI
NI
NI
NI
370.91
11.43
372.04
11.01
10/06/08
381.46
11.41
368.68
6.82
357.57
6.25
359.88
6.31
376.32
10.29
387.94
17.92
385.30
16.71
382.96
14.89
382.75
23.31
NI
NI
NI
NI
371.23
11.11
372.38
10.67
04/13/09
381.67
11.20
367.79
7.71
357.86
5.96
360.14
6.05
376.60
10.01
388.15
17.71
385.50
16.51
382.97
14.88
382.82
23.24
NI
NI
NI
NI
371.23
11.11
372.28
10.77
10/13/09
380.32
12.55
366.25
9.25
356.32
7.50
358.87
7.32
375.14
11.47
386.40
19.46
383.22
18.79
379.90
17.95
381.18
24.88
NI
NI
NI
NI
369.71
12.63
371.09
11.96
04/26/10
381.53
11.34
367.65
7.85
357.52
6.30
359.51
6.68
376.47
10.14
388.19
17.67
385.88
16.13
383.09
14.76
382.96
23.10
NI
NI
NI
NI
371.12
11.22
372.32
10.73
10/19/10
381.26
11.61
366.80
8.70
356.98
6.84
359.71
6.48
376.13
10.48
387.46
18.40
384.80
17.21
381.89
15.96
382.28
23.78
NI
NI
NI
NI
370.53
11.81
371.81
11.24
04/18/11
380.78
12.09
366.89
8.61
357.01
6.81
359.20
6.99
375.79
10.82
387.08
18.78
384.20
17.81
381.08
16.77
381.75
24.31
NI
NI
NI
NI
370.24
12.10
371.34
11.71
10/10/11
379.98
12.89
365.92
9.58
355.92
7.90
359.16
7.03
374.62
11.99
385.83
20.03
382.94
19.07
379.42
18.43
380.81
25.25
NI
NI
NI
NI
368.70
13.64
370.51
12.54
04/17/12
380.32
12.55
366.81
8.69
357.06
6.76
358.40
7.79
374.76
11.85
386.04
19.82
383.43
18.58
379.09
18.76
381.17
24.89
NI
NI
NI
NI
369.34
13.00
370.90
12.15
10/09/12
379.83
13.04
366.17
9.33
356.66
7.16
360.10
6.09
374.42
12.19
384.89
20.97
382.71
19.30
379.51
18.34
380.48
25.58
NI
NI
NI
NI
372.04
10.30
370.81
12.24
04/15/13
380.34
12.53
366.87
8.63
357.27
6.55
359.73
6.46
374.88
11.73
385.84
20.02
383.71
18.30
380.84
17.01
381.16
24.90
NI
NI
NI
NI
369.52
12.82
371.25
11.80
09/30/13
380.56
12.31
366.88
8.62
356.82
7.00
359.43
6.76
375.04
11.57
386.43
19.43
383.95
18.06
381.38
16.47
381.85
24.21
NI
NI
NI
NI
370.39
11.95
371.60
11.45
04/16/14
382.43
10.44
367.90
7.60
357.47
6.35
360.74
5.45
376.24
10.37
387.59
18.27
385.19
16.82
382.57
15.28
382.50
23.56
NI
NI
NI
NI
371.23
11.11
372.30
10.75
10/15/14
380.46
12.41
366.40
9.10
356.44
7.38
359.87
6.32
<366.89
>19.72
386.26
19.60
383.51
18.50
380.55
17.30
381.33
24.73
NI
NI
NI
NI
370.03
12.31
371.34
11.71
04/15/15
381.27
11.60
367.40
8.10
357.51
6.31
359.72
6.47
376.26
10.35
387.46
18.40
384.91
17.10
382.17
15.68
382.49
23.57
NI
NI
NI
NI
371.37
10.97
372.07
10.98
10/07/15
382.44
10.43
367.63
7.87
357.63
6.19
360.99
5.20
376.21
10.40
387.50
18.36
385.26
16.75
382.09
15.76
381.68
24.38
NI
NI
NI
NI
370.48
11.86
371.79
11.26
04/11/16
381.70
11.17
367.65
7.85
357.63
6.19
359.98
6.21
376.42
10.19
388.34
17.52
385.69
16.32
383.21
14.64
383.02
23.04
NI
NI
NI
NI
371.55
10.79
372.48
10.57
11/30/16
381.43
11.44
367.48
8.02
357.30
6.52
359.93
6.26
376.24
10.37
388.05
17.81
384.93
17.08
382.58
15.27
382.68
23.38
NI
NI
NI
NI
370.94
11.40
372.15
10.90
04/11/17
381.18
11.69
367.06
8.44
357.27
6.55
360.00
6.19
375.99
10.62
387.69
18.17
384.69
17.32
382.02
15.83
382.23
23.83
NI
NI
NI
NI
370.68
11.66
371.85
11.20
12/12/17
380.61
12.26
366.61
8.89
357.26
6.56
360.02
6.17
375.34
11.27
386.88
18.98
383.49
18.52
380.79
17.06
381.44
24.62
NI
NI
NI
NI
370.09
12.25
371.39
11.66
06/20/18
380.96
11.91
367.06
8.44
356.93
6.89
359.49
6.70
375.43
11.18
387.52
18.34
384.67
17.34
382.04
15.81
382.28
23.78
370.24
15.89
370.27
16.09
--
--
--
--
09/12/18
381.39
11.48
367.00
8.50
355.17
8.65
357.04
9.15
375.39
11.22
386.96
18.90
384.85
17.16
381.80
16.05
381.97
24.09
370.24
15.89
370.27
16.09
--
--
--
--
11/27/18
382.91
1 9.96
368.78
1 6.72
358.32
1 5.50
361.01
1 5.18
377.35
1 9.26
389.00
1 16.86
386.74
1 15.27
384.29
13.56
383.75
22.31
371.22
14.91
371.17
15.19
MEAN - LAST 10 YR
381.15
11.72
367.19
8.31
357.12
6.70
359.68
6.51
375.79
10.82
387.20
18.66
384.58
17.43
381.71
16.14
382.05
24.01
370.57
15.56
370.57
15.79
370.57
11.77
371.69
11.37
MAX - LAST 10 YR
382.91
13.04
368.78
9.58
358.32
8.65
361.01
9.15
377.35
12.19
389.00
20.97
386.74
19.30
384.29
18.76
383.75
25.58
371.22
15.89
371.17
16.09
372.04
13.64
372.48
12.54
MIN - LAST 10 YR
379.83
9.96
365.92
6.72
355.17
5.50
357.04
5.18
374.42
9.26
384.89
16.86
382.71
15.27
379.09
13.56
380.48
22.31
370.24
14.91
370.27
15.19
368.70
10.30
370.51
10.57
MAX -MEAN
1.76
1.32
1.59
1.27
1.20
1.95
1.33
2.64
1.56
1.37
1.80
2.31
2.16
1.87
2.58
2.62
1.70
1.57
0.65
0.33
0.60
0.30
t.47
1.87
0.79
1.18
MAX -MIN
3.08
3.08
2.86
2.86
3.15
3.15
3.97
3.97
2.93
2.93
4.11
4.11
4.03
4.03
5.20
5.20
3.27
3.27
0.98
0.98
0.90
0.90
3.34
1 3.34
1.97
1 1.97
Estimated SHGW (ft amsl)
361.5
Base Grade Elevation (ft amsl)
Distance btwn. Base Grade and SHGW (ft)
AVERAGE MAX -MEAN'
2.10
AVERAGE MAX -MIN
4.21
Notes:
1.) ft AMSL = feet above mean sea level
2.) -- = not measured or no data
3.) TOC = top of casing
4.) DTW = Depth to Water
5.) NI = not installed
6.) MW = monitoring well
7.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan.
8.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11.
9.) Average Max -Mean and average Max -Min were calculated using only Max, Mean and Min daa of last 10 years
10.) Estimated Seasonal High Groundwater Concentration = MAX Groundwater Concentration + 2 feet (except where the MAX groundwater elevation exceeds the calculated value in this case the MAX groundwater evelation was used as the estimated seasonal high); For design purposes the estimated seasonal high was rounded to
the nearest 0.5 foot.
11.)=Piezometers and groundwater monitoring wells within or immediately adjacent to the proposed Cell 6 footprint (calculated estimated seasonal high groundwater levels)
12.) :�:�=Groundwater monitoring wells not located within the proposed Cell 6 footprint; therefore, no base grade elevations are shown. However, they are in close proximity to Cell 6 and were utilized to create seasonal high groundwater surface.
GOLDER
Page 1 of 2

Revised January 2020
1895531
TABLE 8
Estimated Seasonal High Groundwater Evelvation Calculations
Permit Amendment (Lateral Expansion - Cell 6) - Design Hydrogeologic Report
Moore County Landfill, Permit No. 63-01
Moore County, North Carolina
Monit ing Well
TOC Elevation
MW-13S
MW-13D
MW-14
MW-15R
MW-16S
MW-16D
MWA7S
MW-17D
MW-18
PZ-1
PZ-2
PZ-3
(ft AMSL)
388.88
388.04
400.58
431.38
386.00
386.10
374.16
374.56
368.50
382.05
381.41
380.08
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Elevation
DTW
Date
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
ft AMSL
ft
04/21/08
374.06
14.82
373.35
14.69
383.04
17.54
NI
NI
366.08
19.92
365.97
20.13
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/06/08
374.40
14.48
373.69
14.35
382.97
17.61
NI
NI
366.68
19.32
366.56
19.54
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/13/09
374.04
14.84
373.35
14.69
382.96
17.62
NI
NI
366.68
19.32
366.06
20.04
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/13/09
371.45
17.43
370.93
17.11
381.16
19.42
NI
NI
364.58
21.42
364.45
21.65
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/26/10
374.18
14.70
373.44
14.60
382.96
17.62
NI
NI
366.11
19.89
366.06
20.04
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/19/10
373.16
15.72
372.49
15.55
382.36
18.22
NI
NI
366.00
20.00
365.85
20.25
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/18/11
372.21
16.67
371.60
16.44
381.74
18.84
NI
NI
365.00
21.00
364.75
21.35
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/10/11
370.88
18.00
370.33
17.71
380.77
19.81
NI
NI
364.27
21.73
363.85
22.25
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/17/12
371.43
17.45
370.51
17.53
381.07
19.51
NI
NI
364.00
22.00
364.13
21.97
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/09/12
371.43
17.45
370.95
17.09
380.55
20.03
NI
NI
364.72
21.28
364.53
21.57
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/15/13
372.34
16.54
371.74
16.30
381.09
19.49
NI
NI
365.15
20.85
364.94
21.16
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
09/30/13
373.09
15.79
372.33
15.71
381.70
18.88
NI
NI
365.46
20.54
365.18
20.92
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/16/14
374.38
14.50
373.64
14.40
382.52
18.06
NI
NI
366.27
19.73
366.15
19.95
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/15/14
372.14
16.74
371.55
16.49
381.27
19.31
NI
NI
364.78
21.22
373.44
12.66
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/15/15
373.68
15.20
373.00
15.04
382.47
18.11
NI
NI
366.00
20.00
365.81
20.29
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
10/07/15
373.38
15.50
372.75
15.29
381.83
18.75
NI
NI
365.64
20.36
365.45
20.65
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/11/16
374.47
14.41
373.66
14.38
383.19
17.39
NI
NI
366.35
19.65
366.24
19.86
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
11/30/16
373.75
15.13
372.92
15.12
382.65
17.93
NI
NI
365.90
20.10
365.76
20.34
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
04/11/17
373.25
15.63
372.53
15.51
382.18
18.40
NI
NI
365.69
20.31
365.50
20.60
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
12/12/17
372.10
16.78
371.52
16.52
381.45
19.13
NI
NI
365.81
20.19
364.91
21.19
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
NI
06/20/18
373.51
15.37
372.75
15.29
382.28
18.30
395.97
35.41
365.19
20.81
365.98
20.12
362.14
12.02
359.45
15.11
351.14
17.36
366.18
15.87
365.43
15.98
365.87
14.21
09/12/18
373.35
15.53
372.68
15.36
381.96
18.62
395.58
35.80
366.08
19.92
365.90
20.20
362.33
11.83
361.58
12.98
361.56
6.94
366.00
16.05
365.35
16.06
366.51
13.57
11/27/18
375.64
1 13.24
374.82
1 13.22
383.92
1 16.66
398.38
1 33.00
368.10
17.90
1 367.96
1 18.14
363.95
1 10.21
363.80
10.76
362.35
6.15
367.72
14.33
1 367.36
14.05
1 368.09
11.99
MEAN -LAST 10 YR
373.14
15.74
372.46
15.58
382.09
18.49
396.64
34.74
365.68
20.32
365.89
20.21
362.81
11.35
361.61
12.95
358.35
10.15
366.63
15.42
366.05
15.36
366.82
13.26
MAX - LAST 10 YR
375.64
18.00
374.82
17.71
383.92
20.03
398.38
35.80
368.10
22.00
373.44
22.25
363.95
12.02
363.80
15.11
362.35
17.36
367.72
16.05
367.36
16.06
368.09
14.21
MIN - LAST 10 YR
370.88
13.24
370.33
13.22
380.55
16.66
395.58
33.00
364.00
17.90
363.85
12.66
362.14
10.21
359.45
10.76
351.14
6.15
366.00
14.33
365.35
14.05
365.87
1 11.99
MAX -MEAN
2.50
2.26
2.36
2.13
1.83
1.54
1.74
1.06
2.42
1.68
7.55
2.04
1.14
0.67
2.19
2.16
4.00
7.21
1.09
0.63
1.31
0.70
1.27
1 0.95
MAX -MIN
4.76
4.76
4.49
4.49
3.37
3.37
2.80
2.80
4.10
4.10
9.59
9.59
1.81
1.81
4.35
4.35
11.21
11.21
1.72
1.72
2.01
2.01
2.22
2.22
Estimated SHGW (ft amsl)
368.0
365.0
362.5
368.5
368.0
369.0
Base Grade Elevation (ft amsl)
373.9
373.3
373.7
374.4
Distance btwn. Base Grade and SHGW (ft)
5.9
4.8
5.7
5.4
AVERAGE MAX -MEAN'
AVERAGE MAX -MIN
Notes:
1.) it AMSL = feet above mean sea level
2.) -- = not measured or no data
3.) TOC = top of casing
4.) DTW = Depth to Water
5.) NI = not installed
6.) MW = monitoring well
7.) TOC and water elevation data for dates prior to October 2007 from HDR Engineering, Inc. of the Carolinas Semi -Annual Monitoring Reports and the July 2006 Water Quality Monitoring Plan.
8.) Groundwater elevation for MW-3 for April 2017 is from April 13 (not April 11) due to meter malfunction on April 11.
9.) Average Max -Mean and average Max -Min were calculated using only Max, Mean and Min daa of last 10 years
10.) Estimated Seasonal High Groundwater Concentration = MAX Groundwater Concentration + 2 feet (except where the MAX groundwater elevation exceeds the calculated value in this case the MAX groundwater evelation was used as the estimated seasonal high); For design purposes the estimated seasonal high was rounded to the
nearest 0.5 foot.
11.)=Piezometers and groundwater monitoring wells within or immediately adjacent to the proposed Cell 6 footprint (calculated estimated seasonal high groundwater levels)
12.)��=Groundwater monitoring well (not located within the proposed Cell 6 footprint; however, in close proximity to Cell 6
GOLDER
Page 2 of 2

FIGURES

A.
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GrDve
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LEGEND
Property Line 2,000 1,000 0 2,000
Geological Formation
Middendorf Formation - Cretaceous in age; Composed SCALE 1:24,000 FEET
of sand, sandstone, and mudstone, gray to pale gray
Km with an orange cast, mottled; clay balls and iron -
cemented concretions common, beds laterally PROJECTIREPORT
discontinuous, cross -bedding common. MOORE COUNTY C&D LANDFILL
Pinehurst Formation - Tertiary in age; Composed of (PERMIT #63-01)
Tp sand, medium- to coarse -grained, cross bedding and
rhythmic bands of clayey sand common, unconsolidated. TITLE
REFERENCES GEOLOGIC MAP OF STUDY AREA
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet
PROJECT No.
Geologic Map obtained form the NCGS geol.shp file. G a L D E R 1895531
Geologic Descriptions provided by the USGS Mineral Resources On-line Spatial Data
webpage. Golder Associates NC, Inc. FIGURE 1

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MONTH AND YEAR
+MONTHLY PRECIPITATION TOTALS —AVERAGE MONTHLY PRECIPITATION
DATE:09/03/19 Title:
Project# 1895531 MONTHLY PRECIPITATION (2009 — 2019) — WHISPERING Figure 2
Prepared By: DEC PINES AND JACKSON SPRINGS, NC
G O L D E R Reviewed By: DYR MOORE COUNTY LANDFILL

385
380
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q 370
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m m m m O d O O d O r N N N N N N[ l t+7 P 7 c+f co c+7 v v V v Ln Lo Ln Ln Lo Ln w w co m m w IL !~ I— I'- I— ti m m m m m m m m
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r r r r r r r r r r r r r r r r r r r r r r r r E r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N g fD ma N N V O N N g CD m O N N g( m O N N V (O m O N N V ffl m O N N V 10 m O N N V
O O O r r O b O O r r O G O O r r O O O r r O O O c3 r r O 6 O O r r O 6 O O r r O G a O r r O 6 O O r r d G O cD r r O G
A MW-17S —A MW-17D +MW18 PZ-1 Date —) PZ-2 —PZ-3 BMW-4—e—mm1'ES
—BMW-11❑ —;M—M V-11SR—MW-11DR fMW-16S---MW-16ZD BMW 14—BMW-130 fMW-I3S
DATE:09/03/19 Title:
Project# 1895531 GROUNDWATER ELEVATION SUMMARY FOR SELECT Figure 3
Prepared By: DEC WELLS AND PIEZOMETERS
G O L D E R Reviewed By: DYR MOORE COUNTY LANDFILL

DRAWINGS

PERMIT DRAWINGS FOR
MOORE COUNTY
CONSTRUCTION AND DEMOLITION LANDFILL
PERMIT AMENDMENT (PERMIT NO. 63-01 -CDLF-1 992) - VOLUME 2
ISSUED FOR NCDEQ APPROVAL
DECEMBER 2019
VICINITY MAP
NOT TO SCALE
S
- PROPERTY OWNER & DEVELOPER:
OF
COUNTY
= 4oJNSV
+9F
520ORE
277 US HWY 15/501
184
PO BOX 1927
_
�9�F
} nQo2
CARTHAGE, NORTH CAROLINA 28327
�FNORTN�P
CONTACT: CHAD BEANE, SOLID WASTE MANAGER
_
PHONE: [phone]
LINDEN NO � \ v�P� �?l N� x [OiTON fT 1/.RNEttE sT UI
-4— Yf,r,•hur.. E.° o,XNlxs s,Jac
Lnkv Hamlet
�\ � ���� ` � pNpEPsxND'DP EYIREss VD�
1
V
(�o
e Ci --� She ood Faek kE �
> a
A
> � DSEI.wD an 2000
EFERENCE: USGS 7.5' TOPOGRAPHIC QUADRANGLE MAPS- SOUTHERN PINES, NC 2013, AND WEST END, NC 2013.
SITE LOCATION MAP
SCALE: AS SHOWN
SITE ADDRESS:
456 TURNING LEAF WAY
ABERDEEN. MOORE COUNTY, NORTH CAROLINA
DRAWING LIST
Sheet Number
Sheet Title
01
COVER SHEET
02
PIEZOMETER AND MONITORING WELL LOCATION MAP
03
GROUNDWATER SURFACE CONTOUR MAP -APRIL 2, 2019
04
HYDROGEOLOGIC CROSS -SECTIONS - LINES OF SECTION WITH PROPOSED BASE GRADES
05
HYDROGEOLOGIC CROSS -SECTIONS A -A', B-B', C-C', AND D-D'
06
SEASONAL HIGH GROUNDWATER CONTOUR MAP WITH PROPOSED BASE GRADES
PLANS PREPARED BY:
GOLDER ASSOCIATES NC, INC.
5B OAK BRANCH DRIVE
GREENSBORO, NORTH CAROLINA 27407
CONTACT: BEN DRAPER, P.G.
PHONE: [phone]
GOLDER
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\
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DENSE VEGETATION
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r �� 410 O MW-17D GROUNDWATER WELLS
MW-115 �L p,G �(} t .PMw-s �PZ-2 PIEZOMETERS MW 11 D,��
P�q\6� PGR�S� 1391 450 ' REFERENCES
1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND
PROPOSED LANDFILL PROVIDED BY
1
PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC
AERIAL MAPPING FOR BRADY SURVEYING COMPANY
DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC.
1
I460 � � / DATED MARCH 24, 2000.
2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
4VV-14 I I PROPOSED LANDFILL PROVIDED BY SPATIAL DATA
II CONSULTANTS INC. DATED JUNE 14, 2018.
3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
1
DATED NOVEMBER 1984.
I
4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE
1 PLANE COORDINATE SYSTEM NAD83; NAVD88; US
SURVEY FOOT.
NOTES
1. TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET
1
7❑1� Q MW 7 2. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
" � I DATED NOVEMBER 1984. ITS LOCATION IS RELATIVE
.J TO TOPOGRAPHY APPROXIMATE BY HDR
ENGINEERING, INC.
t I 3. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
PROPOSED LANDFILL PROVIDED BY MATTHEWS LAND
SURVEYING & MAPPING, PLLC DATED APRIL 17, 2015
1 "A M�3S 0 AND JUNE 2018.
Ago
- I' 7DENSE VEGETATION
\`
LEGEND
TTAT_ION _ \ — ,�i
/ PROPOERTY BOUNDARY
350 EXISTING TOPOGRAPHY
(2 CONTOUR INTERVAL)
9E VEG�E'ATIDN—��� / -- -- EXISTING ACCESS ROAD
- -N'/ LIMITS OF CELL BOUNDARY
50' STREAM BUFFER
p0
\ "\ DENSE VEGETATION — 50' PROPERTY BUFFER
DENSE -VELETA— —
�`-SMW 13D�'\
i
//
DENSE VEGETATION
DENSE VEEETA TION --
DENSE VE ATION
7 NAINTEN \ /
�— BUILD
� _ d
DENSE VEGETATION
DENSE VEGETATION
DENSE VEGETATIO
ON
-\ —� —
STATION -
—
DENSE VEGETATION
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DENSE VEGETATION �' \ / / \ -/
LEGEND
— DENSE WT- SS�/
/ - t2, PROPOERTY BOUNDARY
- --- ------ �� F �9Tro �� 350 EXISTING TOPOGRAPHY
I
(2' CONTOUR INTERVAL)
\ / DE \ CO y --- EXISTING ACCESS ROAD
� - DENSE J7S0 . i DENSE VEGETATION
\ DENSE VEGETATION
M
GETATTOA 8E veaE 170N
\ `9 i ✓ / / LIMITS OF CELL BOUNDARY
_'\� \� % �"`> .� -- — 50'STREAM BUFFER
-MW111 DR DENII VEGETATION — — — 50'PROPERTY BUFFER
371.
-
DENS VEGETATION
cy)
MW-11SR ��� - 380 POTENTIOMETRIC GROUNDWATER
I DENSE vltcETATION, CD�m �'V �l-� CONTOURS
DENSE VEGETATION -4*--
MVw11S LZ GROUNDWATER FLOW SEGMENTS
J.\ i / 37209 �� E �� P b P MW-6
D VEGE11'ATION
/' Mw 11 D PG� DES �o - ��� sev.ue GP-15R METHANE PROBES
E
l3 a��— O MVw17D GROUNDWATER WELLS AND ELEVATIONS
I PZ_2 PIEZOMETERS AND ELEVATIONS
DENSE VEGETATON
PIG I
PIPG SI lg0 ° o°
la6R �_ y �� - o� REFERENCES
1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND
PROPOSED LANDFILL PROVIDED BY
PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC
PC'(\�� a PG J / / AERIAL MAPPING FOR BRADY SURVEYING COMPANY
DENSE VEGETATION l ' /j/� ' ��� DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC.
DATED MARCH 24 2000.
\ MW-4 7 - 5 L ' //, /� 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
360.\ss MV�14 .F I c E�'' ��Sl� 7 /
AA � � � /' PROPOSED LANDFILL PROVIDED BY SPATIAL DATA
I / 'GP-15R M w� 6. \ I ' I 383.94 CONSULTANTS INC. DATED JUNE 14, 2018.
NSE IVEGEA N I r.
I I^ p Pl �' �� / ' 3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
DATED NOVEMBER 1984.
367.31 � L 4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE ' \
PLANE COORDINATE SYSTEM NAD83; NAVD88; US SURVEY FOOT.
i � II II � M � � � � � I�� II I
/ /
/� , I � � � NOTES
\ I
M W-16
I
1, TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET
I
1
00010 1 367.50 � � � T i �'I
\
�\ 1 MV�16/ I OMW-7 2 GROUNDWATER SURFACE CONTOUR INTERVAL
FEET
387.37I ' \ 386.77 1
38W487S i 0� � 3. GROUNDWATER ELEVATIONS MEASURED ON APRIL 2,
�Q� N rn Ah, _ 2019.
S °
% 4. GROUNDWATER CO
NTOURS BASED ON LINEAR
�2 V\\36�7.54 A _
KNOWN �,Q INTERPOLATION BEEN AND EXTRAPOLATION
GP-14R G 4 \ �- I ' � _ - -_ FROM OWN DATA TOPOGRAPHIC CONTOURS, AND
� KNOWN FIELD CONDITIONS. THEREFORE,
io DENSE v➢GETATw� GROUNDWATER CONTOURS MAY NOT REFLECT
��� nENBE-ncETATIo - _ - �A ACTUAL CONDITIONS.
PZ 2 , , A20 - MW-13DT\
36688 1 ` j46 f, \ ,_--- \\ , ♦ 5. GROUNDWATER CONTOUR LINES SHOW THE WATER
` TABLE SHAPE AND ELEVATION. THESE CONTOURS
\ V �✓ 7 : ' �j ' A ARE INFERRED LINES FOLLOWING THE
410 // ; \ \ OO DENSE v➢c➢maml GROUNDWATER SURFACE AT A CONSTANT
neE vEce xsrArloN �p ELEVATION ABOVE SEA LEVEL.
DEN VEG ` ,{-4- �' DENSE VE / ATION
6. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
390 DATED NOVEMBER 1984. ITS LOCATION IS RELATIVE
A Q GP-1� TO TOPOGRAPHY APPROXIMATE BY HDR
380 .�✓� \�'� ` ��- MWTB ENGINEERING, INC.
DENSE VE ATION O
\ OMW-18.` 384.32
\ 353.55'
--- / / 7. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
\ GP-13 - - - _ _ - - fj� i vDjs n / / \\ PROPOSED LANDFILL PROVIDED BY MATTHEWS LAND
e \ SURVEYING & MAPPING, PLLC DATED APRIL 17, 2015
\� NAINTEN / AND JUNE 2018.
'VE VEGETATION_ ---` / ` BUDD
Nr?ENsF�'¢cssaaTox-
'C _
DENSE VEGETATION
_ I
DENSE, VEGETATION
r
\ DENSE VEGETA\N \ �J\ / /j DENSE
\DENSE VEGETATION
.p 0
---MW-3
02 358.12—
VEGETATION- , \ 1
SEER '
` 31'ATION
\\ DENSE VEGETATION
100 a 100 200
SCALE FEET
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/ DENSE VEGETATION
DENSE VEGETATION II
I�
\ I
l\ � \DENSE GETATION
DENSE
\\ \ D. E VEGEATION
DENSE VE
1�
M W-4
DENSE VEG A N1 V
I� I
ICI
AI
I
0
MW-17S ,�
ME VEGETATION\ \�
j
-- % LEGEND
' ----: DENSe vscETA'noNSA pROPOERTY BOUNDARY
350 EXISTING TOPOGRAPHY
(2' CONTOUR INTERVAL)
DENSE VEGETATION --
DENSE VEGETATION _. �\\ �— _ _ _ _ _ = EXISTING ACCESS ROAD
"P
E VEGE DN 50' S REAM BUFFER
NDARY
MW-11DR DENSE VEGE
— — 50' PROPERTY BUFFER
TATION — —
372 — PROPOSED BASE GRADE TOPOGRAPHY
MW-11SR ��� ��� (2' CONTOUR INTERVAL)
MW-115 /2 410 O,
P�Q 5a P Mw-6
MW 11D„
GEC PG�� PGx--- �r aao /
�qG� aso REFERENCES
1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND
PROPOSED LANDFILL PROVIDED BY
PG��V PGRESI�/ j 7 PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC
AERIAL MAPPING FOR BRADY SURVEYING COMPANY
DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC.
DATED MARCH 24, 2000.
1 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
MW-14 I PROPOSED LANDFILL PROVIDED BY SPATIAL DATA
CONSULTANTS INC. DATED JUNE 14, 2018.
3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
DATED NOVEMBER 1984.
1
4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE
\ C PLANE COORDINATE SYSTEM NAD83; NAVD88; US
SURVEY FOOT.
NOTES
MW-16.�.
1. TOPOGRAPHIC CONTOUR INTERVAL =2 FEET
M W-7
2 GROUNDWATER SURFACE CONTOUR INTERVAL =5
FEET
3. GROUNDWATER ELEVATIONS MEASURED ON APRIL 2,
L I I 2019.
4. GROUNDWATER CONTOURS BASED ON LINEAR
INTERPOLATION BETWEEN AND EXTRAPOLATION
�S E vecETAT[ox n�NSE-vEcal'ATIo FROM KNOWN DATA, TOPOGRAPHIC CONTOURS, AND
i
DExsKNOWN FIELD CONDITIONS. THEREFORE,
W-13D�". _ __ �'1I GROUNDWATER CONTOURS MAY NOT REFLECT
} PZ 2 \ 42p / / _ - \ I'N�. ACTUAL CONDITIONS.
\•• 1\ / // / i� - \� - I \\ \, 5. GROUNDWATER CONTOUR LINES SHOW THE WATER
TABLE SHAPE AND ELEVATION. THESE CONTOURS
DENSE VEGETATION
Q10 i♦ /// \ _/
1 ",/ // l �! •�` / DENSE VEGETATION \ \ ARE INFERRED LINES FOLLOWING THE
VEGETATIoN �__ GROUNDWATERELEVATION
ABOVE
SURFACE AT A CONSTANT
� \ ELEVATION ABOVE SEA LEVEL.
= DENSE ------- \�C
390 i — — �CF 6. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
PZ-3 DATED NOVEMBER 1984. ITS LOCATION IS RELATIVE
/- 380 .�/ - �O My�g TO TOPOGRAPHY APPROXIMATE BY HDR
DENSE vE AnoN — / 'BO ENGINEERING, INC.
7. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
PROPOSED LANDFILL PROVIDED BY MATTHEWS LAND
MAINTEN / \
IMA
PPING, PLLC DATED APRIL 172015
DEEunD AND JUNE 2018
�� �(� •Q \\ I __ DEVZGETATIDN
y
DENSE VEGETATION
i
/m
� DENSE/VEGETATION / �
DEPiSE VEGETA\N \\• �J\ \.... /j DENSE
\ \ i
\- \DENSE VEGE
\. \
'10 0.
VEGETATION
SON -\ —� —
STATION
r � /
\ 1 \ DENSE VEGETATION
w
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SCALE FEET REV. DRAWING
0 DH-4

A A'
cl
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p TRIBUTARY
TO HORSE
CREEK
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HORIZONTAL DISTANCE (FT)
TRIBUTARY TO, HORSE CREEK E
MEE
NONE
lop
Rim
mom
SEEM
MEMO
NOMINEE
-
m
NE
MIN
NEE
I
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aos
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= w
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390
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360 w
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HORIZONTAL DISTANCE (FT)
NONE
I
0
0
B
U) ❑
0 0
B'
SEDIMENTATION
BASIN
UTARY
ORSE
=K
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50
HORIZONTAL DISTANCE (FT)
LEGEND
----- EXISTING GRADE
— — — ESTIMATED TOP OF CLAY SURFACE
SEASONAL HIGH GROUNDWATER SURFACE
D D' — — —
PROPOSED CELL 6 BASE GRADE
40
39
38
37
LL
z
36
w
35
34
33
32
00
EL 361.84 APRIL 2, 2019 GROUNDWATER ELEVATION
SAND
90 CLAY
d
0
80
PIEZOMETER OR MONITORING WELL
70
LL
z
0 O
w
w
50
0
NOTE:
30 ALL PROFILE VIEWS SHOW A 10x
VERTICAL EXAGGERATION.
m
6 20
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50
HORIZONTAL DISTANCE (FT) 100 0 100 200
SCALE FEET
o-■■■■■
■■■■■■■
■■■■■■■
.NOON■
■■■■■
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REV. DRDHG
O5

DENSE VEGETATION Dose vsGHTA_uN�� - PROPOERTY BOUNDARY
i -
LEGEND
----______ \, , 350 EXISTING TOPOGRAPHY
N E v- - GN: , �, (2' CONTOUR INTERVAL) DENSE VEGETATION
l DENSE VEGETATION _.._. - \\ �- _ _ _ _ _ = EXISTING ACCESS ROAD
\ - \DENSE GETATION - ,i' / J _.._ _..
LIMITS OF CELL BOUNDARY
� L
_ — 50' STREAM BUFFER
e_
DENSE VEGETATION SE — — — — 50' PROPERTY BUFFER
DENS VEGETATION'S
\, SEASONAL HIGH GROUNDWATER
C /-�
DENSE vecETATION.- J MW 91SR� � ���� - � � 377 CONTOURS
DENSE VEGETATION-��
— 372 — PROPOSED BASE GRADE TOPOGRAPHY
(2' CONTOUR INTERVAL)
D)�E VEGEATION - �� JA DES _ �A �Ja MW-s
� MW 11D, �3 a3 �C� 0GP-15R METHANE PROBES
QMW-17D GROUNDWATER WELLS
DENSE VEGETa117GN i -' G P.G��.( �G�ESI - 440 / / PZ-2 PIEZOMETERS
aso REFERENCES
1. EXISTING TOPOGRAPHY OUTSIDE OF ACTIVE AND
PROPOSED LANDFILL PROVIDED BY
PHOTOGRAMMETRIC METHODS BY CARTOGRAPHIC
I -=�� 1 / 6NSE VETA ION
AERIAL MAPPING FOR BRADY SURVEYING COMPANY
•/A - 5 DATED JUNE 13, 2008 AND LANDAIR SURVEYING, INC.
M W-4 / DATED MARCH 24, 2000.
��' Mw-1a
I �I GP-15R 2. EXISTING TOPOGRAPHY WITHIN ACTIVE AND
DENSE vec A N� � P, �6' , / / PROPOSED LANDFILL PROVIDED BY SPATIAL DATA
CONSULTANTS INC. DATED JUNE 14, 2018.
II 1`h 1 PZ Il I
9 I / I I 3. PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
% , ` \ , I I �•� p DATED NOVEMBER 1984.
4. SURVEY DATA IS BASED ON NORTH CAROLINA STATE
PLANE COORDINATE SYSTEM NAD83; NAVD88; US
SURVEY FOOT.
MW-165�
NOTES C ' � I A� �16D � M � QMW-7 \ I 1. TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET
MW
a.
2. GROUNDWATER SURFACE CONTOUR INTERVAL
-
s
FEET
-AG - 4 I
\ _ \ 4A0 , - I / 3. GROUNDWATER CONTOURS BASED ON LINEAR
1 INTERPOLATION BETWEEN AND
%`"` ----- - - I II - - - FROM KNOWN DATA TOPOGRAPHIC THE IC CONTOURS, AND
DENSE VEGETATION KNOWN FIELD CONDITIONS. THEREFORE,
�V L, PZ 2 A20 O MW-13D�� �� ��� GROUNDWATER CONTOURS MAY NOT REFLECT
- �� ACTUAL CONDITIONS.
p
-� 4. GROUNDWATER CONTOUR LINES SHOW THE WATER
TABLE SHAPE AND ELEVATION. THESE CONTOURS
l \
\ ` Q1D ♦�` DENSE VEGETATION
ARE INFERRED LINES FOLLOWING THE
\\DENSE vecerAnoN \ GROUNDWATER SURFACE AT CONSTANT
nr> E VEGF4MON\ \ ELEVATION ABOVE SEA LEVEL.
-
\ \ _ \,\ DENSE VeG' ATION
90 \qC' 5. ELATIVE
PZ 3 / \ �� PROPERTY BOUNDARY SURVEY BY JAMES L. WRIGHT
/ _ DATED NOVEMBER 1984. ITS LOCATION IS R
-�,.GP-1KR� - 38 Q W-8 ENGINEERING, C PROXIMATE BY HDR
ham\ _ /. / \ ,i \� �r�� TO TOPOGRAPHY AP
MW 18.'/� \ —_—D _ I I DENSE VE ATION ' \\ M
_-�-}--- GIN
� GP-1 � ---- � � .' / ��� �j n / 6. EXISTING TOPOGRAPHY WITHIN ACTIVE LANDFILL RAND LANPROPOSED D
/MAINTEN \ ' / / \\ SURVEYING & MAPPING, PLLC DATED A RILE 7, 2015
BUILD � / AND JUNE 2018.
\ ENSH SS \ \\ 'VEGETATION
i
i
i
i
DENSE Vb>iETATION
l
DENSE/VEGETATION
vvalb
, DEh4➢ VEGETA\ N \ �J\ /j DENSE VEGETATIC} \
i
SFEE
\\ \\ STATION
\DENSE VEGETATION
i
DENSE VEGETATION /
"�a v MW-3
Ioo o Ioo zoo
- 8`➢O $o \ �� jam- �� \ \ :--- --�
SCALE FEET
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a >
W
o-
Y
U
m=
U
Y ❑
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z
LD
d CO
tr ❑
z
0
IL
m
U
w
m
N ❑
m ❑
N
o w
it
U N
?U
U O
Z z w o
U 2 = Z
N w z it 0
O Z
Lu (D Y N O
W Z
0
Z
W
❑ O w ° 33033
C..) of
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00
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a V Q
REV.

APPENDIX DH-A
BORING LOGS AND WELL
CONSTRUCTION DIAGRAMS
AND WELL DEVELOPMENT
FORMS

Cell 6 - Boring Logs

RECORD OF BOREHOLE GP-13R SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,405.06 DEPTH W.L.: N/A
PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,208.08 ELEVATION W.L.: N/A
DRILLED DEPTH: 10.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 367.1 DATE W.L.: N/A
LOCATION: Aberdeen, NC TOC ELEVATION: 370.29 ft TIME W.L.: N/A
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
D DEPTH
CO
1401b hammer
ZZ
30 inch drop
0
0.00-2.00
1/4„
WELL CASING
SILTY SAND, medium sand, little silt and
SM
1
a
2-2-2-4
4
2.00
Bentonite —
Interval: 0'-3'
clay, trace fine sand, yellowish brown, loose,
Y Y
cn
2.00
pellets
Material: Schedule 40 PVC
dry
365.1
Diameter: 2"
365
Joint Type: Threaded
2.00 - 4.00
2.00
SAND, medium sand, zones with higher clay
2.00
content, trace fine sand, yellow, loose, moist
SP
2
a.
2-3-3-4
6
2.00
WELL SCREEN
363.1
#2 Filter
Interval: T-10'
Sand
Material: Schedule 40 PVC
4.00 - 6.00
4.00
5
SAND, medium sand, little silt, trace fine
SP
3
3-3-3-5
6
1 70
Diameter: 2
Slot Size: 0.010"
sand, yellow, loose, moist
EL
2 00
End Cap:
361.1
6.00 - 8.00
6.00
FILTER PACK
SAND, medium sand, little silt, trace fine
1.50
0.010"
Interval: 2'-10'
360
sand, yellow, loose, moist
SP
4
uai
4-2-2-4
4
2.00
Slotted —
Type: #2 Filter Sand
359.1
Screen
FILTER PACK SEAL
8.00
Interval: 0'-2'
Type: 1/4" Bentonite Pellets
10
357.1
ANNULUS SEAL
Boring completed at 10.00 ft
Interval: N/A
Type: N/A
WELL COMPLETION
355
Pad: 3'x3'x6"
Protective Casing: Steel
DRILLING METHODS
Soil Drill: 4.25 inch HSA
15
350
20
345
25
340
30
335
35
330
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE GP-14R SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,680.01 DEPTH W.L.: N/A
PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,109.63 ELEVATION W.L.: N/A
DRILLED DEPTH: 10.00 ft DATE COMPLETED: 5/30118 GS ELEVATION: 372.05 DATE W.L.: N/A
LOCATION: Aberdeen, NC TOC ELEVATION: 374.78 ft TIME W.L.: N/A
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
w
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
w
D H
CO
fin)
140 lb hammer
ZZ
30 inch drop
0
0.00 - 0.70
SP
.
37135
1/4
WELL CASING
Organic layer, SAND, sand with sift and
1
Q.
1-1-2-2
3
2.00
Bentonite-
Interval: 0'-3'
0.70
clay, dark brown, loose, very dry
SP
2 00
Pellets
Material: Schedule 40 PVC
0.70 - 2.00
370.05
Diameter: 2"
370
SAND, medium sand, little fine sand
Joint Type: Threaded
2.00
2.00 - 3.50
SAND, medium sand, little fine sand
SP
-
368.55
2
2-1-2-3
3
2.00
2.00
WELL SCREEN
#2 Filter
Interval: T-10'
3.50 - 4.00
SC
368.05
CLAYEY SAND, medium sand, little clay,
Sand
Material: Schedule 40 PVC
SC
-
367.55
5
trace fine sand, yellow to light yellow, very
3
3-6-8-11
14
2.00
Diameter: 2
Slot Size: 0.010"
4.50
loose, moist
SM
2 00
End Cap:
4.00-4.50
366.05
CLAYEY SAND, medium sand, little clay,
FILTER PACK
6.00
trace fine sand, yellow to light yellow, very
2 00
0.010"
Interval: 2'-10'
365
loose, moist
SP
4
6-8-10-14
18
2 00
Slotted -
Type: #2 Filter Sand
4.50 - 6.00
364.05
Screen
SILTY SAND, medium sand, little silt, light
FILTER PACK SEAL
8 00
yellow, compact, moist
Interval: 0'-2'
SP
5
a_
3-3-3-3
6
2:00
Type: 1/4" Bentonite Pellets
6.00 - 8.00
SAND, medium sand, little fine sand, trace
10
clay, yellow to yellowish red, compact, moist
362.05
ANNULUS SEAL
8.00 -10.00
Interval: N/A
SAND, medium sand, little fine sand, trace
Type: N/A
clay, yellow to yellowish red, compact,
saturated
WELL COMPLETION
360
Pad: 3k3S Protective Casing: Steel
Boring completed at 10.00 ft
DRILLING METHODS
Soil Drill: 4.25 inch HSA
15
355
20
350
25
345
30
340
35
335
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE GP-15R
SHEET 1of 1
PROJECT:
Moore County DRILL
RIG: Deidrich D-50
NORTHING: 510,038.89
DEPTH W.L.: N/A
PROJECT NUMBER: 1895531 DATE STARTED: 6/4/18
EASTING: 1,852,041.09
ELEVATION W.L.: N/A
DRILLED DEPTH: 10.00 ft DATE COMPLETED: 6/4/18
GS ELEVATION: 364.85
DATE W.L.: N/A
LOCATION:
Aberdeen, NC
TOC ELEVATION: 367.73 ft
TIME W.L.: N/A
SOIL PROFILE
SAMPLES
Z
O
U
ELEV.
O
Z
w
PIEZOMETER
PIEZOMETER
la v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
D H
CO
fin)
140 lb hammer
ZZ
0
30 inch drop
0.00 - 2.00
1/4"
WELL CASING
SAND, fine to coarse sand, some clay, light
Y 9
SP
1
H
a
3-2-2-4
4
1.70
Bentonite-
Interval: 0' -3'
brown, subrounded coarse sand, coarse
m
2.00
Pellets
Material: Schedule 40 PVC
sand increasing with depth, very loose, dry
362.85
Diameter: 2"
2.00 - 4.00
2.00
Joint Type: Threaded
CLAYEY SAND, fine to coarse sand, light
1.70
tan to white, loose, moist
SC
2
3-3-4-4
7
2.00
WELL SCREEN
360.85
#2 Filter
Interval: T-10'
4.00 - 4.40
SP
Sand
Mater al: Schedule 40 PVC
5
360
SAND, fine to medium sand, brown, very
CL
4.40
3
H
2-1-5-6
6
2 00
Diameter: 2
Slot e: 0.010"
loose, moist
35925
Q_
2.00
End Ca
10 355
15 � 350
20 4- 345
25 4- 340
n 1 30 4- 335
35� 330
40 � 325
4.40 - 5.60
SANDY CLAY, some coarse sand, light tan
from 4.4'-5.T, black from 5.V-5.6', soft,
W>PL
5.60 - 6.00
Lb=oyis's
AND, medium to coarse sand, J,
.80
CLAY, medium to coarse sand, light
d some light brown, soft, W>PL
6.80 - 8.00
SAND, fine sand, some clay, light grey to
white, very loose, moist
8.00 - 8.50
SANDY CLAY, fine to coarse sand, light
grey and white, soft, W>PL
8.50 -10.00
GRAVEL and SAND, coarse sand,
orange-brown,subangular and subrounded,
loose, wet
Boring completed at 10.00 tt
SP
P�
CL
gg 0
FILTER PACK
35$.�5
1.50
0.010"
Interval:2'-10'
6.80
4
IL
2-2-2-5
4
2 00
Slotted -
Type: #2 Filter Sand
SP
356.85
Screen
CL
356.35
FILTER PACK SEAL
8.50
Interval: 0'-2'
SP
o,/� o:
5
a_
3-4-6-4
10
2:00
Type: 1/4" Bentonite Pellets
1,
354.85
ANNULUS SEAL
Interval: N/A
Type: N/A
WELL COMPLETION
Pad: 3'x3'x6"
Protective Casing: Steel
DRILLING METHODS
Soil Drill: 4.25 inch HSA
LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE MW-17S SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,704.03 DEPTH W.L.: 11.79'
PROJECT NUMBER: 1895531 DATE STARTED: 6/4/18 EASTING: 1,852,096.70 ELEVATION W.L.: 362.37
DRILLED DEPTH: 18.00 ft DATE COMPLETED: 6/4/18 GS ELEVATION: 371.45 DATE W.L.: 6/11/18
LOCATION: Aberdeen, INC TOC ELEVATION: 374.16 ft TIME W.L.: 1501
SOIL PROFILE
SAMPLES
Z
U
ELEV.
z
p
PIEZOMETER
PIEZOMETER
w
❑
>
DESCRIPTION
= c�
a p
w
w
c>
DIAGRAM and NOTES
CONSTRUCTION
DETAILS
DEPTH
W
w
❑
a
p
(ft)
0
0
0.00 - 4.00
3P
WELL CASING
SAND, organics in upper 3", medium to fine, some clay, tan, moist,
g pp y
Interval: 0'-8'
370
loose
Portland
Material: Schedule 40 PVC
SP
Type I - 3
Diameter:2"
Cement
Joint Type: Threaded
fed in
WELL SCREEN
367.45
Interval: 8'-18'
Material: Schedule 40 PVC
4.00 - 7.00
4.00
5
CLAY, lean clay with medium to fine sand, white and tan, stiff,
1/4"
Bentonite-
Diameter: 2
Slot Size:0.010"
W-PLand W<PL
CL
Pellets
End Cap:
365
FILTER PACK
364.45
Interval: 6'-18'
Type: #2 Filter Sand
7.00 -10.00
7.00
SILTY SAND, some clay, medium to fine, tan, red, and orange,
loose to compact, mosit
FILTER PACK SEAL
SM
-
Interval:4'-6'
Type: 1/4" Bentonite Pellets
10--
361.45
#2Filter_
ANNULUSSEAL
10.00 - 18.00
10.00
Sand
Interval: 0'-4'
SAND, some silt, medium to fine, some coarse, tan, grey, white,
Type: Portland Type I
and some purple, loose, wet
Cement
360
WELL COMPLETION
Pad: 3'x3'x6"
Protective Casing: Steel
0.010"
SP
Slotted-
DRILLING METHODS
Screen
Soil Drill: 4.25 inch HSA
15
355
353.45
Boring completed at 18.00 ft
20
350
25
345
30
340
35
335
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE MW-17D SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,693.71 DEPTH W.L.: 17.22'
PROJECT NUMBER: 1895531 DATE STARTED: 6/1/18 EASTING: 1,852,101.52 ELEVATION W.L.: 357.34
DRILLED DEPTH: 34.00 ft DATE COMPLETED: 6/1/18 GS ELEVATION: 372.05 DATE W.L.: 6/11/2018
LOCATION: Aberdeen, NC TOC ELEVATION: 374.56 ft TIME W.L.: 1502
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
D DEPTH
C')
140 lb hammer
ZZ
30 inch drop
0
0.00 - 0.30
SP
0.30
-
N:
WELL CASING
SAND with organics
1
a
1-1-2-1
3
1.80
Interval: 0'-29'
0.30 - 2.00
SP
cn
2.00
Material: Schedule 40 PVC
SAND, medium to fine, tan, noncohesive,
-.
370.05
=n
Diameter: 2"
370
moist
un
°'g
Joint Type: Threaded
2.00
2.00 - 3.50
SAND, medium to fine, tan, non -cohesive,
SP
-
368.55
2
2-1-4-6
5
2.00ee
2.00
M.
0
`i'.
B°
WELL SCREEN
moist
Interval:29'-34'
CLS
368.05
w
a
Material: Schedule 40 PVC
3.50 - 4.00
q 00
SANDY CLAY, medium sand, tan, cohesive,
°aS
Diameter: 2
Slot Size: 0.010"
5
moist
CLS
3
EL
3-5-7-11
12
2:00
ag
365.55
, e
End Cap:
4.00 - 6.00
CLAY, lean claywith medium to fine sand
0
°BeO
FILTER PACK
CLS
365.55
zones, whtie and tan, stiff clay, compact
2.00_°
Interval: 27'-34'
365
sand, moist
SP
364.8
4
5-7-9-10
16
2.00
Type: #2 Filter Sand
6.00 - 6.50
SM
364.05
CLAY, lean clay with medium sand, tan,
°°3°
°g's
FILTER PACK SEAL
8 00
cohesive, W-PL
SC
39
°°
use
Interval: 25'-27'
5
a_
4-4-4-4
8
2:00
-
Type: 1/4" Bentonite Pellets
6.50 - 7.25
SAND, medium to fine, tan, non -cohesive,
SC
005
10
compact, moist
-
362.05
1
1
99
ANNULUS SEAL
7.25 - 8.00
10.00
peo
paa
Interval: 0'-25'
SILTY SAND, medium to fine, red,
SM
6
a_
2-1-1-1
2
2'00
°°r
es^
TCe: Port land Type I
non -cohesive, compact, moist
n
2.00
e ent
360
360.05
Portland
,z
a
WELL COMPLETION
8.00 - 9.00
CLAYEY SAND, medium to fine, orange,
12.00
non -cohesive, loose, moist
SP
7
1-2-2-4
4
2.00
Type I
Cement
ee
oo
a
as
Pad: 3'x3'x6"
Protective Casing: Steel
9.00 -10.00
co
2.00
CLAYEY SAND, medium to fine, orange,
-
358.05
°^^^
DRILLING METHODS
14.00
non -cohesive, loose, wet
Soil Drill: 4.25 inch HSA
10.00 - 12.00
15
SP
8
0_
3-1-4-4
5
2.00
:i
SILTY SAND, medium to fine, tan to grey,
rn
2.00
non -cohesive, loose, moist
356.05
12.00 - 14.00
16.00
SAND, coarse to medium, purple to white,
2.00
355
non -cohesive, loose, wet
SP
9
3-1-2-2
3
2.00
14.00 - 16.00
354.05
SAND, coarse to medium, tan with purple
ae
-22
�
18.0092
streaks, non -cohesive, loose, moist
SP
353.05
a
2.00
10
n
2-3-4-30
7
2.00
16.00 - 18.00
19.00
SAND, coarse to medium, tan with purple
streaks, non -cohesive, loose, moist
CL
352.05
20
fig31.9
18.00 - 19.00
20.00
w
,N
SAND, coarse to medium, tan with purple
CL
11
(L
4-39-50
>50
2 00
streaks, non -cohesive, loose, moist
350.05
350
�„
19.00 - 20.00
CLAY, fat clay with fine sand, grey to purple,
22.00
cohesive, dry, dense, W<PL
CL
12
N
12-22-30-36
>50
2.00
r
20.00 - 22.00
CLAY, fat clay with fine sand, grey to purple,
348.05
kp
24.00
cohesive, dry, dense, W<PL
moo
25
CL
0purple,
13
EL
5-12-20-23
32
2.00
22.00 - 24.00
CLAY, fat clay with fine sand, dark grey to
2.00
1/4"
cohesive, dense, W<PL
346.05
Bentonite -
24.00 - 26.00
26.00
Pellets
345
CLAY, fat clay with medium sand, light grey,
CL
14
d
6-11-19-19
30
2.00
cohesive, stiff, W-PL
rn
2.00
344.05
26.00 - 28.00
28.00
CLAY, fat clay with coarse to medium sand,
pink to grey, cohesive, stiff, W-PL
2.00
CLS
15
�
5-7-8-10
15
2.00
28.00 - 30.00
SANDY CLAY, medium sand, tan, cohesive,
342.05
#2 Filter
30
firm, W-PL
_
Sand
30.00
30.00 - 32.00
2.00
SANDY CLAY, medium sand, tan, cohesive,
CLS
16
(L
2-4-7-8
11
2.00
firm, W-PL
340.05
0.010"
340
Screen
32.00 - 34.00
32.00
SANDY CLAY, medium sand, tan, cohesive,
2.00
firm, W-PL
CLS
17
3-4-8-8
12
2.00
338.05
34.00 - 36.00
34.00
CLAY, fat clay, grey, cohesive, stiff, W<PL
2.00
35
CL
18
N
12-15-20
27
2.00
336.05
Boring completed at 34.00 ft
36.00
335
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: D. Reedy
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE MW-18 SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,369.85 DEPTH W.L.: 7.12'
PROJECT NUMBER: 1895531 DATE STARTED: 6/4/18 EASTING: 1,852,249.28 ELEVATION W.L.: 361.38
DRILLED DEPTH: 13.00 ft DATE COMPLETED: 6/4/18 GS ELEVATION: 365.35 DATE W.L.: 6/11/2018
LOCATION: Aberdeen, NC TOC ELEVATION: 368.5 ft TIME W.L.: 1459
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
D DEPTH
CO
1401b hammer
ZZ
30 inch drop
O
365
0.00 - 2.00
SAND, fine to medium sand, dark brown to
H
1 70
-
Flortland gee
Type I moo
WELL CASING
Interval: 0'-5'
black from U-0.7', tan 0.7'-2', ve loose, d
ry ry
SP
1
a
m
1-2-2-3
4
2.00
Cement
Materal:Schedule 40PVC
-
363.35
1/4„
Diameter: 2"
Bentonite-
Pellets
Joint Type: Threaded
2.00 - 4.00
2.00
SAND, medium to coarse sand, -60 %
1.80
quartz, tan, light brown, some orange -brown
SP
2
a.
2-3-2-5
5
2.00
WELL SCREEN
in bottom, uniformly graded, loose, moist
361.35
Interval: 5'-13'
Material: Schedule 40 PVC
4.00 - 6.00
4.00
5
SAND, some gravel from 5.5'-13% medium to
SP
3
1-2-6-7
8
1.80
Diameter: 2
0.010"
360
coarse sand, brown, tan brown,
EL
2.00
End CaSlot p:
p:
orange -brown, loose, wet
359.35
6.00 - 8.00
6.00
FILTER PACK
SAND, trace clay, medium to coarse sand,
a
2.00
Interval: T-13'
-70% quartz sand, light brown, subangular
SP
4
n
5-3-2-3
5
2.00
Type: #2 Filter Sand
to subrounded, uniformly graded, loose, wet
357.35
#2 Filter
_
Sand
FILTER PACK SEAL
8.00 -10.00
d
8.00
GRAVELLY SAND, trace clay, medium to
-
2.00
Interval: 1'-2'
coarse sand, light brown from 8'-9', light
SPG
5
1-1-2-6
3
2.00
Type: 1/4" Bentonite Pellets
grey from 9'-10', very loose, wet
355.35
0.010"
ANNULUS SEAL
10
355
Slotted -
Screen
Interval: 0'-1'
10.00 - 12.00
0
10.00
GRAVELLY SAND, some clay1 T-12' ,
-
2.00
Type: Portland Type I
medium to coarse sand, light brown, light
SPG
� �
6
�
2-1-1/12"
2
2.00
Cement
grey, some purple (clay), very loose, wet
353.35
WELL COMPLETION
12.00 - 13.00
12.00
SAND, some gravel, medium to coarse
SP
352.35
1.90
Pad: 3'x3'x6"
sand, -60 % quartz sand, suban ular to
9
7
a
Cn
14-15-16-50
31
1.90
Protective Casing: Steel
13.00
subrounded, light brown, light grey, dense,
CLS
351.35
wet
DRILLING METHODS
14.00
Soil Drill: 4.25 inch HSA
13.00 - 14.00
15
SANDY CLAY, some silt, light grey mottled
350
orange and purple, hard, dry, W<PL
Boring completed at 13.00 it
20
345
25
340
30
335
35
330
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE PZ-1 SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,964.08 DEPTH W.L.: 15.86'
PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,308.13 ELEVATION W.L.: 366.19
DRILLED DEPTH: 22.00 ft DATE COMPLETED: 5/30/18 GS ELEVATION: 379.13 DATE W.L.: 6/11/18
LOCATION: Aberdeen, NC TOC ELEVATION: 382.05 ft TIME W.L.: 1453
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
DEPTH
CO
140 lb hammer
ZZ
30 inch drop
0
0.00 -1.00
SP°
WELL CASING
SAND, fine sand, little silt, yellowish brown,
- -
378.13
1
a
8-7-4-4
11
2.00
Interval: 0'-12'
CL
1.00
compact
m
2.00
Material: Schedule 40 PVC
1.00 - 2.00
377.13
Diameter: 2"
CLAY, yellowish brown with black staining,
° °h
Joint Type: Threaded
P.00
dry
a.
2.00
M.
2 00 - 4.00
SP-SC
-
2
m
9-9-9-14
18
2.00
°d
t3ee Bea
WELL SCREEN
CLAYEY SAND, medium sand, litle clay,
-
375.13
Interval: 12'-22'
375
yellowish red, compact, dry
a
Material: Schedule 40 PVC
4 00
2.00
Portland a an
Diameter: 2
Slot Size: 0.010"
4.00 - 6.00
5
SAND, medium to coarse sand, trace fine
SP
3
0_
rn
7-8-8-14
16
2.00
Type I oleo Ia
gravel, trace clay, compact, moist
Cement l'
End Cap:
373.13
ree
6.00 - 8.00
6.00
FILTER PACK
SAND, medium to coarse sand, little fine
2.00_=
Interval: 12'-22'
sand, trace clay, yellow, compact, moist
SP
4
IL
4-5-6-8
11
2.00
Type: #2 Filter Sand
371.13
3e lg;
FILTER PACK SEAL
8.00 - 10.00
8.00
SAND, medium sand, little fine sand, yellow,
1.00w
Interval: 10'-12'
370
loose, moist
SP
5
a-
3-3-5-8
8
2 00
Type: 1/4" Bentonite Pellets
10
-
369.13
�'°
ANNULUS SEAL
10.00 - 12.00
10.00
Interval: 0'-10'
SAND, medium sand, little fine sand, grey,
1.50
1/4"
Type: Portland Type I
compact, moist
SP
6
3-5-6-6
11
200
Bentonite-
Cement
-
367.13
Pellets
WELL COMPLETION
12.00 - 14.00
12.00
SAND, medium sand, little fine sand, trace
H1.50Pad:
None
silt and clay, very loose, saturated at bottom
SP
7
3-1-1-1
2
Protective Casing: Steel
365
365
DRILLING METHODS
14.00 - 16.00
14.00
Soil Drill: 4.25 inch HSA
SAND, medium sand, little fine sand, trace
1.00
15
silt and clay, grey to yellow, very loose,
SP
8
0.
1
1
2.00
saturated at bottom
363.13
#2 Filter
16.00 - 18.00
16.00
_
Sand
Attemp 24" Shelby Tube. No Return.
0.00
9
co
2.00
361.13
18.00 - 20.00
18.00
SAND, medium sand, little fine sand,trace
1.20
360
clay and silt, yellow with pink zones, loose,
SP
10
a-
2-2-5-8
7
2.00
saturated
359.13
0.010"
20
Slotted
Screen
20.00 - 22.00
20.00
SAND, medium sand, little fine sand,trace
2 00
clay and silt, yellow with pink zones, yellow
11
(L
14-2-5-11
7
2.00
pink in top 6", loose, saturated
357.13
Boring completed at 22.00 ft
355
25
350
30
345
35
340
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE PZ-2 SHEET 1of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,570.71 DEPTH W.L.: 15.71'
PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,419.49 ELEVATION W.L.: 365.70
DRILLED DEPTH: 22.00 ft DATE COMPLETED: 5/30/18 GS ELEVATION: 378.44 DATE W.L.: 6/11/18
LOCATION: Aberdeen, NC TOC ELEVATION: 381.41 ft TIME W.L.: 1456
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
DEPTH
CO
fin)
140 lb hammer
ZZ
30 inch drop
O
0.00 - 2.00
3P
WELL CASING
Organic layer likely from compost
1
a
1-3-4-4
7
2.00
Interval: 0'-12'
m
2.00
Material: Schedule 40 PVC
376.44
Diameter: 2"
U1,
Joint Type: Threaded
2.00 - 4.00
2.00
SILTY SAND, medium sand, little fine sand,
2.00
loose, moist
SM
2
5-4-4-3
8
2.00
.9 B°
22
WELL SCREEN
375
-
374.44
Interval:12'-22'
M. a
Material: Schedule 40 PVC
4.00 - 6.00
4.00
SILTY SAND, medium sand, little fine sand,
Portland °° °°
°ap
Diameter: 2
Slot Size: 0.010"
5
yellowish brown, loose, mosit
SM
3
(n
4-4-3-6
7
2.00
Type I ag
Cement
End Cap:
.
372.44
6.00 - 8.00
6.00
FILTER PACK
SILTY SAND, medium sand, little fine sand,
__=
Interval: 12'-22'
yellowish brown, loose, mosit
SM
4
(n
0
2 00
Type: #2 Filter Sand
370.44
n�
370
g° g
°_=
FILTER PACK SEAL
8.00 -10.00
8.00
SILTY SAND, little silt, medium sand, little
2.00
I-9
Interval:10'-12'
fine sand, yellow, compact moist
SM
5
4-8-8-9
16
2.00
�
Type: 1/4" Bentonite Pellets
10
-
368.44°°
ANNULUSSEAL
10.00 - 11.50
10.00
Interval: 0'-10'
SILTY SAND, little silt, medium sand, little
SM
2.00
1/4"
Type: Portland Type I
fine sand, yellow and yellowish brown to
366.94
6
a_
5-8-10-11
18
2 00
Bentonite -
Cement
light grey, compact moist
Pellets
SW
366.44
11.50 - 12.00
12.00
WELL COMPLETION
SAND, medium sand, grey, compact, moist
2 00
Pad: None
12.00 - 14.00
SW
7
5Cl)-5-5-9
10
2 00
Protective Casing: Steel
365
SAND, medium sand, trace fine sand, clay,
364.44
DRILLING METHODS
light grey with red zones, -1" thick clay layer
14.00
Soil Drill: 4.25 inch HSA
at 14', compact, saturated
1.20
14.00 - 16.00
15
SW
8
0.
3-6-8-13
14
2 00
SAND, medium sand, trace fine sand, clay,
pink grey, compact, saturated
362.44
#2 Filter
-
Sand
16.00 - 18.00
16.00
1.50
SAND, medium sand, trace fine sand, clay,
SW
9
0-
3-3-6-8
9
2.00
light grey, loose, saturated
360.44
360
18.00 - 20.00
18.00
SAND, medium sand, trace fine sand, clay,
1.20
light grey to yellow, loose, saturated
SW
10
2-3-3-2
6
2.00
o°
358.44
0.010"
20
Slotted -
Screen
20.00 - 22.00
20.00
SAND, medium sand, trace fine sand, clay,
1.00
light grey to yellow, slight pink tint at bottom,
SW
11
1-1-2-4
3
2.00
very loose, saturated
356.44
Boring completed at 22.00 ft
355
25
350
30
345
35
340
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE PZ-3 SHEET 1of 2
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,418.27 DEPTH W.L.: 13.88
PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,558.43 ELEVATION W.L.: 366.20
DRILLED DEPTH: 48.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 377.14 DATE W.L.: 6/11/18
LOCATION: Aberdeen, NC TOC ELEVATION: 380.08 ft TIME W.L.: 1457
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
DEPTH
CO
fin)
140 lb hammer
ZZ
30 inch drop
0
0.00 - 2.00
N:
WELL CASING
CLAYEY SAND, medium sand, little fine
SC
0
1
2-5-5-7
10
2.00
Interval: 0'-38'
sand and clay, yellow to yellowish brown,
�
2.00
Material: Schedule 40 PVC
very loose, dry
-
375.14
Diameter: 2"
375
Joint Type: Threaded
2.00 - 2.50
SC
374.64
CLAYEY SAND, medium sand, little silt and
a.
2.00
2.50
cla , ellowish brown, compact, d
Y Y P dry
SM
2
a
m
6-13-14-15
27
2.00
°0 °d
'g" $"
WELL SCREEN
- -
373.14
Interval:38'-48'
Material: Schedule 40 PVC
2.50 - 4.00
4.00
SILTY SAND, medium sand, trace silt and
w a
fine sand, reddish yellow, compact, dry
°°
Diameter: 2
Slot Size: 0.010"
4.00 - 6.00
5--
SM
3
EL
8-9-11-12
20
2:00
'tv ag
SILTY AND, medium sand, trace silt and
S
371.14
. ss
rw
End Cap:
fine sand, reddish ellow, com act, dry
y P
FILTER PACK
6.00=o
6.00 - 7.00
SM
-
370.14
a
2.00
iH.
Interval: 36'-48'
370
SILTY SAND, medium sand, trace silt and
4
n
6-8-10-13
18
2.00
Type: #2 Filter Sand
7.00
fine sand, reddish yellow, compact, dry
SP
369.14
L °
7.00 - 8.00
8.00
ge
FILTER PACK SEAL
SAND, medium sand, grey clay nodules,Oe
SP
2'00
Interval: 33'-36'
yellowish red, compact, moist
367.64
5
a~
n
8-10-13-12
23
2.00e
Type: 1/4" Bentonite Pellets
8.00 - 9.50
SAND, medium sand, some fine sand, trace
SP
367.14=
10
ANNULUS SEAL
10.00
silt and clay, yellow to yellowish brown,
1-
Interval: 0'-33'
compact,moistSP
6
CL
3-4-7-9
11
200
~%1 r
Type: Potland Type I
9.50-10.00
365
SAND, medium sand, some fine sand, trace365.14
>
WELL COMPLETION
12.00
silt and clay, white with yellow striations,
I..compact,
moist
SP
7
3-2 4-5
6
2.00
=t aPad:None
Protective Casing: Steel
10.00 - 12.00
2 00
P.-
SAND,g's
medium sand, some fine sand, trace
-
363.14
`_°
DRILLING METHODS
14.00
silt and clay, white with yellow striations,
Soil Drill: 4.25 inch HSA
compact, moist
2 00
Portland
°
15
SP
8
3-6-7
9
2.00
Type I
t-
12.00 - 14.00
SAND, medium sand, little fine sand, trace
361.14
Cement
mop
silt and clay, white with red to pink zones,
16.00
loose, wet
0-
1.50
14.00 - 16.00
360
SP
9
3-3-7-10
10
2.00
SAND, medium sand, little fine sand, trace
359.14
silt and clay, -2" thick clay zone at 14.5',
pg92
22
18.00
pink, loose, wet
SP
10
a
1
1.00
2.00
2.
16.00 - 18.00
SAND, medium sand, little fine sand, trace
22
20
silt, pink, loose, wet
357.14
3
18.00 - 20.00
20.00
SAND, medium sand, little fine sand, trace
CH
11
a
1.00
;g
silt, pink, loose, wet
rn
2.00
355
355.14
20.00 - 22.00
22.00
CLAY, pink, W-PL
CH
12
a
2.00
22.00 - 24.00
SANDY CLAY, medium sand, pink to white,
co
2.00
°
stiff, W-PL to W>PL
353.14
°=
koo °
24.00 - 26.00
24.00
moo
25
SAND, medium to fine sand , trace clay and
SP
13
�
5-6-9-10
15
2.00
silt, pink to light orange, compact, saturated
2.00
351.14°g"
26.00 - 28.00
26.00°
SAND, medium to fine sand, trace clay, silt,
2.00
350
fine sand, and gravel (mostly angular
SP
14
0_
rq
3-4-9-18
13
2.00
xee
quartz), compact, saturated
-
349.14
nn
28.00 - 30.00
28.00
ooan >a;
SAND, fine to coarse sand, fine gravel,
2.00
=g
trace silt and clay, clay underlying gravel at
SP
15
0-
4-8-8-9
16
2.00
r^
-4", pink to white, to yellow to brown,
--
347.14compact,
>3ee
30
saturated
30.00
30.00 - 32.00
2.00
SANDY CLAY, fine to medium sand, pink to
CL
16
EL
2-3-10-14
13
2 00
rt. pa3
U.
light brown, stiff, W-PL
345.14
ref
345
000
32.00 - 33.00
CL
32.00
SANDY CLAY, fine to medium sand, pink to
344.14
2.00
eiW
light brown, stiff, W-PL
9
17
a
4-8-9-22
17
2.00
33.00
CL
343.14
33.00 - 34.00
SANDY CLAY, fine to medium sand, pink to
Bentonit -
34.00
light brown, stiff, W<PL
2.00
Pellets
35
34.00 - 36.00
CL
18
(n
2.00
SANDY CLAY, fine to medium sand, pink to
z
341.14
light brown, stiff, W<PL
36.00
36.00 - 37.00
CL
340.14
2.00
340
SANDY CLAY, fine to medium sand, stiff
19
uai
3-3-6-28
9
2.00
37.00
W-PL
CL
339014
37.00 - 38.00
38.00
CLAY, yellow to light brown, stiff, W<PL
2.00
38.00 - 40.00
CL
20
EL1-3-20-43
23
2.00
CLAY, about 4" saurated sand at 39', yellow
337.14
#2 Filter
40
Loq continued on next page
_
LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

RECORD OF BOREHOLE PZ-3 SHEET 2of 2
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 509,418.27 DEPTH W.L.: 13.88
PROJECT NUMBER: 1895531 DATE STARTED: 5/30/18 EASTING: 1,852,558.43 ELEVATION W.L.: 366.20
DRILLED DEPTH: 48.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 377.14 DATE W.L.: 6/11/18
LOCATION: Aberdeen, NC TOC ELEVATION: 380.08 ft TIME W.L.: 1457
SOIL PROFILE
SAMPLES
Z
U
ELEV.
O
Z
w
O
PIEZOMETER
PIEZOMETER
is v
v
a 0
W
a
BLOWS
O
DIAGRAM and NOTES
CONSTRUCTION
❑
w
DESCRIPTION
O
J
per 6 in
;
w
DETAILS
uJ
D DEPTH
CO
140 lb hammer
ZZ
30 inch drop
40
to light brown, stiff, W<PL
40.00
Sand
WELL CASING
40.00 - 42.00
CL0
21
1-1
10-20-31-50
51
2.00
Interval: 0'-38'
CLAY, ellow to li ht brown, hard, W<PL
y gE
2.00
Mater al: Schedule 40 PVC
335.14
Diameter: 2"
335
Joint Type: Threaded
42.00 - 43.00
42.00
CLAY, yellow to light brown, hard, W<PL
CL
334.14
r
2.00
22
8-20-30-50
50
2 00
WELL SCREEN
43.00 - 44.00
43.00
SANDY CLAY, fine to medium sand, yellow
CLS
333.14
0.010"
Interval:38'-48'
to light brown, saturated, W>PL
Slotted -
Material: Schedule 40 PVC
44 00
2 00
Screen
Diameter: 2
44.00 - 46.00
45
SANDY CLAY, fine to medium sand, yellow,
CLS
23
7-21-28 48
49
2 00
Slot Size: 0.010"
End Cap:
saturated, W>PL
331.14
46.00 - 48.00
46.00
FILTER PACK
CLAY, grey, reduced, WL<PL
2.00
Interval: 36'-48'
330
CH
24
IL
7-10-14-17
24
2.00
Type: #2 Filter Sand
329.14
FILTER PACK SEAL
Boring completed at 48.00 it
Interval: 33'-36'
Type: 1/4" Bentonite Pellets
50
ANNULUS SEAL
Interval: 0'-33'
Type: Portland Type I
Cement
325
WELL COMPLETION
Pad: None
Protective Casing: Steel
DRILLING METHODS
Soil Drill: 4.25 inch HSA
55
320
60
315
65
310
70
305
75
300
80
LOG SCALE: 1 in = 5 ft GA INSPECTOR: B. Draper
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: 9/3/19 G O L D E R

DEPTH
FT.
0
2.0
8 ,. 0
DESCRIPTION ELEV. PENETRATION -BLOWS PER FT.
0 10 20 30 40 60 BO 100
To
. 9
Loose Pink, Tan Slightly Silty Slights
Clayey Coarse SAND (SP)
2
Very Loose ran, Pink Slightly Silty
Coarse SAND (SP)
9
t1iT ink, Tan a sum an CLAY (CL)
rn
Boring Terminated at 15„0
BORING AND SAMPLING MEETS ASTM D-1586
CORE DRILLING MEETS ASTM 0-2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB HAMMER,
' FALLING 30 IN.. REQUIRED TO DRIVE I4 1N I. D SAMPLER i FT.
UNDISTURBED SAMPLE = WATER TABLE-24HR
15+% ROCK CORE RECOVERY -'--:--WATER TABLE-IHR
TEST BORING RECORD
BORING NO. MW-4
DATE DRILLED 6.._.6-87
JOB NO., 4112-87-146
SOIL & MATERIAL ENGINEERS, INC..
5..(

Well Number:MGI-k __ • briiling Hetbod: Auger r
Date Started:&-6-87 Drilling Fluids: Hone
Date Finished: 6- - Static Water Level: Date:
Geologist/Engineer: Hav s Observed By:
Remarks'
O.,D„ of Borehole: "
ALL DEPTHS REFERENCED FROM GROUND SURFACE
O.D. of Casing: " _
''sill Length of Screen- "
LOC+CABLE CAP T I -
{1 Screen Opening Size:Q.OIO"
PROTECTIVE C
ELEVATION OF
GROUNO SURFACE
Portland
{TYPE)
2" S chC
(SIZE 9 TYPE)
B ENTOMTE
SAND
2" Sch 40 PVC
(StZE 6 TYP
IP DtSTA NLE 2.80
0.0
M TO TOP OF BENTOHITE
H TO TOP OF GRAVEL, 2.5
H TO TOP OF SCREEN
i
TN TO BOTTOM OF SC CEN 14.09
l
AL DEPTH 15.0
PROJECT SOILS MATERI AL ENGI NEERS, IN C.
Moore County Landfill RAL,EI GH, NORTH CAROLINA
Moore County, North Caroli I
a
SCALE",
JOB NO:
F I G .• NO'..
N.T.S.
4112-87-146

4 J
Geologist Log: MW-1 G
Project: Moore County Landfill Project No: 07372-2934
Client. Moore County Ground Elevation: 381.0
Location: Moore County Geologist: P. May r
SUBSURFACE PROFILEM>E
M
Description[20
hear Strength Q Remarks
o blows/ft 0 co!r 40 60 80
Cleared area used to store mulch, mulch was 0.0s
,
removed leaving clayey sand surface similar to
I 1 1
1 3' - 5'.
2 (Note: data copied from MW-16D log)
r —T _
3
I t I t
I
SAND 3.0
I I 1
I i I I
Light tan to orange clayey, fine to medium
4
1 1 1 I
grained, grades to light tan 4 4.5, small 1 8
20" "' —1-- J— —I— —
amount of mica throughout, some quartz,
quar
f E I I
I I
5 moist.
! I
t I 1
I
6
i 1 I
I t I I
i
7
I I t I Portland Type 1
8 -8.0
1 I I Cement
1 I r I
White, light tan, and tan -orange, clay, fine to
T -" 1
medium grained, higher clay associated with
9
I I I
tan color, very moist 0 10', some quartz. 2 12
16" t t I
10
4 t I I
T
11
I 1 I 1 3/8" Bentonite
1 I 1 I
12
I 1 t Chips
1 I i I
13 -13.0
l
Light tan - white, fine to medium grained,
! 1 E I
clayey, grades to tan - orange very clayey
14
sand to white, tan, and tan orange, sandy clay, 370 0 3 8
14" - t — 4 _ --I —
striated, fine to medium quartz gravel, wet.
15
t I 1 f
1 I I I
ifi
i t I l
t ! ► i
I
17
I ! I
I 1 1 1
�RDrilled By: Graham & Currie HDR Engineering, Inc. of the Carolinas Hole Size: 8"
128 S. Tryon Street
Drill Method: HSA Suite 1400
Top of Casing:86.�
Drill Date: 411 7/2003 Charlotte, NC 28202
Sheet: 1 of 2

'_i `� -fit �I `
Geologist Log: MW-16D
w Project: Moore County Landfill Project No: 07372-2934
Client: Moore County Ground Elevation:8y.
Location: Moore County Geologist. P. May
SUBSURFACE PROFILE SAMPLE
n Description Shear Strength ca Remarks
Q- E E Q 3 v blows/ft
0 fn W Z t= 20 40 60 80
w 1 1•�
Ground Surface
Cleared area used to store mulch, mulch was 0
1 I 1
removed leaving clayey sand surface similar to
t f 1 i
t T-5'.
I I I !
2
i I I 1
3 -3.0
1 I I I
E 1
SAND 3.0
I i
Light tan to orange clayey, fine to medium
4
I ! r I
1
grained, grades to light tan @ 4.5', small 8
20" i _ 1 _ J _ —L-
am ount of mica throughout, some quartz,
! 1 €
5
W moist.
€
I I I 1
€ 1 ! !
6
I I 1 !
— --I--
t—-F
! 1 I 1
7
1 i t 1
I 1 f I
8 .8.0
! I I I
t i 1 !
White, light tan, and tan -orange, clay, fine to 8.0
T 7 ` -1 _r —
medium grained, higher clay associated with
9— tan color, very moist @ 10', some quartz. 2 12
16.
10
I t I I
1
_ _ _I _ _ I _ Portland Type
11
1 ! 1 1 Cement
I I ! !
I i t I
12
t I f I
13 -13.0
! t ► I
Light tan - white, fine to medium grained, -
! 1 I !
f i 1 I
clayey, grades to tan - orange very clayey
I 1 € 1
i 4 sand to white, tan, and tan orange, sandy clay, 3 8
^r
14" t — -F — J — —I— —
striated, fine to medium quartz gravel, wet.
I ► I 1
1 15
1 I ! I
16
i I I I
► i 1 f
17
I 1 1 I
TDrilled By: Graham & Currie HDR Engineering, Inc. of the Carolinas Hole Size: 8"
128 S. Tryon Street
Drill Method: HSA
Suite 1400
Top of Casing:��
Drill Date: 4/17/2003 Charlotte, NC 28202
Sheet: i of 3

Geologist Log: MW-1 SD
Project.- Moore County Landfill Project No: 07372-2934
Client. Moore County Ground Elevation:
Location: Moore County Geologist: P. May •
SUBSURFACE PROFILE
SAMPLE
r
Description
�
Shear Strength
o Remarks
a
E
> E 3
blows/ft
❑
Uj
LEI Z
20 40 60 BO
Tan, pink, coarse grained clayey, fine to
E
medium quartz gravel, lower 5" tight, clayey
! 1 1 I
- 38
sand, mottled gray, tan, pink, and white, some
mica and quartz throughout.
38.5
_ I _ f I
- T " �- -I- -
#2 Silica Send
39
Tan, pink, medium to coarse grained, 8" of
8
I ! I f
I I 1
Pack
mottled gray, tan, sandy clay, quartz and mica
8
► I f
40
throughout.
I 1 f f
41
I 1 r 1
1 ! f I
i i f f
'-
42
1 1 I I
I E t— — I
I-- —
43
I f f t
1 1 1 I
I
End of Borehole
44.
�
1 I I 1
45
I t i r
1 I 1 I
46
f I I 1
_1_1--�--L-
! I 1 I
47
I E I
48
f
1 I 1 I
I i I i
49
I E t I
I f 1 I
1
50
I 1 I
t 1 I I
--4--4--4--a--
I l ! I
51
I t I I
I I I 1
52
! f I t
1 I I i
-t-i--1--1 —
1 I 1 I
53
I ! f I
1 I I t
54
1 E f 1
I f 1 I
1 r i i
55
t I t 1
1 I I I
56
I I 1 I
i ! f 1
I 1 f I
57-I—
Drilled By: Graham & Currie HDR Engineering, Inc, of the Carolinas Hole Size: 8"
i28 S. Tryon Street
Drill
Method: I-ISA
Suite 1400
Top of Casing:
��
Charlotte, NC 28202
Drill Date: 4/17/2003
Sheet: 3 of 3

Horseshoe Area - Boring Logs

RECORD OF BOREHOLE MW-11 DR SHEET 1 of 2
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,453.00 DEPTH W.L.: 15.94'
PROJECT NUMBER: 1895531 DATE STARTED: 5/31/18 EASTING: 1,852,911.56 ELEVATION W.L.: 370.42
DRILLED DEPTH: 44.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 383.41 DATE W.L.: 6/11/18
LOCATION: Aberdeen, NC TOC ELEVATION: 386.36 ft TIME W.L.: 1435
SOIL PROFILE
SAMPLES
Z
V
ELEV.
z
W
a
O
a
MONITORING WELL/
WELL
c
W"
c
�"
rn
x(
w
w
BLOWS
J
v
PIEZOMETER
CONSTRUCTION
o
J
DESCRIPTION
as O
Ja
y
per 6 in
DIAGRAM and NOTES
DETAILS
uJ
o
DEPTH H
h-
<
140lb hammer
Z
30 inch drop
0
0.00 - 0.30
Organic layer
CL0
WELL CASING
1
(L
2-3-3-4
6
Interval: 0'-34'
0.50
1.80
0.30 - 0.50
SC
v)
2.00
Material: Schedule 40 PVC
CLAY with medium sand
//,
381.41
Diameter: 2"
° 3
Joint Type: Threaded
0.50 - 2.00
2.00
SAND, medium sand, little clay, yellow,
~
1.70
loose, dry
SM
2
(L
2-1-1-6
2
2.00
te'
{°
WELL SCREEN
380
379.41
Mg
m
Interval: 34'-44'
2.00 - 4.00
SILTY SAND, medium sand, little fine sand,
2.
Material: Schedule 40 PVC
4.00
silt, black, very loose, moist (FIIL)
N.
Wge
ag
Diameter: 2
Slot Size: 0.010"
4.00 - 6.00
5
SM
3
(L
2-4-6-8
10
2 00
SILTY SAND, medium sand, little fine sand,
-
377.41
. ss
rw
End Cap:
trace coarse sand, silt, black, very loose,
FILTER PACK
6.00
moist (FIIL)
0.20
M.
Interval: 32'-44'
6.00 - 8.00
FILL
4
7 4 4-6
8,
2.00
N
Type: #2 Filter Sand
FILL, brick debris
375.41
375
3e
°°w
=8
°°
FILTER PACK SEAL
8.00 -10.00
8.00
- - -
SAND FILL, medium, brick debris, black,
1.00
Ise
Interval: 30'-32'
loose, moist
FILL11
5
(L
8-5-4-7
.'9
2.00
-9
Type: 1/4" Bentonite Pellets
10
373.41
ANNULUS SEAL
10.00 - 12.00
10.00
opeo
paa
Interval: 0'-30'
FILL, brick debris
0.20
gr
er
Type: Portland Type I
FILL
6
a
6-5-3-2
8
2.00
%
,a^
Cement
371.41°^
>8°
WELL COMPLETION
12.00 - 14.00
12.00
SANDY CLAY, fine to medium sand, light
1 00
Leo
Pad: 3'x3'x6"
grey, soft, W-PL
CLS
7
2-2-2-3
4
2.00
>s
Protective Casing: Steel
370
369.41
DRILLING METHODS
14.00 - 16.00
14.00
Portland
Soil Drill: 4.25 inch HSA
15
SANDY CLAY, fine to medium sand, light
9
CLS
8
2-1/12"-5
1
1.20
Type I -
_°<
t5
Rock Drill: N/A
grey, very soft, W-PL
2.00
Cement
woe
3 67.41
16.00 - 18.00
16.00
SAND, medium sand, little to trace silt and
1.50
clay, yellow, saturated
SP
9
a
�
5-2-3-5
5
2.00
365.41
365
18.00 - 20.00
18.00
An
22
SAND, medium sand, little to trace silt and
a
2.00
clay, yellow, saturated
SP
10
m
4-5-6-5
11
2.00
Ea
22
20
363.41
308
20.00 - 22.00
20.00
SAND, medium sand, little to trace silt and
2.00
I
_=
clay, trace coarse sand and clay nodules,
SP
11
a
Cl)
1-1-3-5
4
2.00
vaee
fea
yellow, saturated
361.41
22.00 - 24.00
22.00
SAND, medium sand, little to trace silt, trace
$'
°g
coarse sand, pink to brown to light
SP
12
m
0-2-3-3
5
0
360
brown/tan, saturatedg41„
k oo
`
24.00 - 26.00
24.00
Roo
SAND, medium sand, trace fine and coarse
2.00
25
sand, trace clay and silt, pink to white,
SP
13
N
2-4-1-12
5
2.00
compact, saturated
35741
up
'g
26.00 - 28.00
26.00°
SAND, medium sand, trace fine and coarse
2.00
sand, trace gravel, trace clay and silt, pink
SP
14
m
2-6-9-16
15
2.00
xe,
to white, compact, saturated
355.41
355
28.00 - 30.00
-
28.00
ooan
>a
SAND, medium sand, trace coarse and fine
2.00
^g's
sand, trace silt and clay, pink to light grey,
SP
15
EL
2-4-7-15
11
2.00
white, compact, saturated
353.41
30
30.00 - 32.00
30.00
SAND, medium and coarse sand, trace silt
1.00
1/4"
and clay, pinkish white to tan, very loose,
SP
16
a
m
1/12"-34
3
2.00
Bentonite-
saturated
351.41
Pellets
32.00 - 34.00
32.00
SAND, medium and coarse sand, trace silt
2.00
and clay, pinkish white to tan, very loose,
SP
17
EL2-3-9-10
12
2.00
350
saturated
349.41
34.00 - 36.00
34.00
SAND, medium and coarse sand, trace silt
2.00
35
and clay, trace fine gravel, pinkish white to
SP
18
N
3-3-6-11
9
2.00
tan, very loose, saturated
347,41
#2 Filter_
36.00 - 38.00
36.00
Sand
SAND, medium and coarse sand, trace silt
2.00
and clay, trace fine gravel, pinkish white to
SP
19
N
3-3-6-11
9
2.00
tan, very loose, saturated
345.41
345
38.00 - 40.00
38.00
SAND, medium sand, trace silt and clay,
2.00
white, loose, saturated
SW
20
N
4-2 4-8
6
2.00
343.41
0.010"
40
Loq continued on next page
LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: G O L D E R

RECORD OF BOREHOLE MW-11DR SHEET 2of2
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,453.00 DEPTH W.L.: 15.94'
PROJECT NUMBER: 1895531 DATE STARTED: 5/31/18 EASTING: 1,852,911.56 ELEVATION W.L.: 370.42
DRILLED DEPTH: 44.00 ft DATE COMPLETED: 5/31/18 GS ELEVATION: 383.41 DATE W.L.: 6/11/18
LOCATION: Aberdeen, NC TOC ELEVATION: 386.36 ft TIME W.L.: 1435
SOIL PROFILE
SAMPLES
Z
V
ELEV.
z
W
a
O
a
MONITORING WELL/
WELL
c
W"
c
�"
rn
x(
w
w
BLOWS
J
v
PIEZOMETER
CONSTRUCTION
o
J
DESCRIPTION
as O
Ja
y
per 6 in
DIAGRAM and NOTES
DETAILS
uJ
o
H
DEPTH
h-
<
140lb hammer
Z
30 inch drop
40
40.00 - 42.00
40.00
° e
WELL CASING
SAND, fine san, trace medium sand, clay,
SW
21
4-2-3-8
5
1 00
Screen
Interval: 0'-34'
and silt, pink to white, loose, saturated
(L
2.00
Material: Schedule 40 PVC
341.41
Diameter: 2"
42.00 - 43.00
42.00
Joint Type: Threaded
SAND, fine san, trace medium sand, clay,
SW
°
340.41
2.00
340
and siltP
, ink to white, loose, saturated
22
0-
v)
3-5-6-9
11
2.00
WELL SCREEN
SW
°
339.91
43.00 - 43.50
CLS
339.41
Interval: 34' 44'
SAND, medium sand, fine gravel, yellow,
Material: Schedule 40 PVC
compact, saturated
Diameter: 2
45
Slot Size: 0.010"
43.50 - 44.00
SANDY CLAY
End Cap:
Boring completed at 44.00 ft
FILTER PACK
Interval: 32'-44'
Type: #2 Filter Sand
FILTER PACK SEAL
335
Interval: 30'-32'
Type: 1/4" Bentonite Pellets
50
ANNULUS SEAL
Interval: 0'-30'
Type: Portland Type I
Cement
WELL COMPLETION
Pad: 3'x3'x6"
Protective Casing: Steel
330
DRILLING METHODS
Soil Drill: 4.25 inch HSA
55
Rock Drill: N/A
325
60
320
65
315
70
310
75
305
80
LOG SCALE: 1 in = 5 ft GA INSPECTOR: W. Ballow
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: G O L D E R

RECORD OF BOREHOLE MW-11 SR SHEET 1 of 1
PROJECT: Moore County DRILL RIG: Deidrich D-50 NORTHING: 510,452.38 DEPTH W.L.: 15.89'
PROJECT NUMBER: 1895531 DATE STARTED: 6/1/18 EASTING: 1,852,905.36 ELEVATION W.L.: 370.24
DRILLED DEPTH: 28.00 ft DATE COMPLETED: 6/1/18 GS ELEVATION: 383.41 DATE W.L.: 6/11/2018
LOCATION: Aberdeen, NC TOC ELEVATION: 386.13 ft TIME W.L.: 1450
SOIL PROFILE
SAMPLES
Z
V
ELEV.
z
a
O
a
MONITORING WELL/
WELL
w
>"
rn
=�
w
w
v
PIEZOMETER
CONSTRUCTION
o
w
DESCRIPTION
a 0
Ja
y
w
DIAGRAM and NOTES
DETAILS
w
DEPTH
(ft)an
0
0.00 - 0.30
Organic material
CL
WELL CASING
0.50
Interval: 0'
0.30 - 0.50
Material: Schedule 40 PVC
CLAY
SC
Diameter: 2"
° 3
Joint Type: Threaded
0.50 - 3.00
SAND, medium tan
380.41
380
MgtB°
WELL SCREEN
3.00 -12.00
3.00
SAND, black, fill, moist, non -cohesive, loose, moist
Interval: 18'-28'
Material: Schedule 40 PVC
Diameter: 2
5
ooa^ a&
Slot Size: 0.010"
g°
rw
End Cap:
FILTER PACK
Portland Sao
Inte rval:16'-28'
Type I -
Type: #2 Filter Sand
SC
Cement
FILTER PACK SEAL
375
Interval:14'-16'
Type: 1/4" Bentonite Pellets
10
ggR
ANNULUS SEAL
opeo paa
Interval:0'-14'
Se eS3
Type: Portland Type I
a°
Cement
371.41
)'°^
>f°
WELL COMPLETION
12.00 - 13.00
12.00
Silly SAND, grey, non -cohesive, loose, moist
SM
376.41
Pad: 3'x3'x6"
370
,eo pa3
Protective Casing: Steel
13.00 - 14.00
-13,00
CLAY, fat clay with medium sand, grey, cohesive, moist, W-PL
CH
369.49.
DRILLING METHODS
14.00 -18.00
14.00
1/4
Soil Drill: 4.25 inch HSA
15
CLAY, lean clay with medium sand, red, cohesive, moist, W-PL
Bentonite -
Rock Drill: N/A
Pellets
CH
365.41
18.00 - 28.00
18.00
365
CLAYEY SAND, coarse, tan, non -cohesive, wet
20
#2 Filter
_
Sand
SC
360
25
0.0101,
Slotted -
Screen
355.41
Boring completed at 28.00-ft
355
30
350
35
345
40
LOG SCALE: 1 in = 5 ft GA INSPECTOR: D. Reedy
DRILLING COMPANY: SAEDACCO CHECKED BY: Ben Draper, P.G.
DRILLER: Stephan Smith DATE: G O L D E R

DEPTH
BELOW
GROUND
SURFACE
1.0 FT
3.0 FT
5.0 FT
PROTECTIVE
PIPE HEIGHT
MONITORING WELL
INSTALLATION DIAGRAM
382.34 FT
1.98 FT
GROUT MIX:
PORTLAND TYPE I CEMENT
BENTONITE SEAL:
3/8-INCH SEN70NITE PELLETS
IMPERVIOUS ZONE:
3.0 FT THICK
PERMEABLE ZONE:
17.0 FT THICK
MOORE COUNTY C&D LANDFILL
PEIZOMETER NO.: MW-11S
BORING NO.: B-115
JOB NO.: 07625-001-018
PREPARED BY: J. ISHAM
CHECKED BY:
DATE: _ 9/16/96
EL. 380.36 FT.
TOP OF GROUND
SURFACE
PROTECTVE METALOASING
4-INCH SQUARE BLACK STEEL
WELL BOX WITH LOCKING COVER
RISER PIPE: SCHEDULE _ 40 _
ASTM DESIGNATION:
ID: _-2 0-ilv_CL _ OD: _
COUPLINGS: __ ?HRADED FT
PIPE IN 10_0 FT. LENGTHS
PIPE--_L1)- I M. FT
PIPE — LL5.O FT
SCREEN _ M-5.O 1 _ t0.0 FT
TOTAL: 21.98 ------ FT
THICKNESS OF UPPER SEAL 2.0 FT
LENGTH OF SCREEN 15.0 FT
SAN D 17.0 FT
FT
20.0 FT BOTTOM OF BORING
REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
N=_2,999.7523
E=2,914.1607
FDR En&ew nQ Ia.

PROJECT: MOORE COUNTY C&D LANDFILL
PROJECT NO: 07625-001-018
LOCATION: HIGHWAY 5, ABERDEEN, NC
BORING LOG
NUMBER I DEPTH I SPT I T I WL I S1
BORING NUMBER: B-1 1 D PAGE: 1 of 1-
DATE: 9/ 16/96
DESCRIPTION (USCS) I COMMENTS I
4'
SS-1 17 SS v TAN, MEDIUM TO COARSE GRAINED, MEDIUM -
DENSE CLAYEY SAND (SC), MOIST, SLIGHTLY
8' PLASTIC, MOTTLED MAROON AND BROWN.
SS-2 6 SS TAN, YELLOW TO BROWN, COARSE TO VERY
COARSE -GRAINED, LOOSE SAND (SM), WET,
MOTTLED, IRON OXIDE STAINING.
SS-3 1 6' 20 SS TAN, YELLOW, MAROON, WHITE, MEDIUM -DENSE,
COARSE TO VERY COARSE -GRAINED SAND (SM),
VERY WET, MOTTLED, IRON OXIDE STAINING.
SS-4 21 SS SAME AS ABOVE (SM), MEDIUM TO COARSE -
GRAINED, ALTERNATING LENSES OF MAROON,
24' WHITE, YELLOW AND TAN SAND WITH FINES, WET.
SS-5 24 SS SAME AS ABOVE (SM), MINOR CLAY STRINGERS
28' (GRAY), WET
SS-6
19
SS
=
WHITE TO TAN, COARSE -GRAINED, MEDIUM -DENSE
I
-
SAND (SM), MOTTLED YELLOW, MAROON AND
BROWN, WET, FINES MIXED
_-
AT
SS-7
36'
17
SS
NO SAMPLE OBTAINED DUE TO HEAVING SANDS.
-� ORILLIIv
-
24 H
BOREHOLE COMPLETION: 40 FEET BELOW LAND SURFACE
51 - SCREEN
SS - SP�IT5Po0N
WATER DEPTH: 6.75 FEET BELOW LAND SURFACE DATE: 9/17/96
5� �NENUr .
ti
ST - SHELBY TUBE
T -rfPE
DRILLING METHOD: 4 1/4—INCH HOLLOW STEM AUGERS
a
WL - WATER LEVEL
m
LOGGED BY: J. ISHAM
0
Q
�►�
a

DEPTH
BELOW
GROUND
SURFACE
0
26.0 FT
28.0 FT
30.0 FT
PROTECTIVE
PIPE HEIGHT
MONITORING WELL
INSTALLATION DIAGRAM
383.05 FT
3.02 FT
GROUT MIX:
PORTLAND TYPE I CEMENT
BENTONITE SEAL-
3/8-INCH BENTONITE PELLETS
IMPERVIOUS ZONE:
28.0 FT THICK
PERMEABLE ZONE:
12.0 FT THICK
MOORE COUNTY C&D LANOFILL
PEIZOMETER NO.: Mw-11D
B0RING NO.: B-1 ID
JOB NO.: 07625-001-018
PREPARED BY: J. 15HAM
CHECKED BY:
DATE: . _.-_. 9/16/96
EL. 380.03 FT.
TOP OF GROUND
SURFACE
PROTECTIVEMEIAL CASING
4-INCH SOUARE BLACK STEEL
WELL BOX WITH LOCKING COVER
RISER PIPE:
SCHEDULE
__ 40__
ASTM DESIGNATION: --------
ID: _.�9 �iNCH _ OD:
----
COUPLINGS:
THREADED FT
PIPE IN _ 10.0
FT
LENGTHS
PIPE------.C1J=3_0Z
--M
FT
PIPE _-_�3��?
0_ 0 ----
FT
SCREEN
�_10.0__-_-_
FT
TOTAL: _43_02 __--__ Fi
THICKNESS OF UPPER SEAL 2.0 FT
LENGTH OF SCREEN 10.0 FT
SAND 12.0 FT
FT -- - - - - - - -
40.0 FT - - - - - - - - BOTTOM OF BORING
REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
fDq N=3 01 1 .4497
E=2,914.0764
MDR Er4roerina kr-

W
0
m
ct
0
0
DEPTH PROTECTIVE
BELOW PIPE HEIGHT -
GROUND
SURFACE
O
1
3.0 FT
I•�a"
MONITORING WELL
INSTALLATION DIAGRAM
388.88 FT
2.53 FT
GROUT MIX:
PORTLAND TYPE I CEMENT
BENTONITE SEAL:
3/8-INCH BENTONITE PELLETS
IMPERVIOUS ZONE:
3.0 FT THICK
PERMEABLE ZONE:
17.0 FT THICK
FT
za.oFT �---
MOORE COUNTY C&D LANDFILL I
PEIZOMETER NO.: MW-13S
BORING NO: B-13S
JOB NO: 07625-001-018
PREPARED BY: J. ISHAM _
CHECKED BY:
DATE: 9/18/96 _
EL. 386.35 FT,
TOP OF GROUND
SURFACE
PROTECTIVE METAL CASING
_4-INCH SQUARE BLACK STEEL
WELL BOX WITH LOCKING COVER
RISER PIPE: SCHEDULE
ASTM DESIGNATION: .......
ID:-2�0-1Ii2H _ OD: _
COUPLINGS: THR�Dj.Q___ FT
PIPE IN __ D_a __ FT LENGTHS
PIPE U _ FT
PIPE _._fit Z 5N0 _ FT
SCREEN _�5.0� �o_o _ FT
TOTAL: __22_53 FT
THICKNESS OF UPPER SEAL 2.0 FT
LENGTH OF SCREEN 15.0 FT
SAN D 17.0 FT
-- — — — — — _ I [BOTTOM OF BORING
R MARK : ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
N=2 218.1284
E=3 106.6545
HOR Enolee k-a rfC
c_

J
PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001--018
LOCATION: HIGHWAY 5, ABERDEEN, NC BORING NUMBER: B-13D
PAGE: 1 Of 1
BORING LOG
DATE: 9/18/96
NUMBER
DEPTH
SPT
T
WL
SI
DESCRIPTION (USCS)
COMMENTS
4'
TAN, MAROON, WHITE, YELLOW AND BROWN,
SS-1
26
SS
MEDIUM -DENSE, MEDIUM TO COARSE -GRAINED
CLAYEY SAND (SC), MOTTLED, SLIGHTLY MOIST.
YELLOW, BROWN AND TAN, MEDIUM -DENSE,
8
SS-2
22
SS
'
MEDIUM TO COARSE -GRAINED SAND (SM)
WITH FINES, MOTTLED MAROON, IRON OXIDE
STAINING, WET
YELLOW, TAN, WHITE AND MAROON, MEDIUM -DENSE,
SS-3
1 6'
26
SS
MEDIUM TO COARSE -GRAINED SAND (SM),
FINES MIXED, WET
NO SAMPLE RECOVERED DUE TO HEAVING
SS-4
24
SS
SANDS
2 4'
2 8'
3 2'-
v AT
36'
DRILLING
-1-� 24 HR
BOREHOLE COMPLETION: 40 FEET BELOW LAND SURFACE
K Y:
SI - SCREEN
SS - SPUTSPDON
TEST-N NU BER"
WATER DEPTH: 9 9.3 FEET BELOW LAND SURFACE DATE: 9/19/96
ST - SHELBY TUBE
T - TYPE
wL - WATER LEVEL
DRILLING METHOD: 4 1/4-INCH HOLLOW STEM AUGERS
laq
� �
I
LOG�tD BY. J ISHAM

DEPTH
BELOW
GROUND
SURFACE
2 6. 0 FT
28.0 FT
30.0 FT
F7
an n
MONITORING WELL
INSTALLATION DIAGRAM
PROTECTIVE
PIPE HEIGHT
388.04 FT
2.39 FT
GROUT MIX:
PORTLANO TYPE I CEMENT
BENTONITE SEAL:
3/8-INCH BENTONITE PELLETS
IMPERVIOUS ZONE:
28.0 FT THICK
PERMEABLE ZONE:
12.0 FT THICK
MOORE COUNTY C&D LANDFILL
PEIZOMETER NO.: Mw-13D
BORING NO.: B-13D
JOB NO.: 07625-001-018
PREPARED BY: J. ISHAM
CHECKED BY:
DATE: _. _ 18/96
EL, 385.65 FT.
TOP OF GROUND
SURFACE
PROTECTIVE METAL CASING
4-INCH SQUARE BLACK STEEL
WELL BOX WITH LOCKING COVER
RISER PIPE: SCHEDULE __
40__
ASTM DESIGNATION:
ID: OD:—
COUPLINGS: THRFA Q
_ �FT
PIPE IN _ �_0FT. LENGTHS
PIPE — _-1��_39
Fl
PIPE .--NL3-) i o.o _
FT
SCREEN �1�_ 10.0
FT
TOTAL: --- 42.39 -- ---
F i i
THICKNESS
OF UPPER
SEAL
2.0 IT
LENGTH OF
SCREEN
10.0
FT
SAND 12.0 FT
BOTTOM OF BORING
NEAREST D.t FT.
N=2 207.4862
REMARK,._ ALL MEASUREMENTS TO THE
- -
E=3,108.5434
HDR Ercheerin% k,c.

Historical - Boring Logs

due
20 „(
DESCRIPTION
ELEV. ,♦PENETRATION -BLOWS PER FT,'.
60 80 100
0 10 20 30 40
Medium Dense Tan Slightly Silty
Coarse SAND with Gravel (SP)
W
13
21
Loose to Medium Dense, Gray, Orange
Slightly Silty Clayey Coarse SAND
(Sp)
22
Boring Terminates at 20 ft.
BORING AND SAMPLING MEETS ASTM D-1566
CORE DRILLING MEETS ASTM D-2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER,
FALLING 30 3N REQUIRED TO DRIVE 14 IN I D SAMPLER I FT
00 UNDISTURBED SAMPLE = WATER TABLE-24HR
150 % ROCK CORE RECOVERY WATER TABLE-IHR.
M
TEST BORING RECORD
BORING NO, � L --»
DATE DRILLED 6-�-87
JOB NO, 4112-87-146
SOIL & MATERIAL ENGINEERS, INC.

-
drilling Hechod:
Well Number: MW= Auger
Dace Started:
Drilling Fluids: Done
Date Finished- 6 ji me, B7 Static Water Level: Date:
Geologist/Engineer:Hayes Observed By:
Remarks:
O,.D.. of Borehole: 6.5"
ALL DEPTHS REFERENCED FROM GROUND SURFACE O j} of Casing-.--. 2.375'
- �_ Length of Screen:
1 0 . 1 0 !
LOCKABLE CAP 0. 01 �!!
Screen Opening Size:
PROTECTME C
ELEvxTiOm OF
GROUND SURFACE
E_ortland
Cr TPEI
2" Sch 40 PVC
{SIZE 6 TYPEi
BENTONITE
SAND
211 Sch 40 Pl
{StZ E a TV?
IP OISTANCE 2 • 3 3
0.0
.
I
H TO TOP OF SENTONITE 3..
4..5'
-K TO TOP OF GRAVEL
rH TO TOP OF SCREEN 6.47 r
r
'TH TO BOTTOM OF SCREEN 1La7_
1
rAL DEPTH
PROJECT SOIL& MATERIAL ENGINEERS, INC.
Moore Co„ Landfill RALEI GH , NORTH CAROLINA
Moore County, North Carola a
S C ALE: NTS
JOB NO;; 4112-87-146
FIG., NO::

DEPTH
FT.
0
RE
13.0
20„(
DESCRIPTION ELEV. OPENETRATION--BLOWS PER FT.
n In 20 30 40 60 60 100
BORING AND SAMPLING MEETS ASTM D-1586
CORE DRILLING MEETS ASTM D-2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB HAMMER.
FALLING 301N REQUIRED TO DRIVE 14 IN I D SAMPLER i FT.
UNDISTURBED SAMPLE WATER TABLE-24HR
_= WATER TABLE-1 HR.
ROCK CORE RECOVERY -
5.0
TEST BORING RECORD
BORING NO KW-2
DATE DRILLEDl=L=8-7 —
4112-87-146
JOB NO.
.--�-
SOIL & MATERIAL. ENGINEERS, INC.

Well Number:, Mw-2 ! 6rfiling. Hethod:Auger _- -
Date Started: 6-6-87 _ Drilling Fluids:None n
Date Finished: 6-k-EZ Static Water Level: Date:
Geologist/Engineer: Haves Observed By:
Remarks:
ALL DEPTHS REFERENCED FROM GROUND SURFACE
LOCKABLE
PROTECTIVE C
Et.,EVATFOH OF
GROUND SURFACE
Portland
(TYPE)
211 i 40 PVC
(SIZE S TYPE]
B ENTOH[T£
SAND I
2" Sch 40 PV1
(SIZE % TTPt
PROJECT
Moore County Landfill
Moore County, North Caroli
O.,D,. of Borehole: tl
O.,D., of Casing: :1C; T ,
Length of Screen: 30-751 _
Screen Opening Size: 0-nin"
rP OISiAHCE
0.0
H TO TOP Of BENTOHITE 1 .35`
H TO TOP OF GRAVEL 2.42
M TO TOP OF SCR££N 7.52r
A DEPTH TO BOTTOM OF SCREEN 17.77,
TOTAL DEPTH 20.0'
SOIL 5 MATERIAL ENGINEERS, INC. SCALE:. N.T.s
RALEIGH, NORTH CAROLINA JOB NO:4112-87-146
FIG. NO:.

DEPTH DESCRIPTION ELEV. *PENETRATION --BLOWS PER FT.
FT 0 10 20 30 40 60 80 100
14..0
16..`
Medium Dense to Loose Tan Slightly
Clayey Coarse SAND (SP)
11
4
i
Hard Tan, Pink Medium Sandy Silty CLAY(CL)
r
Boring 'Terminated at 16..5 ft.,
BORING AND SAMPLING MEETS ASTM D-1586
CORE DRILLING MEETS ASTM D-2113
cn PENETRATION IS THE NUMBER OF BLOWS OF 140 LB HAMMER,
FALLING 30 IN. REQUIRED TO DRIVE 1,4 IN.. I D SAMPLER I FT.
UNDISTURBED SAMPLE = WATER TABLE-24HR
�5C�°% ROCK CORE RECOVERY WATER TABLE-IHR,
5
TEST BORING RECORD
BORING NO. MW-3
DATE DRILLED
4112-87-146
JOB NO.
—
SOIL & MATERIAL ENGINEERS, INC„

Well Nusber: - 0 $rikfing Method: Auger _
Date Started:-6-6-87 Drilling Fluids: None
Date Finished:6-6-87 Static Water. Level: Date:
Geologist/Engi.neer:.Rgyps — Observed By:
Remarks: -
0,.D, of Borehole: 6•5"
ALL DEPTHS REFERENCED FROM GROUND SURFACE 2.375"
O.D. of Casing:
Length of Screen- 10.13`
LOCKABLE CAP
Screen Opening Size: nin" _
PROTECTrVE C
ELEvaTrON Of
GROUND SURFACE
Portland
(TYPE)
2'1,o�) 40 PI
(SIZE S TYPE)
B EHroN1TE
$AND
2" Sch 40 P
(SIZE & TYP'
IP DISTANCE 2.25
H TO TOP OF BENTOHITE i - 9
r
'H TO TOP OF GROVEL_ 3.0
r
H TO TOP OF SCREEN 5.75
•
1
DEPTH TO BOTTOM OF SCREEN L5 . u —
TOTAL OEvrm 16.5
PROJECT SOILS MATERIAL ENGINEERS, INC. SCALE:, N.T.S.
Moore County Landfill RAL.EIGH, NORTH CAROLINA JOB NO" 4112-87-146
Moore County, North Caroli a FIG„ NO..

DEPTH
FT
DESCRIPTION ELM PENETRATION—BL01WS PER 7.
n in 20 30 40 60 80 100
4 „0
WIP
14
19..0
20..0
Tan Brown 5jigntiy
SAND (SW)
18
Medium Dense Pink Tan Slightly Silty
Clayey Coarse SAND (SC)
9
Medium Dense Pink -Tan Slightly Silty
Coarse SAND (SP)
12
Medium Dense Tan -Gray Silty, Clayey
Coarse to Fine SAND (SC)
6
Medium Dense Tan -Pink Slightly Clayey
Q
Boring Terminated at 20..0 ft.
*Coarse SAND (SP)
BORING AND SAMPLING MEETS ASTM D-1586
CORE DRILLING MEETS ASTM 0- 2113
PENETRATION IS 7HE NUMBER OF BLOWS OF 140 LB HAMMER,
FALLING 30 IN. REQUIRED TO DRIVE 14 IN I D SAMPLER I FT
UNDISTURBED SAMPLE = WATER TABLE-24HR.
I501% POCK CORE RECOVERY = WATER TABLE-] HR
9..5
TEST BORING RECORD
mw-BORING NO. 6.�- 8 --
DATE DRILLED---
JOB NO, 411-145
SOIL & MATERIAL. ENGINEERS, INC„

• method'.-- Auger
Well Number:_ W S - • dri ang
Dace Started- 6 R7 Drilling Fluids:
None
Static tracer Level: Date:
Date Finished: f,—R-87
Geologist/Engineer:_Hay.QG Observed By:
Remarks:
0„D,, of Borehole: 6.511
ALL OEPTKS REFERENCED FROM GROUND SURFACE D. of Casing'. 2.37511
Length of Screen:
J_OCKA8LE CAP I11 0OTt
1Screen Opening Size:.01 L
PROTECTIVE C
ELEVATION OF
GROUND SURFACE
Portland
(T"ET
2i1 Sch 40 PVC
(SIZE a TrpE]
BENTO wTE
SAND
2" Sch 40 F
(SIZE IL TTI
�P OISTANCE 2.91I
m.
3„40'
N To Top OF BENTONITE
fN TO TOP OF GRAVEL 5.0�
6.96
TN TO TOP OF SCREEN
PTN TO BOTTOu OF SCREEN 17 . 21,
i
TAL DEPTH 20.0
PROJECT SOILS MATERIAL ENGINEERS, INC
Moore County Landfill RALEIGH, NORTH CAROLINA
Moore County, North Caroli a
S C ALE':.
JOB NO:.
FIG.. NO
N.T.S.
411.2-87-146

f
PROJECT:
MOORE
COUNTY LANDFILL
PROJECT NO: 07625-001-018
LOCATION:
JACKSON HAMLET
60RING NUM13ER: 8-6
PAGE: 1 of 1
BORING
LOG
DATE: 3/6/95
NUMBER
DEPTH
SPT T WL SI
DESCRIPTION (USCS)
COMMENTS
UPPER 1', DENSE, BROWN, MED--GRAINED
4'
SILTY SAND W/ 1 /4 —1 /Z' QTZ PEBBLES
(SM), THEN 4 LIGHT GRAY, MASSIVE,
SS-1
12,20.21 SS
VERY FINE SILT (ML) OR CLAY (CL), THEN
3" DENSE, RED MED—GRAINED SILTY
8'
SAND (SM), DRY.
UPPER 3", LIGHT GRAY, MASSIVE, V. FINE
SS-
9,12,17 SS
SILT (ML) OR CLAY (CL), THEN V. FIRM,
VARIGATED BROWN TO MAROON COARSE
SILTY SAND W/SOME QTZ PEBBLES (SM),
DRY
SS-3
8,9,11 SS
INTERBEDDED, FIRM, YELLOW —BROWN,
FINE TO COARSE, SILTY SAND (SM), WET
EOH @ 20'
SS--4
8,10,12 SS
VERY FIRM, VARIGATED YELLOW —BROWN,
RED --BROWN, MAROON, COARSE TO VERY
COARSE, W/SOME QTZ PEBBLES, SILTY T
24'
CLEAN SAND (SM—SP), WET.
28'
32'
36'
40'
BOREHOLE COMPLETION:
20'
ILYL
!N - SCREEN
SS - SPUTSPOON
WATER
DEPTH:
13.9' BELOW GRADE
DATE: 3/ 13/95
SPT - SOL PDNETRJ D M
TEST-it'^M
ST - SHELBY TUBE
T - TYPE
v& - WATER LEVEL
DRILLING METHOD: HOLLOW STEM AUGERS
lir"IR
LOGGED BY:
C. WELTY

MONITORING WELL
INSTALLATION DIAGRAM
PROTECTIVE
DEPTH PIPE HEIGHT FT
BELOW
GROUND
SURFACE STICKUP FT
i o
1 FT
3 FT
5 FT
2.3 FT
GROUT MIX:
LEAN PORTLAND/BENTONITE SLURRY
-RENTQI.TE SEAL
1 BAG SENTONITE CHIPS. 50 LBS.
IMPERVIOUS ZONE:
3 FT THICK
PERMEABLE ZONE:
17 FT THICK
PEiZOMETER NO..: WW-6
BORING NO..: B-6
JOB NO..: 07625-001--018
PREPARED 8Y: C- WELTM
CHECKED By: C. LEE
DATE:. 3/6/95. _
EL. 403.5 FT.
TOP OF GROUND
SURFACE
PR TECTTVE METAL CASING
LOCKING
RISER PIPE: SCHEDULE
ASTM DESIGNATION: ---------
ID: __Z---- OD: ---------
COUPLINGS: - T1jBl6Qfp_w FT
PIPE IN _ 10 _ FT LENGTHS
PIPE FT
SCREEN _____.__ t 5 --------- FT
TOTAL:--------22.3------- FT
THICKNESS OF UPPER SEAL 2 FT
LENGTH OF SCREEN 15 FT
SAND 17 FT
20 FT }�
20 FT J BOTTOM OF BORING
R MARK ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
HDR 6 vg. kr- MOORE COUNTY LANDFILL

s
PROJECT: MOORE COUNTY LANDFILL PROJECT NO: 07625-001-018
LOCATION: JACKSON HAMLET BORING NUMBER: B-7 PAGE: 1 of 1
BORING LOG DATE: 3/6/95
NUMBER DEPTH SPT T WL Sl DESCRIPTION (USCS) COMMENTS
UPPER HALF OF SAMPLE IS FIRM, VARIGATED
4' MAROON, COARSE TO VERY COARSE, PEBBLY,
SILTY SAND (SM). LOWER HALF IS VERY FIRM
SS-1 10,10,11 SS BRIGHT YELLOW -BROWN, FINE-GRAINED SILTY
SAND (SM), DRY..
8 1 DENSE, VARIGATED LIGHT TAN, YELLOW -BROWN,
MAROON, MEDIUM TO COARSE SILTY SAND WITH SOME.
CLAY RIP -UP CLASTS (SM), DRY
SS-2 13,17,21 SS
UPPER QUARTER OF SAMPLE IS VERY FIRM,
VARIGATED YELLOW -BROWN TO RED, MEDIUM
SILTY SAND (SM). MIDDLE HALF IS VERY FIRM,
1 6' 10,12,12 SS LIGHT GRAY, YELLOW --BROWN TO LIMONITE -YELLOW,
SS- 3 FINE CLAYEY SAND (SC) WITH A 1" -Z" SANDY CLAY
LENS BOTTOM QUARTER IS YELLOW -BROWN TO GRAY-
BROWN, MEDIUM TO COARSE SILTY SAND (SM), MOIST.
EOH ® 20'
SS-4 9,9,12 SS VERY RRM, VARIGATED LIMONITE -YELLOW, YELLOW -BROWN,
RED, mMOON, MEDIUM TO VERY COARSE SILTY SAND (SDI)
2 4' WITI.1 A Z' GRAY VERY FINE SILT (ML) OR CLAY (CL)
NDR BOTTOM, WET
28'
32'
36'
40'
BOREHOLE COMPLETION: 20' K Y
Si - SMEEN
55 - SPL[iSPooN
SPT - WL PDORADON
WATER DEPTH: 1 1 .9' BELOW GRADE DATE: 3/13/95 SHELBY TUBE
-
T - IYPE
WL - WATER LML
DR{LLING METHOD: HOLLOW STEM AUGERS
LOGGED BY: C WELTY

DEPTH
BELOW
GROUND
SURFACE
0 FT
2 FT
4 FT
of
MONITORING WELL
INSTALLATION DIAGRAM
PROTECTIVE
PIPE HEIGHT FT
STICKUP FT
GROLIT MIX:
LEAN PORTLAND/BENTONTE SLURRY
BENTQNITE AFC.'
I 9AG SENTONRE CHPS. 50 LBS_
IMPERVIOUS ZONE:
2 FT THICK
PERMEABLE ZONE:
17 FT THICK
PEIZOMIETFR No.: IJW 7
BORING NO, : 8-7
,108 No.,: 07625-001-018
PREPARED BY: C. WELTY
CHECKED BY: C. LEE
DATE: _ 3 fi 95 —
EL 399.2 FT.
TOP OF GROUND
SURFACE
PROTECTIVE METAL CASING
LOCKING
RISER PIPE: SCHEDULE ____ N
ASTM DESIGNATION:
ID: OD:
COUPLINGS: TFIffb=
PIPE IN 10 _ FT. LENGTHS
ppE __1-10 CUT 4 _8!z 1 FT
SCREEN 15 FT
TOTAL: 21.8 FT
THICKNESS OF UPPER SEAL 2 F
LENGTH OF SCREEN 15 FT
SMD 17 FT
19 FT _ Jf-1
20 FT _ _ BOTTOM OF BORING
imREMARK5: ALL MEASUREMENTS TO THE NEAREST 0.1 FL•
H R Etgkweer hg¢ >nc
MOORE COUNTY LANDFILL

PROJECT: MOORE COUNTY LANDFILL
LOCATION: JACKSON HAMLET
BORING LOG
NUMBER DEPTH SPT T WL SI
PROJECT: NO: 07625-001-018
BORING NUMBER: 8-8 PAGE: 1 of 1
DESCRIPTION (USCS)
4 FILL TO 6-1/2'. THEN VERY FIRM, YELLOW
BROWN, VERY SILTY, MEDIUM TO COARSE SAND
SS-1 7,9112 SS WITH GRANULES (SM), DRY
8'
VERY DENSE, VARIGATED & INTEREEDDED, LIGHT
GRAY, LIMONITE -YELLOW, RED, GRAY, SLIGHTLY SILTY,
COARSS-2 13,21,33 SSWITH �}yp TVERY CH;CKSCLAYELL STRNOGERS, WIT
(SR)
VERY FIRM, YELLOW --BROWN TO RED, GRAY,
SLIGHTLY SILTY, COARSE TO VERY COARSE SAND
55-3 1 1 6'-j 10,10,11 1 SS
SS-4 �7SS
2 4'
28'
32'
(SP) INTERBEDDED WITH I- TO 6" BEDS OF HARD,
LIGHT REDDISH -GRAY, UASSINE FINE SILT (ML) OR CLAY
(CL), WET
EOH ® 20'
FIRM, MAROON, WELL SORTED SILTY MEDIUM -
GRAINED SAND (SM) WITH ONE C1/2' CLAY STRINGER,
Y&F.
36'
40'
BOREHOLE COMPLETION: 20'
WATER DEPTH: 10 5' BELOW GRADE,
DRILLING METHOD: HOLLOW STEM AUGERS
LOGGED BY: C. WELTY
DATE: .3/ 1 3/9 5
DATE: 3/7/95
COMMENTS
K Y•
si - SCREEN
SS - SPUTSPOoN
SPT - SOE PENEMATION
TEST-N NUMBER
ST -- SHELBY TUBE
T -- TYPE
wL - WATER LEVEL
r

m
IE
DEPTH
BELOW
GROUND
>URFACE
0
5 FT I
f
MONITORING WELL
INSTALLATION DIAGRAM
PROTECTIVE
PIPE HEIGHT
STICKUP � FT 1 2.7 FT
R�,T M X..
LEAN POM LAND/BENTONITE SLURRY
NT N R
I BAG BENTONfIE CHIPS, 50 LBS.
IMPERVIOUS ZONE:
3 FT THICK
PERMEABLE ZONE:
17 FT THICK
PEIZOMETER KO.- 11W-8
BowNG NO. _ B-8
JOB NO.: 07625-001-018
PREPARED B1f: C. MiTy
CHECKED BY: C. LEE
DATE; 3/61.95
EL, 395.2 FT,
TOP OF GROUND
SURFACE
PROT CTIVE METAL CASIN
LOCKING
RISER PIPE SCHEDULE — 19
ASTM DESIGNATION:
ID: - OD:
COUPLINGS: THREAD FT
PIPE IN 10 FT LENGTHS
PtPE I —10 (gt T O 7.71 - FT
SCREEN 15 FT
TOTAL: 22.7
THICKNESS OF UPPER SEAL 2 F7
I
LENGTH OF SCREEN 15 FT
SAND 17 FT
20 FT
20 _ _BOTTOM OF BORING
gFM&EKS; ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
HM Engkm ewi'1 b'r—
MOORE COUNTY LANDFILL

PROJECT:
MOORE
COUNTY LANDFILL
PROJECT NO: 07625-001-018
LOCATION:
JACKSON HAMLET
BORING NUMBER: B-9
PAGE: 1 of 1
BORING
LOG
DATE: 3/6/95
NUMBER
DEPTH
SPT T WL SI
DESCRIPTION (USCS)
COMMENTS
4'
UPPER 1' IS FIRM, `FELLOW -BROWN SLIGHTLY
SS-1
G,1O,17 SS
SILTY COARSE SAND (SP), GETTING RED DIRECTLY
ABOVE 2 -T GRAY SANDY CLAY (CL)_ LOWER PORTION
8
IS VERY qW, LIGHT TAN MEDIUM TO COARSE SILTY SAND
(SM), DRY..
SS-2
8.10,15 SS
VERY FIRMA, LIGHT TAN, FINE-GRAINED SILTY
CLAYEY SAND (SC -Sty), LOTS OF KAOUNITE, DRY.
1 5
SS
UPPER HALF OF SAMPLE 6 VERY FIRM, LIGHT TAN FINE
SS-3
11.12,15
TO MEDIUM, VERY SILTY SAND (SM).. LOWER HALF IS VERY
STIFF, UGiT GRAY, wSSNE, VERY CLEM, VERY FINE SILT (ML)
OR 0-P1Jl X CLAY (CL), DRY.
SS-4
15,18,23 SS
DENSE, VARIGATED GRAY, TAN, BROWN, RED,
COARSE SILTY SAND, WET..
24'
SS-5
13.14,19 SS
DENSE, VARIGATED, BLOOD RED, BLUE --GRAY,
DEEP TAN, RED -YELLOW, VERY COARSE TO COARSE,
2 8'
POORLY SORTED SILTY SAND, WET
EOH ® 30'
32'
36'
40'
BOREHOLE COMPLETION: 30,
sl - SCREEN
55 - SpuTspwN
WATER
DEPTH:
19 9' BELOW GRADE
DATE: 3/13/95
sf - sm P'fNETR nm
ST - s�Y �
T - TYPE
WL - WATER LEVM
DRILLING METHOD: HOLLOW STEM AUGERS
im
LOGGED BY:
C. WELTY

w
DEPTH
BELOW
ROUND
;URFACE
11 FT
13 FT
15 FT
I
MONITORING WELL
INSTALLATION DIAGRAM
PROTECTIVE
PIPE HEIGHT FT
STICKUP - FT 1 2.4 FT
Sri MiX
LEM PORnAND/BC9TONITE SLURRY
DENTONITE
1 BAG BENTOMTE CHIPS, 50 LBS.
IMPERVIOUS ZONE:
13 FT THICK
PERMEABLE ZONE:
17 FT THICK
PEIZOMEIEK NO..: MW-9
BORING NO..:
8-9
J013 NO„; 07625-001-018
PREPARED BY:
C. WELTY
CHECKED BY:
C. LEE
DAB;
3L6195
EL. 403.7 FT.
TOP OF GROUND
SURFACE
P TECTN ME & Q&51NG I
LOCKING
RISER PIPE: SCHEDULE _ 40
ASTM DESIGNATION:
ID: - OD:
CW UNGS:._ RRE6Xp - FT
PIPE IN w._ 1 o Fr. LENGTHS
PIPE IN _ 1-1 o FT.. LENGTHS
PIPE _ 1--10 (CiiT 0 7.4' FT `
SCREEN 15 FT
TOTAL: 32.4 FT
THICKNESS OF UPPER SEAL 2 F
LENGTH OF SCREEN 15 FT
.. yI
SAND 17 FT
30 FT
30 BOTTOM OF BORING
gg ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
m 8
OORE COUNTY LANDFILL
HDR

PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001-018
LOCATION: HIGHWAY 5, ABERDEEN, NC BORING NUMBER: B-14
PAGE: 1 of 1
BORING LOG
DATE: 9/ 16/96
NUMBER
DEPTH
SPT
T
WL
SI
DESCRIPTION (USCS)
COMMENTS
4'
_
—
WHITE AND TAN, MOTTLED, DENSE, FINE—
GRAINED SAND (SW), WITH A TRACE OF
CLAY, SLIGHTLY MOIST, IRON OXIDE
VERY UNIFORM
TEXTURE
SS-1
46
SS
8'
—
STAINING.
—_
_
WHITE TO TAN, MEDIUM —DENSE, FINE TO
COARSE —GRAINED SAND (SM), MOTTLED
WITH MAROON SAND LENSES, IRON OXIDE
STAINING, SLIGHT CLAY CONTENT, VERY
SS-2
11
SS
_
—
MOIST TO WET.
DARK GRAY AND MAROON, MEDIUM —DENSE,
SS-3
1 6'
19
SS
=
COARSE TO VERY COARSE SAND (SC),
MIXED WITH DARK GRAY TO MAROON SANDY
—
CLAY LENSES, STIFF, FIRM, SL. PLASTICITY,
=
WET.
T.D. = 20 FEET
2 4'
28'
32'
AT
—� DRILLING
36'
�- 24 HR
40'
BOREHOLE COMPLETION: 20 FEET BELOW LAND SURFACE
Si - SCREEN
SS - SPLITSPOON
SPT - SOIL PENETRATIDN
TEST-N NUMBER
ST - SHELffY TUBE
T - TYPE
WL - WATER LEVEL
WATER DEPTH: 12.78 FEET BELOW LAND SURFACE DATE: 9/18/96
DRILLING METHOD: 4 1/4-INCH HOLLOW STEM AUGERS
LOGGED BY: J ISHAM

J
DEPTH
BELOW
GROUND
SURFACE
0
1.0 FT
3.0 FT
5.0 FT
PROTECTIVE
PIPE HEIGHT
MONITORING WELL
INSTALLATION DIAGRAM
400.58 FT
2.70 FT
LROUT_MIX:
PORTLAND TYPE I CEMENT
QENTONITE SEAL:
3/8-INCH SENTONITE PELLETS
IMPERVIOUS ZONE:
3.0 Fr THICK
PERMEABLE ZONE:
17.0 Fr THICK
MOORE COUNTY C&D LANDFILL
PEIZOMETER NO: Mw-14
BORING NO,: B-14
JOB NO: 07625-001-018 {
PREPARED BY: J. 1SHAM
CHECKED BY:
DATE: _- 9/16/96
EL, 397.88 Fr.
TOPOF GROUND
SURFACE
PROTECTIVE MFFAL CASING
4-INCH SQUARE BLACK STEEL
WELL BOX WITH LOCKING COVER
RISER PIPE: SCHEDULE aQ_v
ASTM DESIGNATION:
ID: _��0 CINCH _ OD: _______
-
COUPLINGS: THREADfD—_
FT
PIPE IN 10_0 FT LENGTH '.
PIPE------� 2.7
F
PIPE _ _LL�5.0
FT
SCREEN _�Z S.OL��_ t4_4
FT �
TOTAL: ___-- 22,70 __--_—. F
THICKNESS OF UPPER SEAL 2.0 F
LENGTH OF SCREEN 15.0 FT
SAN D 17.0 FT
FT
20.0 FT — — — — — — — BOTTOM OF BORING
REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
fDq N=2,694.2171
E=3,615.2164 T

PROJECT: MOORE COUNTY C&D LANDFILL PROJECT NO: 07625-001-018
LOCATION: HIGHWAY 5, ABERDEEN, NC BORING NUMBER: B-15
PAGE: 1 of 1
BORING LOG
DATE: 9/19/96
NUMBER
DEPTH
SPT
T
WL
SI
DESCRIPTION (USCS)
COMMENTS
4'
TAN AND REDDISH -BROWN, MEDIUM -DENSE,
SS-1
17
SS
MEDIUM TO COARSE —GRAINED SLIGHTLY
CLAYEY SAND (SC), NO PLASTICITY, STICKY,
8'
MOIST, MOTTLED.
WHITE, MEDIUM —DENSE, FINE—GRAINED SAND
VERY UNIFORM
SS-2
17
SS
(SW), WITH MINOR FINES, MIXED WITH DENSE
TEXTURE
SANDY CLAY LENSES. SL. PLASTICITY, DRY,
=
HORIZONTAL COLOR BANDING,
SAME AS ABOVE (SW), MEDIUM TO COARSE—
GRAINED, PINK/MAROON MOTTLING, FINES
MIXED, SLIGHTLY KAOLONITIC, V. MOIST,
WHITE, MAROON, BROWN, RED —ORANGE,
VERY UNIFORM
TEXTURE
SS-3
1 6'
19
SS
SS-4
22
SS
_
MEDIUM —DENSE, MEDIUM TO COARSE —GRAINED
=
CLAYEY SAND (SC), KAOLINITIC ZONES, WET.
24'
_
—
-------�
WHITE AND PINK, MEDIUM —DENSE, MEDIUM TO
SS-5
26
SS
=
COARSE —GRAINED SAND (SM) MIXED WITH
28'
=
GRAY/WHITE CLAY LAYERS (KAOLINITIC/STICKY),
_
—
—
SLIGHTLY MOIST, HORIZONTAL MOTTLING
SAME AS ABOVE (SM), MEDIUM TO COARSE—
GRAINED, WET.
LANDFILL
GAS
SS-6
'
22
SS
=
ODOR
SS-7
36`
18
SS
T D = .35 FEET
� AT
— DRILLING
40'
BOREHOLE COMPLETION: 35 FEET BELOW LAND SURFACE
SI - SCREEN
SS - SPUTSPOON
SPT - SOIL' PENETRATION
TEST-N NUMBER
ST - SHELBY TUBE
T - TYPE
WL - WATER LEVEL
WATER DEPTH: 30 FEET BELOW LAND SURFACE DATE: 9/19/96
DRILLING METHOD: 4 1/4-INCH HOLLOW STEM AUGERS
Imi
LOGGED BY: J ISHAM

DEPTH PROTECTIVE
BELOW PIPE HEIGHT
GROUND
SURFACE
16.0 FT
18.0 FT
1 20.0 FT
MONITORING WELL
INSTALLATION DIAGRAM
431.10 FT
1.79 FT
GRQ„WT MIX:
PORTLAND TYPE I CEMENT
NT NITESEAL:
3/8—INCH BENTONME PELLETS
IMPERVIOUS ZONE:
18.0 FT THICK
PERMEABLE ZONE:
17.0 FT THICK
MOORE COUNTY LANDFILL
PEIZOMETER NO..: MW-15
BORING NO.: B-15
JOB NO.: 07625-001-018
PREPARED BY: J. rSHAM
CHECKED BY:
DATE: 9/ 19 /96
EL. 429.31 FT.
TOP OF GROUND
SURFACE
PROTECTIVE METAL CASIN
4—INCH SQUARE BLACK STEEL
WELL BOX WITH LOCKING COVER
RISER PIPE: SCHEDULE
ASTM DESIGNATION:
ID: _�_0 CINCH OD
COUPLINGS: __ THREADED __ FT
PIPE IN __ 10_0 _ FT.. LENGTHS
PIPE -___ .il),?_79 FT
PIPE FT
SCREEN _LZ 5�0`��10�0 FT
TOTAL: -- 36.79 . �__-- FT
THICKNESS OF UPPER SEAL 2-0 FT
LENGTH OF SCREEN 15.0 FT
SAND 17.0 FT
FT
35.0 FT
— — — — — -- — — BOTTOM OF BORING
REMARKS: ALL MEASUREMENTS TO THE NEAREST 0.1 FT.
N=3s234.5825 _
E=4 373.7788
Hari Ord), Ism,

Well Development Logs

7-wf
WELL DEVELOPMENT FIELD RECORD
SITE DESCRIPTION
Project Name: Moore County
Project Number. 1895531
Location: Aberdeen, NC
WEATHER CONDITIONS
Temperature: eOS `:705
Wind:
Precipitation:
WELL DESCRIPTION
Well No.: �'7 -
Date: -7_,3,j -/ 7 21-/
Time at Well Site:
Date of Well Installation:
Screen Length:
Developed By: T. Martinez / E. Vasko
Time On Site:
Time Off Site:
COLUMN OF WATER IN WELL VOLUME OF WATER TO BE REMOVED
TOC relative to Ground Surface: feet Casing Inside Diameter: 2 inches
TOC Elevation: feet MSL y Casing Volume: gal./ft.
Depth of Well Before Development: feet TOC 7 -314 , Column of Water in Well: feet
Depth to Water Before Development: � feet MSL(S yG !I/ , Volume of Water in Well: gallons
Column of Water in Well: 3 7 feet Well Volumes to be Removed:
Depth of Well After Development: L feet TOC Min. Volume to be Removed: gallons
Development Method:
Well Pumped Dry?: Yes o
FIELD PARAMETERS
Volume
Type of Dev. Equipment: Watera Hydrolift
Removed TURBIDITY !� f VVL
Date/Time (gallons) (NTU) �� � Remarks/Observations
2 "
woo
riP2
25.9
-C;b
22
u
7 f vo
1021,
21. Ll
a
3 -t
140 6
o
2z-Z
10,IR
2 y 0
7.D
l QC,
2
7
S 1
7I006
6.37
0-11
Z2.
I10I
I A.
i Doc
IZ2
/-3.o
I L Z,-)
("I
Ili fo
O
vo
2
2
4
i..3
o
0
7
. 2
Z3
O
' b-O
roan
7-0
2 7
Zz. U
.32
Jq1A0
bG.O
7 too J
L -15
2 `I
ZZ,
A
o
-76.0
1 woo
6,2J
11
Z .
,z
(, .
71060
'L 7
ZlZ
2\, S
3
[a 9r,
INY.21,
t
J660-
o
U
mel
S
6.14
9
MR.0
2,14
6 -IL
I C
L
Z '2 L w+, n a•�?�
to t3 ,5
1�. U
r.
c
S
lfo/
ov
-
210511
U16
I
12
3 -
/
Start Pumping: /ZZo 0442
End Pumping: �J—
NOTES:
e n1I. C, WV4 1 v✓11 � ILJ r `�4 � ,
Average Pump Rate: V S gal./min.
Total Volume Removed: gallons
Field Team Leader: Travis Martiez Siunature:
-+ent Fonn.xls
Golder Associates

WELL DEVELOPMENT FIELD RECORD
SITE DESCRIPTION
Project Name: Moore County
Project Number: 1895531
Location: Aberdeen, NC
WEATHER CONDITIONS
Temperature: C?o
Wind: CAI M
Precipitation: r1cM e
COLUMN OF WATER IN WELL
TOC relative to Ground Surface: feet
TOC Elevation: feet MSL
Depth of Well Before Development: J6. I xfeet TOC
Depth to Water Before Development: Idr feet MSL
Column of Water in Well: 5 feet
Depth of Well After Development: feet TOC
Development Method:
Well Pumped Dry?: Yes o
WELL DESCUIPTION
Well No.:
Date:-7
Time at Well Site:
Date of Well Installation:
Screen Length:
Developed By: T. Martinez / E. Vasko
Time On Site:
Time Off Site:
VOLUME OF WATER TO BE REMOVED
Casing Inside Diameter: 2 inches
Casing Volume: gal./ft.
Column of Water in Well: C(. S feet
Volume of Water in Well: l S6 gallons(s 9 L
Well Volumes to be Removed:
Min. Volume to be Removed: gallons
Type of Dev. Equipment: WakeineL L�/P
FIELD PARAMETERS
Volume ` o
Removed TURBIDITY
Date/Time (NTU) Remarks/Observations
lL®C-��1.
.
► i
LC�iT���i�E��7
-
�
� • :ate
-r_ '
-
Start Pumping: 15
End Pumping: X 5,10
NOTES:
Njy ; wtIi Vot-Me
Average Pump Rate: 0,19 gal./min.
Total Volume Removed: b121 A.-/-n = it 2 gallons
Field Team Leader: Travis Martiez Signature:
Well Development Form.xls Golder Associates
1
a
r'
1

152v�
WELL DEVELOPMENT FIELD RECORD
SITE DESCRIPTION
WELL DESCRIPTION
Project Name: Moore County
Well No.: — ?>
Project Number: 1895531
Date:
Location: Aberdeen, NC
Time at Well Site: 66��
Date of Well Installation:
WEATHER CONDITIONS
Screen Length:
Temperature: g Q S
Developed By: T. Martinez / E. Vasko
Wind: n a4, a
Time On Site:
Precipitation: ArIAc
Time Off Site:
COLUMN OF WATER IN WELL
VOLUME OF WATER TO BE REMOVED
TOC relative to Ground Surface: feet
Casing Inside Diameter: 2 inches
TOC Elevation: feet MSL
Casing Volume: gal./ft.
Depth of Well Before Development: ( Z feet TOC '? �)
Column of Water in Well:5 feet
Depth to Water Before Development: feet MS qt .5
/ Volume of Water in Well: _gallons
Column of Water in Well: 33 7 feet
Well Volumes to be Removed:
Depth of Well After Development: feet TOC
Min. Volume to be Removed: gallons
Development Method:
Type of Dev. Equipment: Watera Hydrolift
Well Pumped Dry„(v t-s
FIELD PARAMETERS
Volume
Removed TURBIDITY � � l S� d C
Date/Time (gallons) (NTU) t I Remarks/Observations
t[IL7ic�it7fiZ�1�
• • ►��
kw-2. �,.
1 LLB
�I_ /►7
Start Pumping: ( 06 I 100D
End Pumping: \ 5
Average Pump Rate: gal./min.
Total Volume Removed: gallons
NOTES:
weQ Vat"Ot 1-1 J wt -J� d. [ (2"A�4 UP
- P're ¢e- art,,-[ ((-I , 1-0 :r Q 4,4 rh . r 4 he _
Field Team Leader: Travis Martiez Signature:
Well Development Form.xis
Golder Associates
13

Oti32
WELL DEVELOPMENT FIELD RECORD
Project Name: Moore County
Project Number: 1895531
Location: Aberdeen, NC
WEATHER CONDITIONS
Temperature:
Wind:
Precipitation:
COLUMN OF WATER IN WELL
TOC relative to Ground Surface: feet
TOC Elevation: feet MSL
Depth of Well Before Development: '21 A Q feet TOC
Depth to Water Before Development: it .� feet MSL
Column of Water in Well: feet
Depth of Well After Development: feet TOC
Development Method:
Well Pumped Dry?: Yes o
WELL DESCRIPTION
Well No.: AA +v — J
Date: &I
Time at Well Site:
Date of Well Installation:
Screen Length:
Developed By: T. Martinez / E. Vasko
Time On Site:
Time Off Site:
VOLUME OF WATER TO BE REMOVED
Casing Inside Diameter: 2 inches
Casing Volume: gal./ft.
Column of Water in Well: feet
Volume Volume of Water in Well: I. g3 gallons
Well Volumes to be Removed:
Min. Volume to be Removed: gallons
Type of Dev. Equipment: Wst=. yduefiitt
T
ut6 FIELD PARAMETERS
Volume c L
Removed TURBIDITY p
Date/Time (gd ns) (NTU) 1 � emarks/Observations
6
•r
�r
• ,
1�L�
�!
.=
14
�� ��
��
I .JyyQ'�r7
1MV,
[,���
►
sk-M, W
.'
C-M2M
n�a��.rrr»r;��n
� •
�
rl
KF0]1rA
fiY.At
® &M
W
1MM0,
, MOO
M M#11;M®
WHO
Z27*870n,�MVIIMFAWAEM
Start Pumping: 69 Q Average Pump Rate: . U g./min.
End Pumping: IN z Q Total Volume Removed: b09 gVie is L ;
NOTES:
Field Team Leader: Travis Martiez Signature: �_
rgk
Well Development Form.xls Golder Associates

(S-v (;.)
WELL DEVELOPMENT FIELD RECORD
SITE DESCRIPTION
Project Name: Moore County
Project Number: 1895531
Location: Aberdeen, NC
WEATHER CONDITIONS
Temperature:
Wind:
Precipitation:
COLUMN OF WATER IN WELL
TOC relative to Ground Surface: feet
TOC Elevation: feet MSL
Depth of Well Before Development: y feet TOC
Depth to Water Before Development: feet MSL
Column of Water in Well: feet
Depth of Well After Development: feet TOC
Development Method:
WELL DESCRIPTION
Well No.:
Date:
Time at Well Site:
Date of Well Installation:
Screen Length:
Developed By: T. Martinez / E. Vasko
Time On Site:
Time Off Site:
VOLUME OF WATER TO BE REMOVED
Casing Inside Diameter: 2 inches
Casing Volume: gal./ft.
Column of Water in Well: 3 y feet
Volume of Water in Well: 3 ,1 ( gallons
Well Volumes to be Removed:
Min. Volume to be Removed: gallons
Type of Dev. Equipment: Waters Hydrolift
Well Pumped Drys. Ye No
L,+-e 6 FIELD PARAMETERS
Volume
Removed TURBIDITY a�
Date/Time Rtkons) (NTU) p t+ 9 !3C" �/ Remarks/Observations
[ r �
L��
� � ►
[�E�:��i7
- � t11
Start Pumping: 11'y
End Pumping:
Average Pump Rate:
Total Volume Removed:
gal./min.
gallons
Field Team Leader: Travis Martiez Signature:
lop -
Well Development Form.xls Golder Associates

APPENDIX DH-B
SURVEYS OF PIEZOMETER,
GROUNDWATER MONITORING
WELL, AND LANDFILL GAS
PROBE LOCATIONS

Moore County Landfill Coordinate Table
Point Number
Northing
Easting
Elevation
Description
1
510588.43
1854393.75
428.81
G
2
510588.87
1854390.93
429.21
NAIL CONC
3
510589.03
1854391.51
431.48
MW-15R
4
510450.49
1852907.65
383.41
G
5
510451.67
1852905.79
383.72
NLCONC
6
510452.42
1852911.75
383.63
NLCONC
7
510453
1852911.56
386.36
MW-11DR
8
510452.38
1852905.36
386.13
MW-11SR
9
510038.42
1852043.61
364.85
G
10
510038.31
1852041.28
365.13
NLCONC
11
510038.89
1852041.09
367.73
GP-15R
12
509699.21
1852099.53
371.45
G
13
509687.58
1852104.99
372.05
G
14
509680.32
1852109.95
372.33
NLCONC
15
509693.81
1852101.85
372.01
NLCONC
16
509704.16
1852097.48
371.86
NLCONC
17
509704.03
1852096.7
374.16
MW-17S
18
509693.71
1852101.52
374.56
MW-17D
19
509680.01
1852109.63
374.78
GP-14R
20
509371.03
1852251.06
365.35
G
21
509370.23
1852249.66
365.93
NLCONC
22
509369.85
1852249.28
368.5
MW-18
23
509406.49
1852210.12
367.1
G
24
509405.44
1852208.57
367.67
NLCONC
25
509405.06
1852208.08
370.29
GP-13R
26
509418.33
1852559.11
377.14
G
27
509418.27
1852558.43
380.08
PZ-03
28
509569.75
1852420.23
378.44
G
29
509570.71
1852419.49
381.41
PZ-02
30
509963.29
1852308.2
379.13
G
31
509964.08
1852308.13
382.05
PZ-01
'titi��1CA
H 111111fry,''
is ei,
f 0ETA I /
1 j if crO1`01�t

APPENDIX DH-C
LABORATORY TEST RESULTS
FOR SOIL SAMPLES

AUGUST 2018
MOORE CITY/ENGINEERING SERVICES/NC
SUMMARY OF SOIL DATA
1895531
Sample
Identification
Sample
Type
Sample
Depth
Soil
Classi-
fication
Natural
Moisture
%
Atterberg
Limits
Grain Size
Distribution
Compaction
Gs
Unit Weight
Permeability
(cm/sec)
Additional
Tests
Conducted
(See Notes)
% Finer
No. 4
Sieve
% Finer
No. 200
Sieve
% Finer
.005
mm
Maximum
Dry Density
(lb/cuft)
Optimum
Moisture
%
Moisture
%
Dry
(lb/cult)
L.L.
P.L.
I P.I.
L.I.
PZ-2
UD
6.0-8.0'
(SM)
13.3
-
-
-
-
99.3
22.1
16.9
-
-
-
13.3
115.3
5.3E-06
PZ-3
UD
22.0-24.0'
CL
26.3
38
20
18
0.34
100.0
62.4
32.5
-
-
2.62
26.3
97.9
C
PZ-3
UD
34.0-36.0'
SC
18.7
41
15
26
0.14
99.7
28.7
22.5
-
2.65
18.7
107.4
-
C
ABBREVIATIONS: LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
SPECIFIC GRAVITY (Gs)
MOISTURE (Mc)
Golder Associates Inc.
NOTES: T = TRIAXIAL TEST
U = UNCONFINED COMPRESSION TEST
C = CONSOLIDATION TEST
DS = DIRECT SHEAR TEST
O = ORGANIC CONTENT
P = pH

SEPTEMBER 2018
1895531
100
90
80
% 70
P 60
a
s 50
s
i
n 40
9
30
20
10
0
1000
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-2 Depth: 6.0-8.0'
TYPE: UD
Particle size in millimeters
Coarse Fine Coarse Medium Fme Sdt or Clay
COBBLES GRAVEL SAND FINES
Particle Size Particle Size
lmml 7 Pav6- ClaWfianinn Pvn•v--
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.7
0.375"
9.5
100.0
#4
4.8
99.3
#10
2.00
1 84.6
Coarse Sand
14.6
#20
0.85
56.9
Medium Sand
49.9
#40
0.43
34.7
#60
0.25
28.8
Fine Sand
12.6
#100
0.15
25.7
#200
0.075
22.1
(mm) "hFiner
.T
c
`u
0
v`
T
z
0.035
21.1
Fmes
Silt or Clay
22.1
0.022
21.1
0.013
20.2
0.0090
20.2
0.0065
16.9
0.0032
1 16.9
0.0013
1 16.9
DESCRIPTION: SAND, fine to coarse, trace fine gravel; olive brown
and yellowish red.
USCS: (SM)
60
so
a
Gxa: 40
c
Z
}
F
U 30
f
a
C 20
10
PLASTICITY CHART
CH
0
0 10 20 30 40 50 60 70 so 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M, LL PL PI LI
13.3
LL (oven-dri'
<0.7s = ORG,WIC
t0uoxl TECH BA
DATE 9/IQ/18
Golder Associates Inc.

FLEXIBLE WALL TRIAXIAL PERMEABILITY
ASTM D 5084
METHOD C, FALLING HEAD W/INCREASING TAIL WATER PRESSURE
PROJECT TITLE
MOORE CITY/ENGINEERING SERVICES/NC
Using Pipettes OnlyEN
COMMENTS
PROJECT NUMBER 1895531
Using Pipettes &BurettesSAMPLE
ID
PZ-2
6.0-8.0'
BOARD# 7TECHSAMPLETYPE
UD
CELL# 7 DATE
Sample Data, Initial
Height, inches
3.114
Sample Data, Final
Water Contents
Initial
Final
Diameter, inches
2.861
B-Value,f
0.99
Height, inches
3.102
Wt soil&tare, i
686.74 775.12
Area, cm^2
41.48
Cell Pres.
85.0
psi Diameter, inches
2.859
Wt soil&tare, f
606.32
688.95
Volume, cm^3
328.05
Bot. Pres.
83.0
psi Area, cm^2
41.42
Wt Tare
0.00
83.51
Mass, g
686.74
Top Pres.
80.0
psi Volume, em^3
326.33
Wt Moisture Lost
80.42
86.17
Moisture Content, %
13.3
Head, cm
211.02
Mass, g
692.61
Wt Dry Soil
606.32
605.44
Dry Density, pcf
115.3
Max. Grad.
29.88
Moisture Content %
14.23
Water Content
13.26%
14.23%
Spec. Gravity (assumed)
2.650
Min. Grad.
25.21
Dry Density, pcf
115.94
Volume Solids, cm^3
228.80
Max. E.S.
5.00
Saturation
88.5%
DESCRIPTION SAND, fine
to coarse, trace fine gravel; olive
Volume Voids, cm^3
99.26
Min. E.S.
2.00
Inflow Volume per (cc)
1.00
brown and yellowish red.
Void Ratio
0.43
Outflow Volume per (cc)
1.00
Saturation
81.0%
USCS (SM)
PERMEANT: Deaired Tap Water
TIME FUNCTION
READINGS
Inflow
Outflow
Temp.
TIME IN MINUTES & SECONDS
(H1/H2)
Gradient
VOLUME
Inflow
Outflow
PERMEABILITY
@ 20 Degrees C
DATE
HOUR
MIN
dt
dt
dt, ace
Head
(cc)
(cc)
(min)
(sec)
(sec)
(cm)
(inc.)
(cc)
(cc)
(cm/sec)
09/10/18
9
1
0.0
25.0
19.2
0.0
0.0
0
235.44
29.88
0.00
0.00
0.0
09/10/18
9
5
3.0
21.9
19.2
4.0
240
240
229.49
1.03
29.13
3.00
3.10
1.0E-05
09/10/18
9
11
6.3
18.7
19.2
6.0
360
600
223.16
1.03
28.32
3.30
3.20
7.6E-06
09/10/18
9
16
8.6
16.5
19.2
5.0
300
900
218.77
1.02
27.77
2.30
2.20
6.4E-06
09/10/18
9
22
11.1
14.0
19.2
6.0
360
1260
213.90
1.02
27.15
2.50
2.50
6.1E-06 *
09/10/18
9
27
12.8
12.2
19.2
5.0
300
1560
210.49
1.02
26.71
1.70
1.80
5.2E-06 *
09/10/18
9
37
16.2
8.8
19.2
10.0
600
2160
203.86
1.03
25.87
3.40
3.40
5.2E-06
09/10/18
9
46
18.9
6.1
19.2
9.0
540
2700
198.60
1.03
25.21
2.70
2.70
4.7E-06
Inflow Rate
0.007000
*PERMEABILITY REPORTED AS 5.3E-06 cm/see
Outflow Rate
0.007000
Outflow/Inflow
Ratio
1.00
DATE 9/IQ118
CHECK
REVIEW
APPROVE
GOLDER ASSOCIATES INC.

2018
100
90
80
70
P 60
a
s 50
S
1 40
n
9
30
20
10
0
N
N
a
E
n
z
to
W
Nei
rn
N
to
v
C
to
rn
1000
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: P2r3 - Depth: 22.0-24.0'
TYPE: UD
Particle size in millimeters
Coarsc Fru Coarse modem I Fine Silt or Clay
COBBLES GRAVEL SAND FINES
Particle Size Particle Size
lmml % P-i" rl... ifi-inn P-taor
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.0
0.375"
9.5
100.0
#4
4.8
100.0
#10
2.00
99.1
Coarse Sand
0.9
#20
0.85
89.0
Medium Sand
25.7
#40
0.43
73A
#60
0.25
67A
Fine Sand
11.0
#100
0.15
64.7
9200
0.075
62A
(mm) %Finer
0.032
54.1
Fines
Silt or Clay
62.4
0.020
503
0.012
42.7
0.0086
38.9
0.0062
35.1
0.0031
1 27.5
0.0013
1 16.1
DESCRIPTION: SILTY CLAY and SAND, fine to coarse; white.
USCS: CL
1195531]
so PLASTICITY CHART
U•LI a AJlne
so
H
yxj 40
G
z
U 30
F
N
g H. 1.
a 20
CL L
10
N L
CL
0 '
0 10 20 30 40 50 60 70 60 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
LL PL PI LI
263 38 20 18 0.34
LL (oven -dried)
075 ORGAMC
(OLJtlH) TECH TB/HEH/BA
DATE 9/7/18
CHECK
REVIEW r
APPROVE
Golder Associates Inc.

SPECIFIC GRAVITY OF SOILS
ASTM D-854
PYCNOMETER METHOD
PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC
PROJECT NUMBER 1895531
SAMPLE ID PZ-3
SAMPLE TYPE UD
TESTED FOR Gs
SAMPLE DEPTH 22.0-24.0'
MOISTURE CONTENT OF MATERIAL PASSING THE #4 SIEVE
Weight Soil and Tare, Initial (gm) 203.41
Weight Soil and Tare, Final (gm) 202.45
Weight Of Tare (gm) 51.53
Weight Of Moisture (gm) 0.96
Weight Of Dry Soil (gm) 150.92
Hygroscopic Moisture In (%) 0.6%
Test Method
Method - B
Pycnometer Number
2
Weight Pycnometer Empty (gm)
180.01
Volume of Pycnometer (gm)
499.26
Weight Pycnometer and Water (gm)
678.24
Mass of Pycnometer and Water at the test Temperture (A)
678.03
Observed Temperature (Tb), for (Mb) In Degrees C
23.10
Weight of Soil, Water & Pycnometer (gm)
(B) 708.76
Temperature, C
23.1
Density of water @ tested temperature ( /ml)
1.00
Tare Number
-
Weight of Dry Soil Slurry plus Tare
49.70
Weight of Tare
0.00
Weight of Dry Soil (gm)
(C) 49.70
Temperature Coefficient
0.9993
SPECIFIC GRAVITY (G)
2.618
G @ 20° C = [C/(A-(B - C))]*(K)
METHOD - A WET METHOD METHOD OF AIR REMOVAL
METHOD - B OVEN -DRIED METHOD
VACUUM
Recommended Mass for Test Specimen
Soil Type
Specimen Dry Mass
when using 500 ml
Pycnometer
SP, SP-SM
100
SP-SC, SM , SC
75
SILT OR CLAY
50
TECH FT
DATE 9/ 17/ 18
CHECK
REVIEW
APPROVE
Golder Associates Inc.

Initial
Final
Notes: Deformation of sample was determined by platen movement.
Height =
1.000
in
0.921
in
Visual description (Golder procedure):
(SC) SILTY CLAY and SAND. fine to coarse; white.
Diameter=
2.500
in
2.500
in
Atterberg Limits (ASTM D431 8):
LL= 38
PL= 20 PI= I8
Area =
4.909
in'
4.909
in'
Percent Finer (ASTM D422):
3/4 in. = 100%
No. 4 = 1005; No. 200 = 62%
Volume =
4.909
in;
4.520
in,
Specimen Type:
Intact
Reconstituted
Water Content =
26.3%
21.8%
Remold Targets:
Specific Gravity=
2.62
(ASTM D854)
2.62
(ASTM D854) Water Content of Trimmings (ASTM D2216):
27.9%
Height of Solids =
0.6003
in
0.6003
in
Trimming Procedure:
Trimming ring
Void Ratio =
0.666
0.534
Inundation:
Not inundated
X Inundated at 0.06 ksf
Degree of Saturation =
100.0%
100.0'%
Test Method:
�A
B
Wet Mass =
0.351
lb
0.339
lb
Apparatus:
GeoTac automated consolidometer
Dry Mass =
0.278
lb
0.278
lb
Final Water Content Specimen:
Entire
Partial
Wet Unit Weight =
123.7
pcf
129.6
pcf
Final Differential Height:
0.0000 in
Dry Unit Weight =
97.9
pcf
106.3
pcf
Estimated Preconsolidation Stress:
ksf
Seating'
Axial Stress
(ksf)
Load Duration
(min)
At End of Primary Consolidation
At End of Load Duration
Time
Deformation
Method
Average Void
Ratio
Coefficient of
Consolidation
(ft2/day)
Time to 50%
Consolidation
(min)
Deformation
(in)
Specimen
Height
(in)
Axial Strain
M
Void Ratio
Deformation
(in)
Specimen Height
(in)
Axial Strain
(%)
Void Ratio
0.06
60
0.0000
0.9999
0.00
0.666
0.3
60
0.0085
0.9914
0.85
0.652
0.5
60
1
1
0.0211
0.9787
2.11
0.631
1.0
60
0.0338
0.9661
3.38
0.609
2.2
60
0.0532
0.9467
5.32
0.577
0.5
60
0.0422
0.9577
4.22
0.596
1.0
60
0.0486
0.9513
4.86
0.585
2.0
60
0.0540
0.9459
5.40
0.576
4.0
120
0.0707
0.9292
7.07
0.548
0.0727
0.9272
7.27
0.545
2 (Root time)
0.559
0.947
0.5
8.0
120
0.0967
0.9031
9.67
0.505
0.0993
0.9006
9.93
0.500
2(Root time)
0.520
0.365
1.2
16.0
120
0.1319
0.8680
13.19
0.446
0.1372
0.8626
13.72
0.437
2(Root time)
0.463
0.505
0.9
4.0
120
0.1131
0.8868
11.31
0.477
1.0
60
0.0942
0.9057
9.42
0.509
0.3
60
0.0791
0.9208
7.91
0.534
Short Title:
Golder Associates Inc.
Atlanta, Georgia
MOORE CITY/ENGINEERING SERVICES/NC
ASTM D2435
ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
SPECIMEN AND SUMMARY DATA
(Sample: (Technician: I����: (Rev_ iewed: (Approved: (Start Date: (Job Number: (Figure: I
P% 3 L D 22.0-24.0' PT/PWM Y \��]`r►n� 9/1 I/ 018 1895531 1

% Strain vs. Axial Stress
0.0
i
i4.0
6.0
I
End of Load
Duration
8.0
�!
I
10.0
I
I � 1
I
i
12.0
14.0
0.1
1 10
100
Axial Stress, ksf
Coefficient
of Consolidation vs.
Axial
Stress
1.000
I,
I
I
0.800
i
0.600
+I
1
c
0.400
u
i
1
d
0.200
� I ETH
U
0.000
I
1
10
0.1
100
Axial Stress, ksf
Golder Associates Inc.
Title`
ASTM D2435
Atlanta,
Georgia g
I
ONE-DIMENSIONAL
CONSOLIDATION
CONSOLIDATION TEST REPORT
PLOTS
Job Short Title:
MOORE CITY/ENGINEERING SERVICES/NC
Sample:
Technician:
Revie ed:
Start Date:
Job Number:
Figure:
PZ-3
UD 22.0-24.0'
FT/PWM
9/11/2018
1895531
1 2A

Void
Ratio vs. Axial Stress
0.700
i I!Ij
i i�
i
11
I "II
0.650
0 0.600
0.550
-End of Load
Duration
End of Primary
Consolidation
0.500
0.450
0.400
0.1
1
10
100
Aidal Stress, ksf
Average
Void
Ratio vs.
Coefficient
of
Consolidation
0.700
i.I
0.650
!
o
a 0.600
�
j{il
I�
I
I
I
��
I
•'s
{I�►j�ll�{,1I.
0.550
a'
0.500
0.450
0.400
1
0.1
1
10
100
Coefficient
of Consolidation,
ftz/day
Golder Associates Inc.
Title:
Atlanta, Georgia g•
ASTM D2435
ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
CONSOLIDATION PLOTS
Job Short Title:
MOORE CITY/ENGINEERING SERVICES/NC
Sample:
Technician:
Reviewed:
Start Date:
1
lJob Number:
Figure:
PZ-3 UD 22.0-24.0'
FT/PWM
NVy
9/11/2018
1 189552
2

4.0 ksf
0.9500
0.9450
r 0.9400
s
0.9350
im
z
IN
0.9300
0.9250
0 2 4 6 8 10 12
Square Root of Time (min")
0.9300
0.9200
e
0.9100
0.9000
0.8900
0.9000
0.8900
r0.8800
x 0.8700
0.8600
Imo.
8.0 _ ksf
T41��
L m
i
0 2
4 6
Square Root of Time (min'n)
16.0 ksf
R=
Elm __
PW =1W01
0 2
4 6 8
Square Root of Time (minI112)
Golder Associates Inc.
ASTM D2435
Atlanta, Georgia
ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
Job Short Title: TIME -DEFORMATION PLOTS (1)
MOORE CITY/ENGINEERING SERVICES/NC
Sample: Technician: Reviewed: Start Date: Job Number: Figure:
PZ-3 UD 22.0-24.0' FT/PWM 9/11/2018 1895531 3

SEPTEMBER 2018
1895531
100
90
80
% 70
P 60
a
s 50
S
I 40
n
9
30
20
10
0
U)
vi
1000
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-3 - Depth: 34.0-36.0'
TYPE: UD
100
10 1
0.1 0.01 0.001
Particle size in millimeters
Coarse
Fme
Coarse Mcdmm Fine
Stltor Clay
COBBLES
GRAVEL
SAND
FINES
Particle Size
Particle Size
(true)
% Passing
Classification Percentage
304.8
loo.o
I
PLASTICITY CHART
12.0"
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.3
0.375"
9.5
100.0
94
4.8
99.7
#10
2.00
96.3
Coarse Sand
3.3
#20
0.85
83.5
Me d urn Sand
31.7
#40
0.43
64.7
#60
0.25
44.5
Fine Sand
36.0
#100
0.15
31.0
#200
0.075
28.7
(mm) %Finer
0.035
27.8
Fines
Silt or Clay
28.7
0.022
26.1
0.013
25.2
0.0090
24.4
0.0064
23.5
0.0032
21.7
0.0013
i 20.9
DESCRIPTION: CLAYEY SAND, fine to coarse, trace fine gravel;
fight brown.
USCS: SC
Mdr1
so
IL
ty 40
7.
V 30
F
d 20
10
CL or
CH
MH or
0 1 1 = 1 1 1 1 1 1 1 I
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
N1LL PL PI LI
18.7 41 15 26 0.14
LL (oven -dried)
7DR 'd
(01,oH) TECH TB/HH
DATE 9/14/18
CHECK Il+l
REVIEW
APPROVE
Golder Associates Inc.

SPECIFIC GRAVITY OF SOILS
ASTM D-854
PYCNOMETER METHOD
PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC
PROJECT NUMBER 1895531
SAMPLE ID PZ-3
SAMPLE TYPE UD
TESTED FOR Gs
SAMPLE DEPTH 34.0-36.0'
MOISTURE CONTENT OF MATERIAL PASSING THE #4 SIEVE
Weight Soil and Tare, Initial (gm) 189.88
Weight Soil and Tare, Final (gm) 189.72
Weight Of Tare (gm) 52.10
Weight Of Moisture (gm) 0.16
Weight Of Dry Soil (gm) 137.62
Hygroscopic Moisture In (%) 0.1%
Test Method
Method - B
Pycnometer Number
18
Weight Pycnometer Empty (gm)
161.39
Volume of Pycnometer (gm)
499.80
Weight Pycnometer and Water (gm)
660.23
Mass of Pycnometer and Water at the test Temperture (A)
659.98
Observed Temperature (Tb), for (Mb) In Degrees C
22.90
Weight of Soil, Water & Pycnometer (gm)
(B) 691.13
Temperature, C
22.9
Density of water @ tested temperature (/ml)
1.00
Tare Number
-
Weight of Dry Soil Slurry plus Tare
50.04
Weight of Tare
0.00
Weight of Dry Soil (gm)
(C) 50.04
Temperature Coefficient
0.9994
SPECIFIC GRAVITY (G)
2.648
G @ 20° C = [C/(A-(B - C))]*(K)
METHOD - A WET METHOD METHOD OF AIR REMOVAL
METHOD - B OVEN -DRIED METHOD
VACUUM
Recommended Mass for Test Specimen
Soil Type
Specimen Dry Mass
when using 500 ml
Pycnometer
SP, SP-SM
100
SP-SC, SM , SC
75
SILT OR CLAY
50
TECH FT
DATE 9/ 14/ 1
CHECK
REVIEW
APPROVE
Golder Associates Inc.

Initial
Final
Notes: Deformation of sample was determined by platen movement.
Height =
1.000
in
0.945
in
Visual description (Golder procedure):
(SC ) CLAYEY SAND, tine to
coarse. trace tine eravel; light brown.
Diameter =
2.500
in
2.500
in
Afterberg Limits (ASTM D4318):
LL = 41
PL = 15 P1= 26
Area =
4.909
in'
4.909
in'
Percent Finer (ASTM D422):
3/4 in. = 1000%
No. 4 = 1000/0 No. 200 = 29%
Volume =
4.909
in'
4.640
in;
Specimen Type:
X Intact
Reconstituted
Water Content =
18.7%
18.1 %
Remold Targets:
Specific Gravity =
2.65
(ASTM D854)
2.65
(ASTM D854) Water Content of Trimmings (ASTM D2216):
18.5%
Height of Solids =
0.6511
in
0.6511
in
Trimming Procedure:
'riiutming ring
Void Ratio =
0.536
0.452
Inundation:
Not inundated
X Inundated at 0.06 ksf
Degree of Saturation =
92.3%
100.0%
Test Method:
�A
XIB
Wet Mass =
0.362
lb
0.360
lb
Apparatus:
GeoTac automated consolidometer
Dry Mass =
0.305
lb
0.305
lb
Final Water Content Specimen:
�X Entire
Partial
Wet Unit Weight =
127.5
pcf
134.2
pcf
Final Differential Height:
0.0000 in
Dry Unit Weight =
107.4
pcf
113.7
pcf
Estimated Preconsolidation Stress:
ksf
Seating'
1
Axial Stress
(ksf)
Load Duration
(min)
At End of Primary Consolidation
At End of Load Duration
.time
Deformation
Method
Average Void
Ratio
Coefficient of
Consolidation
(ft'/day)
Time to 50%
Consolidation
(min)
Deformation
(in)
Specimen
Height
(in)
Axial Strain
(%)
Void Ratio
Deformation
(in)
Specimen Height
(in)
Axial Strain
M
Void Ratio
0.06
60
0.0000
1.0000
0.00
0.536
0.3
60
0.0033
0.9967
0.33
0.531
0.5
60
0.0079
0.9921
0.79
0.524
1.0
60
0.0225
0.9775
2.25
0.501
3.0
60
0.0392
0.9607
3.92
0.476
0.5
60
0.0282
0.9718
2.82
0.493
1.0
60
0.0347
0.9653
3.47
0.482
2.0
60
0.0394
0.9606
3.94
0.475
4.0
120
0.0469
0.9531
4.69
0.464
0.0477
0.9522
4.77
0.462
2(Root time)
0.465
0.576
0.7
8.0
120
0.0606
0.9393
6.06
0.443
0.0634
0.9366
6.34
0.438
2 (Root time)
0.448
1.206
0.4
16.0
120
0.0887
0.9112
8.87
0.400
0.0902
0.9097
9.02
0.397
2 (Root time)
0.407
0.695
0.6
4.0
120
0.0715
0.9285
7.15
0.426
1.0
60
0.0615
0.9385
6.15
0.441
0.3
60
0.0547
0.9453
5.47
0.452
Golder Associates Inc. 11f1e:
ASTM D2435
Atlanta, Georgia ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
Short Title: SPECIMEN AND SUMMARY DATA
MOORE CITY/ENGINEERING SERVICESINC
Sample: Technician: Ch eked: Revi A roved: Start Date: Job Number: Figure:
p P7 3 UD 34.0-36.0' F'r/P1YM �`d4� PP 9/]7/2018 1895531 1

Void Ratio vs. Axial
Stress
0.550
I
I
i
I
0.500
O
j
End of Load
y
Duration
g 0.450
I
I
I
j
I
I
9 j
-End of Primary
I
Consolidation
0.400 I
!
I(
f
I
I
l�f
�I�I�,
0.350
I�Illi
1
10
0.1
100
Aydal Stress, ksf
Average Void
Ratio vs. Coefficient of
Consolidation
0.550
0.500
f
I
a
i
0.450
I
0.400
47,�
0.350
0.1
1
10
100
Coefficient
of Consolidation, W/day
Golder Associates Inc.
Title`
ASTM D2435
Atlanta, Georgia
ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
CONSOLIDATION PLOTS
Job Short Title:
MOORE CITY/ENGINEERING SERVICES/NC
Sample:
Technician:
1 I
Reviewed:
Start Date:
1
Job Number:
Figure:
1
PZ-3 UD 34.0-36.0'
FT/PWM
VIV
9/17/2018
1 18955'
2

% Strain
vs. Axial
Stress
0.0
L 4.0
i
—� End of Load
jj
i
,
Duration
6.0
l
8.0
��illl
II�;iI
i,'!►►',
l
�
I'i
iI
10.0
1
10
0.1
100
Aidal
Stress,
ksf
Coefficient
of
Consolidation vs.
Axial
Stress
1.400
9 1.200
i
w
i
I
1.000
R
I
_.
o.soo
c 0.600
I
I
I
v 0.400
(
1
Hi
f
I
!
11i'd
o
U 0.200
;
I
i t
1
-
0.000
I
l
I�
i
it
0.1
1
10
100
Aadal Stress, ksf
Golder Associates Inc.
Title:
ASTM D2435
Atlanta, Georgia g
ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
CONSOLIDATION PLOTS
Job Short Title:
MOORE CITY/ENGINEERING SERVICES/NC
Sample:
Technician:
Reviewed:
Start Date:
Job Number:
Figure:
PZ-3 UD 34.0-36.0'
FT/PWM
9/17/2018
1895531
2A

0.9600
e 0.9500
5 0.9400
0.9300
0
4.0 ksf
8.0 ksf
2 4 6 8 1.0 12
Square Root of Time (min")
16.0 ksf
0.9400
0.9300
s 0.9200
0.9100
0.9000
ENSUE
mom
ON
omm
M
NEENN
0
=01111011111111
0 2 4 6 8 10 12
Square Root of Time (min'12)
Golder Associates Inc. Title:
[a ASTM D2435
Atlanta, Georgia ONE-DIMENSIONAL CONSOLIDATION TEST REPORT
Job Short Title: TIME -DEFORMATION PLOTS (1)
MOORE CITY/ENGINEERING SERVICES/NC
Sample: Technician: Re Start Date: lJob Number: IFigure:
PZ-3 UD 34.0-36.0' FT/PWM 9/17/2018 1 1895531 1 3

AUGUST 2018
MOORE CITY/ENGINEERING SERVICES/NC
SUMMARY OF SOIL DATA
1895531
Sample
Identification
Sample
Type
Sample
Depth
Soil
Classi-
fication
Natural
Moisture
%
Atterberg
Limits
Grain Size
Distribution
Compaction
Gs
Unit Weight
Permeability
(cm/sec)
Additional
Tests
Conducted
(See Notes)
o Finer
No. 4
Sieve
% Finer
No. 200
Sieve
°o iner
.005
min
Maximum
Dry Density
(lb/cuft)
Optimum
Moisture
%
Moisture
%
ry
(Ib/cuft)
L.L.
P.L.
P.I.
L.I.
PZ-1
Bag
6.0-8.0'
(SM)
14.8
-
-
-
99.7
23.2
17.0
-
-
-
-
-
-
-
PZ-2
Bag
4.0-6.0'
(SM)
8.1
-
-
-
100.0
18.2
13.5
-
-
-
-
-
-
PZ-3
Bag
4.0-6.0'
-
7.4
-
-
-
-
-
-
-
-
-
PZ-3
Bulk
4.0-6.0'
(SM)
8.2
-
-
-
-
99.7
22.2
15.0
123.0
10.2
-
-
85.5
8.2E-03
Rigid Wall
PZ-3
-
-
-
-
-
-
-
-
-
-
-
-
11.4
116.6
2.1E-04
Flex Wall (5 psi)
PZ-3
-
-
-
-
-
-
-
-
-
-
-
-
-
11.4
116.6
2.3E-04
Flex Wall (10 psi)
PZ-3
Bag
32.0-34.0'
SC
17.2
35
18
17
-0.03
98.9
36.0
31.0
-
-
-
-
-
-
-
PZ-3
Bag
46.048.0'
SC
14.0
31
17
14
-0.18
100.0
40.3
37.5
-
-
-
-
-
-
-
MW-11D
Bag
18.0-20.0'
(SM)
17.5
-
-
-
-
99.4
18.0
-
-
-
-
-
-
-
MW-17D
Bag
4.0-6.0'
SC
18.2
32
19
13
-0.03
100.0
32.8
29.5
-
-
-
-
-
-
MW-17D
Bag
22.0-24.0'
(SC)
12.9
-
-
-
-
100.0
38.3
33.0
-
-
-
-
MW-18
Bag
2.0-4.0'
(SM)
7.8
-
-
-
-
100.0
15.9
-
-
-
ABBREVIATIONS: LIQUID LIMIT (LL)
PLASTIC LIMIT (PL)
PLASTICITY INDEX (PI)
LIQUIDITY INDEX (LI)
SPECIFIC GRAVITY (Gs)
MOISTURE (Mc)
NOTES: T = TRIAXIAL TEST
U = UNCONFINED COMPRESSION TEST
C = CONSOLIDATION TEST
DS = DIRECT SHEAR TEST
O = ORGANIC CONTENT
P = pH
Golder Associates Inc.

AUGUST 2018 1895531
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-1 - Depth: 6.0-8.0'
TYPE: Bag
100 - -
90 -
80
% 70
P 60 -
a
s 50
s
I
40 •i
n
9
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
Course Fine Coarse I Medium 1 Fine Silt or Clay
COBBLES I G&\VEI. I SAND FINDS
Particle Size Panicle Size
N
N
a
E
Z
a
m
N
U)
m
rn
-o
m
C
m
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
1 25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine ;Sanld;4.4
3
0.375"
9.5
100.0
#4
4.8
99.7
#10
2.00
95.3
Coars
#20
0.85
77.6
Medium Sand
43.7
#40
0.43
51.6
#60
0.25
34.3
Fine Sand
28.4
#100
0.15
26.3
#200
0.075
23.2
(mm) nfinec
0.036
22.9
Fmes
Silt or Clay
23.2
0.023
22.0
0.013
21.0
0.0093
19.2
0.0066
18.3
0.0033
14.6
0.0014
11.9
DESCRIPTION: SILTY SAND, fine to coarse, trace fine gravel;
reddish brown and white.
USCS: (SM)
so PLASTICITY CHART
01
U Lie A-0ne
50
W 40
r2
t
U 30
1-
a
J MH w H
a 20
CLw L
10
MLw L
CL iM
o '
0 10 20 30 40 50 60 70 so 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M, LL PL PI LI
14.8
LL (oven -dried)
<0.75:ORGAMC
(OvoH) TECH TB/HH
DATE 8/27/18
Golder Associates Inc.

AUGUST 2018 1895531
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-2 Depth: 4.0-6.0'
TYPE: Bag
100
90 .IITI I I'' I�II] ITN'.�]� '1' -11 1 11
80
%u 70
P 60
a
s 50
s
i
40
n -
9
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
i
Coarse Fine Coarse Medium I Fine Silt or Clay
C06aLE5 I GRAVEL I SAND FINES
Particle Size Panicle Size
fmml %Passim r i. c iri ,inn A---.-
Z
E
Z
a
c
m
N
U)
0
m
m
M
A
01
12.0"
304.8F100*00
Cobbles
0.0
3.0"
75.0
2.5"
63.5
Coarse Gravel
0.0
2.0"
50.0
I.5"
37.5
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.0
0.375"
9.5
100.0
#4
4.8
100.0
#10
2.00
98.9
Coarse Sand
1.1
#20
0.85
82.9
Medium Sand
49.0
#40
0.43
49.8
#60
0.25
31.6
Fine Sand
31.7
#100
0.15
22.9
#200
0.075
18.2
(mm) %Fine,
.N
T
<6
C
iv
d
E
O
'O
a
x
0.036
17.7
Fines
Silt or Clay
18.2
0.023
16.8
0.013
15.9
0.0094
15.9
0.0067
14.2
0.0033
12.4
0.0014
11.5
DESCRIPTION• SILTY SAND, Fine to coarse; dark reddish brown.
USCS: (SM)
60
so
a ao
() 30
1~n
J
a 20
10
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M, LL PL PI LI
8.1
LL (oven-dried)
C
IODOHt TECH TB/HH
DATE 8/27/l8
Golder Associates Inc.

WATER CONTENT DETERMINATION
ASTM D 2216
PROJECT TITLE
MOORE CITY/ENGINEERING SERVICES/NC
PROJECT NUMBER
1895531
REMARKS
Sample Type
Bag
Borehole Number
Sample Number
PZ-3
Depth of Sample (ft)
4.0-6.0'
Weight of Wet Soil + Tare (gm)
271.22
Weight of Dry Soil + Tare (gm)
256.11
Weight of Tare (gm)
52.17
Weight of Water (gm)
15.11
Weight of Dry Soil (gm)
203.94
Water Content (%)
7.4
Sample Type
Borehole Number
Sample Number
Depth of Sample (ft)
Weight of Wet Soil + Tare (gm)
Weight of Dry Soil + Tare (gm)
Weight of Tare (gm)
Weight of Water (gm)
Weight of Dry Soil (gm)
Water Content (%)
Sample Type
Borehole Number
Sample Number
Depth of Sample (ft)
Weight of Wet Soil + Tare (gm)
Weight of Dry Soil + Tare (gm)
Weight of Tare (gm)
Weight of Water (gm)
Weight of Dry Soil (gm)
Water Content (%)
TECH TB
DATE 9/27/18
CHECK
REVIEW
APROVE
Golder Associates Inc.

AUGUST 2018 1895531
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-3 Depth: 4.0-6.0'
TYPE: Bulk
100
90
80 HM I _ff N-\1
70 -
P 60
a
3 50
S
1
40
n
9
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
Coarse Fine Coarse Medmm I Fine Sih or Clay
COBBLES I GRAVEL I SAND FINES
Particle Size Particle Size
lmml M Pa ;n rk..;' I;- Vo.rn ".
rn
vi
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
.0
0.50"
12.7
.0
Fme Gravel
0.3
0.375"
9.5
9
1199.7
#4
4.8
#10
2.00
97.3
Coarse Sand
2.4
#20
0.85
74.2
Medium Sand
55.4
#40
0.43
41.9
#60
0.25
30.7
Pine Sand
19.8
#100
0.15
26.0
#200
0.075
1 22.2
(mm) %Fm,
0.035
19.0
Fmes
Silt or Clay
22.2
0.022
18.2
0.013
17.3
0.0091
16.4
0.0065
15.6
0.0032
13.8
0.0013
13.8
DESCRIPTION: SILTY SAND, fine to coarse, trace fine gravel; light
red.
USCS: (SM)
so
a
W 40
0
z_
U 30
F
rn
a
a
20
10
0
0 10 20
30 40 50 60 70 80 90 100
110 .,
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M,
LL PL Pl
LI
8.2
LL (oven -dried)
<0.75=ORO,WIC
t°UGH/
TECH
BA
DATE
8/26/18
CHECK
REVIEW
APPROVE
Golder Associates Inc.

Iv[ (,I'! -- "
1895531
PROJECT NAME:
PROJECT NUMBER:
SAMPLE ID:
MOISTURE / DRY DENSITY CURVE
ASTM D 698 Method A
Mechanical I Standard I Moist Method
MOORE CITY/ENGINEERING SERVICES/NC
1895531
PZ-3 - DEPTH: 4.0-6.0' SAMPLE TYPE: Bulk
155
150
145
ZERO
AIR
rOIDS
CURV
S
140
G
=2.80
G
=2.70
135
60
v=
V
C
130
F
07
Z
125
G
cc
0 120
115
110
105
100
0% 5% 10% 15% 20% 25% 30% 35% 40% 45% 50% 55% 60% 65% 70% 75'
MOISTURE CONTENT (%)
COMPACTION POINTS
Dry
Moisture
Specimen
Density
Content
Number
(pcf)
(%)
1
105.2
4.8%
2
120.7
8.1%
3
122.1
11.5%
4
114.4
14.9%
Maximum Dry Density (pcf) 123.0
Optimum Moisture (%) 10.2
Corrected Maximum Dry Density (pcf)
Corrected Optimum Moisture (%)
As -Received Moisture Content 8.2%
% Retained on # 4 sieve 0.3%
% Retained on 3/8" sieve
% Retained on 3/4" sieve
DESCRIPTION SILTY SAND, fine to coarse, trace fine gravel; light red.
USCS (SM) CHECK
REVIEW
Golder Associates Inc.

CONSTANT HEAD PERMEABILITY TEST
ASTM D 2434
PROJECT TITLE MOORE CITY/ENGINEERING SERVICES/NC SAMPLE ID PZ-3 I -
PROJECT NUMBER 1895531 SAMPLE TYPE Bulk
REMARKS - SAMPLE DEPTH 4.0-6.0'
TIME VOLUME TEMP.
(sec) (ml) CC) (ml/sec)
1. 194.0 65
22.6 0.34
2. 202.0 67
22.6 0.33
3. 195.0 65
22.6 0.33
4. 198.0 65
22.6 0.33
5. 194.0 64
22.6 0.33
6. 194.0 64
22.6 0.33
UNIT WEIGHT DETERMINATION
MOISTURE CONTENT
APPARATUS & WET SAMPLE (g):
2339.5
WET SAMPLE & TARE (g):
APPARATUS WEIGHT (g):
1402.9
DRY SAMPLE & TARE (g):
WET SAMPLE WEIGHT (g):
936.5
WEIGHT OF TARE (g):
SAMPLE HEIGHT (in):
5.90
WEIGHT OF WATER (g):
SAMPLE DIAMETER (in):
3.00
DRY SAMPLE WEIGHT (g):
SAMPLE AREA (in'):
7.07
MOISTURE CONTENT (%):
SAMPLE AREA (cml):
45.60
SAMPLE VOLUME (in3):
41.70
SPECIFIC GRAVITY:
2.65
SAMPLE VOLUME (cm 3):
683.41
VOLUME OF SOLIDS (cm3):
353.40
WET DENSITY (pci):
85.5
VOLUME OF VOIDS (cm3):
330.01
DRY DENSITY (pcf):
85.5
DISTANCE B/W MANOMETERS (cm):
7.62
AVERAGE Q VALUE:
0.33
AVERAGE TEMP:
22.6
TEMPERATURE CORRECTION:
0.94
HEAD OF WATER (cm):
6.35
HYDRAULIC GRADIENT (i):
0.833
K VALUE CORRECTED FOR 20 °C = 8.2E-03 cm/sec
TECH FT
DATE 9/5/18
APPROVE
Golder Associates Inc.

FLEXIBLE WALL TRIAXIAL PERMEABILITY
ASTM D 5084
METHOD C, FALLING HEAD W/INCREASING
TAIL WATER PRESSURE
PROJECT TITLE
MOORE CITY/ENGINEERING SERVICES/NC
Using Pipettes Only
YES COMMENTS The sample was remolded to 94.8% of the
PROJECT NUMBER
1895531
Using Pipettes & Burettes
NO
Maximum
Dry Density and OPTM + 1.9%
SAMPLE ID
PZ-3
4.0-6.0'
BOARD# 7 TECH
FT
(using ASTM
D 698).
SAMPLE TYPE
Bulk
CELL # 7 DATE
9/11/l8
Sample Data, Initial
Height, inches
3.000
Sample Data, Final
Water Contents
Initial
Final
Diameter, inches
2.790
B-Valuej
0.98
Height, inches
Wt soil&tare, i
625.58
Area, cm^2
39.44
Cell Pres.
85.0
psi Diameter, inches
Wt soil&tare, f
561.67
Volume, cm^3
300.55
Bot. Pres.
80.5
psi Area, cm^2
Wt Tare
0.00
Mass, g
625.58
Top Pres.
80.0
psi Volume, cm^3
Wt Moisture Lost
63.91
Moisture Content, %
11.4
Head, cm
35.17
Mass, g
Wt Dry Soil
561.67
Dry Density, pcf
116.6
Max. Grad.
7.82
Moisture Content %
Water Content
11.38%
Spec. Gravity (assumed)
2.700
Min. Grad.
3.06
Dry Density, pcf
Volume Solids, cm^3
208.02
Max. E.S.
5.00
Saturation
DESCRIPTION SILTY SAND, fine to coarse, trace fine gravel;
Volume Voids, cm^3
92.53
Min. E.S.
4.50
Inflow Volume per (cc)
1.00
light red.
Void Ratio
0.44
Outflow Volume per (cc)
1.00
Saturation
69.1%
USCS (SM)
PERMEANT: Deaired Tap Water
TIME FUNCTION
READINGS
Inflow
Outflow
Temp.
TIME IN MINUTES & SECONDS
(HI/H2)
Gradient
VOLUME
Inflow
Outflow
PERMEABILITY
@ 20 Degrees C
DATE
HOUR
MIN
dt
dt
dt, ace
Head
(cc)
(cc)
(min)
(sec)
(sec)
(cm)
(inc.)
(cc)
(cc)
(cm/sec)
09/11/18
8
45
0.0
25.0
19.5
0.0
0.0
0
59.59
7.82
0.00
0.00
0.0
09/11/18
8
46
3.9
20.7
19.5
1.0
60
60
51.59
1.15
6.77
3.90
4.30
2.3E-04
09/11/18
8
47
7.2
17.6
19.5
1.0
60
120
45.36
1.14
5.95
3.30
3.10
2.1E-04
09/11/18
8
48
10.3
14.5
19.5
1.0
60
180
39.32
1.15
5.16
3.10
3.10
2.3E-04
09/11/18
8
49
12.9
12.0
19.5
LO
60
240
34.35
1.14
4.51
2.60
2.50
2.2E-04 *
09/11/18
8
50
15.1
9.7
19.5
1.0
60
300
29.96
1.15
3.93
2.20
2.30
2.2E-04 *
09/11/18
8
51
17.0
7.9
19.5
1.0
60
360
26.35
1.14
3.46
1.90
1.80
2.1E-04 *
09/11/18
8
52
18.5
6.3
19.5
1.0
60
420
23.33
1.13
3.06
1.50
1.60
2.0E-04 *
Inflow Rate
0.044048
*PERMEABILITY REPORTED AS
2.1E-04 cm/sec
Outflow Rate
0.044524
Outflow/Inflow Ratio
1.01
DATE
9/ 1/18
CHECK
REVIEW
APPROVE
GOLDER ASSOCIATES INC.

FLEXIBLE WALL TRIAXIAL PERMEABILITY
ASTM D 5084
METHOD C, FALLING HEAD W/INCREASING
TAIL WATER PRESSURE
PROJECT TITLE
MOORE CITY/ENGINEERING SERVICES/NC
Using Pipettes Only
YES COMMENTS The sample was remolded to 94.8% of the
PROJECT NUMBER 1895531
Using Pipettes & Burettes
NO
Maximum Dry Density and OPTM + 1.9%
SAMPLE ID
PZ-3
4.0-6.0'
BOARD# 7 TECH
FT
(using ASTM D 698).
SAMPLE TYPE
Bulk
CELL # 7 j DATE
9/11/18
Sample Data, Initial
Height, inches
3.000
Sample Data, Final
Water Contents Initial
Final
Diameter, inches
2.790
B-Value,f
0.98
Height, inches
3.001
Wt soil&tare, i 625.58 722.51
Area, cm^2
39.44
Cell Pres.
90.0
psi Diameter, inches
2.799
Wt soil&tare, f 561.67
641.58
Volume, cm^3
300.55
Bot. Pres.
80.5
psi Area, cm^2
39.70
Wt Tare 0.00
79.88
Mass, g
625.58
Top Pres.
80.0
psi Volume, cm^3
302.60
Wt Moisture Lost 63.91
80.93
Moisture Content, %
11.4
Head, cm
35.17
Mass, g
642.59
Wt Dry Soil 561.67
561.70
Dry Density, pcf
116.6
Max. Grad.
7.82
Moisture Content %
14.41
Water Content 11.38%
14.41 %
Spec. Gravity (assumed)
2.700
Min. Grad.
2.43
Dry Density, pcf
115.82
Volume Solids, cm^3
208.02
Max. E.S.
10.00
Saturation
85.6%
DESCRIPTION SILTY SAND, fine to coarse, trace fine gravel;
Volume Voids, cm^3
92.53
Min. E.S.
9.50
Inflow Volume per (cc)
1.00
light red.
Void Ratio
0.44
Outflow Volume per (cc)
1.00
Saturation
69.1%
USCS (SM)
PERMEANT: Deaired Tap Water
TIME FUNCTION
READINGS
Inflow
Outflow
Temp.
TIME IN MINUTES & SECONDS
(H1/H2)
Gradient
VOLUME
Inflow Outflow
PERMEABILITY
@ 20 Degrees C
DATE
HOUR
MIN
dt
dt
dt, ace
Head
(cc)
(cc)
(min)
(sec)
(sec)
(cm)
(inc.)
(cc) (cc)
(cm/sec)
09/11/18
13
37
0.0
25.0
20.4
0.0
0.0
0
59.59
7.82
0.00
0.00
0.0
09/11/18
13
39
7.8
16.7
20.4
2.0
120
120
43.90
1.36
5.76
7.80
8.30
2.4E-04 *
09/11/18
13
41
13.6
10.9
20.4
2.0
120
240
32.59
1.35
4.28
5.80
5.80
2.4E-04 *
09/11/18
13
43
17.8
6.8
20.4
2.0
120
360
24.50
1.33
3.21
4.20
4.10
2.3E-04 *
09/11/18
13
45
20.8
3.7
20.4
2.0
120
480
18.56
1.32
2.43
3.00
3.10
2.2E-04 *
Inflow Rate
0.043333
*PERMEABILITY REPORTED AS 2.3E-04 cm/sec
Outflow Rate
0.044375
Outflow/Inflow Ratio
1.02
DATE 9/ 1 18
CHECK
REVIEW
APPROVE
GOLDER ASSOCIATES INC.

100
90
80
ova 70
P 60
a
s 50
s
1 40
n
9
30
20
10
0
N
N
a
E
z
a
c
R
NN_
rn
in
N
d
rn
a
a
c
m
rn
ai
2018
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-3 Depth: 32.0-34.0'
TYPE: Bag
1000
Particle size in millimeters
Coarse Fine Coarse Medium Fine Silt or Clay
C01313LES GRAVEL SAND FINES
Panicle Size Particle Size
rmm3 rl-..:.,.., m.,.,..,
12.0"
304.8
100.0
Cobblcs
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
1.1
0.375"
9.5
100.0
#4
4.8
98.9
#10
2.00
98.3
Coarse Sand
0.6
#20
0.85
97.1
Medium Sand
13.0
#40
0.43
85.2
#60
0.25
51.2
Fine Sand
49.2
#100
0.15
39.0
#200
0.075
36.0
(mm) %Finer
Mo
a
c
d
13)
E
O
'O
T
2
0.034
35.7
Fines
Silt or Clay
36.0
0.021
34.8
0.012
34.0
0.0088
33.1
0.0063
31.3
0.0031
29.6
0.0013
1 27.0
DESCRIPTION: SAND and SILTY CLAY, fine to coarse, trace fine
gravel; weak red.
USCS: SC
PLASTICITY CHART
60
50
a.
w 40
In
Z
c.
10
1895531
0 1 I ` I I I 1 V I I 1 I 1
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M, LL PL PI LI
17.2 35 18 17 0.03
LL (oven -dried)
0.=ORG,WIC
Icuolu TECH HB/TB/HH
DATE 8/27/18
Golder Associates Inc.

AUGUST 2018 1895531
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: PZ-3 Depth: 46.0-48.0'
TYPE: Bag
100 - -
90
80
70
P 60
a
s 50
S
I 40
n
9
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle size in millimeters
Coarse Fine Coarse Medium Fine Silt or Clay
LCOBBLES I GRAVEL I S.WD FINES
Particle Size Panicle Size
1n
rn
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.0
0.375"
9.5
100.0
#4
4.8
100.0
#10
2.00
99.7
Coarse Sand
0.3
#20
0.85
98.9
Medium Sand
3.9
#40
0.43
95.8
#60
0.25
78.4
Fine Sand
55.5
#100
0.15
48.3
#200
0.075
40.3
(mm) %Finer
0.033
39.7
Fines
Silt or Clay
40.3
0.021
39.7
0.012
38.8
0.0086
38.8
0.0061
37.9
0.0030
36.1
0.0013
33.5
DESCRIPTION: SAND and SILTY CLAY, fine to coarse; reddish
gray.
USCS: SC
fio PLASTICITY CHART
U Lift 01
p-line
so
W 40
c
z
30
.j MH.ON
a 20
CL or L
10
- MLa L
CL aM
0 '
0 10 20
30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M,
LL PL PI LI
14.0
31 1 17 1 14 1.0.18
LL (oven -dried)
c 0.75=ORGAN IC
(OL/OH)
TECH
TJ/CB/HH
DATE
8/27/18
CHECK1.
REVIEW
APPROVE
Golder Associates Inc.

AUGUST 2018 1895531
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D6913, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: MW-11D Depth: 18.0-20.0'
TYPE: Bag
100
90
80
% 70
P 60
a
S 50
s
1
n 40
9
30
20
10
0
E2
m`
a
E
Z
v
c
to
m
N
U)
N
N
in
N
v
c
m
11
q
NONNI
llillimilillilimiililim
lllillimilillill
MINOR
liiii
llilimillillillillillilmilill
, 11011111111011111111
llilimililillimillillll
111111
lilt
ililillimilillilim
11111111111
1000 100 10 1 0.1
Particle size in millimeters
Coarse Fine Coarse Medium Fine
COBBLES I GRAVEL I SAND
Particle Size Particle Size
(mml A P.. i.n ru.ee.r­., ..... o,,...,... .
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
1 50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
0.75"
19.0
100.0
0.50"
1 2.7
100.0
Fine Gravel
0.6
0.375"
1 9.5
100.0
#4
4.8
99.4
#10
2.00
96.7
Coarse Sand
2.7
#20
0.85
78.2
Medium Sand
57.3
#40
0.43
39.4
#60
0.25
25.4
Fine Sand
21A
#100
0.15
21.1
#200
0,075
18.0
Fines 1 18.0
DESCRIPTION: SILTY SAND, fine to coarse, trace gravel; reddish
yellow.
USCS: (SM)
50
I
x 40
w
0
z
F 30
U
N
J
IL 20
10
0
0.01 0.001
FINES
PLASTICITY CHART
• ULi
a
Aline
i•
CH a
H
•
•
i
i
•
MH v
�
• i
CL ar
L
Lm
tc,
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry Preparation)
M, LL PL PI LI
17.5
LL (oven-dried)
�
<075=00.GAMC
(Own) TECH TB/BA
DATE 8/27/18
Golder Associates Inc.

1895531
IAUGUST 2018
100
90
80
70
P 60
a
s 50
s
In
9
30
20
10
0
w
N
a
E
M
Z
m
N
in
m
U)
v
`m
v
C
m
1000
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: MW-17D Depth: 4.0-6.0'
TYPE: Bag
Particle size in millimeters
Coarxe Fine Coame Medium I Fine Siltor Clay
COBBLES I GRAVEL I SAND FINES
Particle Size Panicle Size
rmml rs, P; rh-ifi n,.rr
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
1001.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.51,
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.0
0.375"
9.5
100.0
#4
4.8
100.0
#10
2.00
99.6
Coarse Sand
0.4
#20
0.85
93.2
Medium Sand
22.8
#40
0.43
76.7
#60
0.25
54.1
Fine Sand
43.9
#100
0.15
37.1
#200
0.075
32.8
(mm) %Finer
N
.N
m
C
`tn
to
E
2
U
0.034
32.2
Fines
Silt or Clay
32.8
0.021
32.2
0.012
31.3
0.0088
30.5
0.0062
29.6
0.0031
28.8
0.0013
27.1
DESCRIPTION: CLAYEY SAND, fine to coarse; pale yellow.
USCS: SC
60
so
n.
W 40
0
z
U 30
U)
a
a
20
10
PLASTICITY CHART
11 U.. A -line
CH w H
MH w H
0 1 1 ' I 1 1 1 1 1 1 1 '
0 10 20 30 40 so 60 70 80 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M, LL PL PI LI
18.2 32 1 19 1 13 -0.03
( LL oventlried)�
ov ORGANIC
(01i TECH TJ/HBrrB/
DATE 8/27/18
CHECK \
REVIEW
APPROVE
Golder Associates Inc.

IAUGUST 2018
100
90
80
70
P 60
a
S 50
IS
1
40
n
9
30
20
10
0
1000
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D421, D422, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: MW-17D - Depth: 22.0-24.0'
TYPE: Bag
2' 1. 3)4° aye• na a10 u20 sao aso sloo s200
Particle size in millimeters
Coarse Fine Cause Medmm I Fine Silt or Clay
COBBLES GRAVEL SAND FINES
Particle Size Panicle Size
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
1 25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.0
0.375"
9.5
100.0
#4
4.8
100.0
#10
2.00
99.2
Coarse Sand
0.8
#20
0.85
94.9
Medium Sand
23.3
#40
0.43
75.9
#60
0.25
53.8
Fine Sand
37.6
#100
0.15
42.4
#200
0.075
38.3
I-) %Finer
0.034
37.5
Fines
Silt or Clay
38.3
0.021
36.6
0.012
35.7
0.0088
34.8
0.0062
34.0
0.0031
1 31.3
0.0013
1 28.6
DESCRIPTION: SAND and SILTY CLAY, fine to coarse; weak red.
USCS: (SC)
60
50
a
u 40
0
z
0 30
IL 20
10
0
PLASTICITY CHART
CH.
MH or
0 10 20 30 40 50 60 70 60 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry preparation)
M,. LL PL PI LI
12.9
LL (oven•dr IC
<a.1s=oacwlc
tou TECH TB/HH
DATE 8/27118
CHECK \
REVIEW
APPROVE
Golder Associates Inc.

2018
PARTICLE SIZE DISTRIBUTION & ATTERBERG LIMITS
ASTM D6913, D4318
PROJECT NAME: MOORE CITY/ENGINEERING SERVICES/NC
SAMPLE ID: MW-18 Depth: 2.04.0'
TYPE: Bag
100
90
80
% 70
P 60
a
S 50
8
I 40
n
9
30
20
10
0
1000
18955311
I1
100 10 1 0.1 0.01 0.001
Particle size in millimeters
Coarse Fme Course Wdlum Fine Sdt or Cluy
COBBLES GFUVEL SAND FINES
Particle Size particle Size PLASTICITY CHART
fmml %Passive (7.1-it-tinn percentage 60.
12.0"
304.8
100.0
Cobbles
0.0
3.0"
75.0
100.0
2.5"
63.5
100.0
Coarse Gravel
0.0
2.0"
50.0
100.0
1.5"
37.5
100.0
1.0"
25.0
100.0
0.75"
19.0
100.0
0.50"
12.7
100.0
Fine Gravel
0.0
0.375"
9.5
100.0
#4
4.8
100.0
#10
2.00
98.7
Coarse Sand
13
#20
0.85
84A
Medium Sand
47.8
#40
0.43
50.9
#60
0.25
32.6
Fine Sand
35.0
#]00
0.15
22.2
#200
1 0.075
15.9
Fines 1 15.9
DESCRIPTION: SILTY SAND, fine to coarse; pale yellow.
USCS: (SM)
50
a
w 40
G
Z
~ 30
SL20
10
III
Sol
moll
milli
C
MMWA
o-
0 10 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ATTERBERG LIMITS
Method -B (Dry Preparation)
M,. LL FL PI LI
7.8
LL (nven-dried)
.0.75.OAGAMC
(ouoB) TECH TB
DATE 8/27/18
Golder Associates Inc.

APPENDIX DH-D
SINGLE WELL AQUIFER (SLUG)
TEST RESULTS

Golder (October 2018) - Slug Test
Results

c
m
E
(D
U
(6
Q
U)
w
10.
0.1
0.01
0. 40. 80. 120.
Time (sec)
RISING HEAD TEST
Data Set: G:\...\MW-17S Rising 2.agt
Date: 08/28/19
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Well: MW-17S
Test Date: 9/11 /18
Saturated Thickness: 9.79 ft
Time: 10:26:32
PROJECT INFORMATION
160. 200.
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (MW-17S)
Initial Displacement: 1.772 ft Static Water Column Height: 8.79 ft
Total Well Penetration Depth: 8.79 ft Screen Length: 8.79 ft
Casing Radius: 0.08333 ft Well Radius: 0.08333 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.002355 cm/sec y0 = 0.8663 ft

AQTESOLV for Windows
Rising Head Test
Data Set: G:\PROJECTS\Moore
Title: Rising Head Test
Date: 08/28/19
Time: 10:26:47
County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE
PROJECT INFORMATION
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Date: 9/11/18
Test Well: MW-17S
AQUIFER DATA
Saturated Thickness: 9.79 ft
Anisotropy Ratio (Kz/Kr): 1.
SLUG TEST WELL DATA
Test Well: MW-17S
X Location: 0. ft
Y Location: 0. ft
Initial Displacement: 1.772 ft
Static Water Column Height: 8.79 ft
Casino Radius: 0.08333 ft
Well F�adius: 0.08333 ft
Well Skin Radius: 0.2604 ft
Screen Length: 8.79 ft
Total Well Penetration Depth: 8.79 ft
No. of Observations: 76
Observation Data
Time sec
Dis lacemen ime sec
Displacement ft
0.5
1.42
17.96
0.135
0.75
1.326
19.1
0.126
1.
1.239
20.3
0.119
1.25
1.152
21.56
0.112
1.733
0.993
22.88
0.104
1.955
0.935
24.32
0.101
2.177
0.883
25.82
0.091
2.495
0.789
27.38
0.085
2.72
0.74
29.06
0.079
2.943
0.69
30.86
0.075
3.167
0.649
32.72
0.07
3.39
0.606
34.76
0.066
3.613
0.57
36.86
0.06
3.837
0.536
39.08
0.055
4.061
0.505
41.48
0.054
4.328
0.471
44.
0.047
4.553
0.448
46.64
0.043
4.821
0.419
49.46
0.04
5.046
0.402
52.48
0.036
5.425
0.37
55.64
0.032
5.72
0.352
59.
0.03
6.372
0.316
62.6
0.025
6.595
0.306
66.2
0.022
6.98
0.277
70.4
0.022
7.484
0.275
74.6
0.017
8.312
0.252
78.8
0.013
8.535
0.243
83.6
0.014
9.3
0.226
89.
0.011
9.68
0.223
93.8
0.008
08/28/19 1 10:26:47

AQTESOLV for Windows
Rising Head Test
Time sec
10.94
11.66
12.44
13.22
14.06
14.96
15.92
SOLUTION
Displacement ft Time sec
0.195
105.8
0.19
111.8
0.179
118.4
0.17
125.6
0.163
133.4
0.157
141.3
0.148
149.6
Slug Test
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
In(Re/rw): 3.37
VISUAL ESTIMATION RESULTS
Estimated Parameters
Parameter Estimate
K 0.002355 cm/sec
y0 0.8663 ft
T = K*b = 0.7027 cm2/sec
AUTOMATIC ESTIMATION RESULTS
Estimated Parameters
Parameter Estimate Std. Error A rox. C.I.
K 0� +�9
y0 0.3938 0.05723 +/- 0.114
C.I. is approximate 95% confidence interval for parameter
t-ratio = estimate/std. error
No estimation window
T = K*b = 0.0689 cm2/sec
Parameter Correlations
K 0
K 1.00 01
y0 0.61 1.00
Residual Statistics
for weighted residuals
Sum of Squares ......
8.514 ft2
Variance ............
0.1151 ft2
Std. Deviation ........
0.3392 ft
Mean ...............
-0.03496 ft
No. of Residuals ......
76
No. of Estimates......
2
Displacement (ft
0.004
0.004
0.004
0.005
0.002
0.003
0.
t-Ratio
1.403 cm/sec
6.881 ft
08/28/19 2 10:26:47

10.
c
m
E
(D
U
(6
Q
U)
w
0.1
0.01
0.001 L
0.
40
Data Set: G:\...\MW-18 Falling 2.agt
Date: 10/10/19
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Well: MW-18
Test Date: 9/11 /2018
Saturated Thickness: 15.08 ft
80. 120.
Time (sec)
FALLING HEAD TEST
Time: 08:53:08
PROJECT INFORMATION
❑
160. 200.
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (MW-18)
Initial Displacement: 1.488 ft Static Water Column Height: 11.08 ft
Total Well Penetration Depth: 11.08 ft Screen Length: 10. ft
Casing Radius: 0.08333 ft Well Radius: 0.08333 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.003371 cm/sec y0 = 1.616 ft

AQTESOLV for Windows
Falling Head Test
Data Set: G:\PROJECTS\Moore
Title: Fallingg Head Test
Date: 10/10/19
Time: 08:52:50
County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE
PROJECT INFORMATION
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Date: 9/11/2018
Test Well: MW-18
AQUIFER DATA
Saturated Thickness: 15.08 ft
Anisotropy Ratio (Kz/Kr): 1.
SLUG TEST WELL DATA
Test Well: MW-18
X Location: 0. ft
Y Location: 0. ft
Initial Displacement: 1.488 ft
Static Water Column Height: 11.08 ft
Casino Radius: 0.08333 ft
Well F�adius: 0.08333 ft
Well Skin Radius: 0.2604 ft
Screen Length: 10. ft
Total Well Penetration Depth: 11.08 ft
No. of Observations: 82
Observation Data
Time sec
Dis lacemen
ime sec
Displacement ft
0.501
1.685
17.88
0.272
0.751
1.611
18.96
0.252
1.001
1.55
20.1
0.236
1.251
1.431
21.3
0.22
1.732
1.382
22.56
0.205
1.953
1.346
23.88
0.193
2.174
1.262
25.32
0.181
2.67
1.227
26.82
0.164
2.891
1.201
28.38
0.145
3.112
1.131
30.06
0.122
3.614
1.104
31.86
0.1
3.837
1.081
33.72
0.082
4.059
1.016
35.76
0.067
4.576
0.992
37.86
0.054
4.797
0.97
40.08
0.045
5.018
0.911
42.48
0.036
5.549
0.889
45.
0.031
5.772
0.873
47.64
0.024
5.994
0.818
50.46
0.019
6.536
0.798
53.46
0.016
6.76
0.782
56.64
0.013
6.982
0.735
60.
0.013
7.536
0.716
63.6
0.011
7.759
0.705
67.2
0.01
7.984
0.66
71.4
0.009
8.548
0.641
75.6
0.008
8.772
0.634
79.8
0.006
8.995
0.591
84.6
0.005
9.577
0.579
90.
0.005
10/10/19 1 08:52:50

AQTESOLV for Windows
Falling Head Test
Time sec
Displacement ft
Time sec
Displacement ft
10.02
0.532
100.8
0.009
10.66
0.519
106.8
0.007
10.88
0.508
112.8
0.008
11.28
0.491
119.4
0.015
11.94
0.461
126.6
0.003
12.66
0.43
134.4
0.005
13.44
0.398
142.2
0.001
14.22
0.37
150.6
0.004
15.06
0.341
159.6
0.002
15.96
0.315
169.2
0.
SOLUTION
Slug Test
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
In(Re/rw): 3.431
VISUAL ESTIMATION RESULTS
Estimated Parameters
Parameter Estimate
K— 0.003371 cm/sec
y0 1.616 ft
T = K*b = 1.55 cmZ/sec
10/10/19 2 08:52:50

c
m
E
(D
U
(6
Q
U)
10.
1.
0.1
0.01
100. 200. 300. 400. 500.
Time (sec)
Data Set: G:\...\PZ-1 Rising.aqt
Date: 08/28/19
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Well: PZ-1
Test Date: 9/11 /18
Saturated Thickness: 11.8 ft
FALLING HEAD TEST
Time: 10:29:53
PROJECT INFORMATION
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (PZ-1)
Initial Displacement: 1.7 ft Static Water Column Height: 8.8 ft
Total Well Penetration Depth: 8.8 ft Screen Length: 8.8 ft
Casing Radius: 0.08333 ft Well Radius: 0.08333 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0008473 cm/sec y0 = 0.8432 ft

AQTESOLV for Windows
Falling Head Test
Data Set: G:\PROJECTS\Moore
Title: Fallingg Head Test
Date: 08/29/19
Time: 10:30:12
PROJECT INFORMATION
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Date: 9/11/18
Test Well: PZ-1
County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE
AQUIFER DATA
Saturated Thickness: 11.8 ft
Anisotropy Ratio (Kz/Kr): 1.
SLUG TEST WELL DATA
Test Well: PZ-1
X Location: 0. ft
Y Location: 0. ft
Initial Displacement: 1.7 ft
Static Water Column Height: 8.8 ft
Casino Radius: 0.08333 ft
Well F�adius: 0.08333 ft
Well Skin Radius: 0.2604 ft
Screen Length: 8.8 ft
Total Well Penetration Depth: 8.8 ft
No. of Observations: 96
Observation Data
Time sec
Dis lacemen ime sec
Displacement ft
0.5
1.537
32.72
0.221
0.751
1.401
34.76
0.212
1.203
1.36
36.86
0.202
1.427
1.304
39.08
0.193
1.651
1.195
41.48
0.186
2.141
1.174
44.
0.176
2.364
1.123
46.64
0.168
2.588
1.03
49.46
0.16
3.092
0.999
52.46
0.151
3.313
0.971
55.64
0.142
3.537
0.885
59.
0.136
4.055
0.86
62.6
0.127
4.279
0.832
66.2
0.118
4.501
0.764
70.4
0.067
5.032
0.742
74.6
0.111
5.254
0.72
78.8
0.1
5.479
0.66
83.6
0.095
6.02
0.647
89.
0.087
6.242
0.627
93.8
0.075
6.468
0.581
99.8
0.072
7.023
0.568
105.9
0.07
7.248
0.552
111.8
0.063
7.471
0.513
118.4
0.053
8.042
0.507
125.6
0.051
8.265
0.496
133.4
0.045
8.49
0.463
141.2
0.041
9.072
0.459
149.6
0.035
9.296
0.456
158.6
0.033
9.683
0.422
168.2
0.026
08/28/19 1 10:30:12

AQTESOLV for Windows Falling Head Test
Time sec
Displacement ft
Time sec
Displacement ft
10.94
0.409
188.6
0.021
11.66
0.391
200.
0.008
12.44
0.374
212.
0.013
13.22
0.362
224.6
0.005
14.06
0.35
237.8
0.006
14.96
0.338
252.2
0.007
15.92
0.329
267.2
0.005
16.88
0.319
282.8
0.002
17.96
0.311
299.6
0.001
19.1
0.299
317.6
-0.002
20.3
0.291
336.2
-0.001
21.56
0.282
356.6
0.
22.88
0.273
377.6
0.003
24.32
0.266
399.8
0.
25.82
0.256
423.8
-0.001
27.38
0.248
449.
-0.001
29.06
0.239
475.4
0.
SOLUTION
Slug Test
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
In(Re/rw): 3.286
VISUAL ESTIMATION RESULTS
Estimated Parameters
Parameter Estimate
K 0:0D08473 cm/sec
y0 0.8432 ft
T = K*b = 0.3047 cmz/sec
08/28/19 2 10:30:12

c
m
E
(D
U
M
Q
U)
w
10.
0.1
0.01
0. 40. 80. 120.
Time (sec)
RISING HEAD TEST
Data Set: G:\...\PZ-2 Rising 1.agt
Date: 08/28/19
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Well: PZ-2
Test Date: 9/11 /2018
Saturated Thickness: 11.79 ft
Initial Displacement: 1.298 ft
Total Well Penetration Depth: 8.79 ft
Casing Radius: 0.08333 ft
Aquifer Model: Unconfined
K = 0.0009681 cm/sec
Time: 10:31:52
PROJECT INFORMATION
160. 200.
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (PZ-2)
Static Water Column Height: 8.79 ft
Screen Length: 8.79 ft
Well Radius: 0.08333 ft
SOLUTION
Solution Method: Bouwer-Rice
y0 = 0.3122 ft

AQTESOLV for Windows
Rising Head Test
Data Set: G:\PROJECTS\Moore
Title: Rising Head Test
Date: 08/28/19
Time: 10:32:09
PROJECT INFORMATION
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Date: 9/11/2018
Test Well: PZ-2
County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE
AQUIFER DATA
Saturated Thickness: 11.79 ft
Anisotropy Ratio (Kz/Kr): 1.
SLUG TEST WELL DATA
Test Well: PZ-2
X Location: 0. ft
Y Location: 0. ft
Initial Displacement: 1.298 ft
Static Water Column Height: 8.79 ft
Casino Radius: 0.08333 ft
Well F�adius: 0.08333 ft
Well Skin Radius: 0.2604 ft
Screen Length: 8.79 ft
Total Well Penetration Depth: 8.79 ft
No. of Observations: 77
Observation Data
Time sec
Dis lacemen ime sec
Displacement ft
0.445
1.028
20.83
0.111
0.94
0.796
22.15
0.106
1.162
0.723
23.59
0.102
1.384
0.637
25.09
0.095
1.885
0.51
26.65
0.091
2.108
0.466
28.33
0.086
2.329
0.427
30.13
0.084
2.846
0.359
31.99
0.077
3.068
0.341
34.03
0.076
3.29
0.317
36.13
0.072
3.82
0.287
38.35
0.068
4.042
0.276
40.75
0.064
4.265
0.264
43.27
0.062
4.807
0.247
45.91
0.057
5.031
0.242
48.73
0.054
5.253
0.238
51.73
0.052
5.808
0.223
54.91
0.047
6.031
0.221
58.27
0.044
6.254
0.216
61.87
0.043
6.921
0.206
65.47
0.042
7.144
0.202
69.67
0.039
7.368
0.201
73.87
0.033
7.958
0.192
78.07
0.033
8.181
0.19
82.87
0.028
8.405
0.19
88.27
0.025
8.988
0.182
93.07
0.024
9.213
0.177
99.07
0.022
9.547
0.176
105.1
0.023
10.21
0.173
111.1
0.019
08/28/19 1 10:32:10

AQTESOLV for Windows
Rising Head Test
Time sec
11.71
12.49
13.33
14.23
15.19
16.15
17.23
18.37
SOLUTION
Displacement ft Time sec
0.162
124.9
0.153
132.7
0.149
140.5
0.144
148.9
0.139
157.9
0.133
167.5
0.126
177.1
0.124
Slug Test
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
In(Re/rw): 3.285
VISUAL ESTIMATION RESULTS
Estimated Parameters
Parameter Estimate
K— O.ODU968 cm/sec
y0 0.3122 ft
T = K*b = 0.3479 cm2/sec
Disalacement (ft)
0.02
.0.003
.0.004
0.006
0.022
0.005
0.
08/28/19 2 10:32:10

10.
z
IN
4.0E+3 8.0E+3 1.2E+4 1.6E+4 2.0E+4
Time (sec)
FALLING HEAD TEST
Data Set: G:\...\PZ-3 Falling 1A.agt
Date: 07/19/19
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Well: PZ-3
Test Date: 10/12/18
Saturated Thickness: 22. ft
Time: 15:14:57
PROJECT INFORMATION
AQUIFER DATA
Anisotropy Ratio (Kz/Kr): 1.
WELL DATA (PZ-3)
Initial Displacement: 2.14 ft Static Water Column Height: 37.37 ft
Total Well Penetration Depth: 24. ft Screen Length: 10. ft
Casing Radius: 0.08333 ft Well Radius: 0.08333 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 3.207E-7 cm/sec y0 = 2.052 ft

AQTESOLV for Windows
Falling Head Test
Data Set: G:\PROJECTS\Moore
Title: Falling Head Test
Date: 07/19/19
Time: 15:15:23
PROJECT INFORMATION
Company: Golder Associates
Client: Moore County Landfill
Project: 1895531
Test Date: 10/12/18
Test Well: PZ-3
County\_Current Engineering\2018 Hydrogeologic Report\Slug Tests\Agtesoly FIE
AQUIFER DATA
Saturated Thickness: 22. ft
Anisotropy Ratio (Kz/Kr): 1.
SLUG TEST WELL DATA
Test Well: PZ-3
X Location: 0. ft
Y Location: 0. ft
Initial Displacement: 2.14 ft
Static Water Column Height: 37.37 ft
Casino Radius: 0.08333 ft
Well F�adius: 0.08333 ft
Well Skin Radius: 0.2604 ft
Screen Length: 10. ft
Total Well Penetration Depth: 24. ft
No. of Observations: 203
Observation Data
Time sec
Dis lacemen ime sec
Displacement ft
1.74
2.113
4155.8
1.98
2.701
2.117
4275.8
1.985
3.661
2.115
4395.8
1.976
4.741
2.11
4515.8
1.975
5.881
2.104
4635.8
1.981
7.081
2.1
4755.8
1.979
8.341
2.098
4875.8
1.976
9.66
2.096
4995.8
1.976
11.1
2.092
5115.8
1.974
12.6
2.09
5235.8
1.968
14.16
2.087
5355.8
1.968
15.84
2.09
5475.8
1.962
17.64
2.081
5595.8
1.967
19.5
2.082
5715.8
1.967
21.54
2.084
5835.8
1.969
23.64
2.081
5955.8
1.967
25.86
2.074
6075.8
1.964
28.26
2.074
6195.8
1.964
30.78
2.078
6315.8
1.962
33.42
2.072
6435.8
1.96
36.24
2.069
6555.8
1.963
39.24
2.075
6675.8
1.96
42.42
2.075
6795.8
1.96
45.78
2.073
6915.8
1.96
49.38
2.072
7035.8
1.958
52.98
2.071
7155.8
1.946
57.18
2.072
7275.8
1.948
61.38
2.069
7395.8
1.96
65.58
2.066
7515.8
1.954
07/19/19 1 15:15:23

AQTESOLV for Windows Falling Head Test
Time sec
Displacement ft
Time sec
Displacement ft
75.78
2.062
7755.8
1.944
80.58
2.06
7875.8
1.945
86.58
2.059
7995.8
1.947
92.58
2.058
8115.8
1.951
98.58
2.051
8235.8
1.95
105.2
2.06
8355.8
1.949
112.4
2.053
8475.8
1.949
120.2
2.059
8595.8
1.946
128.
2.059
8715.8
1.947
136.4
2.057
8835.8
1.945
145.4
2.057
8955.8
1.931
155.1
2.041
9075.8
1.933
164.6
2.048
9195.8
1.934
175.4
2.05
9315.8
1.942
186.8
2.048
9435.8
1.945
198.8
2.046
9555.8
1.93
211.4
2.046
9675.8
1.935
224.6
2.046
9795.8
1.936
239.
2.046
9915.8
1.933
254.
2.049
1.004E+4
1.933
269.6
2.049
1.016E+4
1.931
286.4
2.047
1.028E+4
1.927
304.4
2.047
1.04E+4
1.929
323.
2.041
1.052E+4
1.935
343.4
2.045
1.064E+4
1.929
364.4
2.044
1.076E+4
1.927
386.6
2.038
1.088E+4
1.925
410.6
2.036
1.1E+4
1.925
435.8
2.034
1.112E+4
1.925
462.2
2.031
1.124E+4
1.925
490.4
2.034
1.136E+4
1.924
520.4
2.034
1.148E+4
1.922
552.2
2.035
1.16E+4
1.923
585.8
2.032
1.172E+4
1.931
621.8
2.03
1.184E+4
1.93
657.8
2.03
1.196E+4
1.921
699.8
2.027
1.208E+4
1.916
741.8
2.027
1.22E+4
1.914
783.8
2.031
1.232E+4
1.916
831.8
2.026
1.244E+4
1.916
885.8
2.023
1.256E+4
1.917
933.8
2.017
1.268E+4
1.913
993.8
2.028
1.28E+4
1.92
1053.8
2.028
1.292E+4
1.921
1113.8
2.02
1.304E+4
1.92
1179.8
2.024
1.316E+4
1.915
1251.8
2.023
1.328E+4
1.915
1329.8
2.013
1.34E+4
1.912
1407.8
2.022
1.352E+4
1.911
1491.8
2.011
1.364E+4
1.911
1581.8
2.007
1.376E+4
1.911
1677.8
2.008
1.388E+4
1.913
1773.8
2.008
1.4E+4
1.909
1881.8
2.005
1.412E+4
1.91
1995.8
2.007
1.424E+4
1.908
2115.8
2.011
1.436E+4
1.908
2235.8
2.006
1.448E+4
1.906
2355.8
2.006
1.46E+4
1.907
2475.8
2.001
1.472E+4
1.904
2595.8
1.995
1.484E+4
1.903
2715.8
1.996
1.496E+4
1.888
2835.8
1.996
1.508E+4
1.889
2955.8
1.992
1.52E+4
1.895
3075.8
1.989
1.532E+4
1.894
3195.8
1.99
1.544E+4
1.897
07/19/19 2 15:15:23

AQTESOLV for Windows
Fallinq Head Test
Time sec
3435.8
3555.8
3675.8
3795.8
3915.8
SOLUTION
Sluq Test
Aquifer Model: Confined
Solution Method: Hvorslev
Log Factor: 0.1825
Displacement ft
Time sec
1.984
1.568E+4
1.994
1.58E+4
1.991
1.592E+4
1.978
1.604E+4
1.979
VISUAL ESTIMATION RESULTS
Estimated Parameters
Parameter Estimate
K 3 ZGTE 7 cm/sec
y0 2.052 ft
T = K*b = 0.000215 cm2/sec
AUTOMATIC ESTIMATION RESULTS
Estimated Parameters
Displacement (ft)
Parameter Estimate Std. Error Approx. C.I. t-Ratio
K 3ZG7E-7 7.754E-3j ].523E-8 41.36 cm/sec
y0 2.052 0.002057 +/- 0.004057 997.2 ft
C.I. is approximate 95% confidence interval for parameter
t-ratio = estimate/std. error
No estimation window
T = K*b = 0.000215 cm2/sec
Parameter Correlations
K 0
K 1�0 0-T0
y0 0.70 1.00
Residual Statistics
for weighted residuals
Sum of Squares ...... 0.08307 ft2
Variance ............ 0.0004133 ft2
Std. Deviation ........ 0.02033 ft
Mean ............... 4.508E-6 ft
No. of Residuals ...... 203
No. of Estimates...... 2
07/19/19 3 15:15:23

HDR (April 2005) - Slug Test
Results

f I _I l t t I I I t
Moore County Landfill
7 t { t
Falling Head Slug Test April 20, 2005 Bouwer and Rice Graph
Moore County Landfill Aberdeen, NC Mw-1
1.
Bouwer and Rice parameter A = 2.438
Bouwer and Rice parameter B = 0.4625
In(Re/Rw) = 2.328887e+000
Analysis starts at time 4.5 Seconds
Analysis ends at time 0.1117 minutes
8 Measurements analyzed from 16 to 23
V) °R/
1 • i i
a 0.1
Y
0
CO
m
at
2
E
0 1 2
Project Number: 07625-2934 for Moore County
Analysis by Starpoint Software
4126/2005
Hydraulic Conductivity = 36.14 feet/day
Transmissivity = 1084 ft2/day
3 4
Adjusted Time (minutes)
Ho is 1.34 feet at 4.5 Seconds

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Moore County Landfill
Falling Head Slug Test April 19, 2005 Bouwer and Rice Graph
Moore County Landfill Aberdeen, NC MW-1 fis
1.
M
0 5 10 15 20 25 30 35 40 45 50 55
Project Number: 07625-2934 for Moore County
Analysis by Starpoint Software
4/2612005
Bouwer and Rice parameter A = 2.256
Bouwer and Rice parameter B = 0.4124
In(Re/Rw) = 2.263184e+000
Analysis starts at time 3. Seconds
Analysis ends at time 7.5e-002 minutes
6 Measurements analyzed from 11 to 16
Hydraulic Conductivity = 113.8 feet/day
Transmissivity = 3414 ft2/day
65 70 75 80 85 90 95 100 105 110
Adjusted Time (Seconds)
Ho is 4.461 feet at 3. Seconds

Moore Counly Landfill
Falling Head Slug Test April 19, 2005
Moore County Landfill Aberdeen, NC
1.
I
0 5 10
Project Number: 07625-2934 for Moore County
Analysis by Starpoint Software
Bouwer and Rice Graph
MW-16d
15 20 25 30
Adjusted Time (minutes)
Ho is 2.666 feet at 21.2 Seconds
4/26/2005

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