3901_Granville_Oxford_MSWLF_Unit2_Phase2_BoringWorkPlan_FID1521934_20201228

GRANVILLE COUNTY OXFORD LANDFILL
UNIT 2 - PROPOSED PHASE 2
WORK PLAN FOR THE
DESIGN HYDROGEOLOGICAL INVESTIGATION
DECEMBER 17, 2020
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Engineering for the Power and Waste Industries
206 High House Road, Suite 259
Cary, North Carolina 27513
0: 919-792-1900 1, F: 866-311-7206

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
Table of Contents
1. INTRODUCTION............................................................................................1
2. PURPOSE......................................................................................................1
3. SITE GEOLOGY AND HYDROGEOLOGY....................................................1
4. LANDFILL PHASE PROPOSED FOR DEVELOPMENT................................5
5. EXISTING BORINGS/PIEZOMETERS/MWs.................................................5
6. DESIGN HYDRO INVESTIGATION SCOPE OF WORK...............................7
Attachments - Figure H-03 (Top of Bedrock) and H-06 (Seasonal High Groundwater)
TOC

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
1. INTRODUCTION
The Oxford Landfill is located in Granville County approximately 4 miles north of Oxford,
North Carolina at 6584 Landfill Road, near the town of Kinton Fork. The facility is owned
and operated by Granville County under Permit Number 39-01, issued by the North
Carolina Department of Environmental Quality (DEQ) Solid Waste Section (SWS).
The property included in the facility's Site Plan consists of approximately 411 acres,
which includes the 29-acre closed construction and demolition debris (C&D) landfill on
top of a closed MSW landfill (Unit 1) and the adjacent 283-acre active MSW Landfill.
The 283-acre MSW landfill property includes three waste disposal units: Unit 2 (36.3
acres) and permitted Units 3 and 4 (86.7 acres and 33.5 acres, respectively). The first
phase of MSW landfill development (Unit 2, Phase 1) consists of a 10.97-acre waste cell
that began operations in 2014.
The County intends to develop the next phase of the MSW landfill, Unit 2 — Phase 2 such
that waste operations in the next phase can be initiated in 2022. A drawing showing the
current site conditions, facility landfill units and proposed Unit 2 — Phase 2 area is
presented on Figure 1.
2. PURPOSE
The purpose of this Work Plan is for the investigation of the Unit 2 — Phase 2 area to
gather information necessary to satisfy the requirements of the Design Hydrogeologic
Study, 15A NCAC 13B .1623 (b).
3. SITE GEOLOGY AND HYDROGEOLOGY
The geologic and hydrogeolic conditions of the site have been investigated and were
reported in the facility's approved Site Hydrogoeolgic Report (SHR, June 2009, revised
January 2012). Additional investigations of the geology and hydrogeology for the 10.97-
acre Unit 2 — Phase 1 landfill were similarly reported in the phase's Design Hydrogeologic
Report (DHR, June 2009, revised January 2012).
The Site Hydrogeolgic Report presents the following key excerpts regarding site geology
and hydrogeology applicable to the Unit 2 — Phase 2 area:
• The site is located in the Carolina Slate Belt of the Piedmont physiographic
province. The Site Hydrogoeolgic Report concluded that the majority of the MSW
Page 1 of 10

BOUNDARY AND WASTE LIMITS OBTAINED FROM PERMIT
)N DRAWINGS PREPARED BY JOYCE ENGINEERING
Yivr
y ` y
PROPERTY
BOUNDARY
UNIT3
UNIT 2 WASTE LIMITS
N
GRAPHIC SCALE: 1" = 650'
0. 650: 1300
ISO_BY,NC ONEMAP - FEBRUARY 2017

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
landfill property is underlain by felsic intrusive complex rocks. Some diabase dikes
were been mapped in the region, but not on the site property. The closest mapped
diabase dike is approximately 2.2 miles northeast of the site.
• Apparent bedrock outcrops on the site are mostly in stream channels; however,
some float, ranging from cobles to small boulders, were observed at the surface
in several areas away from the streams, and a few of these appeared to be in
place. The rock observed both in the stream channels and in the float was fairly
uniform, consisting of medium to dark grayish -green, medium to fine grained,
felsic volcanic or metavolcanic rock; however, large quartz and feldspar cobbles
were observed in the float in some locations. The observed rock was in general
highly weathered and, in some cases, well developed fractures or joints were
evident.
• Trenches were excavated to investigate the lateral variation in the character of
the bedrock and overlying saprolite on the site. The trenches were located in the
Unit 2 — Phase 2 footprint. The trenches were oriented eastwest because major
structural features in this region generally trend north -south. The trenches were
excavated to track -hoe refusal, which ranged from 3-13 feet BGS. The depth to
refusal along the trenches varied in an undulating pattern of peaks and troughs,
with peaks 20-30 feet apart. At the peaks, refusal was only 3-6 feet BGS, while in
troughs, refusal was 8-13 feet BGS.
• Drilling and rock coring performed confirmed the prominent rock types to be felsic
volcanics or meta-volcanics, predominantly dacites. The darker and lighter -
colored dacites appear to be interfingered, with sharp contacts showing little
contact metamorphism. No diabase rock was observed in any of the borings,
trenches, or outcrops that were part of this investigation.
• Groundwater in the region generally occurs in the unconfined aquifer that includes
both the saprolite (soil and regolith derived from in -situ weathering of igneous or
metamorphic bedrock) and the underlying fractured bedrock. The transition zone
between saprolite and fractured bedrock is often gradational and can range in
thickness from a few inches to a few feet. Typically, the uppermost portion of the
fractured bedrock is hydraulically well connected to the overlying saprolite such
that they act as a single aquifer. The frequency and connectivity of fractures
normally decreases with depth.
• Over most of the site, the water table is encountered either slightly above or
slightly below the top of bedrock and generally mimics the surface topography. In
Page 3 of 10

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
a few locations at the site, the water table is as much as 10-15 feet above the top
of bedrock.
• Slug tests were conducted on several piezometers and monitoring wells in the
Unit 2 area to determine the hydraulic conductivity of the aquifer materials. Most
of the piezometers and wells were screened within the fractured bedrock;
however, a few were screened within the sapro!ite. The average hydraulic
conductivity of the fractured bedrock was 0.87 feet/day and the average hydraulic
conductivity of the saprolite was 0.031 feet/day. The higher hydraulic conductivity
and lower porosity of the fractured bedrock compared to the saprolite, coupled
with the fact that, in most places, only the upper few feet of the water column are
in saprolite, indicate that groundwater flow is going to be predominantly in the
fractured bedrock portion of the aquifer.
• There are three nested pairs of wells/piezometers on the Oxford Landfill property:
NES-1 S&D, NES-2S&D, and P-1 S&D. The screened intervals in these pairs are
separated by 36-45 feet. The average vertical gradients for the NES-2 pair and
the P-1 pair were -0.094 and-0.022, respectively. These negative gradients
indicate an upward flow of groundwater, which is to be expected since these two
well pairs are near a perennial creek which is believed to be a groundwater
discharge feature. The average vertical gradient for the NES-1 pair was 0.0087,
which indicates small downward component to groundwater flow, which is to be
expected since this pair of wells is far from the creeks and near a topographic
high expected to be a groundwater recharge area. Average vertical gradients
were generally small, indicating good connectivity between the shallower and
deeper portions of the aquifer. The agreement between observed and predicted
gradients based on groundwater discharge and recharge areas also indicates
good connectivity of groundwater flow within the whole system and it supports the
basic hydrogeological conceptual framework for the site.
• The uppermost aquifer at this site is an unconfined aquifer that includes both the
fractured bedrock and the overlying saprolite. The saprolite and fractured bedrock
are hydraulically connected; however, due to significant differences in porosity
and hydraulic conductivities, groundwater flow is expected to be predominantly in
the fractured bedrock portion of the aquifer. The bedrock is highly fractured, and
the fractures appear to be very well interconnected and open to groundwater flow.
• A magnetometer survey of the site indicated a high magnetic field anomaly over
the south-central portion of the site, which could be an indication of a large
diabase dike terminating under that portion of the property; however, no diabase
Page 4 of 10

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
has been observed on the site, including rock cores from within the area of the
magnetic anomaly. If there is a diabase dike, it is likely too deep to significantly
affect groundwater flow in the shallower aquifer on the site. Since groundwater
flow is toward the north, the apparent termination of the possible diabase dike
under the southern part of the site further limits its potential to affect groundwater
flow.
• Groundwater flows primarily toward the north, northwest, or northeast beneath
various parts of the site. All groundwater flow is toward the primary discharge
feature, which is an unnamed tributary to Little Grassy Creek, which flows
northward through the central portion of the site. Groundwater flow is expected to
be dominated by flow in the fractured bedrock portion of the aquifer.
• Top of bedrock and seasonal high groundwater surfaces are tabulated in Tables
6 and 7B and shown in Figures H-03 and H-06 of the Site Hydrogeologic Report
and Unit 2 — Phase 1 Design Hydrogeologic Report. Copies of the Figures are
attached for reference.
Based on the review of the Site Hydrogeologic Report and Unit 2 — Phase 1 Design
Hydrogeologic Report the geology and hydrogeology of the site is relatively
straightforward and indicative of Piedmont sites. The Work Plan presented herein uses
the results presented in the Site Hydrogeologic Report and Unit 2 — Phase 1 Design
Hydrogeologic Report (depth to groundwater and bedrock, saprolite/rock and uppermost
aquifer characteristics, etc.) to layout an investigation plan (borings, piezometers, rock
coring, field in -situ testing, lab testing, etc.) for the Phase 2 area.
4. LANDFILL PHASE PROPOSED FOR DEVELOPMENT
The proposed next phase of MSW landfill development is an approximate 8-acre waste
boundary footprint located immediately south the existing Unit 2 — Phase 2 cell, as shown
on Figures 1 and 2. It is noted the waste limit shown on the figures for Unit 2 — Phase 2
is preliminary, with the final waste limit boundary to be presented in the Unit 2 — Phase
2 Permit Application.
5. EXISTING BORINGS/PIEZOMETERS/MWs
The existing borings/piezometers/monitoring wells in the proposed Unit 2 — Phase 2 area
and surrounding areas are identified on Figure 2. The identification and location of the
borings was obtained from the Site Hydrogeologic Report and Unit 2 — Phase 1 Design
Hydrogeologic Report. The identification of those piezometers abandoned as part of the
Page 5 of 10

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
Phase 1 landfill development, as shown on Figure 2, was obtained from the Monitoring
Well & Gas Probe Installation Report dated July 2012.
As can be seen in Figure 2, there are a total of 3 existing borings/piezometers/MWs (P-
6, P-14, P-21 /MW-12) within the Unit 2 — Phase 2 footprint, with a fourth (MW-3R) located
approximately 20 feet outside of the waste limit footprint.
Figure 2 also identifies the location of trenches excavated in the Phase 2 area to
investigate the lateral variation in the character of the bedrock and overlying saprolite as
part of the Site Hydrogeologic Report.
6. DESIGN HYDRO INVESTIGATION SCOPE OF WORK
A total of 8 new borings with piezometers (6 locations, 2 nested pairs) are proposed as
part of the Unit 2 — Phase 2 design hydrogeologic report investigations at the general
locations presented in Figure 2. Inclusive of the existing borings with piezometers, there
will be a total of 11 borings with piezometers at 9 locations within the approximate 8-acre
proposed Phase 2 waste limits footprint, with a 12t" boring (10t" location, MW-3R) located
within approximately 20 feet of the limits.
Table 1 presents a summary of the existing and proposed borings with piezometers. The
table includes the actual depths to groundwater and bedrock and total depth for the
existing borings and the anticipated depths for the new borings with piezometers. The
anticipated depths for bedrock and the seasonal high groundwater were obtained from
linear interpolation of the data presented in Tables 6 and 7B, respectively, of the Site
Hydrogeologic Report. Actual boring depths will be based on site conditions encountered
during field drilling activities.
All borings are planned to extend to the top of bedrock (as defined by auger refusal, >50
blows per 0.2 feet), then an additional 10 to 15 feet into the bedrock. For the nested
pairs P-31 S/D, P-33S/D), the boring will include rock coring to a total depth of about 40
feet below the top of rock surface.
The scope of work includes the following:
1. Prior to initiating field work, North Carolina 811 will be contacted to have
underground utilities in the areas proposed for drilling appropriately marked. All
drilling locations will also be approved by the client prior to drilling.
Page 7 of 10

Table 1
Existing and Proposed Borings with Piezometers
Granville County Oxford Landfill
Unit 2 - Phase 2 Design Hydro Investigation
Existing
Boring/PZ
Northing
Easting
Ground
Surface
Elev.
Actual
Top of Bedrock
Elev.
Actual
SHGW
Elev.
Actual
Screen Top
Elev.
Actual
Screen Bottom
Elev.
Actual
Total Depth
FBGS
P-6
954257.1946
2112192.2064
502.06
492.06
488.68
481.06
471.06
31
P-14
954002.6887
2111880.4326
498.52
478.52
485.37
468.52
458.52
40
MW-12 (P-21)
954078.3141
2112567.5055
519.00
488.00
490.55
479.00
469.00
50
MW-3R
954026.9355
2111681.4680
495.85
470.85
483.58
481.85
471.85
25
Proposed
Boring/PZ
Northing
Easting
Ground
Surface
Elev.
Anticipated
Top of Bedrock
Elev.'
Anticipated
SHGW
Elev.2
Anticipated
Screen Top
Elev.
Anticipated
Screen Bottom
Elev.
Anticipated
Total Depth
FBGS
P-29
954287.25
2112804.23
503.66
486.9
490.7
481.9
471.9
31.7
P-30
954125.69
2112840.33
505.56
491.0
494.7
486.0
476.0
29.6
P-31 S
954182.31
2112525.15
516.26
487.5
488.8
487.5
477.5
38.8
P-31 D
954182.31
2112525.15
516.26
487.5
488.8
457.5
447.5
68.8
P-32
954030.68
2112233.15
513.78
496.9
495.0
491.9
481.9
31.8
P-33S
954121.51
2112021.93
512.11
484.6
486.8
484.6
474.6
37.5
P-33D
954121.51
2112021.93
512.11
484.6
486.8
454.6
444.6
67.5
P-34
954227.92
2111770.21
498.09
472.9
480.2
467.9
457.9
40.2
Anticipated top of bedrock estimated by linear interpolation of data presented in Table 6 of SHR/DHR (June 2009, rev Jan. 2012)
Total Proposed 345.9
2 - Anticipated seasonal high groundwater estimated by linear interpolation of data presented in Table 713 of SHR/DHR (June 2009, rev Jan. 2012)

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
2. Drill 8 soil testing borings (P-29, P-30, P-31 S, P-31 D, P-32, P-33S, P-33D, P-34)
at the approximate locations indicated on Figure 2 using mud -rotary, hollow -stem
auger, or other geologist/engineer approved drilling techniques.
3. Borings shall be advanced into the saprolite and into the underlying bedrock to
various depths as determined by the Engineer or Geologist at the time of boring
as necessary to adequately characterize the hydrogeologic and geotechnical
subsurface conditions. It is anticipated that the majority of the borings will be
advanced 10-15 feet into the bedrock, with nested pair deep borings advancing
up to 40 feet into the bedrock. The actual boring depths will be based on
subsurface conditions encountered during field drilling activities.
4. Soil samples will be collected at each drilling location for lithologic descriptions
using the standard penetration test (SPT) method with a 140-lb sliding hammer
and steel split -spoon samplers. Samples will be collected in 2-feet intervals for
every five feet of depth to the completion depth of the boring.
5. Crystalline bedrock samples will be collected using an HX core barrel.
Piezometers will be installed within the cored bedrock over depth intervals where
water -yielding fractures are encountered. Based on previous studies performed
at the site, it appears that groundwater is in both the saprolite and bedrock.
Piezometers are to be installed to assess the degree of hydraulic connection
between the bedrock and overburden. Bedrock piezometers are anticipated in
borings P-31 D and P-33D.
6. The augers, drill pipe, core barrel and drill rig will be decontaminated using a
pressure washer prior to and following completion of drilling for the project.
7. Complete the 8 testing boring boreholes with the installation of a Type II
piezometer to the requirements of North Carolina DEQ monitoring well standards.
All Type II piezometers will be constructed of 2-inch ID Schedule 40 PVC well
casing and 10 or 15 feet of machine -slotted well screen with 0.010" slots. A sand
pack will be emplaced within the annular space to approximately 2 feet above the
top of the well screen, above which a 2-foot thick bentonite seal will be installed.
The annular space will be finished with Portland cement/bentonite slurry to grade.
The piezometers will be finished with solid PVC risers extending approximately 2
to 3 feet above grade. The wells will be finished with steel, stickup well protectors
with hinged locking caps. The top of the PVC risers will be fitted with expansion
plugs. An approximately 2 feet by 2 feet by 6-inch thick concrete pad will be
constructed around the base of each protective casing.
Page 9 of 10

Granville County Oxford Landfill
Work Plan for the Design Hydrogeologic Investigations — Unit 2 Phase 2
8. Each well will be developed after installation using a down hole pump or bailer
until the discharge water appears to be free of suspended sediments or for a
maximum of one hour.
9. Each well will be surveyed relative to the existing site datum for horizontal position
and elevation by a North Carolina licensed surveyor. At each well, elevations will
be measured of the ground surface and top of the solid PVC riser. A permanent
mark will be made on the top of the PVC riser at the point where the elevation
measurement is made for future reference when collecting depth to water data.
10. An experienced geotechnical engineer or geologist will supervise and observe the
borings, visually classify subsurface soil samples encountered in the borings, and
prepare logs of the borings. The geotechnical engineer or geologist will also
select and obtain samples of the subsurface soils encountered during boring
advancement to include bulk samples, undisturbed Shelby Tube samples of
cohesive soils, and Standard Penetration Test split -spoon samples.
11. Perform in -situ slug testing at each of the piezometer. The in -situ slug testing will
be performed as specified in ASTM D4044-96, "Standard Test Method for (Field
Procedure) for Instantaneous Change in Head (Slug) Tests for Determining
Hydraulic Properties of Aquifers". The slug test data will later be analyzed using
the Bouwer and Rice Method for determination of hydraulic conductivity
estimates.
12. Perform laboratory testing on select subsurface soil samples to determine the
soil's properties for use in hydrogeologic and geotechnical engineering analyses.
A discussion of laboratory tests to be performed is found later in this work plan.
13. Collect static water level readings from each of the new piezometers at the time
of boring and 24-48 hours. Additional rounds of water level readings are to taken
at both the new piezometers and the existing piezometers/wells within and in the
vicinity of the Phase 2 area in order to correlate current groundwater levels with
seasonal high water -table levels observed in the historical groundwater
monitoring data (1999 to present). It is anticipated that 3 to 4 monthly readings
will be gathered to enable correlation with historical readings and establish
seasonal and long-term seasonal groundwater levels for the Phase 2 area.
Page 10 of 10

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