1107_Buncombe_CDLF_Permit_Phase7_DHR_FID1576853_20210408

C&D Landfill Expansion
Part 3: Engineering Plan
Appendix C: Design
Hydrogeologic Report
Buncombe County Solid Waste
Management Facility
85 Panther Branch Road
Alexander, North Carolina 28701
Permit # 1 107-CDLF-1998
02220306.04 1 March 2021
2520 Whitehall Park Drive, Suite 450
Charlotte, North Carolina 28273
[phone]

Sig natu re/Certif ication Sheet
Author:
Name:
Signed:
Dated:
Company:
Reviewer:
Name:
Signature:
Date:
Company:
Kimberley M. Starks, Sr. Protect Professional
February 8, 2021
SCS Engineers
Jennifer S. Robb, Vice President
February 23, 2021
SCS Engineers
Reviewer and Professional Geologist Certification:
certify that I have reviewed this report, that it has been prepared in accordance with industry
standards and practices, and that the information contained herein is truthful and accurate to the
best of my knowledge.
Name:
Signature:
Date:
Company:
Address:
City/State/Z I p:
Jared T. Hamela P.G.
February 25,
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2520 Whitehall Park Drive, Suite 450
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Buncombe County C&D Landfill Expansion
Appendix : Design Hydrogec)logic Report
www.scsengineers.com

Table of Contents
Section
Page
1.0
Introduction......................................................................................................................................4
1.1
Physical Setting........................................................................................................................4
1.2
Geologic Setting........................................................................................................................4
1.3
Hydrogeologic Setting..............................................................................................................6
1.4
Investigation History.................................................................................................................6
1.4.1 Initial Site Investigation...............................................................................................6
1.4.2 Phase I Investigation...................................................................................................6
1.4.3 Phase II Investigation..................................................................................................7
1.4.4 Phase III Investigation.................................................................................................8
1.4.5 Phase IV Investigation.................................................................................................8
1.4.6 Additional Geologic Investigation...............................................................................9
1.4.7 Phase V Investigation..................................................................................................9
1.4.8 Additional Phase V Investigation................................................................................9
1.4.9 Phase VI Investigation..............................................................................................
10
1.4.10 Phase VII Investigation.............................................................................................
10
1.4.11 Phase VIII Investigation............................................................................................
10
2.0
Phase IX Investigation Activities...................................................................................................
12
2.1
Borehole Drilling....................................................................................................................
12
2.2
Rock Coring............................................................................................................................
13
2.3
Piezometer and Monitoring Well Installations.....................................................................
14
2.4
Geotechnical Analysis...........................................................................................................
14
2.5
Aquifer Testing.......................................................................................................................
16
2.6
Water Level Measurements..................................................................................................
16
3.0
Hydrogeologic Evaluation.............................................................................................................
17
3.1
Groundwater Flow Direction Assessment............................................................................
17
3.2
Groundwater Elevation Evaluation.......................................................................................
17
3.3
Vertical Gradient Assessment..............................................................................................
18
3.4
Groundwater Flow Rate Calculations...................................................................................
18
3.4.1 Horizontal Hydraulic Gradient..................................................................................
18
3.4.2 Hydraulic Conductivity..............................................................................................
19
3.4.3 Porosity......................................................................................................................19
3.4.4 Groundwater Flow Rate............................................................................................
19
3.5
Top of Bedrock Evaluation....................................................................................................
20
3.6
Vertical Separation Assessment...........................................................................................
20
4.0
Conclusions...................................................................................................................................21
5.0
References
....................................................................................................................................22
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Appendix C: Design Hydrogeologic Report ii

Figures
Figure 1.
Site Location Map
Figure 2.
Site Map
Figure 3.
Geological Cross Section - A to A'
Figure 4.
Geological Cross Section - B to B'
Figure 5.
Geological Cross Section - C to C'
Figure 6.
Geological Cross Section - D to D'
Figure 7.
Geological Cross Section - E to E'
Figure 8.
Cross -Section Location Map
Figure 9.
Groundwater Contour Map - April 2020
Figure 10.
Seasonally High Groundwater Contour Map
Figure 11.
Geologic Profiles, Cross -Sections A -A' and B-B'
Figure 12.
Top of Bedrock Contour Map
Tables
Table 1.
Geological and Construction Summary
Table 2.
Rock Core Observations Summary
Table 3.
Geotechnical Analysis Summary
Table 4.
Hydraulic Conductivity
Table 5.
Groundwater Elevations
Table 6.
Historical Groundwater Elevations
Table 7.
Vertical Hydraulic Gradients
Table 8.
Porosity Summary
Table 9.
Groundwater Flow Rate Calculations
Table 10.
Vertical Separation from Proposed Base Grades
Appendices
Appendix A Boring Logs and Well Construction Details
Appendix B Geotechnical Laboratory Report
Appendix C Slug Test Reports
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Appendix C: Design Hydrogeologic Report iii

1.0 INTRODUCTION
As required by the North Carolina Administrative Code Title 15A (Rule) Chapter 13B Subchapter
.0538 (b) and .0539(d)(3), this Design Hydrogeologic Report (DHR) is provided as a component of
the submittals required for the Permit to Construct Phase 7 of the Buncombe County Construction
and Demolition Debris Landfill (CDLF). As specified in Rule 1313.0538 (b) (1), the scope and purpose
of this DHR is as follows.
• Provide adequate information to demonstrate compliance with the vertical separation
and foundation standards set forth in Rule .0540(b) (2) and (5).
• Provide an investigation of the hydrogeologic characteristics of the upper -most aquifer
for the proposed phase of the CDLF and leachate management unit(s), if any. The
purpose of this investigation is to provide more detailed and localized data on the
hydrogeologic regime for this area in order to design an effective Water Quality
Monitoring Plan (WQMP) for the CDLF.
The following subsections present descriptions of the physical, geologic and hydrogeologic settings
of the CDLF and a history of previous investigations relevant to this DHR. The latest investigative
activities (aka Phase IX) conducted and documented in Section 2 included: drilling of five borings,
installation of two piezometers, installation of two groundwater monitoring wells, installation of a
landfill gas (LFG) boundary probe, geotechnical analyses, and aquifer testing. Utilizing data from
previous investigations and the latest investigation, Section 3 provides a characterization of the
hydrogeology beneath the CDLF. Section 4 presents considerations regarding the design of Phase 7
and the modification of the WQMP for the CDLF based on the investigations performed to date.
1.1 PHYSICAL SETTING
The Buncombe County solid waste management facility is located approximately nine miles north of
Asheville at 81 Panther Branch Road in Alexander, North Carolina. Figure 1 illustrates the location of
the facility on the Leicester and Weaverville, Virginia, United States Geological Survey 7.5-minute
topographic quadrangle maps. The facility encompasses 654 acres. Buncombe County operates a
Subtitle D municipal waste landfill (MSW) and the CDLF at this facility. The CDLF consists of Phase 1
through Phase 6, with Phase 6 as the active waste unit.
1.2 GEOLOGIC SETTING
To address the requirements of Rule 1313.0538 (a) (12), this section presents a summary of the
regional and local geology for the CDLF. The Buncombe facility is located within the Blue Ridge
physiographic province. The Blue Ridge geologic unit is characterized by metamorphic Precambrian
bedrock overlain by younger, inconsistent Precambrian metamorphosed sedimentary and igneous
rock unit. Residuum consists of clay and silt underlain by micaceous sandy silts and silty sands.
(Wiener, 1970)
Saprolitic overburden (aka saprolite) is the upper -most geologic unit present at the facility. At most
locations throughout the facility, the saprolite transitionally grades in to the parent bedrock from
which it is derived. This transition zone has been designated the partially weathered rock (PWR) unit.
Saprolite is present at most locations across the facility except areas where bedrock outcrops or
where the depth to bedrock is shallow. In addition, alluvium and colluvium form the upper -most
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Appendix C: Design Hydrogeologic Report 4

geologic unit near the surface drainage features. The alluvium is of limited thickness and overlays
PWR or bedrock. The alluvium ranges in grain size from clayey silt to poorly sorted sands.
The saprolite consists primarily of red -brown or light to dark brown, fine micaceous sandy silt with
clay with some areas of silty clay or silty sand. The saprolite generally grades to silty sand or very
sandy silt with depth. Grey, dark grey or green -grey colors are present and correlate with an
abundance of mafic minerals in the bedrock from which the soils were derived. Thin zones of light
brown, orange, or tan lean clay are also present.
Hard rock fragments and partially weathered rock (PWR) are present in this lower portion of the
saprolite, which become larger and more frequent with depth. The contact with the underlying PWR
or bedrock is gradational. The base of the saprolitic overburden is defined as the depth at which soil
penetration using a split spoon sampler is greater than 50 blows per six inches. This definition is
used to facilitate consistent identification of the saprolite/PWR contact.
The PWR is characterized by deeply weathered bedrock material consisting of reddish brown, brown,
white, or yellow/orange silty sand with some intervals of sandy silt. In addition, hard, but weathered,
rock fragments are also present within the PWR. Local areas of tan to cream coloration are also
present as well as grey/green materials derived from mafic rich rocks.
The bedrock unit underlying the facility is dominated by granite gneiss and biotite gneiss with some
areas of amphibolite and biotite or quartz biotite schist. The undifferentiated gneiss is light grey in
color where unweathered, and generally comprises 60 to 95 percent of the rock mass. The
remaining rock mass is interbanded with pyroxenes, pyrite, and quartz.
Along the southern boundary of the facility, marble and calc-silicate units are located in a small area
near the French Broad River. A small east -west trending diorite dike is located north of the eastern
portion of Cells 1-3 of the MSW landfill along the bed of Blevin Branch.
Bedrock outcrops at located at the road -cut and within the CDLF. The dominant fracturing directions
at the facility are north 50 degrees east and north 15 degrees west. Secondary sets of fracturing
range from north 35 degrees west to north 85 degrees west. Fracture directions appear uniform, and
thus, a consistent set of pathways for groundwater movement exists. Several potential faults are
located in one outcropping near the facility entrance. This faulting is representative of post -tectonic
movement and are likely of limited displacement extent.
Foliation attitude measurements indicate that foliation generally strikes between north 0 and 40
degrees east and dips 60 to 90 degrees southeast, which concur with the dominant geological
structure. Variations from the normal foliation orientation are in small areas of outcrop throughout
the facility; however, these appear to correspond with localized deformation associated with the
metamorphism of the rock mass or from a disturbance of the area by slumping or mass wasting.
Correlations between the fracture orientations and foliation are not apparent near the CDLF. (CDM,
2009)
At the facility and adjacent areas, one photolineament direction trends N 10' to 30' east and is
associated with the dominant structural fabric of the region as well as foliation of the rock mass.
Most of the photolineaments within the facility are associated with the dominant structural fabric of
the region. The other lineament trends are east west and north 52 ° west. (CDM 1993)
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Appendix C: Design Hydrogeologic Report 5

1.3 HYDROGEOLOGIC SETTING
To address the requirements of Rule 1313.0538 (a) (12) and (b) (2) (H), this section presents a
summary of the regional and local hydrogeology for the CDLF. Groundwater in the Blue Ridge
physiographic province occurs as unconfined aquifers in the saprolite, PWR, and fractured bedrock.
These zones are interconnected through open fractures and pore spaces. The surface of the upper-
most aquifer typically resembles the local topography.
The infiltration of precipitation recharges the upper -most aquifer. The recharge rate is primarily
affected by rainfall intensity and duration, pre-existing soil moisture conditions, temperature
(evaporation), and plant uptake (transpiration). Most of the site has been cleared for borrow, is
covered forest, or is active landfill. The borrow and landfilled areas would most likely enhance
infiltration, especially on the flat hilltops, but would also increase run-off on the sloped areas.
Seasonal high-water tables are typically observed during the spring to early summer months of the
year when maximum infiltration efficiency occurs due to lower temperatures and less plant uptake
(i.e., many plants are dormant). Seasonal low-water tables are typically observed during the fall
months when minimum infiltration efficiency occurs due to higher temperatures and greater plant
uptake of water.
Precipitation that infiltrates into the ground will seep downward following the path of least resistance
through zones of relatively higher conductivity in the saprolite and PWR. Upon contact with a less
permeable surface (i.e. unfractured bedrock), the water will spread laterally until it finds another
relatively higher conductivity pathway downward such as a weathered zone or a fracture, or until it is
discharged to the surface water system. These discharges are generally intermittent, and occur in
the secondary drainage features following precipitation events.
1.4 INVESTIGATION HISTORY
The following subsections summarize the previous investigations as documented and presented in
the Phase 5 DHR (Camp Dresser & McKee (CDM), 2009) and Phase 6 DHR (Bunnell-Lammons
Engineering, Inc. (BLE), 2017). Data and information in these documents have been presented in
this report only to the extent necessary to support the DHR required for the Phase 7 CDLF expansion.
1.4.1 Initial Site Investigation
Law Environmental, Inc. (Law) initially investigated the facility in 1990. The investigation consisted of
17-soil test borings drilled using the hollow -stem auger (HSA) method at 12 independent locations
throughout the facility. Law collected soil samples via split spoon at regular intervals using standard
penetration test (SPT) American Society for Testing and Materials (ASTM) Method D-1586.
Groundwater was not present in the borings during drilling, nor after Law left the borings open
overnight. Law did not construct permanent piezometers or monitoring wells for this investigation.
The investigation report cited an absence of perennial surface water features and a small drainage
area entering the facility as advantages for landfill development, but identified shallow depth to the
top of bedrock, lack of low permeability soils, and soil workability problems as potential constraints.
1.4.2 Phase I Investigation
In November 1992, a Site Plan Application was submitted to the North Carolina Department of
Environmental Quality (NCDEQ) Division of Solid Waste Management, Solid Waste Section (SWS). A
Phase I Geological and Hydrogeological Evaluation was included as part of the application in
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Appendix C: Design Hydrogeologic Report 6

accordance with Rule 1313.1623 (a). The evaluation presented the results of an investigation
encompassing the 557-acre proposed landfill.
For this investigation, three 20-foot coring holes and 38 HSA borings were drilled and 19
piezometers were installed. Split spoon soil samples were collected at 5-foot intervals while the
auger borings were drilled. Soil samples were analyzed for the following geotechnical properties: soil
classification, grain size distribution, Atterberg Limits, standard proctor compaction, natural moisture
content, porosity, and hydraulic conductivity. The rock cores were examined for fracture frequency
and orientation, general mineralogy, rock quality designation, amongst other properties.
Water levels were measured at each of the Phase I piezometers at the time of installation, 24 hours
after completion of installation, and at least seven days after completion of installation. Aquifer tests
were performed in five piezometers to measure hydraulic conductivity.
A HSA is unable to drill through bedrock. Therefore, the installation depths of the piezometers were
limited to the soil matrix. Groundwater was not encounter in most of the piezometers; thus,
indicating the upper -most aquifer is within the factures of the bedrock.
A document search was also conducted for the evaluation and identified reference materials and
mapping to characterize the geology and hydrogeology of the facility and the surrounding region. The
evaluation report concluded that the proposed landfill site appeared suitable for landfill
development.
1.4.3 Phase II Investigation
In 1993, additional investigations were performed to address NCDEQ-SWS's comments provided in a
letter dated April 29, 1993 concerning the Phase I Site Hydrogeologic Report. The results of these
additional investigations were presented in the Response to Completeness Review Site Plan
Application. As part of that document, GEI Consultants, Inc. conducted a lineament/fracture trace
analysis, a geophysical investigation, and a Phase II Geological/Hydrogeological Site Evaluation.
The lineament/fracture trace analysis and geophysical investigation included lineament analyses on
maps and aerial photographs, a fracture trace analysis of rock outcroppings within the facility, and a
very low frequency (VLF) geophysical survey of the facility. The VLF electromagnetic geophysical
survey was conducted to identifying anomalous conductive features that could represent zones of
preferential groundwater occurrence or movement. The survey identified nine features of potential
interest at depths of 98 to 164 feet below grade. Some of these features were targeted by
exploratory borings drilled during subsequent investigations.
The Phase II Geological/Hydrogeological Site Evaluation was subsequently conducted and included
the drilling of boreholes at 27 locations throughout the facility. Select boring locations were based on
the results of the VLF survey. Eight of the piezometers were installed adjacent to borings drilled
during the Phase I Investigation that yielded no water. HSAs with split spoon sampling, rock coring,
and/or air rotary drilling was performed at the additional boring locations. A permanent piezometer
was installed at each of the 27 locations.
Water levels were measured at each of the Phase II piezometers at the time of installation, 24 hours
after completion of installation, and at least seven days after completion of installation. Water levels
were also measured in the piezometers installed for the Phase I Investigation. Aquifer tests were
performed in five piezometers to obtain additional hydraulic conductivity data.
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1.4.4 Phase III Investigation
In March 1995, a Permit to Construct Application was submitted to NCDEQ-SWS. A DHR
documenting the Phase III investigation was included as part of this application. The Phase III
investigation focused on the area within and around the Subtitle D Landfill Cells 1-3. The
investigation area extended beyond the cell boundaries and past adjacent topographic divides to
characterize sufficiently the hydrogeologic regime beneath Cells 1-3. Additional information on the
facility hydrogeology and the WQMP were presented in letters dated June 1995 and August 1995.
Over 71 boreholes were drilled at 39 locations for the Phase III investigation. Air rotary drilling was
used for 44 borings, three boreholes were cored, and 24 boreholes were drilled using HSA drilling.
Geotechnical samples were collected during HSA drilling at nine locations within the Cell 1-3 Area.
Piezometers were installed in 39 boreholes at 29 locations, making nine nested well pairs.
Observation wells were installed in eight boreholes, and two pumping wells were constructed.
Water levels were measured at each of the Phase III piezometers at the time of installation, 24 hours
after completion of installation, and at least seven days after completion of installation. Aquifer tests
were performed in 10 piezometers to obtain additional hydraulic conductivity data. To further
characterize the groundwater system, two pumping tests were performed in two topographic
depressions within the Cell 1-3 Area.
After construction of Cells 1-3, 13 groundwater monitoring wells and two LFG boundary probes were
installed around the perimeter of Cells 1-3 of the MSW Landfill in accordance with the approved
WQMP. A discussion of the field activities and the results of the initial baseline -sampling event were
presented in the Water Quality Monitoring System Installation and Initial Sampling Report.
The groundwater monitoring wells were installed using air rotary drilling since groundwater was
located at or below the top of bedrock. The LFG boundary probes were installed using HSA methods.
Aquifer tests were conducted on the groundwater wells to obtain additional hydraulic conductivity
data.
1.4.5 Phase IV Investigation
The Phase IV investigation occurred within the area surrounding the existing Phase 1 and 2 of the
CDLF focusing on the area within the drainage feature and included the following field activities.
• Nineteen boreholes were drilled at 10 locations. Nine borings were drilled using an air
rotary rig and 10 borings were drilled using a HSA rig.
• Geotechnical samples were collected during HSA drilling at seven locations.
• Piezometers were installed in 12 boreholes at nine locations for a total of three nested
well pairs.
• Water levels were measured at each of the Phase IV piezometers at the time of
installation, 24 hours after completion of installation, and at least seven days after
completion of installation.
In October 1997, two monitoring wells (MW-9 and MW-9D) were installed as part of the WQMP. The
wells are located within the drainage feature downgradient of the CDLF. Aquifer testing was
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Appendix C: Design Hydrogeologic Report 8

performed to estimate the hydraulic conductivity after well development. Boring logs and aquifer test
results were submitted to the NCDEQ-SWS in a letter report dated July 2, 1998.
1.4.6 Additional Geologic Investigation
During permitting of the CDLF, the NCDEQ-SWS expressed concerns regarding the complexity of the
geology in the western portion of the landfill. To address these concerns, CDM contracted GRAM, Inc.
(GRAM) to perform a geologic mapping study of the area. The study largely focused on two outcrops.
One outcrop was exposed during construction of the east -west trending entrance road to the landfill
located at the northern boundary and the other in the exposed bedrock within the Phase 1 and 2
CDLF areas. The relevant findings were incorporated into Section 1.2 of this DHR. A letter report by
GRAM, dated January 11, 1999, was provided to the NCDEQ-SWS and included in the Phase 3 CDLF
Permit Application.
1.4.7 Phase V Investigation
The Phase V investigation focused on the Phase 3 expansion area of the CDLF adjacent to the
southern and eastern portions of the existing CDLF. Since the CDLF expansion was located within the
confines of a single drainage basin, the investigation focused on the area within the drainage
divides. The Phase 3 CDLF Permit Application was submitted to the NCDEQ-SWS in October 2000.
Seven boreholes were drilled at five locations for the Phase V investigation. Piezometers were
installed in seven boreholes at five locations, totaling two nested well pairs. Air rotary drilling was
used for installation of the piezometers. HSA drilling was performed at each piezometer location to
obtain additional lithologic and geotechnical data. Rock coring was performed at one location. Water
levels were measured at each of the Phase V piezometers at the time of installation, 24 hours after
completion of installation, and at least seven days after completion of installation.
1.4.8 Additional Phase V Investigation
The Additional Phase V investigation was performed to address NCDEQ-SWS request for additional
information regarding bedrock and groundwater flow in the fractured bedrock within the Phase 3
expansion area of the CDLF. One pumping well and 12 piezometers were installed at 13 locations for
the additional investigation. Air rotary drilling was used for installation of the piezometers and the
pumping well. HSA drilling was performed at each piezometer location to obtain additional lithologic
and geotechnical data. Rock coring was performed at two locations.
Water levels were measured at each of the Phase V piezometers at the time of installation, 24 hours
after completion of installation, and at least seven days after completion of installation. Two weeks
after the completion of piezometer and pumping well installations, a pump test was performed to
further characterize the upper -most aquifer. During the pumping test, groundwater measurements
were collected from the piezometers within the Phase 3 CDLF area. The pumping test was allowed to
run for a period of 56 hours. After stopping the test, groundwater elevation measurements were
collected from the surrounding piezometers to estimate recharge rates.
Following submission of the additional investigation data in January 2002, the NCDEQ-SWS
determined the Phase 3 CDLF expansion site was not suitable for landfill development. As an
alternative, NCDEQ-SWS indicated further CDLF expansion was practical west and north of Phases 1
and 2 of the CDLF.
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Appendix C: Design Hydrogeologic Report 9

In March 2002, additional investigations were performed to obtain the data necessary to design the
landfill expansion within the NCDEQ-SWS recommended area. For additional geologic description,
10 HSA borings were advanced, with split spoon sampling, down to auger refusal within the
recommended expansion area. Following the completion of drilling activities, each boring was left
open for an extended period (in some cases, overnight) and water levels were subsequently
measured. In each case, groundwater was not encountered.
1.4.9 Phase VI Investigation
The Phase VI Investigation was performed for the Subtitle D Cell 6 area and the Phase 4 expansion
area of the CDLF. Results of the Cell 6 investigation were submitted in December 2004 to the
NCDEQ-SWS in the form of a DHR.
The proposed Phase 4 CDLF expansion was located within the confines of a single drainage basin;
thus, the CDLF investigation focused on the area within the drainage divides. For the Phase VI
investigation, 13 boreholes were drilled at 13 locations. Seven borings were converted to temporary
piezometers for groundwater elevation measurements, while the remaining borings were used to
collect lithologic and geotechnical data only. Air rotary drilling was used for installation of the
piezometers. HSA drilling was used for lithologic and geotechnical data collection. Rock coring was
performed at one location.
Water levels were measured at each of the Phase VI piezometers at the time of installation, 24 hours
after completion of installation, and at least seven days after completion of installation. Following
NCDEQ-SWS approval and permit issuance, two monitoring wells (MW-14/14D) were installed
downgradient of Phase 4.
1.4.10 Phase VII Investigation
The Phase VII investigation was performed for the Phase 5 expansion area adjacent to the existing
Phases of the active CDLF focusing on two drainage basins to the west and north side of the existing
CDLF. The results of the investigation were presented in the 2009 DHR.
For the Phase VII investigation, 18 boreholes were drilled at 15 locations. Each boring was converted
to a temporary piezometer. Air rotary drilling was used for the installation of each piezometer. HSA
drilling was used for lithologic and geotechnical data collection at the boring locations. Rock coring
was performed at three locations.
Undisturbed Shelby tube, jar samples and bulk samples were collected during borehole drilling and
analyzed for various geotechnical properties including: grain size distribution, soil classification,
Atterberg limits, porosity and in -situ and remolded hydraulic conductivity. Water levels were
measured at each of the Phase VII piezometers at the time of installation, 24 hours after completion
of installation, and at least seven days after completion of installation. Aquifer tests were performed
in three piezometers to obtain additional hydraulic conductivity data.
1.4.11 Phase VIII Investigation
The Phase VIII investigation was performed as part of the construction permitting process for Phase
6 of the CDLF. The Phase VIII field investigation was conducted from December 2016 to May 2017.
Nine boreholes were drilled for the Phase VIII investigation. Each boring was converted to a
temporary piezometer for groundwater elevation measurements. HSA drilling and rock coring was
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Appendix C: Design Hydrogeologic Report 10

used for lithologic and geotechnical data collection at each boring. Air rotary drilling was used for
installation of the piezometers.
Soil samples were obtained from the nine boreholes at 2.5-foot intervals within the upper 10 feet
below the ground surface, and at 5-foot intervals deeper than 10 feet below the ground surface. Soil
samples were collected using split -spoon samplers, Shelby tubes (undisturbed), and auger cuttings
(bulk bag samples). Laboratory testing of soil samples was conducted to confirm the field
classifications and quantify pertinent engineering soil properties.
Water levels were measured at each of the Phase VIII piezometers at the time of installation and
24 hours after completion of installation. In addition, monthly water levels were measured at the
piezometers and monitoring wells on site during the period from January to May 2017. Aquifer tests
were performed in seven piezometers to obtain additional hydraulic conductivity data.
A fracture trace analysis was performed and consisted of evaluating exposed rock outcrops and
topographic fracture traces and lineaments. The additional analysis included geologic mapping of
exposed weathered rock and saprolite outcrops. The Phase 6 area was traversed to map rock
outcrops and surface drainage features. A Brunton compass was used to measure the orientations
of exposed fractures and metamorphic foliation trends.
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Appendix C: Design Hydrogeologic Report 11

2.0 PHASE IX INVESTIGATION ACTIVITIES
The current Phase IX investigation focused on the Phase 7 CDLF expansion area. The Phase 7 area
is adjacent to the existing Phases of the CDLF, north of Phase 6. Phase 7 encompasses a portion of
the previously investigated Phase 6 area. As described in the following subsections, this
investigation included borehole drilling, piezometer installation and surveying, groundwater level
measurements, and aquifer testing. The field activities described below were performed under the
direction of a North Carolina licensed geologist and engineer.
2.1 BOREHOLE DRILLING
In accordance with Rule 1313.0538 (b) (1), there must be an average of one boring for each acre of
the investigative area. At a minimum, the area of investigation must be the area within the proposed
waste unit footprint and waste unit compliance boundary. The Phase IX investigative area
encompasses 23 acres; thus requiring at a minimum of 23 borings. For previous investigations
performed for the CDLF, 29 borings were drilled within the Phase IX investigative area. Five
additional borings were drilled for the Phase IX investigation. Borings drilled for this investigation are
piezometers B-901 and B-902, groundwater monitoring wells MW-17R and MW-17DR, and LFG
boundary probe M-12R. Boring locations are illustrated on Figure 2. Borings drilled for previous
investigations are also shown on Figure 2.
Borehole drilling was performed by a North Carolina licensed driller and methods included air rotary
and HSA. During the field investigation, two drill rigs (one air rotary and one hollow -stem) were
utilized to achieve the desired borings. A description of each drilling method is provided below.
HSA drilling was conducted at each location to obtain lithologic information. Each HSA
boring was advanced to the top of the bedrock (aka point of auger refusal) using a B-57
drill rig and 8-inch outer diameter HSAs. Lithologic information was obtained through split
spoon sampling at 2-foot intervals as outlined in ASTM Method D-1586. During the
driving of the split spoon sampler, blow counts were recorded and the sample was
examined by the field geologist and described for color, grain size, Unified Soil
Classification System (USCS) code, and texture. The depth of the PWR was noted by
observations of split spoon samples. The depth to top of bedrock was defined as the
depth of auger refusal. Geotechnical samples collected during HSA drilling included bulk
samples and Shelby tubes samples. Geotechnical samples were collected and analyzed
as described in Section 2.3.
Air rotary drilling was utilized for two groundwater well replacements (MW-17R and
MW-17DR) located within the Phase 7 compliance boundary. The air rotary boreholes
were drilled for the purposes of permanent groundwater monitoring well installation in
bedrock. Lithologic samples were collected continuously to observe the cuttings blown
from the bottom of the hole. Grain size of the cuttings was observed to be a function of
the properties of the rock being drilled.
For the Phase IX investigation borings, the drilling method and various lithologic observations made
in the field during drilling are summarized on Table 1 and presented on the boring logs included in
Appendix A. To address the requirements of Rule 13B.0538(a)(11), various geologic, drilling, and
piezometer/well construction information for the existing piezometers and groundwater monitoring
wells located within the Phase IX investigation area are also provided on Table 1. In addition, logs for
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Appendix C: Design Hydrogeologic Report 12

existing borings within the Phase IX investigation area are included in Appendix A, where available.
Selected lithologic observations are discussed further below.
• The overburden observed during drilling included alluvial sands and saprolite. Alluvium
was present in localized areas within or adjacent to the drainage features (B-902). Where
present, the alluvium was found to be of limited thickness, approximately four feet in
B-902, and overlaid clayey saprolitic sands. The alluvium observed during drilling of
B-902 was sorted silty sand.
• Across the Phase 6 and 7 areas, saprolite has been observed to range in thickness from
not present at borings B-606, -607, -620, -and -626 to greater than 51.5 feet at B-250.
Saprolite has been observed to be thicker beneath hills and ridges compared to side
slopes or drainage areas. The saprolitic soils have been observed to be moist where
encountered.
• PWR thickness across the facility property ranges from absent where alluvium or
saprolite directly overlies bedrock to more than 44 feet. Within the existing and proposed
expansion areas of the CDLF, the average PWR thickness is approximately seven feet.
PWR was observed during drilling of B-901, B-902, MW-17R, and MW-17DR during this
investigation.
• PWR is observed to be dry or slightly moist at most boring locations. Saturated conditions
were observed in the PWR at one location (B-619) within the Phase 5 area. Moist
conditions were observed in the PWR at B-901 and B-902.
• Bedrock observed within Phase 7 has largely been biotite/hornblende gneiss. Bedrock
fracture zones were observed during air rotary drilling of MW-17DR. Fractures were
observed in prior boring MW-17D within the Phase 7 limit. Fracture zones are indicated
by the sudden drop of the drill rod and a simultaneous pause in the chatter from the air
rotary bit. When a substantial fracture was encountered that produced water, this was
interpreted to indicate the presence a water -bearing fracture. This depth was targeted for
well screen placement.
In accordance with Rule 13B.0538 (a) (6) and (b) (2) (G), stratigraphic cross -sections were created
identifying the hydrogeologic and lithologic units and stabilized water table. These cross -sections are
based on the lithological information and static groundwater elevations from the Phase IX
investigation borings and previous investigation borings located within the Phase IX investigation
area. The cross -sections are included as Figures 3 - 7 and a surficial trace of each cross -sectional
line is illustrated on Figure 8.
2.2 ROCK CORING
To address the requirements of Rule 13B.0538 (b) (2) (D), rock coring was performed using the B-57
drill rig used for HSA drilling at two locations, B-901 and B-902. A double tube core barrel was
attached to the bottom of the drill rods and lowered to the bottom of the borehole. The desired
coring interval was drilled using a toothed core bit and potable water was pumped inside the boring.
When the desired interval had been penetrated, the core barrel and drill rods were retrieved from the
borehole. The core sample was then extruded and placed into a box labeled with the core ID and
depth intervals.
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Appendix C: Design Hydrogeologic Report 13

The percent recovery, rock quality designation (RQD), orientation and frequency of likely fractures,
joints angles, observed fracture infilling or coatings, gross mineralogy, and other notable
characteristics were recorded during rock coring activities. The RQD was determined by dividing the
total length of rock fragment longer than four inches over the total length cored. Table 2 provides
core recoveries and RQD values for borings within or near the Phase 7 area. Boring logs containing
rock core data are included in Appendix A.
For the Phase IX investigation borings, the core recoveries, RQD values, and lithologic descriptions
are summarized on Table 2, and presented on the boring logs included in Appendix A. To address the
requirements of Rule 13B.0538(b)(2)(D), core recoveries, RQD values, and Iithologic descriptions for
rock coring performed during previous investigations as located within the Phase IX investigation
area are also provided on Table 2 and included on the boring logs in Appendix A.
Observations from the rock cores collected during the current and previous investigations generally
show a moderate to highly fractured top of bedrock that becomes more competent with depth.
Recovery values range from zero to 100 percent and RQD values ranged from zero to 97 percent.
These percentages indicate that the bedrock is variably fractured. Recovery and RQD values
generally increase with depth indicating less fracture density at greater depths.
2.3 PIEZOMETER AND MONITORING WELL INSTALLATIONS
Two piezometers (B-901 and B-902) were installed for this current investigation within the Phase 7
Area or within the Phase 7 compliance boundary. In addition, two groundwater monitoring wells,
MW-17R and MW-17DR, were installed as replacement wells for MW-17 and MW-17D, respectively,
during the Phase 7 investigation activities. One LFG monitoring probe, M-12R, was installed as a
replacement for M-12 during the Phase 7 investigation activities. The piezometer and monitoring
well locations are shown on Figure 2. Piezometers installed in and around the Phase 7 area during
previous investigations are also shown on Figure 2. A summary of piezometer and monitoring well
completion data for the piezometers and wells within Phase 7 or within the compliance boundary of
Phase 7 is provided as Table 1. Documentation of the installations were provided to NCDEQ-SWS in
the October 2020 Monitoring Well Installation and LFG Installation and Abandonment Report (SCS,
2020).
Both piezometers installed during this investigation were screened across the saprolite bedrock
interface, groundwater monitoring wells were installed in bedrock, and the LFG monitoring well was
installed within the saprolitic overburden. Well construction details are provided on the boring logs in
Appendix A.
Locations of the newly installed piezometers and monitoring wells associated with the Phase 7
investigation area were surveyed. For each location, the northing and easting orientation and
elevation of the top of the PVC casing and ground surface were surveyed to the nearest ± 0.01 foot.
The survey data for each well are provided in Table 1. In addition, survey data are provided on the
boring logs in Appendix A.
2.4 GEOTECHNICAL ANALYSIS
In accordance with Rule 1313.0538 (a) (4) and (b) (2) (1), soil samples were collected for the Phase IX
investigation for the following analyses. In addition, historical soil sampling data from previous
investigations was reviewed.
• Standard penetration - resistance (ASTM D 1586);
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• Particle size analysis (ASTM D 422);
• Soil classification: Unified Soil Classification System (USCS) (ASTM D 2487);
• Formation descriptions; and
• Saturated hydraulic conductivity, porosity, effective porosity, and dispersive
characteristics for each lithologic unit of the upper -most aquifer including the vadose
zone.
During drilling of borings B-901 and B-902, 10 bulk samples and 2 Shelby tube samples were
collected. Each bulk sample was collected from the split spoon and placed in a sealed plastic bag
labeled with boring location number, depth interval, and blow count. Undisturbed Shelby tubes were
collected as specified in ASTM Method D-1587 by attaching an empty 2-foot long, 3-inch diameter
galvanized steel tube to the drilling rods, lowering it to the bottom of the auger hole and hydraulically
pushing the tube into the undisturbed formation below the borehole bottom. After the tube was
retrieved, the ends were sealed and capped. Each sample tube was maintained in an upright
position and labeled with boring location number and depth interval prior to delivering the sample to
the laboratory for analysis.
Samples were submitted to Geotechnics Geotechnical & Geosynthetic Testing laboratory
(Geotechnics) in Raleigh, North Carolina for analysis. The testing program consisted of analyses for
moisture content grain size distribution, soil classification, Atterberg limits, porosity, and in -situ
hydraulic conductivity for Shelby tube samples only. Geotechnical data for samples collected during
this investigation are summarized on Table 3 and discussed further below. The laboratory's analysis
report is provided in Appendix B. Geotechnical test results for previous borings located within or near
Phase IX investigation area are also included on Table 3.
SCS Engineers (SCS) conducted standard penetration testing (SPT) during HSA drilling for
borings B-901 and B-902 in accordance with ASTM Method D-1586. SPT's were
conducted by driving a split spoon barrel in 2-foot increments. The number of blow
counts were tallied for every six inches of vertical split spoon movement. Split spoon
samples were collected to 14.5 feet below grade in B-901 and to 9.5 feet below grade in
B-902. Blow counts are included on the boring logs provided in Appendix A.
Geotechnics analyzed the samples for particle size distribution and the USCS codes. For
each sample collected from B-901 and B-902, the particle size distribution was mostly
silts and sands with less clay and gravels present. USCS classifications ranged from clay
(CL) in B-901(1-3) and B-902 (4-6) to silty sand in all but three samples. The other three
samples were for B-902 and were classified as clayey sand or clayey sand to silty sand.
The classifications identified for B-901 and B-902 are consistent with classifications
identified for other borings within or near the Phase 7 area as shown on Table 3.
• Total porosity and hydraulic conductivity values were obtained from two Shelby Tube
samples collected from the Phase 7 area during this investigation. Total porosity values
in the Shelby Tube samples ranged from 40% in B-901(1-3) to 41% in B-907 (3-5). The
average porosity based on geotechnical samples collected within the Phase 7 area is
40%.
• Undisturbed hydraulic conductivity values ranged from 2.10x10-5 cm/sec in B-901(1-3)
to 2x10-7 cm/sec in B-902 (3-5). The minimum hydraulic conductivity for the Phase 7
area is 2x10-7 cm/sec in B-902 (3-5) and B-600 (5-7). The maximum hydraulic
conductivity for the Phase 7 area is 1.5x10-4 cm/sec in B-804 (2-4).
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2.5 AQUIFER TESTING
On August 26 and September 11 and 14, 2020, aquifer testing (aka slug testing) was conducted by
SCS at MW-17DR to estimate the hydraulic conductivity of the upper -most unconfined bedrock
aquifer. Aquifer tests were also conducted at B-901 and B-902 and MW-17 and MW-17R, but the
data was not considered for further evaluation as the depth to water for each location was below the
top of well screen negatively affecting the accuracy of the test. In addition, an aquifer test was
conducted on MW-17D but the data was not considered for further evaluation as the water level did
not return to within 5% of the pre -slug test level.
Aquifer test data were recorded using a pressure transducer with internal water level data logger.
The data logger recorded the change in the water level in the well after a slug (i.e., solid weighted
PVC tube) was inserted into and removed from the well. Using the field measurements and the well
construction details, the hydraulic conductivity of the formation was calculated using the Bouwer-
Rice (Fetter, 1994), Hvorslev (Fetter, 1994), or KGS (Hyder, 1994) method as implemented in the
Aqtesolv (Glenn, 2007) software program. The hydraulic conductivity test method was selected
based on which curve best fit the slug test data. A summary of the aquifer testing results is shown on
Table 4 and the slug testing reports are included in Appendix C.
2.6 WATER LEVEL MEASUREMENTS
Static water level (aka depth to water) measurements were measured and recorded for the Phase IX
piezometers and wells. Depth to water measurements were recorded upon installation before well
development and during aquifer testing. The times specified in Rule 1313.0538 (7) for depth to water
measurements were not feasible or fell outside normal working hours. Static water level
measurements were made using an electronic water level probe and measured from the top of the
PVC casing to ± 0.01 foot. Static water level measurements collected from the piezometers and
groundwater monitoring wells during for the Phase IX investigation are provided in Table 5. In
addition to the current investigation, historic groundwater elevations from previous investigations
dating back to April 1997 are included on Table 6 for piezometers and groundwater monitoring wells
located within the Phase 7 expansion area or within the Phase 7 compliance boundary. Groundwater
elevation observations are presented below.
• The groundwater elevations for the monitoring wells installed as part of the Phase 7
investigation area are below the top of bedrock elevation.
• The groundwater elevations for the piezometers have generally been above the top of
bedrock elevation with the exception of B-901 when measured on September 14, 2020
after well development on September 11, 2020.
• Since the PWR is only locally saturated, the bedrock aquifer system is the primary water -
bearing unit beneath the facility.
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Appendix C: Design Hydrogeologic Report 16

3.0 HYDROGEOLOGIC EVALUATION
The following data evaluation were performed to further characterize the hydrogeology beneath the
CDLF: evaluation of groundwater elevations, assessment of groundwater flow direction, calculation
of groundwater flow rate, vertical gradient assessment, and identification of top of bedrock surface.
Data from previous investigations and the Phase IX investigation were utilized for these data
evaluations.
3.1 GROUNDWATER FLOW DIRECTION ASSESSMENT
In accordance with Rule 1313.0538 (a) (9) and (b) (2) (H) and to assist in addressing the requirement
of Rule 13B.0538 (b) (2) (B) and (C), a groundwater contour map was created to illustrate the
occurrence and direction of groundwater flow in the upper -most aquifer. In addition, a groundwater
flow direction assessment was performed to establish which groundwater wells are located
upgradient, downgradient, or cross -gradient of the CDLF such that the monitoring system can be
design as required by Rule 13B.0544.
A groundwater contour map based on the April 2020, 2020 groundwater elevation measurements is
included as Figure 9. Most borings from previous investigations have been abandoned; therefore, for
locations in which a groundwater elevation was not measured in April 2020, the historical average
groundwater elevation (see Table 6) was used for purposes of constructing groundwater contour
lines. Groundwater contours were generated using the SurferTM (Golden Software Vers. 7.04) surface
mapping system software using the kriging gridding method and altered utilizing professional
judgement. Observations regarding the direction of groundwater flow at the CDLF are presented
below.
• Groundwater contours mimic topographic contours across the CDLF area.
• Groundwater flows from southeast to northwest toward Panther Branch in the vicinity of
Phase 7.
• Two drainage features intersect within the Phase 7 area, each acting as a drainage
control feature.
• The following groundwater monitoring wells are located downgradient of the existing
CDLF waste units and the propose Phase 7 expansion: MW-12, MW-12D, MW-14,
MW-14D, MW-15S, MW-15D, MW-17R, and MW-17DR.
3.2 GROUNDWATER ELEVATION EVALUATION
In accordance with Rule 13B.0538(a)(7)(B) and (C), groundwater elevation data from the
groundwater monitoring wells, piezometers, and borings installed throughout the facility for the
various investigations over the last 20 years were compiled and included on Table 6. Based on this
historical data, a maximum groundwater elevation was identified for each location as the seasonally
high groundwater elevation. The seasonally high groundwater elevations and measurement dates
are highlighted on Table 6.
To address the requirements of Rule 13B.0538 (b) (2) (E), a groundwater contour map (Figure 10)
was created utilizing the seasonally high groundwater elevation for locations throughout the facility.
The contours were generated using the SurferTM (Golden Software Vers. 7.04) surface mapping
system software using the kriging gridding method and altered utilizing professional judgement. In
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Appendix C: Design Hydrogeologic Report 17

addition, the vertical seasonally high groundwater flow net extending from the southern limit of the
Phase 6 area to beyond the northern limit of the Phase 7 area is presented as cross-section B-B'
included as Figure 11(BLE, 2017) to address the requirement of Rule 13B.0538(b)(2)(G).
Observations regarding the seasonally high water table at the CDLF are presented below.
• The seasonally high water levels typically occurred in March through May.
• The seasonally high water table within the Phase 7 CDLF area mimic surface topography.
3.3 VERTICAL GRADIENT ASSESSMENT
To address the requirements of Rule 1313.0538 (b) (2) (H), the vertical hydraulic gradients for the
monitoring well clusters were calculated to assess whether the area is a zone of groundwater
discharge or recharge. The vertical hydraulic gradient is the change in head (groundwater elevation)
per unit of vertical distance (elevation of the middle of the well screen) between wells. The vertical
hydraulic gradient was calculated using the difference between groundwater elevations measured in
well pairs MW-17/MW-17D and MW-17R/MW-17DR (shallow/deep). Vertical gradient calculations
are shown on Table 7.
The calculated vertical hydraulic gradient within the Phase 7 area is estimated at 0.34 feet per foot
at MW-17/MW-17D. The calculated vertical hydraulic gradient within the Phase 7 compliance
boundary at MW-17R/MW-17DR is estimated at 0.07 feet per foot. A positive vertical gradient
indicates a vertically downward hydraulic gradient (recharge zone) and a negative gradient indicates
a vertically upward hydraulic gradient (discharge zone). This indicates that within the Phase 7 limits
at MW-17/MW-17D, a recharge zone is present. However, a discharge zone is present in the vicinity
of new compliance wells MW-17R/MW-17DR, which are located near a drainage feature.
Water level data from previously installed nested monitoring well pairs indicate that upward
gradients exist near and within drainage features. Monitoring wells MW-5/5D, MW-8/8D, and
MW-14/14D, and piezometers B-627S/627D, which are located in drainage features, have shown
upward vertical gradients. Downward vertical gradients have been observed during previous
investigations in nested wells outside of the influence of the drainage features throughout the CDLF
area.
3.4 GROUNDWATER FLOW RATE CALCULATIONS
To address the requirements of Rule 1313.0538 (b) (2) (H), a groundwater flow rate was calculated
for the upper -most aquifer at the CDLF. An aquifer's flow rate is influenced by the hydraulic
gradients, hydraulic conductivity, and porosity of the aquifer. Details regarding each component of
the flow rate calculation and groundwater flow rate calculations for the upper -most aquifer at the
CDLF are presented in the following sub -sections.
3.4.1 Horizontal Hydraulic Gradient
The horizontal hydraulic gradient (i) is the change in head (dH) per unit of distance (dL) in the
direction of groundwater flow. Hydraulic gradient is the one factor for groundwater velocity
calculations that may change over time. Horizontal hydraulic gradients were calculated using the
difference between groundwater contour lines within the CDLF area as shown on the April 2020
Groundwater Contour Map (Figure 9) .The hydraulic gradients ranged from 0.107 to 0.356 feet per
foot with an average of 0.191 feet per foot as shown on Table 8.
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3.4.2 Hydraulic Conductivity
Hydraulic conductivity (K) is the measure of a specific geological unit's ability to transmit water and is
necessary to calculate groundwater rate. It is expressed as the volume of water that will move in a
unit time under unit hydraulic gradient through a unit area measured at right angles to the direction
of flow. Values for hydraulic conductivity are necessary to calculate groundwater flow rates.
As documented in Section 2.4, aquifer testing was conducted by SCS to calculate the hydraulic
conductivity of the upper -most aquifer at groundwater monitoring well MW-17DR. A summary of the
aquifer test results is shown on Table 4. Hydraulic conductivities for piezometers and groundwater
monitoring wells in and around the CDLF and Subtitle D Landfill (see Table 4) were also reviewed
and included in the site -wide groundwater flow rate calculation.
In summary, hydraulic conductivities within the bedrock unit across the facility range from 51 to
3,650 feet per year (ft/yr) with an average hydraulic conductivity of 584 ft/yr. Hydraulic
conductivities for the combined saprolite and bedrock units across the facility range from 51 to
4,198 ft/yr with an average hydraulic conductivity of 783 ft/yr.
3.4.3 Porosity
Porosity is the measure of a material's pore space through which water can flow. The upper -most
aquifer at the facility is found within the sa prolite/bed rock interface or within the fractured bedrock.
Based on porosity references for bedrock and soils from Freeze & Cherry (1979), effective porosity
values for samples collected from Phase XI borings, and porosity values utilized for previous
investigations, porosities can range widely as shown on Table 8.
3.4.4 Groundwater Flow Rate
The groundwater flow rate for the facility was calculated using the Darcy equation (Fetter, 1994)
shown below.
Ki
Vx =
where: vx = groundwater flow rate
K = hydraulic conductivity
i = horizontal hydraulic gradient
n = porosity of the aquifer
As shown on Table 9, groundwater flow rates were calculated utilizing the following data
• Horizontal hydraulic gradients between groundwater contour lines as shown on the April
2020 Groundwater Contour Map.
• The minimum, maximum, and average values for hydraulic conductivity.
• A porosity value of 15%.
The April 2020 groundwater flow rates ranged from 36 to 9,972 ft/yr with an average of 995 ft/yr.
As presented in the Phase 5 DHR, groundwater flow rates ranged from 33 to 646 ft/yr with an
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Appendix C: Design Hydrogeologic Report 19

average of 223 ft/yr. As presented in the Phase 6 DHR, groundwater flow rates ranged from 307 to
25,806 ft/yr with an average of 6,384 ft/yr. Therefore, the April 2020 flow rate ranges are
consistent with flow rates previously calculated for the CDLF expansion areas.
3.5 TOP OF BEDROCK EVALUATION
To address the requirements of Rule 13B.0538 (b) (2) (F), a bedrock contour map was created for
the Phase IX investigation area. The top of bedrock contour map was created by first compiling the
top of bedrock elevation data for the groundwater monitoring wells, piezometers, and borings
installed throughout the facility for the various investigations. The top of bedrock was interpreted as
the point at which auger refusal was identified during drilling. The top of bedrock elevations for
locations within the Phase IX investigation area are shown on Table 1. A top of bedrock contour map
created based on these elevations is included as Figure 12. Bedrock contours were generated using
the SurferTM (Golden Software Vers. 7.04) surface mapping system software using the kriging
gridding method and altered utilizing professional judgement. Observations regarding the top of
bedrock surface are presented below.
Depth from the ground surface to the top of the bedrock unit within the proposed
Phase 7 waste unit ranges from 9.5 feet in B-624S/B-624D up to 18 feet in B-805. The
depth to bedrock is generally shallow in drainage features and deeper beneath
topographic highs.
• The bedrock surface with the Phase 7 CDLF area mimics surface topography.
3.6 VERTICAL SEPARATION ASSESSMENT
In accordance with Rule 13B.0540(2)(a), CDLF waste units must be constructed so that the post -
settlement bottom elevation of waste is a minimum of four feet above the seasonal high
groundwater table and the bedrock datum plane contours established in the DHR. To comply with
this requirement, seasonally high groundwater and top of bedrock contour maps were created during
the design phase of the proposed Phase 7 as presented in Sections 3.2 and 3.5, respectively. These
maps where then provided to a design engineer for the development of base grades for the
proposed Phase 7 waste unit. To demonstrate compliance with Rule 13B.0540(2)(a), the seasonally
high groundwater elevations and top of bedrock elevations at each boring location within the
proposed Phase 7 limit of waste were compared to the proposed base grade elevations as presented
on Table 10. Observations regarding the seasonally high groundwater table, top of bedrock surface,
and base grade comparison are presented below.
• For boring locations included as part of the Phase 7 investigation area, the upper -most
aquifer is first encountered within the bedrock with the exception of B-902. At B-902, the
saturated zone extends into the saprolitic overburden. B-902 is located near a drainage
feature within the proposed Phase 7 expansion area where groundwater is expected to
be closer to or above the top of bedrock.
• Each boring location indicates the vertical separation between the seasonally high
groundwater table and the proposed base grade is greater than the required four feet.
• Each boring location indicates that the vertical separation between the top of bedrock
and the proposed base grade is greater than four feet.
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Appendix C: Design Hydrogeologic Report 20

4.0 CONCLUSIONS
The proposed Phase 7 of the CDLF encompasses 23 acres and is located on the western portion of
the facility, and is contiguous to the existing Phases 1-5 and 6 of the CDLF. The subsurface geology
and hydrogeology for Phase 7 are typical of Blue Ridge terrain in North Carolina and is consistent
with prior investigations at the facility. No unusual or unexpected geologic features were observed in
the Phase 7 area.
Groundwater and bedrock surfaces typically mimic surface topography across the facility.
Groundwater flow direction is from southeast to northwest across Phase 7 towards Sediment Pond
No. 13. Beyond this water feature, groundwater flows in the general direction towards Panther
Branch. Groundwater gradients have exhibited both upward and downward vertical flows. As a result,
a shallow and deep well pair (MW-17R and MW-17DR) was installed as the downgradient
compliance point near the surface water feature within the Phase 7 compliance boundary.
Based on the findings presented in this DHR and previous DHR submittals, the Phase 7 CDLF area is
considered suitable for expansion of the Buncombe County Solid Waste Management Facility. The
landfill subgrade design will maintain a minimum four -foot post -settlement vertical separation
between the bottom elevation of the landfill subgrade and the elevations of the top of bedrock and
seasonal high groundwater table.
If bedrock is removed by mechanical means during cell construction to levels below that shown on
Figure 12, then the resulting redesign of the subgrade elevations will maintain the minimum required
post -settlement vertical separation with the final bedrock level. Likewise, if bedrock is encountered
during cell construction above the levels shown on Figure 12, then the minimum required post -
settlement vertical separation with the bedrock level will be established by raising the cell grades as
needed, unless the bedrock is removed.
In accordance with Rule 13B.0538(b)(2)(J), borings which intersect the water table (B-901, MW-17R,
and MW-17DR) have been constructed and maintained as permanent monitoring wells in
accordance with Rule 02C.0108 and certified by a North Carolina licensed geologist. The boring
located within the Phase 7 waste footprint, that has not been previously abandoned, is B-902. This
piezometer will be abandoned in accordance with the Rule 02C .0113 prior to the construction of
Phase 7. Well abandonment records will be submitted upon completion of abandonment activities.
Abandonment activities (i.e. MW-17 and MW-17D) conducted in conjunction with the current
investigative activities were documented in the October 2020 Abandonment Report (SCS, 2020).
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Appendix C: Design Hydrogeologic Report 21

5.0 REFERENCES
American Society of Testing and Materials (ASTM). ASTM D1586/D1586M-18. Standard Test
Method for Standard Penetration Test (SPT) and Split -Barrel Sampling of Soils.
ASTM D1587/D1587M-15. Standard Practice for Thin -Walled Tube Sampling of Fine -Grained Soils
for Geotechnical Purposes.
BLE. 2017. Design Hydrogeological Report, Phase 6 C&D. Buncombe County Landfill. September.
CDM. 2009. C&D Landfill Expansion. Part 5: Engineering Plan. Appendix C: Design Hydrogeological
Report. Buncombe County Solid Waste Management Facility. April.
Fetter, C. W. "Chapter 7 Ground -Water Flow to Wells." Applied Hydrogeology. 3rd ed. New York:
Macmillan College, 1994.
Freeze, R.A. and Cherry, J.A. Groundwater. Prentice -Hall, Inc. Englewood Cliffs, N.J. 1979.
Glenn, Duffield M. AQTESOLV. Computer software. Vers. 4.50.002. HydroSOLVE, Inc., 2007.
<www.agtesolv.com>.
Golden Software, Inc. Surfer Surface Mapping System. Computer software. Vers. 7.04. 2001.
Hyder, Z, J.J. Butler, Jr., C.D. McElwee and W. Liu, 1994. Slug tests in partially penetrating wells,
Water Resources Research, vol. 30, no. 11, pp. 2945-2957.
Johnson, A.I. 1967. Specific Yields for Geologic Materials. USGS Water Supply Paper 1662-D.
NCGS (North Carolina Geological Survey). 1985. Geologic Map of North Carolina.
SCS. Monitoring Well Installation and Landfill Gas Installation and Abandonment Report. October
2020
Wiener, L.S. 1970. Preliminary Geologic Map of the Leicester Quadrangle (Unpublished). North
Carolina Geological Survey.
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Appendix C: Design Hydrogeologic Report 22

Figures
Figure 1. Site Location Map
Figure 2. Site Map
Figure 3. Geological Cross Section - A to A'
Figure 4. Geological Cross Section - B to B'
Figure 5. Geological Cross Section - C to C'
Figure 6. Geological Cross Section - D to D'
Figure 7. Geological Cross Section - E to E'
Figure 8. Cross -Section Location Map
Figure 9. Groundwater Contour Map - April 2020
Figure 10. Seasonally High Groundwater Contour Map
Figure 11. Geologic Profiles, Cross -Sections A -A' and B-B'
Figure 12. Top of Bedrock Contour Map
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Appendix C: Design Hydrogeologic Report
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BASE MAPS SOURCE: MANAGEMENT FACILITY
USGS TOPOGRAPHIC QUADRANGLE MAP, 7.5 85 PANTHER BRANCH ROAD
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FIGURE 1 - SITE LOCATION MAP

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DISTANCE (FEET)
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Phase 7 C&D Expansion
Design Hydrogeologic Report Figure 3 Topsoil CLAYEY SAND
Alexander, NC
SILTY SAND SILTY SAND
oject Number - 02220306.04 GEOLOGIC CROSS SECTION
- S
Section A to A' AND SILTY SAND
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1895
- SILTY SAND
V GROUNDWATER ELEVATION (FT, AMSL)
FT, AMSL = FEET, ABOVE MEAN SEA LEVEL
NOTES:
1. GROUNDWATER ELEVATIONS FOR B-805 AND B-624D ARE FROM THE BORING LOGS.
2. GROUNDWATER ELEVATION FOR B-901 WAS MEASURED ON SEPTEMBER 14, 2020.
3. GROUNDWATER ELEVATION FOR B-902 WAS MEASURED ON SEPTEMBER 11. 2020.

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Phase 7 C&D Expansion
Design Hydrogeologic Report
Alexander, NC
roiect Number - 02220306.04
100 1
Figure 4 Topsoil
- SILTY SAND
GEOLOGIC CROSS SECTION
- Section B to B' SILTY SAND
- CLAYEY SAND
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NOTES:
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2. GROUNDWATER ELEVATION FOR B-902 WAS MEASURED ON SEPTEMBER 11, 2020.
3. GROUNDWATER ELEVATION FOR MW-17R WAS MEASURED ON SPEMBER 14, 2020

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Phase 7 C&D Expansion
Design Hydrogeologic Report Figure 5 Topsoil SILTY SAND
NOTES:
Alexander, NC SILTY SAND SILTY SAND 1. GROUNDWATER ELEVATION FOR B-807 IS FROM THE BORING LOG.
roject Number - 02220306.04 GEOLOGIC CROSS SECTION 2. GROUNDWATER ELEVATION FOR B-902 WAS MEASURED ON
- CLAYEY SAND ( ) GROUNDWATER ELEVATION FT, AMSL SEPTEMBER 11, 2020.
Section C to C' 3. GROUNDWATER ELEVATION FOR MW-17 WAS MEASURED ON E
� SAND, PARTIALLY WEATHERED ROCK AUGUST 26, 2020.
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Phase 7 C&D Expansion
Design Hydrogeologic Report Figure 6 Topsoil SILTY SAND
Alexander, NC
oject Number - 02220306.04 GEOLOGIC CROSS SECTION -SILTY SAND SILTY SAND
-
- Section D to D' SAND SAND
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M Y:\Projects\02220306.04\Data and Calculations\Task 1 Field Data\Boring Logs\D-D'.cro
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1910
1905
1900
1895
- CLAYEY SAND
V GROUNDWATER ELEVATION (FT, AMSL)
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NOTES:
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BORING LOG.
2. GROUNDWATER ELEVATION FOR B-902 WAS MEASURED ON SEPTEMBER 11,
2020.

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Phase 7 C&D Expansion
Design Hydrogeologic Report
Figure 7
Topsoil V
SILTY SAND
GROUNDWATER ELEVATION (FT, AMSL)
Alexander, INC
GEOLOGIC CROSS SECTION
Project Number - 02220306.04
- SAND
FT, AMSL = FEET, ABOVE MEAN SEA LEVEL
NOTES:1.
Section E to E'
SAND, PARTIALLY WEATHERED ROCK
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2. GROUNDWATER ELEVATION FOR MW-17 WAS MEASURED ON AUGUST 26, 2020.
- ROCK
3. GROUNDWATER ELEVATION FOR MW-17R WAS MEASURED ON SEPTEMBER 14, 2020.
01-05-2021
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1
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3 1960
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1950
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SEASONAL HIGH WATER TABLE SURFACE
-1980-
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PROFILE SCALE
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1900
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REVISIONS DRAWN: KLW/MSP DATE: 09-21-17 FIGURE No.
No. DESCRIPTION BY CHECKED: CAD FILE: BUNNELL-LAMMONS ENGINEERING, INC. GEOLOGIC PROFILES: CROSS -SECTIONS A -A' AND B-B'
DPO BUNCOMBE COUNTY LANDFILL - PROPOSED PHASE 6 C&D
BCLF 9378-06 PROFILES GREENVILLE, SOUTH CAROLNA 29615 APPROVED: JOB NO: 1. INC. PHONEi [phone] FAXi [phone] ALEXANDER COUNTY, NORTH CAROLINA E G U R E 11 OF
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FT,AMSL = FEET, ABOVE MEAN SEA LEVEL AS SHOWN
TOP OF BEDROCK ELEVATION NA = NOT AVAILABLE
NOTES: DRAWING N0.
TOP OF BEDROCK CONTOUR (FT,AMSL) 1 ZTHE
ONE SE MAP, INCLUDING TOPOGRAPHICDATUM ONNOUR ,19AS COMPILED BY PHOTOGRAMMETRIC METHODS FROM AERIAL PHOTOGRAPHY DATED 2020. GRID BASED ON STATE PLANE COORDINATE SYSTEM NORTH
2. TOP OF BEDROCK CONTOURS WERE GENERATED USING THE SURFER SURFACE MAPPING SYSTEM SOFTWARE VIA THE KRIGING GRIDDING METHOD AND ALTERED UTILIZING PROFESSIONAL JUDGEMENT. 12 of 12

Tables
Table 1.
Geological and Construction Summary
Table 2.
Rock Core Observations Summary
Table 3.
Geotechnical Analysis Summary
Table 4.
Hydraulic Conductivity
Table 5.
Groundwater Elevations
Table 6. Historical Groundwater Elevations
Table 7. Vertical Hydraulic Gradients
Table 8. Porosity Summary
Table 9. Groundwater Flow Rate Calculations
Table 10. Vertical Separation from Proposed Base Grades
Buncombe County C&D Landfill Expansion www.scsenclineers.com
Appendix C: Design Hydrogeologic Report

Table 1. Geological and Construction Summary
Auger Auger Bottom
Boring Top of Ground Well Refusal Refusal/Top Bedrock Screened Screened Top of of
Inrn+inn Completion Drilling Lithology Unit revzinn Surfnra nlnr+hinn Fna+inn Rnrahnla Rnrahnla rncinn nanfh PWR nanfh/nanfh of Radrnrlr nrillinn Infarvnl Infarvnl Srraan Srraan
ID Date Method Screened Elevation Elevation J Diameter Depth Diameter to PWR Elevation to Bedrock Elevation Depth Depth Elevation Elevation Elevation
(ft,AMSL) (ft,AMSL) OLin) (ft,b s) (in) ft ft,AMSL (ft,b s) ff,AMSL ft,b s ft,b s (ft,AMSL) A (ft,AMSL) (ft,AMSL
B-227 11/23/1993 Air Bedrock 1853.80 1851.80 738665.57 918588.12 6 23 2 10 1841.80 12 1839.80 12 - 23 13 - 23 1838.8 - 1828.8 1838.80 1828.80
B-404 3/12/1997 Air Bedrock 2031.06 2028.50 738018.60 919328.86 6 20 2 8 2020.50 13.5 2015.00 13.5 - 20 15 - 20 2013.5 - 2008.5 2013.50 2008.50
B-404H
3/18/1997
HSA
Sa rolite
2030.54
2028.50
737985.65
919338.28
8
13.5
2
---
---
14.2
2014.30
---
5 - 11
2023.5 - 2017.5
2023.50
2017.50
B-409
3/11 /1997
Air
Bedrock
2067.67
2065.36
738143.00
919151.00
6
60
2
9
2056.36
15.5
2049.86
15.5 - 60
50 - 60
2015.36 - 2005.36
2015.36
2005.36
B-6
---
---
---
---
2020.00
738460.63
919002.99
---
---
---
28
1992.00
33.6
1986.40
---
---
---
---
---
B-600
9/27/2004
Air
Bedrock
2055.38
2052.74
738304.63
919064.56
6
65
2
13.5
2039.24
21
2031.74
21 - 65
55 - 65
1997.74 - 1987.74
1997.74
1987.74
B-601
9/27/2004
Air
Bedrock
2056.24
2053.60
738261.55
919208.91
6
117
2
4
2049.60
20
2033.60
20 - 117
107 - 117
1946.6 - 1936.6
1946.60
1936.60
B-602
10/5/2004
Air
Bedrock
1978.36
1975.50
738417.13
919305.48
6
46
2
9
1966.50
10.5
1965.00
10.5 - 46
36 - 46
1940.5 - 1929.5
1940.50
1929.50
B-603
10/5/2004
Air
Bedrock
2013.61
2010.97
738416.85
919074.33
6
80
2
9
2001.97
19
1991.97
19 - 80
70 - 80
1940.97 - 1930.97
1940.97
1930.97
B-607
---
---
---
---
2019.40
738471.24
919019.21
---
---
---
0
2019.40
6
2013.40
---
---
---
---
---
B-622
6/18/2008
Air
Bedrock
2006.40
2003.10
737819.92
918976.04
6
46
2
9
1994.10
12
1991.10
12 - 46
36 -46
1967.1 - 1957.1
1967.10
1957.10
B-624D
6/18/2008
Air
Bedrock
1980.40
1977.10
738089.42
918774.44
6
40
2
4.5
1972.60
9.5
1967.60
9.5 - 40
30 - 40
1947.1 - 1937.1
1947.10
1937.10
B-624S
6/18/2008
Air
Sa rolite/Bedrock
1980.50
1977.20
738084.64
918775.85
6
20
2
4.5
1972.70
9.5
1967.70
9.5 - 20
10-20
1967.2 - 1957.2
1967.20
1957.20
B-625
6/13/2008
Air
Bedrock
2054.40
2051.90
737997.98
919087.53
6
61.5
2
4.5
2047.40
7.5
2044.40
7.5 - 62
51.5 - 61.5
1999.4 - 1990.4
1999.40
1990.40
B-626
6/17/2008
Air
Bedrock
1981.30
1979.70
738452.40
918226.45
6
57
2
0
1979.70
7.5
1972.20
7.5 - 57
47 - 57
1932.7 - 1922.7
1932.70
1922.70
B-627D
6/17/2008
Air
Bedrock
1882.80
1880.30
738468.93
918592.88
6
124
2
9.5
1870.80
11
1869.30
11 - 124
114 - 124
1766.3 - 1756.3
1766.30
1756.30
B-627S
6/17/2008
Air
PWR/Bedrock
1883.00
1880.10
738462.44
918589.32
6
18
2
9.5
1870.60
11
1869.10
11 - 18
8 - 18
1872.1 - 1862.1
1872.10
1862.10
B-7A
---
Air
---
---
2010.00
738176.94
919373.82
---
---
---
3
2007.00
6
2004.00
---
---
---
---
---
B-803
2/10/2017
Air
Bedrock
2044.71
2041.12
737960.77
918724.77
5
83
2
5.5
2035.62
26
2015.12
26 - 83
67.8 - 82.8
1973.32 - 1958.32
1973.32
1958.32
B-804
2/28/2017
Air
Bedrock
1990.95
1987.45
737997.78
918926.87
5
31
2
8
1979.45
17
1970.45
17 - 31
20.8 - 30.8
1966.65 - 1956.65
1966.65
1956.65
B-805
2/16/2017
Air
Bedrock
1994.45
1991.00
738196.78
918671.91
5
85
2
3
1988.00
18
1973.00
18 - 85
69.3 - 84.3
1921.7 - 1906.7
1921.70
1906.70
B-806
3/2/2017
Air
Bedrock
2026.22
2022.84
738294.33
919007.31
5
53.5
2
5.5
2017.34
12
2010.84
12 - 53.5
38.3 - 53.3
1984.54 - 1969.54
1984.54
1969.54
B-807
3/6/2017
Air
Bedrock
1987.80
1 1983.95
738393.99
918877.51
---
50
2
0
1983.95
13
1970.95
13 - 50
33.8 - 48.8
1950.15 - 1935.15
1950.15
1 1935.15
B-808D
3/9/2017
Air
Bedrock
1885.62
1882.19
738519.80
918657.78
5
33
2
---
---
13
1869.19
13 - 33
26.6 - 31.6
1855.59 - 1850.59
1855.59
1850.59
B-808S
3/10/2017
Air
Sa rolite/Bedrock
1885.79
1881.96
738523.79
918658.12
5
15.47
2
---
---
13
1868.96
13 - 15.47
5.2 - 15.2
1876.76 - 1866.76
1876.76
1866.76
B-901
9/11 /2020
Core
Sa rolite/Bedrock
2053.23
2050.34
738266.19
919040.26
8
58.7
2
---
---
45
2005.34
45 - 58.7
42 - 57
2008.34 - 1993.34
2008.34
1993.34
B-902
8/28/2020
Core
Sa rolite/Bedrock
1920.88
1918.14
738162.77
918414.67
8
20
2
---
---
10
1908.14
10-20
4-19
1914.14 - 1899.14
1914.14
1899.14
BC-127
---
---
---
---
1851.80
738683.25
918572.71
---
---
---
10
1841.80
12
1839.80
---
---
---
---
---
BC-128
---
---
---
---
1942.20
738109.15
918366.64
---
---
---
10
1932.20
16.5
1925.70
---
---
---
---
---
M-12R
9/2/2020
HSA
Sa rolite
1891.59
1888.88
738574.41
918660.60
8
5
2
---
---
---
---
---
3-5
1885.88 - 1883.88
1885.88
1883.88
MW-17
5/31 /2019
Air
Bedrock
1914.59
1910.99
738322.13
918597.22
6
26.5
2
---
---
11.5
1899.49
11.5 - 26.5
16.5 - 26.5
1894.49 - 1884.49
1894.49
1884.49
MW-17D
5/31 /2019
Air
Bedrock
1913.96
1910.14
738327.31
918601.60
6
52
2
1---
---
11.5
1898.64
11.5 - 52
41.25 - 51.751868.89
- 1858.39
1868.89
1858.39
MW-17R
9/3/2020
Air
Bedrock
1891.61
1888.96
738579.72
918661.95
8
23.5
2
---
---
4
1884.96
4 - 23.5
8.5 - 23.5
1880.46 - 1865.46
1880.46
1865.46
MW-17DR
9/2/2020
Air
Bedrock
1891.70
1889.14
738569.66
918659.32
8
39
2
4.5
1884.64
5
1884.14
5 - 39
34 - 39
1855.14 - 1850.14
1855.14
1850.14
ft,bgs = feet, below ground surface
ft = feet
ft,AMSL = feet, Above Mean Sea Level
in = inches
PWR = partially weathered rock
Note: Elevations for screened interval, top of bedrock, PWR, top of screen and bottom of screen are relative to the ground surfs

Table 2. Rock Core Observations Summary
Boring Recovery RQD
Location ID I Core Depth (ft) Lithologic Description
C&D Landfill - Phase 5
B-627D
11.5-16.5
16.5-21.5
C&D Landfill - Phase 6
15-16
16-20
20-21
21-25
B-807* 25-30
30-35
35-40
40-45
C&D Landfill -
Phase 7
B-901
45 - 46.6
46.6 - 51.7
51.7 - 53.7
53.7 - 55.35
55.35 - 58.7
B-902
10- 13.5
13.5 - 18.5
18.5 - 20
Moderately fractured, Undifferentiated
100 60 Gneiss
(quartz/feldspar/hornblende/mica).
Granitic texture.
Slightly fractured, foliated,
80 72 Undifferentiated Gneiss
(quartz/feldspar/hornblende/mica).
100
45
Feldspar, quartz, hornblende Gneiss with
well developed folations
43.5
45
12
0
80
62
56
28
56
28
87
84
100
85
69
69
Biotite/Hornblende Gneiss with Calc-
Silicate
Biotite/Horneblende Gneiss
77
65
0
0
100
90
97
97
100
83
100
92
57
28
ft = feet
RQD = rock quality designation
*Core Depths were estimated using the boring log provided in Appendix A

Table 3. Geotechnical Analysis Summary
Natual Undisturbed Atterberg Limits Particle Size (%) I
Boring Sample USCS Effective Porosity Hydraulic Pass 200
Lithology Sample Type Moisture Liquid Plastic Plasticity Gravel Sand Clay Sieve Location ID Depth (ft) Classification Content % Porosity (%) (Total) (%) Conductivity ) (%) Silt (%) (,7 (%)
( ) Limit (%) Limit (%) Index (%) (%
(cm/sec)
B-404
0 - 13
Bulk
SC-SM --- --- ---
SM 15.3 --- 39.7
---
25 21
4 ---
---
---
--- ---
B-600
5-7
ShelbyTube
2.00E-07
NP
NP
NP
---
---
---
---
---
B-622
9 - 11
Jar
SM
10.9
22
---
---
NP
NP
NP
3.01
57.79
33.86
5.34
46.27
0-2
Jar
SM
23.8
12
---
---
42
34
8
10.46
45.85
28.02
15.67
48.78
B-624S
4-6
Ea
Jar
SM
6.4
21
---
---
NP
NP
NP
25.79
53.28
13.4
7.53
24.11
B-625
4-5
Jar
SM
6.5
18
---
---
---
---
---
9.93
52.97
25.91
11.19
43.74
B-626S
0-1
Jar
ML
16.8
15
---
---
30
23
7
---
---
---
---B-626D
3-5
e
Jar
SM
8.2
20
---
---
27
24
3
---
---
---
---B-627
1 -3.5
e
Shelby Tube
SM
13.3
---
28.3
3.30E-06
---
---
---
---
---
---
---
---
B-803
1 - 2.5
Sa rolite
Split Spoon
CL
14.8
10
31.6
2.10E-07
38
23
15
0
36.6
42.8
20.6
63
B-804
2-4
Sa rolite
Shelby Tube
SM
18
24.5
37.7
1.50E-04
24
21
3
3.3
67.9
20.8
8
29
6.0 - 7.5
Sa rolite
Split Spoon
SC-SM
14.8
14.9
47
---
42
24
18
2.7
56.8
24.3
16.2
41
B-807
3.5 - 5
Sa rolite
Split Spoon
SM
4.7
26.5
47
---
24
22
2
4.5
68.7
19.8
7
27
B-808S
6 - 7.5
Sa rolite
Split Spoon
SM
18.8
27.5
44.2
5.10E-06
33
27
6
8
60.6
26.8
4.6
31
1 -3
Sa rolite
Shelby Tube
CL
17.3
---
40
2.10E-05
49
25
24
0.56
41
29.4
29.1
63
2-4
Sa rolite
Bulk
SM
9.9
---
---
---
NP
NP
NP
7.5
62.5
18.9
11.1
34
4-6
Sa rolite
Bulk
SM
11
---
---
---
NP
NP
NP
12.7
62.8
19.6
4.9
29
B-901
6-8
Sa rolite
Bulk
SM
9.9
---
---
---
NP
NP
NP
9.5
65.1
21.3
4.1
31
8 - 10
Sa rolite
Bulk
SM
5.2
---
---
---
NP
NP
NP
4.7
68.7
21.2
5.4
1 32
13.5 - 14.5
Sa rolite
Bulk
SM
10.7
---
---
---
NP
NP
NP
10.6
59.1
23.7
6.6
35
0-2
Sa rolite
Bulk
SC
5.7
---
---
---
34
21
13
3.24
61.37
26.89
8.49
41.62
2-4
Sa rolite
Bulk
SC
24.7
---
---
---
38
24
14
16.08
43.05
27.15
13.72
45.83
B-902
3-5
Sa rolite
Shelby Tube
SM
24.4
---
41
2.00E-07
NP
NP
NP
11.04
55.96
23.42
9.58
37.9
4-6
Sa rolite
Bulk
CL
18
---
---
---
1 34
19
15
6.02
48.36
24.17
21.45
50.46
6-8
Sa rolite
Bulk
SC-SM
5.9
---
---
---
25
18
7
9.83
57.47
17.18
14.93
38.14
8 - 9.5
Sa rolite
Bulk
SM
---
I ---
I ---
I ---
NP
NP
NP
1.08
75.99
18.2
4.74
29.09
--- = Not Available or Not Analyzed
NP = Not Plastic
PWR = Partially weathered rock
USCS = Unified Soil Classification System
Notes:
1. Table includes borings from adjacent C&D Landfill areas. Laboratory analyses for these samples has been submitted in previous DHRs
2. Total Porosity percentages shown in italics are based on grain size analyses as presented in the DHR for Phase 6 (BLE, 2017). Remaining total porosity values are based on laboratory tests.
3. Effective porosity values for previous borings were obtained from previous DHR submittals (CDM, 2009 and BLE, 2017).

Table 4. Hydraulic Conductivity
Well ID
Bedrock
Screened Unit
Solution Hydraulic Conductivity, K (ft/yr)
Method Falling Head Rising Head
Hydraulic Conductivity, K
ft/da
Fallin Head I Rising Head
Hydraulic Conductivity, K
ft/min
Falling Head Rising Head
MW-9
Bedrock
n/a
51
53
0.14
0.14
0.0001
0.0001
MW-91D
Bedrock
n/a
201
184
0.55
0.51
0.0004
0.0004
MW-14
PWR/Bedrock
n/a
n/a
1,128
n/a
3.09
n/a
0.0021
MW-14D
Bedrock
n/a
n/a
1,201
n/a
3.29
n/a
0.0023
B-615
Bedrock
n/a
883
475
2.42
1.3
0.0017
0.0009
B-617
Bedrock
n/a
99
256
0.27
0.7
0.0002
0.0005
B-619D
Bedrock
n/a
102
84
0.28
0.23
0.0002
0.0002
B-625
Bedrock
Bouwer-Rice
507
701
1.39
1.92
0.0010
0.0013
B-801
Bedrock
Bouwer-Rice
n/a
1,029
n/a
2.82
n/a
0.002
B-803
Bedrock
Bouwer-Rice
51
n/a
0.14
n/a
0.000097
n/a
B-804
Bedrock
Bouwer-Rice
233
n/a
0.64
n/a
0.0004
n/a
B-805
Bedrock
Bouwer-Rice
n/a
1,135
n/a
3.11
n/a
0.0022
B-806
Bedrock
Bouwer-Rice
n/a
3,650
n/a
10
n/a
0.007
MW-17DR
Bedrock
Hvorslev
57
188
0.16
0.52
0.00011
0.00036
Saprolite
B-808S
Saprolite
Bouwer-Rice
n/a
4,198
n/a
11.5
n/a
0.008
Bedrock & Saprolite
B-627S
Saprolite/Bedrock
n/a
1,124
1,197
3.08
3.28
0.0021
0.0023
Bedrock
Saprolite & Bedrock
MIN
51
0.14
0.000097
MAX
3,650
10
0.007
AVG
584
1.60
0.001116
MIN
51
0.14
0.000097
MAX
4,198
11.5
0.008
AVG
783
2.14
0.0015
AVG = average
ft/day = feet per day
ft/min = feet per minute
ft/yr = feet per year
MIN = minimum
MAX = maximum
n/a = not available

Table 5. Groundwater Elevations
Location ID
Measurement
Date
Depth to
Water ft
Groundwater
Elevation ft, AMSL
B-901
9/9/2020
NM
NM
9/11/2020
40.74
2012.49
9/ 14/2020
53.08
2000.15
_
B-902
9/9/2020
10.61
1910.27
9/11/2020
10.87
1910.01
9/14/2020
NM
NM
MW-17R
_
MW-17DR
9/9/2020
14.13
1877.48
9/11/2020
14.16
1877.45
9/ 14/2020
15.31
1876.30
9/9/2020
13.05
1878.65
9/11/2020
13.8
1877.90
9/ 14/2020
14.05
1877.65
ft, AMSL = feet, Above Mean Sea Level
NM = Not Measured
TOC = Top of Casing (PVC)
TOC Elev
(ft, AMSL)
2053.23
1920.88
d
1891.61

Table 6. Historical Groundwater Elevations
Measurement Da
-227
B-234
B-236
B-335
B-361
B-365
B-40
B-402
B-402H
B-403
B-40
B-404H
B-405
B-40
-407
B-407H
B-408
B-40
4/30/ 1997
---
2044.55
2008.84
2016.77
1961.70
---
1940.22
1964.48
1967.56
1988.75
2024.02
2022.97
2024.21
1968.44
2045.45
2045.79
2027.04
2015.53
5/5/1999
1845.01
2044.51
---
---
1961.61
---
---
---
---
---
---
---
---
---
---
---
2020.80
2014.97
9/13/1999
1843.55
2042.41
---
---
1961.33
---
---
---
---
---
---
---
---
---
---
---
---
2014.36
10/29/2001
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/7/2002
1843.75
2034.18
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4/30/2002
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6/26/2002
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10/28/2002
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3/25/2003
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9/30/2003
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3/30/2004
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9/27/2004
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10/ 14/2004
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3/3/2005
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2012.39
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9/27/2005
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3/27/2006
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9/27/2006
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4/16/2007
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9/28/2007
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3/27/2008
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6/ 18/2008
1843.64
2034.71
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1959.74
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7/17/2008
1843.64
2034.55
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1960.01
1861.31
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8/ 12/2008
1843.60
2034.43
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1958.88
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9/10/2008
1843.63
2034.24
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3/26/2009
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10/2/2009
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3/25/2010
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4/6/2010
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10/7/2010
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3/29/2011
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10/6/2011
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4/5/2012
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10/5/2012
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4/ 1 1 /2013
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10/ 10/2013
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4/ 1 1 /2014
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10/2/2014
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4/8/2015
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10/7/2015
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4/7/2016
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10/ 12/2016
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1 / 13/2017
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2/8/2017
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3/ 15/2017
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4/ 17/2017
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4/25/2017
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4/26/2017
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4/27/2017
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---
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 1 of 12

Table 6. Historical Groundwater Elevations
Measurement Da
-515
B-516
B-51
B-517D
B-518
B-518D
B-519
B-519D
B-520
B-521
B-522
B-523
B-524
B-525
B-526
B-527
B-528
B-529
30 1997
---
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5/5/ 1999
2007.12
1988.57
2010.47
2007.68
1999.49
---
1951.17
---
---
---
---
---
---
---
---
---
---
---
9/ 13/ 1999
2007.16
1986.46
2022.41
2022.16
1999.11
---
1947.62
---
---
---
---
---
---
---
---
---
---
---
10/29/2001
2005.61
1980.76
2019.96
2019.33
1999.26
1987.62
1947.65
1956.97
1983.27
1965.18
2012.98
2022.28
2023.88
2020.15
1959.43
1951.29
1909.57
1938.79
3/7/2002
2003.53
1979.08
2018.45
2017.90
1998.10
1985.71
1947.46
1956.53
1982.02
1964.88
2010.61
2021.03
2022.69
2017.01
1958.51
1950.34
1908.90
1937.36
4/30/2002
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6/26/2002
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10/28/2002
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3/25/2003
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9/30/2003
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3/30/2004
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9/27/2004
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10/ 14/2004
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3/3/2005
2007.28
1983.49
---
---
1999.05
1990.24
1951.90
1956.61
1986.77
1973.21
2014.88
2022.26
---
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1964.93
1958.17
1911.26
1938.01
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9/27/2005
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3/27/2006
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9/27/2006
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4/16/2007
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9/28/2007
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3/27/2008
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6/18/2008
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7/ 17/2008
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8/12/2008
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9/10/2008
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3/26/2009
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10/2/2009
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3/25/2010
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4/6/2010
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10/7/2010
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3/29/2011
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10/6/2011
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4/5/2012
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10/5/2012
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4/ 11 /2013
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10/ 10/2013
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4/ 11 /2014
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10/2/2014
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4/8/2015
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10/7/2015
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4/7/2016
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10/ 12/2016
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1 /13/2017
---
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2009.03
---
---
---
---
---
---
---
2/8/2017
---
---
---
---
---
---
---
---
---
---
2008.65
---
---
---
---
---
---
---
3/15/2017
---
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---
---
---
---
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---
---
2008.01
---
---
---
---
---
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---
4/17/2017
---
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---
---
---
---
---
---
---
---
2007.64
---
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---
---
---
---
---
4/25/2017
---
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---
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4/26/2017
---
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---
---
4/27/2017
---
---
---
---
---
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 2 of 12

Table 6. Historical Groundwater Elevations
Measurement Date
B-530
B-600
B-601
B-602
B-603
B-605
B-606 B-609
B-614
B-615
B-616
B-617
B-618
B-619D
B-619S
B-620
B-621
B-622
30 1997
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5/5/ 1999
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9/ 13/ 1999
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10/29/2001
1980.46
---
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3/7/2002
1977.87
---
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4/30/2002
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6/26/2002
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10/28/2002
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3/25/2003
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9/30/2003
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3/30/2004
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9/27/2004
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10/14/2004
---
2011.61
1962.15
1951.83
1953.21
1939.20
1953.48
1921.83
---
---
---
---
---
---
---
---
---
---
3/3/2005
1983.19
2010.90
1963.26
1955.74
1953.48
1942.76
1952.62
1923.44
---
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9/27/2005
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3/27/2006
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9/27/2006
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4/16/2007
---
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---
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9/28/2007
---
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---
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---
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3/27/2008
---
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---
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---
---
---
---
---
---
---
---
---
---
---
---
6/18/2008
---
---
---
---
---
---
1951.51
1919.76
2004.73
1987.69
1969.49
1960.42
1940.73
1951.75
1953.86
1891.20
1937.93
1991.90
7/17/2008
---
---
---
---
---
---
1951.30
1920.12
2003.69
1984.45
1968.93
1960.08
1940.45
1951.73
1953.67
1890.69
1937.80
1992.59
8/12/2008
---
---
---
---
---
---
1951.14
1919.45
2003.05
1981.60
1967.99
1959.54
1940.33
1951.32
1952.88
1890.63
1937.66
1991.11
9/10/2008
---
---
---
---
---
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1950.92
1919.32
---
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1992.16
3/26/2009
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10/2/2009
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3/25/2010
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4/6/2010
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10/7/2010
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3/29/2011
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10/6/2011
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4/5/2012
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10/5/2012
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4/ 11 /2013
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10/ 10/2013
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4/ 11 /2014
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10/2/2014
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/8/2015
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/7/2015
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/7/2016
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 12/2016
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
1 /13/2017
1988.62
---
---
---
---
---
1958.57
---
---
---
---
---
---
---
---
---
---
1990.82
2/8/2017
1988.67
---
---
---
---
---
1958.47
---
---
---
---
---
---
---
---
---
---
1991.52
3/15/2017
1988.08
---
---
---
---
---
1957.79
---
---
---
---
---
---
---
---
---
---
1991.78
4/17/2017
1987.95
---
---
---
---
---
1957.56
---
---
---
---
---
---
---
---
---
---
1994.55
4/25/2017
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/26/2017
---
---
---
---
4/27/2017
---
---
---
---
---
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 3 of 12

Table 6. Historical Groundwater Elevations
Measurement Date
B-623
B-624D
B-624S
B-625
B-626
B-627D
B-627S B-628
B-801
B-802
B-803
B-804
B-805
B-806
B-807
B-808D
B-808S
B-901
30 1997
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
5/5/ 1999
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/ 13/ 1999
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/29/2001
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/7/2002
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/30/2002
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
6/26/2002
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/28/2002
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/25/2003
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/30/2003
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/30/2004
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/27/2004
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 14/2004
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/3/2005
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/27/2005
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/27/2006
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/27/2006
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/16/2007
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/28/2007
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/27/2008
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
6/18/2008
1940.22
1947.19
---
2004.75
1932.53
1873.72
1875.17
1933.66
---
---
---
---
---
---
---
---
---
---
7/17/2008
1939.73
1948.60
---
2010.27
1931.63
1882.68
1875.10
1934.48
---
---
---
---
---
---
---
---
---
---
8/12/2008
1939.45
1945.32
---
2010.37
1931.65
1882.78
1873.45
1932.70
---
---
---
---
---
---
---
---
---
---
9/10/2008
1939.15
1942.53
---
2010.82
1931.44
1882.80
1874.24
1931.59
---
---
---
---
---
---
---
---
---
---
3/26/2009
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/2/2009
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/25/2010
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/6/2010
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/7/2010
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/29/2011
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/6/2011
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/5/2012
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/5/2012
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/ 11 /2013
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 10/2013
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/ 11 /2014
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/2/2014
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/8/2015
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/7/2015
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/7/2016
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 12/2016
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
1 /13/2017
---
1953.20
1958.52
2011.32
---
---
---
1937.93
---
---
---
---
---
---
---
---
---
---
2/8/2017
---
1953.46
1958.50
2011.36
---
---
---
1937.94
---
---
---
---
---
---
---
---
---
---
3/15/2017
---
1952.71
1958.47
2010.90
---
---
---
1938.14
2029.92
---
1981.58
1979.84
1915.60
1980.17
1948.25
1874.69
1876.49
---
4/17/2017
---
1953.08
1962.38
2011.02
---
---
---
1938.00
2030.45
2032.09
1981.12
1980.95
1914.34
1978.43
1947.68
1875.43
1876.99
---
4/25/2017
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/26/2017
---
---
---
---
4/27/2017
---
I ---
---
---
---
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 4 of 12

Table 6. Historical Groundwater Elevations
Measurement Date
B-902
MW-1
MW-1 D
MW-2
MW-2D
MW-3R
W-4 MW-4D
MW-5
MW-5D
W-6
MW-7
MW-8
MW-8D
W-9
MW-9D
MW-10
MW-IOD
4/30/ 1997
---
---
---
---
---
---
1932.50
1931.69
1939.89
1939.56
1957.68
1974.33
---
---
---
---
---
---
5/5/1999
---
---
---
---
---
---
1930.92
1929.90
1939.61
1938.37
1957.43
1974.47
---
---
1950.97
1950.80
---
---
9/13/1999
---
---
---
---
---
---
1929.88
1927.67
---
---
1957.07
1974.11
---
---
1950.25
1950.08
---
---
10/29/2001
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/7/2002
---
---
---
---
---
---
1928.86
1926.96
1937.97
1936.41
1954.18
1970.20
---
---
1951.65
1951.52
---
---
4/30/2002
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
6/26/2002
---
---
---
---
---
---
1929.94
1928.68
1938.44
1936.93
1954.80
1970.59
---
---
1951.14
1951.03
---
---
10/28/2002
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/25/2003
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/30/2003
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/30/2004
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/27/2004
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 14/2004
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/3/2005
---
---
---
---
---
---
1935.49
1934.60
1942.05
1940.48
1960.13
1974.45
---
---
1953.28
1953.15
---
---
---
---
---
9/27/2005
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/27/2006
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/27/2006
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/16/2007
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
9/28/2007
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/27/2008
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
6/18/2008
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
7/ 17/2008
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
8/12/2008
---
---
---
---
---
---
1929.71
1928.93
1939.75
1937.67
1956.16
---
---
---
---
---
---
---
9/10/2008
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/26/2009
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/2/2009
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/25/2010
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/6/2010
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/7/2010
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/29/2011
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/6/2011
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/5/2012
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/5/2012
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/ 11 /2013
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 10/2013
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/ 11 /2014
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/2/2014
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/8/2015
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/7/2015
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/7/2016
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
10/ 12/2016
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
1 /13/2017
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
2/8/2017
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
3/15/2017
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/ 17/2017
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/25/2017
---
---
---
---
---
1916.89
1934.48
1932.90
1943.76
1943.28
1960.75
1974.10
---
---
---
---
1940.58
1940.27
4/26/2017
---
1949.69
1948.15
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
4/27/2017
---
---
---
1912.24
1911.51
---
---
---
---
---
---
---
1926.73
1928.24
---
---
---
---
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 5 of 12

Table 6. Historical Groundwater Elevations
FA
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 6 of 12

Table 6. Historical Groundwater Elevations
MeasurementDate
10/20/2017
SH Elevation
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 7 of 12

Table 6. Historical Groundwater Elevations
MeasurementDate
10/20/2017
SH Elevation
mom
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 8 of 12

Table 6. Historical Groundwater Elevations
Measurement Date
10/20/2017
SH Elevation
MOM
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 9 of 12

Table 6. Historical Groundwater Elevations
MeasurementDate
0
10/20/2017
SH Elevation
mom
SH = Seasonal High
Note: Groundwater elevations shown in feet, above mean sea level. Page 10 of 12

Table 7. Vertical Hydraulic Gradients
Well Classific
Well ID
Shallow
MW-17
Dee
Shallow
Dee
MW-17D
MW-17R
MW-17DR
Middle of Screen Elevation ft, AMSL
1893.09
1867.46
1875.61
1855.2
Groundwater Elevation ft, AMSL
1893.24
1884.41
1876.30
1877.65
Vertical Gradient (ft)
1 0.34
-0.07
ft = feet
ft, AMSL = feet, Above Mean Sea Level

Table 8. Porosity Summary
Amiffiar UnfmarinUM jP
Phase IX Borings B-901 and B-902
40
- 41
Phase 5 Design Hydrogeologic Investigation
Geotechnical Testing Results
8 -
66
Groundwater Flow Velocity Calculations
15
Phase 6 Design Hydrogeologic Report
Soil Laboratory Results
10
- 65
Groundwater Flow Velocity Calculations
Freeze & Cherry
Bedrock - Fractured crystalline rock
5 -
0 -
28
10
Bedrock - Dense crystalline rock
0-5
Sand
25
- 50
Silt
35
- 50
Clay
40
- 70

Table 9. Groundwater Flow Rate Calculations
Porosity (unitless) 157.
Minimum Hydraulic Conductivity (ft/yr) 51
Maximum Hydraulic Conductivity (ft/yr) 4,198
Average Hydraulic Conductivity (ft/yr) 783
Groundwater Flow Rate (ft/yr)
Contour Intervals Horizontal
(dH = 10 ft) dL (ft) Hydraulic Minimum Hydraulic Maximum Hydraulic Average Hydrauli
Gradient (ft/ft) Conductivity (ft/yr) Conductivity (ft/yr) Conductivity (ft/yrj
i
2040 - 2030
0.132
45
3,697 689
76
2020 - 2010
59
0.170
58
4,766
889
2000 - 1990
94
0.107
36
2,985
557
1980 - 1970
79
0.126
43
3,527
658
1960 - 1950
28
0.356
121
9,972
1,860
1940 - 1930
1 46
0.219
74
6,127
1,143
1920 - 1910
53
0.190
65
5,330
994
1900 - 1890
45
0.225
76
6,287
1,173
Minimum
0.107
36
2,985
557
Maximuml
0.356
121
9,972
1,860
Averagel
0.191
65
1 5,336
1 995
dH = change in head (see groundwater contour lines shown on Figure 9, Groundwater Contour Map)
dL = change in distance (see hydraulic gradient lines shown on Figure 9, Groundwater Contour Map)
ft = feet
ft/ft = feet per foot
ft/yr = feet per year

Table 10. Vertical Separation from Proposed Base Grades
Installation Estimated 2020 Estimated Seasonally High Groundwater Top of Bedrock
Boring Ground Topographic Proposed Top of
Location ID Surface Surface Elevation Base Grade Groundwater Vertical Bedrock Vertical
[ievanun Cievanun [ievanun LicvunUn acNuiunUn F-Mvuiwn acNuiunUn
ft, AMSL ft, AMSL ft, AMSL ft, AMSL (ft) (ft, AMSL (ft)
B-409 2065.36 2061 2061.0 2015.53 45.5 2049.86 11.1
B-624D
1977.10
1976
1973.0
1953.46
19.5
1967.60
5.4
B-624S
1977.20
1977
1973.0
1964.03
9.0
1967.70
5.3
B-805
1991.00
1952
1956.5
1915.60
40.9
1952.00
4.5
B-902
1918.14
1917
1919.0
1910.27
8.7
1908.14
10.9
MW-17
1910.99
1911
1911.5
1893.24
18.3
1899.49
12.0
MW-17D
1910.14
1910
1909.0
1884.41
24.6
1898.64
1 10.4
ft, bgs = feet, below ground surface
ft = feet
ft, AMSL = feet, Above Mean Sea Level
Notes:
1. Grading will not be required near B-409; thus, the proposed base grade elevation is the 2020 topographic surface.
2. Approximately 39 ft of material has been excavated in the vicinity of B-805 since the drilling of the boring in 2017. Therefore, the 2020
topographic surface elevation was used as the top of bedrock elevation for B-805 for purposes of calculating the vertical separation.

Appendix A
Boring Logs and Well Construction Details
Buncombe County C&D Landfill Expansion
Appendix C: Design Hydrogeologic Report
www.scsenQineers.com

CAMP DRESSER & McKEE
Sheet 1 of 2
CDM
BORING LOG&
MONITORING WELL DETAIL
622
Client: Buncombe County
Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
Drilling Contractor: A&E Drilling Surface Elevation (ft.): 2003.1
Drilling MethodlRig: HSA 8.5" OD/CME 750x/Schram T450 Total Depth (ft.): 46
Drillers: Lee Brown/Billy Nash
Depth to Initial Water Level (ft. BGS): 14.5
Drilling Date: Start: 6/4/2008
End: 6/18/2008 Development Method:
Borehole Coordinates:
Field Screening Instrument:
N E
togged By: D. Caldwell & D. Forbes
Development Date: Start End Top of Riser Elevation (ft.):
a
Sample
C
!0
2
a
�
o
C
? c
Material
CJ
a CDlDepth
v.
Well Construction
m 1—
Number
c
n c
>
rn�
.Nr
inn
Description
r
[9
(ft.)
Detail
a�
mco
iL
Protective Casing
2003.1
Ground Surface
2
SM
Dry, loose, brown, fine to coarse SAND,
;
0
Type II Portland
s
some silt, trace gravel, few roots.
Cement
3
3
Moist, medium dense, brownlyellow
'
19$8.1
NiM
4
5S
S-2
24/20
mottled, fine to coarse SAND, some slit,
•:
little gravel.
-RESIDUAL. SOIL-
1993.1
5/5
PW R
Dry, very dense, graylblacklorange
mottled, fine to coarse SAND, little silt,
trace gravel.
10
-PARTIALLY WEATHERED ROCK -
Auger refusal at 12 feet below ground
surface. Continued into bedrock with Air
Rotary to first water bearing fracture.
1988.1
15
1983.1
EXPLANATION OF ABBREVIATIONS
REMARKS
DWLLING METHODS:
SAMPLING TYPES;
Shelby Tube from 1 to 3 feet below ground surface.
HSA - HDllow Stem Auger
AS - Auger/Grab Sample
$SA - Solid Stem Auger
CS - California Sampler
HA - Hand Auger
BX - 1.5" Rock Core
AR - Air Rotary
NX - 2.1" Rack Core
DTR - Dual Tube Rotary
GP - Geoprobe
FIR - Foam Rotary
HP - Hydro Punch
MR - Mud Rotary
SS - Split Spoon
RC - Reverse Circulation
ST - Shelby Tube
CT - Cable Tool
WS - Wash Sample
JET - Jetting
OTHER:
o Driving
DTC - Drill Through Casing
AGS - Above Ground
Surface
Reviewed by: Date:

CAMP DRESSER & McKEE
Sheet 2 of 2
BORING LOG&
CDM
MONITORING WELL DETAIL
622
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
Q
m
Sample
c
a�
2 a
c
N CD
3 c
ID
'
m
c
E
m
Material
L o
m
Elev.
Well Construction
Depth
Number
a
Description
Detail
m
w
a
ii
1983.1
20
1978.1
25
1973.1
30
6" Fracture at 31 feet
1971.1
Bentonite Chips 32.0
1969.1
6" Fracture at 34 feet
#2 Filter Sand 34.0
1968.1
..
35
2" PVC, Schedule
40, 10-slot
Fracture present from 39 to 41 feet
1963.1
40
1958.1
45
�: 1957.E
499.1
46.0
1953.1
50
194B.1
55
1943.1

CAMP DRESSER & McKEE
Sheet
1 of 2
BORING LOG&
CDM
MONITORING WELL DETAIL
624S
Client: Buncombe County
Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC
Project Number: 6447-65973
Drilling Contractor: Reuben Caldwell Drilling
Surface Elevation (ft.). 1977.2
Drilling Method/Rig: Air Rotary 6" OD/Schramm T450
Total Depth (fit.): 20
Drillers: Billy Nash
Depth to Initial Water Level (ft. BGS):
Drilling Date: Start: 6/18/2008 End: 6/18/2008
Development Method:
Borehole Coordinates:
Field Screening Instrument:
N E
Logged By: D. Caldwell & D. Forbes
Development Date: Start End
Top of Riser Elevation (ft.):
CL
Sample
m
N g a
y
�
E w
o
? c
Material
n o
Elev.
Well Construction
Number
s
3
,� 7
``
Description
2 -�
p
(ft.)
Detail
m
o
ii
of
Protective Casing
1977.2
Ground Surface
See 624D for soil profile
information.
0
Type II Portland
Cement
1972.2
1969,2
5
1971.2
Bentonite Chips
6.0
#2 Filter Sand
. -
8.0
1967.2
10
2" PVC, Schedule
40, 10-slot
':
1962.2
15
11957.2,
" 1957.7
EXPLANATION OF ABBREVIATIONS
REMARKS
DRILLING METHODS: SAMPLING TYPES:
Shallow well of nested pair.
HSA - Hollow slam Auger AS - Auger/Grab Sample
SSA - Solid Stem Auger CS - California Sampler
'
HA - Hand Auger BX - 1.5" Rock Core
AR - Air Rotary NX - 2.1" Rock Cora
DTR - Dual Tube Rotary GP - Geoprobe
FIR- Foam Rotary HP - Hydro Punch
MR - Mud Rotary SS - Split Spoon
RC - Reverse Circulation ST - Shelby Tube
CT - Cable Tool WS - Wash Sample
JET - Jetting OTHER:
D - Driving AGS - Above Ground
DTC - Drill Through Casing Surfaw
Reviewed by: Date:

CAMP DRESSER & McKEE
Sheet 2 of 2
CDM
BORING LOG&
MONITORING WELL DETAIL
624S
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
0. o
E cL
Sample
c
2 a E
m Q
y U
C
i'
E m
o
Material
r rn
O
Elev.
Depth
Well Construction
{m �-
Number
m a
o �
>
ai
.�
Description
(ft.}
Detail
1957.2
20
1952.2
25
1947.2
30
1942.2
25
1937.2
20
1932.2
45
1927.2
50
1922.2
25
1917.2

CAMP DRESSER & McKEE
Sheet 1 of 2
CDM
BORING LOG&
MONITORING WELL DETAIL
624D
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
Drilling Contractor: A&E Drilling Surface Elevation (ft.): 1977.1
Drilling Method/Rig: HSA 8.5" OD/CME 750x/Schram T450 Total Depth (ft.): 40
Drillers: Lee Brown/Billy Nash Depth to Initial Water Level (ft. BGS): 33.2
Drilling Date: Start: 6/5/2008 End: 6/18/2008 Development Method:
Borehole Coordinates: Field Screening Instrument:
N E Logged By: D. Caldwell & D. Forbes
Development Date: Start End Top of Riser Elevation ft):
C
cL Q
Sample
F=
� E
o D
Material
r o
Elev.
Well Construction
Depth
ft)
m
to
Number
C m Q
3
>
rn U
rn
Description
E�
Detail
m m
cn
cry
iE
of
Protective Casing
1977.1
Ground Surface
SM
Moist, loose, reddish brown, fine to
0
Type 11 Portland
SS
S-1
24118
coarse SAND, some silt, trace gravel.
Cement
3
PWR
Dry, very dense, orangelbrown mottled
fine to coarse SAND, some gravel, little
1972.1
5
SS
S-2
5014,,
16112
silt.
Relict rock fabric visible.
-PARTIALLY WEATHERED ROCK -
A few rock fragments recovered.
1967.1
Auger refusal at 9.5 feet below ground
10
surface. Continued into bedrock with Air
Rotary to first water bearing fracture.
1962.1
15
9957.1
EXPLANATION OF ABBREVIATIONS
REMARKS
DRILLING METHODS: SAMPLING TYPES:
Deep well of nested pair.
HSA - Hollow Stem Auger AS - AugedGrab Sample
SSA - Solid Stem Auger CS - California Sampler
HA - Hand Auger BX - 10 Rock Core
AR - Air Rotary NX - 2.1" Rock Core
DTR - Dual Tube Rotary GP - Geoprobe
FIR - Foam Rotary HP - Hydro Punch
MR - Mud Rotary SS - Split Spoon
RC - Reverse Circulation ST - Shelby Tube
CT - Cable Tool WS - Wash Sample
JET - Jetting OTHER:
D - Driving AGS - Above Ground
ITC - Drill Through Casing Surface
Reviewed by: Date:

CAMP DRESSER & McKEE
Sheet 2 of 2
WM
BORING LOG&
MONITORING WELL DETAIL
624D
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
+M
le
E
aZn
m
°
Material
Elev.
Wel Construction
Depth
i!Sam
�
w
Description
[�
(ft.)
Detail
m
�
o
1957.1
20
Soft zonelfracture from 23 to 25 feet
1952.1
128.0
25
1951.1
Bentonite Chips 26.0
Soft zonelfracture from 27 to 28 feet
1949.1
92 Filter Sand
1947.1
30
2" PVC, Schedule
40, 10-slot
Large fracture from 33 to 37 feet
producing good water
1942.1
35
1937.1
1937.6
•' �g�y,1
40
40.0
1932.1
45
1927.1
50
1922.1
55
1917.1

CAMP DRESSER & McKEE
Sheet 1 of 3
BORING LOG&
CDM
MONITORING WELL DETAIL
625
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
Drilling Contractor: A&E Drilling Surface Elevation (ft.): 2051.9
Drilling Method/Rig: HSA 8.5" ODICME 750x/Schram T450 Total Depth (ft.): 62
Drillers: Lee Brown/Billy dash Depth to Initial Water Level (ft BGS): 47.5
Drilling Date: Start. 6/9/2008 End: 6/13/2008 Development Method:
Borehole Coordinates: Field Screening Instrument:
N E Logged By: D. Caldwell
Development Date: Start End Top of Riser Elevation (ft.):
Material
� o
Dpt
Well Construction
F
Numbsr
= `E° C
v
3 c
o
E 4)
c6n
m'
.�
Description
(ft)Detail
m
o
ii
Protective Casing
2051.9
Ground Surface
UGE
Z No sample at surface. Material was
0
Type 11 Portland
moved into place by bulldozer while
Cement
clearing area.
2046 9
SS
S 1
510
16I14
SM
Dry, very dense, brown, fine to coarse
PWR
SAND, little gravel and silt.
RESIDUAL SOIL- /
5
Dry, very dense, brownish gray, fine to
coarse SAND, Iittel gravel and silt.
-PARTIALLY WEATHERED ROCK -
Auger refusal at 7.5 feet below ground
surface. Continued into bedrock with Air
Rotary to first water beating fracture.
2041.9
10
2036.9
15
2031.9
EXPLANATION OF ABBREVIATIONS
REMARKS
DRILLING METHODS: SAMPLING TYPES:
HSA - Hollow Stem Auger AS - Auger/Grab Sample
SSA - Solid Stem Auger CS - California Sampler
HA - Hand Auger BX - 1.6' Rock Core
AR - Air Rotary NX - 2.1" Rock Core
DTR - Dual Tuba Rotary GP - Geoprobo
FR - Foam Rotary HP - Hydro Punch
MR - Mud Rotary SS - Split Spoon
RG - Reverse Cirtulalion ST - Shelby Tube
CT - cable Tool WS - Wash Sample
JET - Jetiing OTHER:
D - Driving AGS - Above Ground
OTC - Drill Through Casing Surface
Reviewed by: Date:

CAMP DRESSER & McKEE
Sheet 2 of 3
BORING LOG&
CDM
MONITORING WELL DETAIL
625
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
a
E>
Sample
c
2 E
N�a
y U
E�
_ c
Material
a o,
d
Elev.
Depth
Well Construction
m F-
Number
a �, o,
o 5
�0
0 p
� a
roo,
in N
Description
12
L7
p
(ft.)
Detail
o
m
op
�
y
a
L-
2031.9
20
2026.9
25
2021.9
30
2016.9
35
2011.9
40
2006.9
45
2001.9
Bentonite Chips
2002.4
49.5
50
2000.4
#2 Filter Sand
:'•.
:'.
51.5
2" PVC, Schedule
40, 10-slot
1996.9
55
1991.9

CAMP DRESSER & McKEE
Sheet 3 of 3
CDM
BORING LOG&
MONITORING WELL DETAIL
625
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
a
Sample
c
E
N m a
N
c
CO
v,
Material
c
Dep to
Well Construction
tu
Number
c a
o __
.�
Description
-�
Detail
a
m�
`L
1991.9
60
•' 1990.9
69kb.4
61.5
1986.9
75
1981.9
70
1976.9
75
1971.9
To-
1966.9
85
1961.9
90
1956.9
95
1951,9

cm
A Division of Camp Dresser & McKsa fnc.
5400 Glenwood Avenue
Suite 300
Raleigh, NC 27612
Test Borina Loa [phone]
Client: Buncombe County
Drilling Contractor
Company: Caldwell Drilling, Inc.
Boring No.:
Page: 1 of
Total Elevation:
Depth:
N: E:
Project Name: C&D Landfill Expansion
Project Location:
Buncombe County Landfill
Project Number:. 6447--fld.rt
Driller:
Drilling Method: 14 M Type:
Hammer Weight: 140 Ibs Hammer Drop Height: 30" Bit size/ Hole size: Spoon Size: 2" OD O Auto O Manual Hammer
Location Sketch
Monitoring Equipment Used:
Elevations 1 Depths
Logged By: D. Caldwell
Title: Geotechnical Eng.
Date Start:
Date Finish:
Depth to
Depth
Date
Time
Ground Surface:
Top of Casing:
Top of Screen:
Bottom of Screen:
Water
Total
disturbed
undisturbed
Samples
Depth
Sample No.
Blows per
6"
Sample
Depth
Advance 1
Recov.
In Situ
Test
Strata
Change
Sample Description
1
2
4
5
6
7
8
9
0
S —
3
Gf
Zlr�
��
►wa, l- 16s0
. C `
�aIq &hd
a
Sample Types
Consistency vs. Blowcount 1 Foot
Burmeister Classification
S -- Split Spoon
U -- Undisturbed Tube
C -- Rock Core
A -- Auger Cuttings
Granular Sand :
V. loose: 0-4 Dense: 30-50
Loose: 4-10 V. Dense: >50
M. Dense: 10-30
Fine Grained (Clay):
V.Soft: < 2 Stiff: 8-15
Soft: 2-4 V. Stiff: 15-30
M. Stiff: 4-8 Hard: >30
and 35-50%
some 20-35%
true 10-20%
trace <to%
Moisture, density, color
Remarks:
Updated On: 04109/01

CAMP DRESSER & McKEE
Sheet 1
of 1
CDM
BORING LOG&
MONITORING WELL DETAIL
627S
Client: Buncombe County
Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC
Project Number: 6447-65973
Drilling Contractor: Reuben Caldwell Drilling
Surface Elevation (ft.): 1880.1
Drilling Method/Rig: Air Rotary 6" OD/Schramm T450
Total Depth ft): 18
Drillers: Billy Nash
Depth to Initial Water Level (ft. BGS): 4.9
Drilling Date: Start: 6/6/2008 End: 6/17/2008
Development Method:
Borehole Coordinates:
Field Screening Instrument:
N E
togged By: D. Caldwell & D. Forbes
Development Date: Start End
Top of Riser Elevation ft):
a
E a
Sample
p
�
2 E
w :6
aL
�,
C
a.1
i
� �
Material
�
a o
Elev.
Well Construction
Depth
m l—
Number
c aa) g
o c
o
.N
Description
2-
ft
detail
ILL
Protective Casing
1880.1
Ground Surface
UGE
See 627D for soil and bedrock profile
0
Type ll Portland
information.
Cement
1875.1
5
1871.1
Bentonite Chips
9.0
1870.1
10
18ti9.1
#2 Filter Sand
:.
11.0
2" PVC, Schedule
:..
40, 10-slot
...
1865.1
'€15
1862.6
' •'
9$$E.1
18.0
1860.1
EXPLANATION OF ABBREVIATIONS
REMARKS
DRILLING METHODS: SAMPLING TYPES:
Shallow well of nested pair.
HSA - Hollow Stem Auger AS - Auger/Grab Sample
SSA - Solid Stem Auger CS - California Sampler
HA Hand Auger 13X - 1.5" Rock Core
AR - Air Rotary NX - 2.1" Rock Core
DTR - Dual Tube Rotary GP - Geoprobe
FR - Foam Rotary HP - Hydra Punch
MR - Mud Rotary SS - Split Spoon
RC - Reverse Circulation ST - Shelby Tube
C7 Cable Tool WS - Wash Sample
JET - Jetting OTHER:
D - Driving AGS - Above Ground
DTC - 'n'll Through Casing surface
Reviewed by: Date:

CAMP DRESSER & McKEE
Sheet 1 of 4
CDM
BORING LOG&
MONITORING WELL DETAIL
627D
Client: Buncombe County
Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, INC Project Number: 6447-65973
Drilling Contractor; A&E Drilling Surface Elevation (ft.). 1880.3
Drilling Method/Rig: HSA 8.5" OD/CME 750x/Schram T450 Total Depth (ft.): 124
Drillers: Lee Brown/Billy Nash
Depth to Initial Water Level (ft. BGS): 6.5
Drilling Date: Start: 6/17/2008
End: 6/17/2008 Development Method:
Borehole Coordinates:
Field Screening Instrument:
N E
logged By: D. Caldwell & D. Forbes
Development Date: Start End Top of Riser Elevation (ft.):
a o
Sample
1=
E E
N=
Q Z
?
Material
rn
Elev.
Well Construction
cul
Number
c '� EL
y
3 E
e
E
10 a'
.�
Description
o
Depth
Detail
.S
m
(ft.)
d
m
ii
Protective Casing
1880.3
Ground Surface
4
SM
Moist, loose to medium dense, brown,
0
Type II Portland
6
fine to coarse SAND, some silt, little
Cement
2416
4
gravel.
Moist, medium dense, brown, fine to
ao13o
5
SS
S-2
6
24118
coarse SAND, some silt, little gravel.
1875.3
5
PW R
Mo sst, verydense, black/brawn mottled_
1870.3
SS
S-3
Z
10140
fine to medium SAND, some silt.
10
Auger refusal 11 feet below ground
surface
'
1:45
E
NETS
1:55
Hard, fresh to completely weathered,
light to dark gray, fine to medium
"
NQ
C-1
2:25
60160
grained, UNDIFFERENTIATED
,
2:15
GNEISS; heavily foliated, high angle,
'
1865.3
extremely close; joint set horizontal to
; "
15
2:55
low angle, extremely close to close,
,
rough, stepped, fresh to disintegrated,
open.
"
:1
1:15
Hard, fresh to completely weathered,
light to dark gray, fine to medium
NQ
C-2
1:10
60148
grained, UNDIFFERENTIATED
GNEISS; heavily foliated, high angle,
1:20
1860.3
EXPLANATION OF ABBREVIATIONS
REMARKS
DRILiNG METHODS:
SAMPLING TYPES:
Deep well of nested pair.
HSA - Hollow Stem Auger
AS - AugerlGrab Sample
SSA - Solid Stem Auger
HA- Hand Auger
CS - c Sampler
BX 1.6
- 1.5' Rock Core
Shelby Tube from 1 to 3.5 feet below round surface.
y �
AR - Air Rotary
NX - - 2.1" Rock Core
OTR - Dual Tube Rotary
GP - Geoprobe
FIR - Foam Rotary
HP - Hydm Punch
MR - Mud Rotary
SS - Split Spoon
RC - Reverse Circulation
ST - Shelby Tube
CT Cable Tool
JET - Jetting
WS - Wash Sample
OTHER:
11 - Driving
OTC - Drill Through Casing
AGS - Above Ground
surface
Reviewed by: Date:

CAMP DRESSER & McKEE
Sheet 2 of 4
BORING LOG&
CAM
MONITORING WELL DETAIL
627D
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
a K
Sample
E. _
E
c ID
e
?
Material
U
a
Elev.
Depth
Well Construction
co
Number
D g.
c
0 v
.�
Description
Detail
d
C°
0
�
LL
1860.3
NEIS
3 angle, extremely close to close, rough,
20
1:20
stepped, fresh to disintegrated, open.
Continued into bedrock with Air Rotary
to first water bearing fracture.
1855.3
25
1850.3
30
1845.3
35
1840.3
4D
1835.3
45
1830.3
50
1825.3
555
1820.3

CAMP DRESSER & McKEE
Sheet 3 of 4
CDM
BORING LOG&
MONITORING WELL DETAIL
627D
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
E cL
Sample
C
�
N Q
w
�
E
O
m=
Material
Q o
Depth
Well Construction
�m
Number
g
a —
U
.�
Description
—�
{ �
Detail
m
m
�
a
i'
1820.3
60
1815.3
65
1810.3
TO
1805.3
75
1800.3
B0
1795.3
85
1790.3
90
1785.3
95
1780.3

CAMP DRESSER & McKEE
Sheet 4 of 4
BORING LOG&
CDM
MONITORING WELL DETAIL
627 D
Client: Buncombe County Project Name: C&D Landfill Expansion
Project Location: Buncombe County Landfill, Asheville, NC Project Number: 6447-65973
E Q
Sample
p
c
E
� 6 E
Q
a�
w
C
n
E
C
R m
Material
r
o
Elev.
Depth
^� Well Construction
m i—
Cn
Number
c a
v
cfl
cn
n
.y
E
Description
—+
C7
t)
Detail
o
m
m
$
Q
LL
1780.3
100
1775.3
105
il
1770.3
1770.3
710
Bentonite Chips 110.0
1768.3
#2 Filter Sand :'. 12.0
1765.3
2^ PVC, Schedule
115
40, 10-slot '.
Small fracture at 118 feet
1760.3
120
.. 1756.8
128693
124.0
1755.3
125
1750.3
120
1745.3
125
1740.3

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-803
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-7-17 END: 2-10-17
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 2041.12
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: -7- 59.94 AFTER 24 HOURS: V 59.44 CAVING>=
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
n DETAILS
U) 2 5 10 20 30 40 50 70 90
Hard, grayish -brown, dry to
SURFACE COMPLETION
2040
slightly moist, fine to medium
g
............. ...................:
3.59 foot stick-up
sandy CLAY - (residuum)
13
�.
Top of PVC casing elev. = 2,044.71
24
feet
Very hard, grayish -brown, dry to
16
...... ......... .............
Ground surface elev. = 2,041.12
slightly moist, fine to medium
41
""'""-"" " " ""
feet
'ng
sandy CLAY
:..:�
Northing 737,960.77
= 4'
t I
5
Eo
91 766
as ing = 8,724 .
PARTIALLY WEATHERED ROCK
2035
18
................ - W/2
which sampled as very hard,
50/2"
gray, dry, micaceous, fine to
medium sandy SILT
50/1"
10
.........
2030
..........:......:..:..:...
.................
50/2"
15
.........
2025
..........:......:..:..:...
50/1"
20
......... .. .... ....:......:
en oni a seal, 0 o ee
B t t t 66 O feet
2020
..........:......:..:..:...
:..:....:....:............. /2
W/2"
25
.........
Auger refusal at 26 feet
2015
..........:...
Drill cuttings which sampled as
feldspar, quartz, hornblende,......
......... 7...
GNEISS
30
..........:......:..:..:...
2010
..........:......:..:..:...
35
.........
2005
..........:......:..:..:...
GROUNDWATER MONITORING WELL NO. B-803
Sheet 1 of 3

,I L MINC.
GROUNDWATER MONITORING WELL NO. B-803
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
ELEVATION/ DESCRIPTION
DEPTH (FT)
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-7-17 END: 2-10-17
LOCATION: Buncombe County, North Carolina ELEVATION: 2041.12
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: -7- 59.94 AFTER 24 HOURS: V 59.44 CAVING>=
SOIL ICI STANDARD
PENETRATION RESULTS I MONITOR DEL INSTALLATION
TYPEBLOWS/FOOT
2 5 10 20 30 40 50 70 90
Drill cuttings which sampled as
2000
feldspar, quartz, hornblende,
"" .........
GNEISS
45
..........................:......:..:..:...
1995
...... ......... :............:......:..:..:...
50
......... .. .... ....:......:
B t t t 66 O feet
en oni a seal, 0 o ee
1990
...........................
55
........:....:............:......:..:..:...
1985
...... ......... :............:......:..:..:...
Drill cuttings which sampled as
feldspar, quartz, hornblende,
.....:...:....:.. = =
GNEISS
60
1980
..........:......:..:..:...
Fracture from 63 to 65 feet
65
........:....:............:......:..:..:...
1975
Filter pack, , sand 66.0 to 83.0 feet
70
..........................:................
1970
...... ......... ............:.........:..:...
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
75
... .. .... ........
PVC well scree 7.8
Schedule 40 n 6
to 82.8 feet
1965
...... ......... :............:......:..:..:...
GROUNDWATER
MONITORING WELL NO. B-803
Sheet 2 of 3

,I L MINC.
GROUNDWATER MONITORING WELL NO. B-803
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
ELEVATION/ DESCRIPTION
DEPTH (FT)
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-7-17 END: 2-10-17
LOCATION: Buncombe County, North Carolina ELEVATION: 2041.12
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: -7- 59.94 AFTER 24 HOURS: V 59.44 CAVING>=
SOIL ICI STANDARD
PENETRATION RESULTS I MONITOR DEL INSTALLATION
TYPEBLOWS/FOOT

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-804
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-27-17 END: 2-28-17
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 1987.45
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: -7- 7.0 AFTER 24 HOURS: V 8.0 CAVING>=
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
n DETAILS
U) 2 5 10 20 30 40 50 70 90
Soft, grayish -brown, moist,
SURFACE COMPLETION
slightly micaceous, silty, fine to
2......
......... :..:..:....:....:...:
3.5 foot stick
medium SAND - (residuum)
2
�.... .. .... ............
Top of PVC casing elev. = 1,990.95
1985
2
feet
3
Ground surface elev. = 1,987.45
Stiff, brown, moist, slightly
micaceous, fine to medium
g
:
feet
Sandy SILT
7
99.....
Northing = 737, 7.784'
5
:..:....:....:...:...:..:..:...
E t 91 868 = .
as ing 8,926
Loose, brown to gray, moist,
5
silty, medium to coarse SAND
g
1980
with gravel
5
.............& .................:..:..:...
5
PARTIALLY WEATHERED ROCK
which sampled as very dense,
15
"...."
10
gray and brownish -gray,
48
� :
.....................
micaceous, fine to medium
Bentonite seal, 0 to 18.7 feet
SAND
.....:...:....:............:......:..:..:...
1975
.......... ............. ".._.....
50/4"
.............
15
......................................
Auger refusal at 17.0 feet
....................
1970
Drill cuttings which sampled as
feldspar, quartz, hornblende,......
......... 7... = =
GNEISS
:..:....:........:...:..:..:...
Filter d 18 7 t 30 45 feet
i er pack, sand o ee
20
.................:..:..:...
1965
25
.... :......... :............:......:
2-inch diameter, 0.010-inch slotted
..........:......:..:..:...
PVC well screen, 0.8
Schedule 40 en 2
to 30.8 feet
1960
30
.........
.....:...:....:..:..:....:....:...:...:..:..:.:..
Pipe cap
Boring terminated at 31.0 feet.
1955
Groundwater encountered at 7.0
Total well depth, 31.0 feet
feet at time of drilling and at 8.0
feet after 24 hours
35
..................... ........:......:........ ..
1950
GROUNDWATER MONITORING WELL NO. B-804
Sheet 1 of 1

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-805
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-15-17 END: 2-16-17
BUNINELL-LAMMONS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 1991.00
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: 77.0 AFTER 24 HOURS: V 75.5 CAVING>77
w
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
2 BLOWS/FOOT
n DETAILS
a
w 2 5 10 20 30 40 50 70 90
Loose, brown, dry, slightly
SURFACE COMPLETION
1990
micaceous, silty, fine to medium
3
3.45 foot stick-up
SAND - (residuum)
'.
4
�............:....
Top of PVC casing elev. = 1,994.45
4
feet
18
...............:.:.
so/a^
Ground surface elev. = 1,991.00
PARTIALLY WEATHERED ROCK
which sampled as very dense,
50/4"
feet
Northing = 738,196.779'
5
dry to slightly moist, micaceous,
silty, fine to medium SAND
Easting = 918,671.910'
1985
13
..... ......... .. .. .... ....... ... .. ..5014
50/4"
:...:....:..:..:....:....:..............
50/2"
10
.............................:..:...
1980
.....:...:....:............:......:..:..:...
50/3"
5
0/3"
15
:...:....:............:......:..:..:...
1975
.....:...:....:............:.........:..:...
Auger refusal at 18 feet
.....................................................
Drill cuttings which sampled as
feldspar, quartz, hornblende,
GNEISS
20
en oni a seal, 0 o ee
B t t t 66 3 feet
1970
:...:....:............:......:..:..:...
25
:...:....:............:.........:..:...
1965
.....:...:....:............:.........:..:...
30
:...:....:............:......:..:..:...
1960
...... :........ :............:......... :..:...
35
........:....:............:.........:..:...
1955
:...:....:............:......:..:..:...
GROUNDWATER MONITORING WELL NO. B-805
Sheet 1 of 3

,R L MINC.
GROUNDWATER MONITORING WELL NO. B-805
BtINNELL-LAMMMS
EWANEEIM09 INC.
GEOTECHNICALANDENVRONNEN kL
CONSULTANTS
ELEVATION/ DESCRIPTION
DEPTH (FT)
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-15-17 END: 2-16-17
LOCATION: Buncombe County, North Carolina ELEVATION: 1991.00
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: V 77.0 AFTER 24 HOURS: V 75.5 CAVING>
SOIL TYPE ICI STANDARD PENETBLOWSRATION RESULTS I MONITOR OOT DEL INSTALLATION
2 5 10 20 30 40 50 70 90
Drill cuttings which sampled as
1950
feldspar, quartz, hornblende,
GNEISS
45
.... :......... :............:................
1945
.....:...:....:............:.........:..:...
50
.... :......... :.. ..........:.......
en oni a seal, 0 o ee
B t t t 66 3 feet
1940
:...:....:............:......:..:..:...
55
:...:....:............:......:..:..:...
1935
.....:...:....:............:.........:..:...
60
..........................:................
1930
:...:....:............:......:..:..:...
65
:...:....:............:......:..:..:...
1925
.....:...:....:............:.........:..:...
Filter pack, sand 66.3 to 85.0 feet
70
:...:....:............:......:..:..:...
1920
.....:...:....:............:.........:..:...
75
............................:..:...
1915
:...:....:............:......:
2-inch diameter, 0.010-inch slotted
........ ......
Schedule 40 PVC well screen,
Drill cuttings which sampled as
69.25 to 84.25 feet
feldspar, quartz, hornblende,......
:...:....:.. .....................
GNEISS
GROUNDWATER
MONITORING WELL NO. B-805
Sheet 2 of 3

,R L MINC.
GROUNDWATER MONITORING WELL NO. B-805
BtINNELL-LAMMMS
EWANEEIM09 INC.
GiEOTECHNICALANDENVRONNEN kL
CONSULTANTS
ELEVATION/ DESCRIPTION
DEPTH (FT)
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 2-15-17 END: 2-16-17
LOCATION: Buncombe County, North Carolina ELEVATION: 1991.00
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: V 77.0 AFTER 24 HOURS: V 75.5 CAVING>
SOIL TYPE ICI STANDARD PENETRATION RESULTS I MONITOR DEL INSTALLATION

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-806
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 3-1-17 END: 3-2-17
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 2022.84
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: -7- 44.0 AFTER 24 HOURS: V 44.07 CAVING>=
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
n DETAILS
U) 2 5 10 20 30 40 50 70 90
Firm, brown, dry, slightly
SURFACE COMPLETION
micaceous, silty, fine to medium
6
.....:.........:..:..:....:....:...:
-up
3.38 foot stick-up
SAND - (residuum)
Top of PVC casing elev. = 2,026.22
9
feet
2020
............
Dense, brown, dry, micaceous,
d surface elev. _ 2,022.84
silty, fine to medium SAND
17
....:
feet
Northing - 7 4 333
n 29
5
19
ti 9138
Eas ing = 9,0 07 308
PARTIALLY WEATHERED ROCK
21
............ - 5o/tt^
which sampled as very dense,
50/4-
brownish -gray and brown, dry,
-
2015
very micaceous, silty, fine to
medium SAND
50/1"
10
..........:......:..:..:...
Auger refusal at 12.0 feet
...............
Drill cuttings which sampled as
2010
feldspar, quartz, hornblende,
.....:...:....:..
GNEISS
15
..........:......:
B t t t 256f t
en oni a seal, 0 o feet
2005
20
.... :......... :............:......:..:..:...
2000
25
.........
....:...:....:............:......:..:..:...
Filter pack sand 25.6 to 53.5 feet
1995
30
..........:......:..:..:...
1990
35
.........
Fracture/soil seam from 37 to 38
....................
1985
feet
GROUNDWATER MONITORING WELL NO. B-806
Sheet 1 of 2

,I L MINC.
GROUNDWATER MONITORING WELL NO. B-806
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
ELEVATION/ DESCRIPTION
DEPTH (FT)
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 3-1-17 END: 3-2-17
LOCATION: Buncombe County, North Carolina ELEVATION: 2022.84
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: -7- 44.0 AFTER 24 HOURS: V 44.07 CAVING>=
SOIL ICI STANDARD
PENETRATION RESULTS I MONITOR DEL INSTALLATION
TYPEBLOWS/FOOT
2 5 10 20 30 40 50 70 90
Drill cuttings which sampled as
feldspar, quartz, hornblende,
"" .........
GNEISS
1980
Drill cuttings which sampled as
45
feldspar, quartz, hornblende,
.. = .........
2-inch diameter, 0.010 inch slotted
GNEISS
....:...:....:............:......:..:..:...
Schedule 40 n 3
PVC well scree 8.3
Soil seam from 46 to 47 feet
to 53.3 feet
1975
...............
50
.........
1970
Pipe cap
Boring terminated at 53.5 feet.
55
Groundwater encountered at
= =
Total well depth, 53.50 feet
44.0 feet at time of drilling and at
44.02 feet after 24 hours.
1965
60
.........
1960
65
..........................
1955
70
.........
1950
75
..........................
GROUNDWATER MONITORING WELL NO. B-806
Sheet 2 of 2

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-807
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 3-5-17 END: 3-6-17
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 1983.95
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and HQ rock coring
DEPTH TO - WATER> INITIAL: -7- 36.20 AFTER 24 HOURS: V 36.18 CAVING>=
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
n DETAILS
U)
2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK
SURFACE COMPLETION
which sampled as light brown to
3
=.:.
3.85-foot stick-up
brown, slightly micaceous, dry,
50
50/3"
Top of PVC casing elev. = 1,987.80
silty, fine to medium SAND -
50/3"
feet
(residuum)
.....:........:..:..:....
Ground surface elev.- 1,983.95
1980
39
:....:...:...:
..... .........:.. ..:.... :..50/3"
feet
'ng U
50/4"
Northing 7 3 993
38,39 .
Easting = 918,877.507'
24
...... ........ .:..:..:....:....:...:...:..:.. i:..
5"
W/5"
1975
50/5"
so/s'
10
..........:......:..:..:...
1970
...... ......... :............:......:..:..:...
Auger refusal at 15.0 feet
15
R-1
..........:...
B t t t 32 7 feet
en oni a seal, 0 o ee
BEDROCK which sampled as
feldspar, quartz, hornblende,
R-2
.....:...:....:..
GNEISS with well developed
.....:...:....:..:..:....:....:...:...:..:..:.:..
folations and close mechanical
breaks
.....:...:....:............:......:..:..:...
R-1 recovery = 100%, RQD = 54%
1965
R-2 recovery = 43.5%, RQD =
........:....:..:..:....:....:......:..:..:...
20
42%
R-3
Fracture at 17 feet
Fracture at 18 feet
R-4......
......... :............:......:..:..:...
Fracture at 19.5 feet
R-3 recovery = 12%, RQD = 0%
R-4 recovery = 80%, RQD = 62%
..........:......:
Fracture at 21.5 feet
1960
Fracture at 23.3 feet
25
R-5 recovery = 56%, RQD = 28%
R-5
..
. ........... :
Fracture at 27.5 feet
1955
Fracture at 28.5 feet
= =
30
R-6 recovery = 90%, RQD = 87%
R 6
.........
Fracture at 31.5 feet
.. = =
Filter pack, sand 32.7 to 50.0 feet
1950
Fracture at 33.5 feet
= =
35
R-7 recovery = 87%, RQD = 84%
R-7
.........
Fracture at 36.5 feet
.. . . .. = ...
1945
..........:......:..:..:...
GROUNDWATER MONITORING WELL NO. B-807
Sheet 1 of 2

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-807
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 3-5-17 END: 3-6-17
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 1983.95
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and HQ rock coring
DEPTH TO - WATER> INITIAL: -7- 36.20 AFTER 24 HOURS: V 36.18 CAVING>=
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
R-8 recovery = 100%, RQD = 85%
BEDROCK which sampled as......
:......... 7... ...: -
2-inch diameter, 0.010 inch slotted
felds feldspar, quartz, hornblende,
p q
................. .. .... ................... ..
Schedule 40 PVC well screen,
GNEISS with well developed
33.82 to 48.82 feet
folations and close mechanical
breaks
1940
Fracture at 41.5 feet
45
Fracture at 43.5 feet
R-9 recovery = 97%, RQD = 88%
R-y
Fracture at 46.5 feet
= =
1935
.............
Pi a cap
p
50
..........:......:..:..:...
Total well depth, p 9.20 feet
4
Boring terminated at 50.0 feet.
.............................
Groundwater encountered at
36.20 feet at time of drilling and
at 36.18 feet after 24 hours.
1930
.....:...:....:............:......:..:..:...
55
..........:................
1925
...........................:......:..:..:...
60
..........:......:..:..:...
1920
..........:......:.........
65
..........:......:..:..:...
1915
...................... ........:......:........ ..
70
..........:......:..:..:...
1910
..........:......:.........
75
..........:......:..:..:...
1905
..........:......:..:..:...
GROUNDWATER MONITORING WELL NO. B-807
Sheet 2 of 2

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-808S
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 3-9-17 END: 3-10-17
BUNINELL-LAMMONS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 1881.96
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTe
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: 5.99 AFTER 24 HOURS: V 6.00 CAVING>=
w
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
2 BLOWS/FOOT
I DETAILS
a
N 2 5 10 20 30 40 50 70 90
Loose, brown, dry, micaceous,
silty, fine to medium SAND -
2
1880
(residuum)
4
. . ...
FBentonite seal, 0 to 3.0 feet
3
...............
Filter pack, sand 3.0 to 15.47 feet
Firm, brown, dry, slightly
micaceous, silty, fine to medium
q
=
SAND
10
:............................
5
:...:....:..:..:....:....:...:......:..:.:..
Very firm, grayish -brown and
brown, dry to moist, slightly
g
1875
micaceous, silty, fine to medium
14
SAND
4
:...:....:..:..:......:
7
20
10
2-inch diameter, 0.010-inch slotted
....................................:..:...
Schedule PVC well scree 2
n, 5.
to 15.2 feet
1870
:...:....:............:.........:..:...
Auger refusal at 13.0 feet
Drill cuttings which sampled as
feldspar, quartz, hornblende,
.....:...:....:..
GNEISS
15
................................................
Pipe cap
Boring terminated at 15.47 feet.
1865
Groundwater encountered at
= = = =
Total well depth, 15.47 feet
5.99 feet at time Of drilling and at
SURFACE COMPLETION
6.00 feet after 24 hours.
3.83-foot stick-up
.....:...:....:..:..:....:....:...:...........:..
Top of PVC casing elev. = 1,885.79
20
:...:....:............:......:.
feet
:...:....:.. ..........:.........:..:...
Grou 1 8
Ground surface elev. _ 81.96
feet
1860
...... :......... :.. .. .... ....:... ...:..:..:. ..
Northing = 73 .7 5 N 8 523 8 '
:...:....:.. .. .... ....:... ......:..:. ..
91 Easti'n g = 58.117 8 6
25
...:.................:......:..:..:...
1855
:...:....:............:......:..:..:...
30
..........................:................
1850
...... :........ :............:......... :..:...
35
:...:....:............:......:..:..:...
1845
:...:....:............:......:..:..:...
GROUNDWATER MONITORING WELL NO. B-808S
Sheet 1 of 1

,ILMINC.
GROUNDWATER MONITORING WELL NO. B-808D
PROJECT: Buncombe County Landfill PROJECT NO.: J17-9378-06
CLIENT: Environmental Infrastructure Consulting, PLLC START: 3-9-17 END: 3-9-17
BL NINELL-LAMMONS
ENGINEERING, INC.
LOCATION: Buncombe County, North Carolina ELEVATION: 1882.19
DRILLER: Landprobe, R. Banks LOGGED BY: I. Irizarry
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTe
DRILLING METHOD: CME 750; 8-1/4 inch OD hollow stem auger and 5-inch OD air drill
DEPTH TO - WATER> INITIAL: 7.95 AFTER 24 HOURS: V 7.95 CAVING>=
w
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
2 BLOWS/FOOT
n DETAILS
a
N 2 5 10 20 30 40 50 70 90
Loose, brown, dry, micaceous,
SURFACE COMPLETION
silty, fine to medium SAND -
3.43 foot stick-up
(residuum)
......:..:.:..
Top of PVC casing elev. = 1,885.62
1880
feet
..............................
Ground surface elev. = 1,882.19
Firm, brown, dry, slightly
micaceous, silty, fine to medium
feet
SAND
_
Northing 38 519 801'
5
.... ....
Eo t 91 57 775
as ing = 8,6
Very firm, grayish -brown and
brown, dry to moist, slightly
1875
micaceous, silty, fine to medium
SAND
10
:...:....:............:...
1870
Auger refusal at 13.0 feet
......... .. .... ....:... ...........:. ..
Bentomte seal 0 to 25.5 feet
Drill cuttings which sampled as
feldspar, quartz, hornblende,
.....:...:....:..
GNEISS
15
1865
:...:....:..:..:....:....:...:...:..:..:.:..
Fracture at 18 feet
20
.............:............:.........:..:...
1860
:...:....:..:..:....:....:...:...:..:..:.:..
25
:...:....:............:......:..:..:...
:...:....:.. ..........:.........:......
Filter pack sand 25.5 to 33.0 feet
1855
:...:....:..:..:....:....:...:...:..:..:.:..
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
:...:....:............:......:..:..:...
PVC well scree 6. Schedule 40 n 2 6
to 31.6 feet
30
............................:..:...
1850
.......................
p p
.....:...:....:..:..:....:....................:..
Total well depth, 31.80 feet
Boring terminated at 33.0 feet.
Groundwater encountered at
35
7.95 feet at time of drilling and at
7.95 feet after 24 hours.
1845
:...:....:..:..:....:....:...:...:..:..:.:..
GROUNDWATER MONITORING WELL NO. B-808D
Sheet 1 of 1

Date Started : 8/25/2020
Completed :9/11/2020
LOG OF BORING B-901
141 lamDate
Hole Diameter : 8 in
Drilling Method : H.S.A. / NQ Core
(Page 1 of 1)
Depth to water JOC) : 40.74 ft
SCS Personnel : J. Hamela / B.Eigenberger
Buncombe County Landfill
Well Material : PVC
81 Panther Branch Road
Northing Coord. : 738266.19
Well Diameter : 2 inch
Facility Permit 11-07
Easting Coord. : 919040.26
Driller / Company : Gary Winbourn / IET
Logged By : B.Eigenberger
Well Slot : 0.01"
Sand Pack : GP #1
Total Well Depth : 57 ft
Alexander, NC 28701
Project # 02220306.04
Q
Well: PZ-901
u_
.S
Surf.
=
Blow Count
Elev.: 2053.23
n
Elev.
U
Q
DESCRIPTION
Graph
p
a)
2050.34
U)
of
Cover
p
0 12.5 25 37.5 50
Surface
Casing
0
2050
Top Soil and roots
SILTY SAND, brown, black, tan, dry, saprolitic
SM
SILTY SAND, tan, white, brown, pwr fragments, saprolitic
10
2040
SIM
'
Riser
SILTY SAND, trace clay,pwr fragments, brown, tan, moist
Grout
20
2030
30
2020
SM
40
201 o
Seal
Auger refusal at 45'
Sand Pack
ROCK: Biotite / Hornblende Gneiss with Calc-Silicate
R-1 (45' - 46.6') REC=69.0; RQD=69.0
50
'
R-2 (46.6' - 51.7') REC=76.8; RQD=64.7
Screen
2000
GINR-3
(51.7' - 53.7') REC=O; RQD=O
_.i_.i
R-4 (53.7' - 55.35') REC=100; RQD=89.7
R-5 (55.35' - 587) REC=97.0; RQD=97.0
Termination of boring at 58.7'
Water level at 40.74' on 9/11/2020
60
bgs = below ground surface
SAA = same as above
PWR = partially weathered rock
NA = not applicable
TBD = to be determined

Date Started : 8/27/2020
Completed :8/28/2020
LOG OF BORING B-902
141 lamDate
Hole Diameter : 8 in
Drilling Method : H.S.A. / NQ Core
(Page 1 of 1)
Depth to water JOC) : 10.61 ft
SCS Personnel : J. Hamela / B.Eigenberger
Buncombe County Landfill
Well Material : PVC
81 Panther Branch Road
Northing Coord. : 738162.77
Well Diameter : 2 inch
Facility Permit 11-07
Easting Coord. : 918414.67
Driller / Company : Gary Winbourn / IET
Logged By : B.Eigenberger
Well Slot : 0.01"
Sand Pack : GP #1
Total Well Depth : 19 ft
Alexander, NC 28701
Project # 02220306.04
Q
Well: PZ-902
u_
.S
Surf.
=
Blow Count
Elev.: 1920.88
n
Elev.
U
Q
DESCRIPTION
h
Cover
a)
1918.14
U)
ofp
Gra
��
Surface
p
D
0 12.5 25 37.5 50
Casing
0
Riser
Top Soil and roots
1918
SILTY SAND, brown, black, tan,moist,
SM
Grout
CLAYEY SAND, black, brown, tan, slightly moist,
Seal
5
1913
SC
SILTY SAND, with trace clay, PWR fragements, brown, tan,
white, slightly moist
SM
Auger refusal at 10'.
10
1908
,� ,� , ROCK, Biotite / Horneblende Gneiss
Sand Pack
R-1 (10' - 135) REC=100; RQD=82.9
R-2 (13.5' - 185) REC=100; RQD=92.0
Screen
R-3 08.5' - 20.0') REC=56.7; RQD=28.0
GN
15
1903
Auger refusal at 20' bgs, termination of boring at 20' bgs
Borehole collapse to 19' bgs
20
Water level at 10.61 ft on 9/9/2020
bgs = below ground surface
SAA = same as above
PWR = partially weathered rock
NA = not applicable
TBD = to be determined

Date Started : 9/2/2020
Date Completed :9/2/2020 LOG OF BORING M-12R
Hole Diameter : 8 in
Drilling Method : H.S.A. (Page 1 of 1)
Depth to water (TOG) . NA
Buncombe County Landfill SCS Personnel : B.Eigenberger/ J. Hamela Well Material : PVC
85 Panther Branch Road Northing Coord. : 738574.41 Well Diameter : 2 inch
Facility Permit 11-07 Easting Coord. : 918660.60 Well Slot : 0.01"
Alexander, NC 28701 Driller / Company : Gary Winbourn / IET Sand Pack : GP #1
Project # 02220306.04 Logged By : B.Eigenberger Total Well Depth : 5 ft
(D Well: MW-12R
u-
c Surf. = Elev.:1891.59
Elev. 0) 0- DESCRIPTION Cover
Q 1888.88 j O
Surface
Casing
0
SILTY SAND, saprolitic with PWR fragements,dry, brown, tan, gray
J 1888
1
5
1887
e 2
ll
]ol 1 ISM
J
T 1886
0 3
9
D
v
U
1885
4
F 1884
5JI 1 Boring terminated at 5 feet bgs
a bgs = below ground surface
SAA = same as above
PWR = partially weathered rock
NA = not applicable
Grout
Riser
Seal
T. Sand Pack
Screen

Is
'
IMMINC.
GROUNDWATER MONITORING WELL NO. MW-17
PROJECT: Buncombe County Landfill PROJECT NO.: 9378-16S
CLIENT: Buncombe County START: 5-29-19 END: 5-31-19
BUNNELL-LAMMCN.S
ENGINEERING, INC.
LOCATION: Alexander, North Carolina ELEVATION: 1910.99
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: B. Nisbeth
CONSULTANTS
DRILLING METHOD: CME 750; 8.25-inch OD Hollow Stem Auger/ 5-inch Air Hammer
DEPTH TO - WATER> INITIAL: a 22.62 AFTER 48 HOURS:1 18.34 CAVING>777
U)
w
ELEVATION/
DESCRIPTION
SOIL
ii MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
Q n DETAILS
Brown, micaceous, silty, fine to medium SAND with partially weathered rock
Grout, 0 to 10.0 feet
1910
5
1905
10
Bentonite seal, 10.0 to 14.5 feet
1900
Rock
15
Filter pack, sand 14.5 to 26.5 feet
1895
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen,
IF
16.25 to 26.25 feet
20
1890
Water bearing fracture at 24 feet below ground surface
25
1885
Pope cap 0. a feet
Total well depth, 26.5 feet
Auger refusal at 11.5 feet below round surface. Boring terminated at 26.5
g g g
feet below ground surface. Groundwater encountered at 22.62 feet below
ground surface at time of drilling and at 18.34 feet after 48 hours.
SURFACE COMPLETION
3.60-foot stick-up with 4" x 4"
stand-up locking steel protective
30
cover with a 3' x 3' concrete pad at
the base with a survey pin and two
1880
steel bollards
1/4-inch weep and vent holes in
steel cover and well casing,
respectively
PVC stick-up = 3.60 feet
Top of PVC casing elev. = 1914.59
35
feet
Survey pin elev.=1911.37 feet
1875
Ground surface elev.=1910.99 feet
Northing = 738,322.13'
Easting = 918,597.22'
GROUNDWATER MONITORING WELL NO. MW-17
Sheet 1 of 1

It
'
IMMINC.
GROUNDWATER MONITORING WELL NO. MW-17D
PROJECT: Buncombe County Landfill PROJECT NO.: 9378-16S
CLIENT: Buncombe County START: 5-30-19 END: 5-31-19
BUNNELL-LAMMCN.S
ENGINEERING, INC.
LOCATION: Alexander, North Carolina ELEVATION: 1910.14
(3EOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: B. Nisbeth
CONSULTANTS
DRILLING METHOD: CME 750; 5-inch Air Hammer
DEPTH TO - WATER> INITIAL: a 30.32 AFTER 24 HOURS:1 27.98 CAVING>7T
U)
w
ELEVATION/
DESCRIPTION
SOIL
ii MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
Q n DETAILS
Brown, micaceous, silty, fine to medium SAND with partially weathered rock
SURFACE COMPLETION
3.82-foot stick-up with 4" x 4"
stand-up locking steel protective
cover with a 3' x 3' concrete pad at
the base with a survey pin and two
steel bollards
1/4-inch weep and vent holes in
steel cover and well casing,
1905
5
respectively
PVC stick-up = 3.82 feet
Top of PVC casing elev. = 1913.96
feet
Survey pin elev.=1910.51 feet
Ground surface elev.=1910.14 feet
1900
10
Northing = 738,327.31'
Easting = 918,601.60'
Rock
1895
15
1890
20
Grout, 0 to 33.5 feet
Fracture at 24 feet below ground surface
1885
25
1880
30
Fracture at 31 feet below ground surface
Bentonite seal, 33.5 to 39 feet
1875
35
Fracture at 35 feet below ground surface
Fracture at 39 feet below ground surface
Filter pack, sand 39.0 to 52.0 feet
GROUNDWATER MONITORING WELL NO. MW-17D
Sheet 1 of 2

ItLIM
GROUNDWATER MONITORING WELL NO. MW-17D
ZINC.
PROJECT: Buncombe County Landfill PROJECT NO.: 9378-16S
CLIENT: Buncombe County START: 5-30-19 END: 5-31-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Alexander, North Carolina ELEVATION: 1910.14
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: B. Nisbeth
CONSULTANTS
DRILLING METHOD: CME 750; 5-inch Air Hammer
DEPTH TO - WATER> INITIAL: 30.32 AFTER 24 HOURS:1 27.98 CAVING>3M
0)
w
ELEVATION/
DESCRIPTION
SOIL
a MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
Q DETAILS
N
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen,
Fracture at 43 feet below ground surface
41.25 to 51.75 feet
1865
45
Fracture at 46 and 47 feet below ground surface
1860
50
Fracture at 51 feet below ground surface
Pipe cap 0.25 feet
Total well depth, 52.0 feet
Boringterminated at 52.0 feet below round surface. Groundwater
9
encountered at 30.32 feet below ground surface at time of drilling and at
27.98 after 24 hours.
1855
55
1850
60
1845
65
1840
70
1835
75
GROUNDWATER MONITORING WELL NO. MWA 7D
Sheet 2 of 2

0
N
N
M
Date Started
: 9/2/2020
f
RM
Dmate Completed
:9/3/2020
LOG OF BORING
MW-17R
Hole Diameter
: 8 in
Drilling Method
: H.S.A. / Air Hammer
(Page 1 of 1)
Depth to water JOC)
: 15.31 ft
Buncombe County Landfill
SCS Personnel
: B.Eigenberger/ J. Hamela
Well Material
: PVC
85 Panther Branch Road
Northing Coord.
: 738579.72
Well Diameter
: 2 inch
Facility Permit 11-07
Easting Coord.
: 918661.95
Well Slot
: 0.01"
Alexander, NC 28701
Driller / Company
: Gary Winbourn / IET
Sand Pack
: GP #1
Project # 02220306.04
Logged By
: B.Eigenberger
Total Well Depth
: 23.5 ft
(D Well: MW-17R
u-
c Surf. = Elev.:1891.61
Elev. 0) 0_ DESCRIPTION Cover
Q 1888.96 j O
Surface
Casing
0
1888
61
1883
10
1878
15
1873
20
SM
SILTY SAND, saprolitic with PWR fragements, dry, brown, tan, gray
Auger refusal at 4'
Rock fragments - gray, black, white, dry, assumed gneiss.
GN
bgs = below ground surface
SAA = same as above
PWR = partially weathered rock
NA = not applicable
TBD = to be determined
Boring terminated at 23.5 feet bgs
3rout
Riser
Seal
Sand Pack
Screen

Date Started : 9/1/2020
Completed :9/2/2020
LOG OF BORING MW-17DR
141 lamDate
Hole Diameter : 8 in
Drilling Method : H.S.A. / Air Hammer
(Page 1 of 1)
Depth to water JOC) : 14.05 ft
SCS Personnel : B. Eigenberger/ J.Hamela
Buncombe County Landfill
Well Material : PVC
85 Panther Branch Road
Northing Coord. : 738569.66
Well Diameter : 2 inch
Facility Permit 11-07
Easting Coord. : 918659.32
Driller / Company : Gary Winbourn / IET
Logged By : B.Eigenberger
Well Slot : 0.01"
Sand Pack : GP #1
Total Well Depth : 39 ft
Alexander, NC 28701
Project # 02220306.04
(D
Well: MW-17DR
LL .S
Surf.
=
Elev.:1891.70
Elev.
U
Q
DESCRIPTION
Cover
n
1889.14
��
0
j
Surface
Casing
0
1889
SILTY SAND, saprolitic with PWR fragements, dry, brown, tan, gray
SM
5
1884
, _, _,
PARTIALLY WEATHERED ROCK, sand, silt, dry, tan, brown, white
Auger refusal at 5'
'
Rock fragments- gray, black, white, dry, assumed gneiss.
10
1879
_.i
'
Riser
15
1874
— —
Grout
apparent fracture zone 18' -19'
20
1869
GIN
25
1864
30
1859
Seal
Sand Pack
35
1854
apparent fracture zone 36' - 39', increased water production
Screen
Boring terminated at 39 feet bgs
40
bgs = below ground surface
SAA = same as above
PWR = partially weathered rock
NA = not applicable
TBD = to be determined