3901_Granville_Oxford_MSWLF_Permit_DesignHydro_FID1606444_20210827

PERMIT TO CONSTRUCT APPLICATION
Granville County Oxford MSWLF
Unit 2 Phase 2 Expansion
SECTION 5
Design Hydrogeological Report
July 2021
Prepared By:
s0
a SEALr
025900
i
GARRETT
rrJof!.02Ae-0
& M 0 0 R E
Engineering for the Pomr and Waste Industries
1029 W South Street
Raleigh, North Carolina 27603 • O: 919-792-1900 • F: 866-311-7206
NC FIRM C-2910

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
Contents
1.0 Introduction.....................................................................................................................1
2.0 Local and Regional Geology and Hydrogeology.................................................................1
3.0 Field Observations............................................................................................................2
3.1 Topographic Setting and Drainage................................................................................2
3.2 Springs, Streams, and other Groundwater Discharge Features......................................3
3.3 Bedrock Characteristics.................................................................................................3
4.0 Boring Testing Program....................................................................................................4
4.1 Boring Investigations....................................................................................................4
4.2 Laboratory Testing........................................................................................................6
4.3 Aquifer Testing.............................................................................................................6
5.0 Stratigraphic Cross Sections..............................................................................................7
6.0 Water Table Information..................................................................................................7
7.0 Groundwater Flow...........................................................................................................8
8.0 Groundwater Contour Map............................................................................................10
9.0 Topographic Map...........................................................................................................10
10.0 Potable Wells and Water Supply Intakes......................................................................10
11.0 Other Geologic and Hydrologic Considerations.............................................................10
12.0 Groundwater Monitoring Plan......................................................................................11
13.0 Relevant Point of Compliance.......................................................................................12
14.0 Rock Cores...................................................................................................................12
15.0 Seasonal High Groundwater.........................................................................................13
16.0 Bedrock Contour Map..................................................................................................14
17.0 Vertical Groundwater Flow Regime..............................................................................14
18.0 Groundwater Flow Regime Report...............................................................................14
19.0 Boring/Piezometer Abandonment................................................................................15
Figures, Tables
BoringWork Plan.................................................................................................................. A
Boring and Well Construction Logs.........................................................................................B
LaboratoryTest Results..........................................................................................................0
SlugTest Results................................................................................................................... D
WaterQuality Monitoring Plan.............................................................................................. E
GAMM rU ZAP
& MOORE'A
Engineering for the Power and Waste Industries

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
Landfill Gas Monitoring Plan.................................................................................................. F
Seasonal High Groundwater Table Data................................................................................ G
GARRETT ZAP2
& MOORE
Engineering for the Power and Waste Industries

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
Design Hydrogeological Report
This Design Hydrogeologic Report was developed in accordance with 15A NCAC 13B .1623(b)(2)
of the North Carolina Solid Waste Management Regulations.
1.0 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 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), Unit 3 (86.7 acres) and Unit 4 (33.5 acres). The first phase of MSW
landfill development (Unit 2, Phase 1) consists of a 10.97-acre waste cell that began operations
in 2014. A Site Hydrogeologic Report for the MSW landfill, as well as a Design Hydrogeologic
Report for Unit 2 — Phase 1, were prepared in 2009 (revised 2012) and approved by the
Department in 2012.
The County intends to develop the next phase of the MSW landfill, Unit 2 — Phase 2, which is
approximately 7.7 acres and is located immediately south and hydrogeologically upgradient of
Unit 2 - Phase 1 and to the east of the closed Unit 1. A drawing showing the current site conditions
and proposed Unit 2 — Phase 2 area is presented on Figure 1.
2.0 Local and Regional Geology and Hydrogeology
Detailed discussions of the local and regional geology and hydrogeology are presented in the
facility's approved Site Hydrogeologic Report (2009, revised 2012). Key excerpts from the report
include:
The site is located in the Carolina Slate Belt of the Piedmont physiographic province. The
Geologic Map of Region K of North Carolina (McDaniel, 1980) indicates the Oxford landfill
is underlain by felsic volcanic rocks; however the majority of the expansion property is
underlain by felsic intrusive complex rocks. Some diabase dikes have 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.
In a Master's Thesis conducted at the University of NC - Wilmington, David Parnell mapped
the geology of the area including the Oxford landfill and the expansion area (Parnel, 2009).
The primary geologic units identified by Mr. Parnell included a dark gray to black,
leucocratic and very finely crystalline dacite, and a white to tan, hololeucocratic, medium
to coarsely crystalline, aphanitic-porphyritic dacite of Cambrian age. Observations of
apparent bedrock outcrops on the site were mostly in stream channels; however, some
GAMETT►AV N Page 1 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
float, ranging from cobles to small boulders, was 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. Drilling and rock coring performed during this
hydrogeologic investigation 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.
A thorough survey of rock outcrops was performed as part of the field investigations for
the site. Wherever fractures or joints were well developed in the outcrops, the orientations
of these features (strike and dip, where possible) were measured using a Brunton pocket
transit. The results indicate a strong primary trend oriented approximately North-20°-East,
and a weak secondary trend oriented approximately North-70°-West. The observed
structural trends from lineaments and outcrop measurements are generally consistent with
regional trends. They support a roughly north -south orientation of primary geologic
structures. Since the groundwater flow on this site is also roughly northward, these
structural trends are not expected to interfere with groundwater flow.
The results of this Unit 2 — Phase 2 Design Hydrogeologic investigations are consistent with the
results presented in the Unit 2 Site Hydrogeologic Report.
3.0 Field Observations
3.1 Topographic Setting and Drainage
The proposed Unit 2 - Phase 2 expansion encompasses approximately 7.7 lined acres and is
located approximately immediately south and upgradient of the existing Unit 2- Phase 1 landfill.
The proposed Unit 2 — Phase 2 expansion area, along with topographic contours, is depicted in
Figure 2. The topography in the area of the site is characterized by rolling hills transected by
small streams and drainage features, typical of Piedmont terrain. Ground surface elevations
within the boundaries of the proposed Unit 2 - Phase 2 expansion area range from approximately
520 feet msl (mean sea level) in the eastern central part of the cell to approximately 500 feet msl
along the eastern and western portions of the expansion area (Figure 2). Overall, the topography
within the proposed Unit 2 - Phase 2 expansion area generally slopes to the northeast and
northwest toward the unnamed perennial and intermittent streams located east and west of the
Unit 2 boundary, respectively. Most of the land area within the eastern portion of the proposed
Unit 2 — Phase 2 expansion is wooded land and will have to undergo extensive reworking as a
GARRETT E�AP2 Page 2 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
result, with the remaining general western portion generally cleared and utilized in support of
ongoing facility operations.
A temporary stormwater pond is located at the northwest corner of the expansion area, which
generally receives runoff from the western portion of the expansion area, which will be abandoned
as part of Unit 2 - Phase 2 development.
3.2 Springs, Streams, and other Groundwater Discharge Features
Several perennial and intermittent streams and associated wetlands are located in near proximity
to the Unit 2 - Phase 2 expansion area, all of which are unnamed tributaries to Little Grassy Creek
which is located to the north of the site. A perennial stream and associated wetlands located
east of the Unit 2 - Phase 2 expansion area starts at two springs located in the southeastern
portion of the site and flows north-northwest to exit the site property near the midpoint of its
northern border. This stream and wetland feature is believed to represent a groundwater
discharge feature during most of the year; however, in extreme draught conditions, it may become
a groundwater recharge feature. A smaller, intermittent stream starts at the sedimentation pond
for the closed Unit 1 landfill and flows north along the western boundary of the Unit 2 - Phase 2
expansion area to its confluence with the main perennial stream just northeast of the closed Unit
1 landfill. The upper (southern) portion of this stream is dry much of the year, except after
significant storm events. The lower (northern) portion of this stream may be a groundwater
discharge feature when the water table is high. The location of the streams and wetlands
discussed above are shown on Figure 2.
No other springs, seeps, wetlands, perennial streams or other groundwater discharge features
are present within the boundaries of the proposed Unit 2 - Phase 2 expansion area.
3.3 Bedrock Characteristics
No bedrock outcrops were identified within the proposed Unit 2 Phase 2 expansion area. As
relatively few outcrops exist in the area, rock cores collected during drilling of boreholes for
piezometers installed during this investigation and the investigation conducted in association with
the Unit 2 - Phase 1 are relied upon to confirm the geologic mapping.
The 1985 North Carolina Geologic Map shows felsic metavolcanic rock of the Eastern Slate Belt
underlying the entire area of the site, which was confirmed by rock coring. The variable
weathering profile observed during drilling at the site is reflected by the surface topography, with
the higher elevations representing areas underlain by granite more resistant to weathering and
lower elevations representing areas underlain by granite more susceptible to weathering. The
variable susceptibility to weathering of the granite at and near the site is likely a function of
variations in mineralogy and texture, as well as the presence of brittle structures such as joints.
The rock cores indicate massive, very competent dacitic, fine grained aphanitic and slightly
porphyritic felsic meta -volcanic rock with widely spaced sub -horizontal to sub -vertical jointing with
some iron and manganese straining along fracture faces. The rock exhibited variably thick zones
GAMETTAV Page 3 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
of PWR — material that could be penetrated by hollow stem augers but yielded standard
penetration resistance values (ASTM D-1586) in excess of 100 blows per foot. Below depths of
auger refusal the rock cores exhibited recovery values from 50 to 100 percent, but typically were
approximately 92 percent or higher in competent bedrock. Lower recovery values were observed
in strata with a higher degree of weathering. Rock quality designation (RQD) values ranged from
23 to 100 percent, with an average of approximately 72%, reflecting the high degree of
competence of the bedrock at the site.
The depth to the top of competent bedrock (as defined by hollow stem auger refusal) at the
locations of piezometers and monitoring wells installed within the proposed Unit 2 - Phase 2
boundary ranges from 10 to 27 feet below grade. A contour map of the elevation of the surface
of competent bedrock at the site is presented as Figure 3. The map is based on depths to hollow
stem auger refusal at the locations of piezometers installed as part of this investigation as well
as those installed as part of the Unit 2-Phase 1 Site/Design hydrogeologic investigations. The
bedrock surface contours indicate that the highest bedrock surface elevations are located in the
eastern portion of the proposed Unit 2 — Phase 2 expansion area in the vicinity of P-31 and slope
radially downward to the east, north and west.
4.0 Boring Testing Program
A Work Plan for the Design Hydrogeological Investigations was submitted to NCDEQ in
December 2020, with the Department concurring with the Work Plan in January 2021. A copy of
the Work Plan is included in Appendix A.
4.1 Boring Investigations
The boring testing program was initiated in February 2021 and conducted in general
accordance with the approved Work Plan. The program included 8 borings drilled via hollow
stem auger drilling and rock coring methods. The locations and designations of the new
borings are depicted on Figure 2.
Inclusive of existing borings in the Unit 2 — Phase 2 footprint (MW-3R, P-6, P-14, and MW-
12/P-21), a total of 12 borings (at 10 locations, two nested pairs) have been advanced in the
7.7 lined acre Phase 2 — Unit 2 footprint.
Existing piezometers and groundwater monitoring wells were also utilized as part of the study.
The existing piezometers and groundwater monitoring wells which were applicable to this
study are also depicted on Figure 2. The lithologic descriptions of conditions encountered
during drilling of the existing piezometers are used to supplement the data from the boring
testing program.
Piezometers were installed in the new 8 borings, 6 of which were completed as shallow
piezometers (extended approximately 10 feet below the top of bedrock) and 2 of which serve
GARRETT E�AP2 Page 4 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
as well pairs and were completed as deep piezometers (extended approximately 30 feet into
the bedrock).
The 8 test borings were drilled with a track -mounted drilling rig equipped with hollow -stem
augers. Soil samples were collected from the test borings to document the lithology of the
subsurface materials penetrated during drilling. The samples were collected in 2-foot intervals
every five feet in depth within each boring using 2-feet long, 2-inch inside diameter (ID) steel
split -spoon samplers in accordance with standard penetration test (SPT) protocols (ASTM D
1586-84) to provide an index for estimating soil strength and relative density. In addition,
undisturbed (UD) samples were collected with steel thin -walled samplers (i.e., Shelby Tubes)
in accordance with ASTM D 1587. Each boring was advanced into bedrock using a diamond
tipped NQWL (wire line) core barrel.
Upon boring completion, a piezometer was installed at each test borehole. The piezometer
was installed through the augers and rock core casing assembly to ensure proper construction
and placement and is constructed of 2-inch ID Schedule 40 PVC solid casing and factory
slotted well screen (0.01 inch slots) connected by threaded, flush joints. The piezometers
were completed to total depths ranging from 26 to 60 feet below grade with 10 feet of well
screen equipped with a PVC bottom cap. The solid PVC casing of each piezometer extends
from the top of the well screen to approximately 2.5 feet above grade. The annular space of
each piezometer is packed with washed sand to a level of approximately 2 feet above the top
of the well screen. A minimum two -foot -thick bentonite seal rests on top of the sand pack,
above which a Portland cement grout extends to approximately 6 inches below grade. The
PVC casing of each piezometer is equipped with a sealed, locking cap to prevent
unauthorized access.
Following piezometer installation, the piezometers were developed using a submersible pump
to remove sediment from within the piezometer and annular gravel pack, and to facilitate
hydraulic connection between the piezometer and surrounding aquifer material. At each
piezometer, the pump was lowered below the water table and was periodically raised and
lowered through the water column to agitate the water in the piezometer and induce trapped
sediment to be released from the sand pack into the piezometer. This process was repeated
until the discharge water appeared to be free of suspended sediments.
A piezometer survey was conducted by a licensed North Carolina surveyor which included
measuring the ground surface and casing elevations and horizontal positions of the new
piezometers.
Drilling and well construction logs for the borings/piezometers installed as part of this
investigation, as well as drilling logs for the existing piezometers and groundwater monitoring
wells used as part of this study, are included in Appendix B. A summary of the
piezometer/monitoring well records is presented in Table 1.
GUMETT E�AP2 Page 5 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
4.2 Laboratory Testing
Laboratory testing of soil samples collected during drilling was conducted as part of the Design
Hydrogeologic investigation. The laboratory testing program consisted of the following tests.
Description
ASTM Standard
Sieve and Hydrometer Analysis D 422-63 (2007)
Atterberg Limits D 4318-17
Natural Moisture D 2216-10
Number of Samples
12
12
12
Of particular relevance to the Design Hydrogeologic investigation are the results of the grain
size analyses, which were used to estimate specific yield of the unconsolidated sediments in
the surficial aquifer. Laboratory data sheets for the grain size analyses are included in
Appendix C. Grain size distribution and soil classification data are presented in Table 2.
The soils were classified in the laboratory according to the Unified Soil Classification System
(USCS). These descriptions were matched to the boring logs to verify the visual soil
classifications. Based on the laboratory data, a majority of the on -site soils classify as silty
sand, clayey sand, and sandy silt with gravel, with near surface soils classifying as variably
sandy clay. Most of the laboratory tested soils exhibited silt and clay content (predominantly
silt) in the range of 60 to 90 percent, which is consistent with field observations (the soils are
generally variably silty sand).
4.3 Aquifer Testing
Rising -head permeability ("slug") tests were conducted in all but one of the piezometers
installed for the investigation to estimate the horizontal hydraulic conductivity of the saturated
lithologic units within the screen intervals of the piezometers. P-31 was unable to be slug
tested due to an insufficient water level in the screen section at the time of testing. The slug
tests were conducted using a surface centrifugal pump in accordance with ASTM D-4044.
Static water level measurements were made at each piezometer prior to beginning the slug
tests. The slug tests were conducted by placing a combined data recorder/pressure
transducer (In -Situ Level TrolITM) at the bottom of the piezometer and rapidly lowering the
level of water below the level measured at static conditions. The data logger was used to
measure the rate of influx of groundwater until water levels reached a minimum of
approximately 80% of the static level measured prior to testing. The measured rate of recovery
of the water level is a function of the horizontal hydraulic conductivity of the aquifer material
in the vicinity of the well. The slug test data was analyzed using the HydroSOLVE, Inc.
AQTESOLV for Windows TM program according to the Bouwer-Rice procedure.
Estimates of the hydraulic conductivity (K) of the aquifer materials at the locations of the
piezometers installed for the hydrogeological characterization were made based on analyses
GUMETT E�AP2 Page 6 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
of the water level versus time data collected during the slug tests. The data output and graphs
generated by AQTESOLVTm are provided in Appendix D. Calculated values of K based on the
slug test data are presented in Table 3. The results of slug testing previously performed on
wells installed in the Unit 2 — Phase 2 footprint as part of the Unit 2 Site Hydro (MW-3R, MW-
12/P-21) are also presented in Table 3.
Estimated values of hydraulic conductivity for the surficial aquifer based on the results of the
slug tests performed ranged from 1.53 x 10-6 cm/sec (0.004 ft/day) in the saprolite at
piezometer MW-3R to 1.31 x 10-3 cm/sec (3.72 ft/day) in the fractured bedrock at piezometer
P-29. The geometric mean K for all the surficial aquifer piezometers is 4.61 x 10-5 cm/sec
(0.131 ft/day). Estimated values of hydraulic conductivity for the bedrock aquifer based on
the results of the slug tests performed in three bedrock piezometers ranged from 4.83 x 10-6
cm/sec (0.243 ft/day) at existing piezometer P-21 to 8.59 x 10-5 cm/sec (0.243 ft/day) at new
piezometer P-30D. The geometric mean K for all the bedrock piezometers is 9.31 x 10-6
cm/sec (0.026 ft/day).
The values of hydraulic conductivity determined for the surficial and bedrock aquifers are
similar to those determined by slug tests performed during the investigation for Unit 2 — Phase
1. It is noted that the geometric average K determined for the bedrock aquifer is significantly
less than the geometric average K for the surficial aquifer. This difference is likely due to the
wide spacing of fractures in the bedrock aquifer resulting in relatively few water -yielding
fractures being intercepted by the piezometers, and the consequent lower apparent intrinsic
permeability.
5.0 Stratigraphic Cross Sections
Stratigraphic cross -sections identifying hydrogeologic and lithologic units, seasonal high
groundwater table elevations, existing grades and proposed landfill grades are presented in
Figures 3 and 6.
6.0 Water Table Information
Table 4 presents a summary of short-term ground water levels observed at the end of drilling and
24-hours after installation of the piezometers, as well as stabilized groundwater level readings
obtained a minimum of seven days after completion of the piezometers.
Table 5 presents a summary of long-term groundwater level observations at the piezometers
installed for this study, as well as existing monitoring wells and piezometers and monitoring wells
installed for the Site and Design Hydrogeologic Reports (final dated January 2012) for the
currently active MSW Landfill Phase 1 to include P-6, MW-11 (P-13), MW-12 (P-21), MW-9 (P-9)
and MW-3R. At the time of this writing, five months of periodic groundwater level readings have
been acquired for the piezometers installed as part of this investigation.
GAMETT E�AP2 Page 7 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
Discussions of the long-term seasonal high groundwater table based on stabilized water table
readings, hydrographs of wells in the area, and historical precipitation data is presented in Section
15 — Seasonal High Water Table.
A temporary stormwater pond located in the northwest corner of the Unit 2 — Phase 2 expansion
areas appears to create a minor groundwater mounding in the vicinity of P-34, with groundwater
level readings at that piezometer appearing slightly elevated as compared to nearby
wells/piezometers (MW-3R, P-33S). For conservatism, the groundwater readings at P-34 are
included in the seasonal high groundwater table map.
Piezometer P-31 observed varying groundwater levels at the time of drilling and initial stabilized
readings but went `dry' as water levels dropped after the initial high groundwater levels observed
in February/March. The seasonal high water table, as discussed in detail in Section 13, was
developed based on the March 2021 readings and includes March P-31 reading. Piezometer P-
31 was unable to be slug tested due to insufficient water levels in the screen section at the time
of testing.
7.0 Groundwater Flow
A water -table elevation contour map for the study area based on groundwater elevation gauging
data collected in March 4, 2021 from the shallow piezometers installed as part of this
investigation, as well as the existing shallow monitoring well and piezometers installed as part of
the 2014 Site and Design Hydrogeologic investigations for Phase 1, is presented as Figure 4.
The geometric configuration of the water -table elevation contours presented in Figure 6 indicate
that bulk flow of shallow groundwater across the site is generally to the north-northwest toward
on -site unnamed tributaries to Little Grassy Creek, which is consistent with previous delineations
of shallow groundwater flow at the site. Within the proposed Unit 2 - Phase 2 expansion area,
the direction of shallow groundwater flow is north-northwest. Based on the groundwater elevation
contour map shown in Figure 6, the hydraulic gradient of the water table ranged from
approximately 0.007 ft/ft to 0.039 ft/ft in March 2021. The geometric mean hydraulic gradient of
the water table was approximately 0.018 ft/ft. (see Table 6).
Estimates of the horizontal interstitial groundwater flow velocity in the shallow surficial aquifer are
presented in Table 6. The flow velocity estimates are based on hydraulic conductivity values
derived from slug tests conducted in the piezometers (Section 4.3), groundwater elevation data
collected on March 4, 2021, from the shallow piezometers and monitoring wells, and estimates
of effective porosity derived from visual classifications and grain size distribution analyses of
selected samples of soil collected from the surficial aquifer.
Effective porosity values for soils and sediments are commonly derived using the method of
Johnson (1967) based on grain size distribution. This method relies on the assumption that
specific yield is numerically equivalent to effective porosity. However, not all water -filled pores
or secondary openings are interconnected (e.g., "dead-end" or isolated pores) or significantly
contribute to bulk flow but may still be drainable in tests to determine specific yield. More recent
GAMETTAV Page 8 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
research has shown that estimates of effective porosity based on grain size analysis tend to
overestimate the numerical value of effective porosity by approximately 80%. Consequently,
effective porosity values estimated using the method of Johnson (1967) should be considered
maximum estimated values. Calculated values of effective porosity are included in Tables 2, 3,
and 6.
The bulk average interstitial groundwater flow velocity (vw) can be expressed according to the
relation vw = Ki/ne, where K is the horizontal hydraulic conductivity of the aquifer material, i is the
hydraulic gradient, and qe is the effective porosity of the aquifer material. Calculations of the
horizontal groundwater flow velocity are presented in Table 6. Based on the calculations
presented in Table 6, the interstitial groundwater flow velocity in the shallow aquifer is estimated
to range from 0.0001 ft/day (0.5 ft/yr) in the saprolite to .0129 ft/day (47.24 ft/yr) in the fractured
bedrock, with a geometric mean of 0..01 ft/day (7.485 ft/yr) inclusive of the saprolite screened
well (MW-3R) and 0.021 ft/day (3.67 ft/yr) for only the fractured bedrock screened wells. The
range of groundwater flow velocities calculated for the surficial aquifer is likely a reflection of
differential degrees of weathering within the saprolite and PWR/fractured bedrock and thereby
the abundance of secondary openings available for groundwater flow.
It is noted that the majority of groundwater flow occurs through interconnected zones exhibiting
the highest permeability. Calculations of average bulk groundwater flow velocity using the
method applied herein are not based on a weighted average of volumetric flow through zones of
varying permeability. Consequently, the bulk average groundwater flow velocities calculated
using this method should be considered minimum values. Moreover, the velocity of groundwater
flow through zones of highest permeability may significantly exceed the average calculated
values.
Vertical potentiometric gradients denote the potential for groundwater to move vertically through
an aquifer. Vertical gradients are calculated by dividing the difference in groundwater elevation
between two adjacent piezometers with screens installed at different elevations in the saturated
interval of interest by the vertical distance between the midpoints of the saturated interval of the
well screens. Positive values denote downward vertical gradients whereas negative values
denote upward vertical gradients.
Table 7 presents estimated vertical groundwater potentiometric gradients for the surficial aquifer
based on groundwater gauging data collected during the period of March 2021 to July 2021 for
piezometer couplets P-30S/P-30D and P-33S/P-33D. A comparison of groundwater elevation
data between adjacent piezometers provides an indication of vertical groundwater movement
within the surficial aquifer.
Review of the vertical gradients indicates a downward gradient at piezometer pair P-30S/30D,
which is to be expected as the piezometers are in a general upload area of groundwater recharge.
The downward gradients at P-30S/P-30D are slight and decrease over time from the observed
high groundwater levels in March 2021 (0.098 ft/ft) to more the typical groundwater levels
GUMETT EAP Page 9of15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion July 2021
observed in July 2021 (0.008 ft/ft). Similarly, the vertical gradients at piezometer pair P-33S/30D
are slight and decrease over time from March (0.052 ft/ft) through July (0.012 ft/ft), but present
as upward gradients. It appears the vertical gradients at both piezometer pairs are experiencing
the transient effects of the unusually high groundwater conditions early in the study and are
returning to more typical equilibrium conditions with slight to near flat vertical gradients. It is
anticipated that the vertical gradients will continue to decrease and flatten as groundwater
continues to stabilize to more typical (drier) conditions.
The results of the horizontal and vertical potentiometric gradient analyses indicate that bulk
groundwater flow within the surficial aquifer is dominated by lateral flow toward the unnamed
tributaries of Little Grassy Creek and fringing wetlands, which are the major groundwater
discharge features in the study area. Vertical potentiometric gradients are slight and appear to
have little influence on bulk groundwater flow within the proposed Unit 2 — Phase 2 expansion
area.
8.0 Groundwater Contour Map
A groundwater contour map showing the occurrence and direction of groundwater flow in the
surficial aquifer is presented in Figure 4. The map is based on the groundwater gauging event
of March 4, 2021 and includes the new piezometers installed as part of this study as well as
select existing wells and piezometers that are located within and near the Unit 2 — Phase 2
boundary. The groundwater contours are superimposed on a topographic map. The location of
all borings and the potentiometric data at each location used to generate the groundwater
contours are shown on the groundwater contour map. As indicated on Figure 4, groundwater
flow for the proposed Unit 2 — Phase 2 expansion is generally north northwest toward the
unnamed tributary of Little Grassy Creek.
9.0 Topographic Map
A topographic map of the site based on a recent aerial survey of the site and showing the
locations of the soil borings is presented in Figure 2.
10.0 Potable Wells and Water Supply Intakes
Other than the site supply well located near the entrance to the landfill on the southernmost
portion of the landfill property, there are no active supply wells located within the facility boundary.
The site supply well is over 1,500 feet from the edge of waste and is clearly up -gradient of both
the existing Units 1 and 2.
11.0 Other Geologic and Hydrologic Considerations
No unusual geologic hydrogeologic features have been determined which would affect
groundwater flow or the ability to effectively monitor groundwater quality at the site, including
faults, mines or dikes. Site conditions appear typical of the North Carolina Piedmont region.
GUMETT EAP Page 10 of 15
&MOORE
este indusfr,es

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion August 2021
12.0 Groundwater Monitoring Plan
On behalf of Granville County, Joyce Engineering prepared a Water Quality Monitoring Plan
(WQMP) for the Oxford Landfill Units 1 & 2. The GWMP went through several iterations and
reviews, with the current approved WQMP being dated March 2019. The Unit 1 of the facility is
currently in Assessment Monitoring and Corrective Action. Unit 2 of the facility is currently in
Detection Monitoring. The WQMP is comprehensive plan for the entire Oxford Landfill facility and
includes water quality monitoring for both the closed Unit 1 and the active Unit 2.
The proposed Unit 2 — Phase 2 expansion includes an approximate 7.7 lined acre expansion to
the existing Unit 2 — Phase 1 facility, with the Phase 2 expansion extending south and
hydraulically upgradient of the Phase 1 facility.
Currently six groundwater monitoring wells comprise the compliance monitoring network for the
Unit 2 Landfill groundwater monitoring program. The compliance network includes existing
groundwater monitoring wells MW-7 (the current facility background well), MW- 8 (which monitors
the leachate tank area), MW- 9, MW- 10, MW- 11, and NES-2S.
There are two surface water sampling points associated with Unit 2, SW-3 and SW-4. Sampling
point SW-3 is located upstream of Unit 2, on the perennial creek that runs along the east side of
Unit 2. SW- 4 is located on the same perennial creek downstream of the Unit 2, but before the
confluence of the perennial creek and the drainage channel from the west side of Unit 2, between
Units 1 and 2.
The results of the investigation presented herein demonstrate the hydrogeologic conditions and
monitorability of the proposed Phase 2 area are consistent with those of the existing Phase 1
area. The proposed Phase 2 area is being development hydraulically upgradient of the Phase 1
area. As a result, no new groundwater monitoring wells are necessary to monitor the quality of
groundwater flowing under the Unit 2 landfill (Phases 1 and 2). The current WQMP's groundwater
monitoring program is appropriate for sampling and analyzing groundwater flow under the Unit 2
landfill using the existing 1 upgradient (background) monitoring well (MW-7) and 5 downgradient
wells (MW- 8 which monitors the leachate tank area, MW- 9, MW- 10, MW- 11, and NES-2S).
Similarly, the proposed Phase 2 development does not necessitate any changes to the surface
water monitoring component of the current WQMP.
To update the current approved WQMP to include the proposed Unit 2 — Phase 2 expansion area,
an addendum to the current WQMP is proposed to include a revised Drawing No. 1 — Water
Quality Monitoring Plan. The revised Drawing No. 1 revisions includes:
• Updated Limits of Waste (to include proposed Unit 2 - Phase 2 waste boundary)
• Revised Review Boundary (to include proposed Unit 2 — Phase 2 waste boundary)
• Revised Relevant Point of Compliance (to include proposed Unit 2 — Phase 2 waste boundary)
GAFMTT �� Page 11 of 15
& MMMRE I
Engineering far the Power and Waste Industries

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion August 2021
A copy of the current approved WQMP to include the revised Drawing No. 1 addendum is
presented in Appendix E.
13.0 Landfill Gas Monitoring Plan
On behalf of Granville County, Joyce Engineering prepared a Landfill Gas Monitoring Plan for the
Granville County Closed Unit 1 C&D Over MSW Landfill and Active Unit 2 Subtitle D MSW
Landfill. The Landfill Gas Monitoring Plan was dated January 2018, revised March 2019, and
was approved by the Department March 12, 2019. The plan includes one probe (GP-12) located
downgradient of Unit 2 (Phase 1). As Unit 2 — Phase 2 is being developed upgradient of Phase
1, no additional gas probes are needed, and the current approved Landfill Gas Monitoring Plan
is proposed for landfill gas monitoring for Unit 2 (Phases 1 and 2).
To update the current approved Landfill Gas Monitoring Plan to include the proposed Unit 2 —
Phase 2 expansion area, an addendum to the current Landfill Gas Monitoring Plan is proposed
to include a revised Drawing No. 1 — Landfill Gas Monitoring Network. The revised Drawing No.
1 revision includes:
• Updated Limits of Waste (to include proposed Unit 2 - Phase 2 waste boundary)
A copy of the current approved Landfill Gas Monitoring Plan to include the revised Drawing No.
1 addendum is presented in Appendix F.
14.0 Relevant Point of Compliance
The rules require the relevant point of compliance be established around a proposed landfill that
is no greater than 250 feet from the proposed edge of waste and no less than 50 feet from the
facility property boundary. For Unit 2 - Phase 2, the proposed property boundary is greater than
300 feet from the proposed waste area, so the property boundary will not influence the location
of the relevant point of compliance. The existing Unit 1 waste is greater than 250 feet from the
proposed Unit 2 waste boundary except near the southwest comer of existing Phase 1 and
proposed Phase 2, where the distance between them is only about 200 feet. Consistent with the
current point of compliance for Unit 2 — Phase 1, to adequately monitor between the two landfill
units, the relevant point of compliance for the west side of Unit 2 - Phases 1+2 will need to be
less than 250 feet from the proposed waste limit.
The proposed relevant point of compliance will be 250 feet from the proposed edge of waste on
the south, east, and north sides of Unit 2. From the point where the 250-foot boundary crosses
the intermittent creek just southwest of NES-2S, the relevant point of compliance will follow the
intermittent creek southward, forming a line that ranges from 85-125 feet from the western edge
of waste for Unit 2, Phase I. In the area near the southwest comer of Unit 2, Phases 1+2, where
the two waste unit boundaries are less than 250 feet apart, the relevant point of compliance will
be midway between the two waste units and will then turn southeast to intersect the southern
GAMETT AP Page 12 of 15
& MOOU
Engineering for the Power and Waste Industries

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion August 2021
250-foot limit south of MW-3R. Drawing 6 shows the relevant point of compliance for Units 1 and
2. A drawing showing the proposed relevant point of compliance is presented as Figure 5.
15.0 Rock Cores
All borings advanced as part of this study were advanced through the saprolite to auger refusal,
and then were cored 10 to 30 feet into the underlying bedrock. Rock type, recovery values, rock
quality designation (RQD) and rock descriptions including fracturing and jointing patterns are
presented in the boring logs. Further description of the bedrock is provided in Section 3.3.
Hydraulic features of the bedrock including saturated hydraulic conductivity and secondary
porosity values are provided in Section 7 — Groundwater Flow.
16.0 Seasonal High Groundwater
Graphs 1, 2, 3, and 4 in Appendix F shows the precipitation data for Oxford, North Carolina from
1895 through the present (February/March 2021). The graphs show annual, 6-month, 3-month
and 1-month precipitation totals. As can be seen in the graphs, 2021 generally had the highest
precipitation totals over the 126 years of historical data.
Fluctuations in groundwater table elevations generally reflect precipitation levels over periods of
several months, often with a lag time of a few weeks. As shown on the Graph 1, the largest 12-
month precipitation total in the last 126 years occurred during the 12 months ending in March
2021. Similar review of the 6-month and 3-month precipitation totals (Graphs 2 and 3) ending in
February/March 2021 also indicate that early 2021 had near (6-month totals roughly tied for 3rd
highest ever) or the highest (3-month totals highest ever) levels of precipitation in the 126-year
of historical data. Therefore, it is reasonable to expect that the highest historical groundwater
table elevations for the site were in the spring of 2021.
Establishment of the seasonal high groundwater table included review of groundwater levels in
the existing site monitoring wells as well as the new piezometers installed for this Design
Hydrogeologic Report investigations. Nine (9) wells/piezometers monitoring the surficial aquifer
within the 7.7-acre Phase 2 footprint area were monitored and reviewed (existing MW-3R, MW-
12, P-6; new piezometers P-29, P-30S, P-31, P-32, P-33S and P-34), along with several wells in
the immediate vicinity of the Phase 2 area (MW-7, MW-9 and MW-11).
Table 8 shows the water table elevation for the site compliance wells between 2012 (date of first
monitoring) and 2021. The table indicates that the highest water levels were observed in February
of 2020 or February 2021 events. This is generally consistent with the precipitation data. Further
review of the February 2020 and 2021 monitoring data indicates that, of the 11 compliance wells
monitoring at the site for both events, the February 2021 event recorded higher water levels in
the majority of the wells, with the February 2021 event reporting an overall mean groundwater
level 0.55' higher than the February 2020 event. Therefore, based on the review of the long-term
compliance monitoring well data, the February 2021 event represents the highest groundwater
levels in the existing compliance wells since the development of the Phase 2 Unit 1 MSW landfill,
GARUTT EJP�
Page 13 of 15
&MOOUI
Engineering far the Power and Waste Industries

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion August 2021
which coincides with the precipitation data that also indicates early 2021 as a historically high
precipitation period.
Table 8 also shows the water table elevation for the site compliance wells as well as the new
piezometers (and select existing wells) being studied as part of this study. As can be seen, the
March 4, 2021 readings are very similar to the readings of the February 2021 monitoring event,
with the March 2021 readings generally slightly higher than the February 2021 readings. The
remaining readings, April through July 2021, show a general decline in groundwater levels.
Therefore, the March 2021 readings generally represent the generally highest potentiometric
surface in both the existing compliance wells and the new piezometers, which correlates with the
above discussed precipitation history.
A seasonal high groundwater map was established by using the March 2021 groundwater levels
for the piezometers/wells being monitored in the study, as augmented by revising the elevations
for two of the existing wells (MW-11, MW-3R) to include the February 2020 levels as they were
higher than the February/March 2021 levels. For existing facility wells/piezometers outside of the
study group, the seasonal high groundwater map uses the long-term high water table elevations
estimated in the Site Hydrogeologic Report (final dated January 2012, Table 8) to supplement
and provide expanded map spatial coverage.
The seasonal higher groundwater map is shown on Figure 6 and is considered to graphically
depict the estimated seasonal -high water table for the Phase 2 expansion area. In addition, the
seasonal high-water table is also graphically depicted in the geologic cross sections in Figures 3,
4 and 6 to depict the vertical relationship between the seasonal high water table and the
engineered final subgrade of the proposed MSWLF expansion. Table 8 provides a summary of
the vertical separation between the seasonal high groundwater table and the landfill subgrade for
the borings located within the waste limits. Based on the designed final subgrade of the proposed
Unit 2 — Phase 2 expansion depicted in the geologic cross sections (Figures 5 through 8) ans
summarized in Table 8 and the engineering plans included in the accompanying permit
documents, the minimum vertical separation requirements in 15A NCAC 13B .1623 (b)(2)(E)
between the seasonal high water table as determined herein and the final landfill subgrade are
satisfied by the engineering design of the landfill expansion.
17.0 Bedrock Contour Map
A bedrock contour map is presented on Figure 3. The bedrock contour map presents the contours
of the upper surface of the bedrock and is superimposed on a topographic map and includes the
location of all borings and rock cores and the top of rock elevations used to generate the upper
surface of bedrock contours.
Table 8 provides a summary of the vertical separation between the top of bedrock and the landfill
subgrade for the borings located within the waste limits Based on the designed final subgrade of
the proposed Unit 2 — Phase 2 expansion depicted in the geologic cross sections (Figures 3 and
6) and summarized in Table 8 and the engineering plans included in the accompanying permit
GAMETT V�p
Page 14 of 15
&MOOUI
Engineering far the Power and Waste Industries

Permit to Construct Application Design Hydrogeological Report
Granville County Oxford MSWLF -Unit 2 Phase 2 Expansion August 2021
documents, the minimum vertical separation requirements in 15A NCAC 13B .1623 (b)(2)(F)
between the top of bedrock as determined herein and the final landfill subgrade are satisfied by
the engineering design of the landfill expansion.
18.0 Vertical Groundwater Flow Regime
Discussions of the vertical groundwater flow regime for the proposed expansion area are
presented in Section 7.0 — Groundwater Flow, with hydrogeologic cross -sections that
characterize the vertical groundwater flow regime presented on Figures 3 and 6.
19.0 Groundwater Flow Regime Report
Discussions of the groundwater flow regime to include groundwater flow paths for both horizontal
and vertical components of groundwater flow, horizontal and vertical gradients, flow rates, and
groundwater recharge areas and discharge areas are presented in Section 7.0 — Groundwater
Flow.
20.0 Boring/Piezometer Abandonment
All borings/temporary piezometers located within the Phase 2 landfill development shall be
abandoned prior to landfill construction in accordance with the procedures for permanent
abandonment of wells as delineated in 15A NCAC 02C .0113, except that at the time of
abandonment, all piezometers within the MSWLF unit footprint area shall be over drilled to the
full depth of the boring or to the top of bedrock, whichever is encountered first, prior to grout
placement. The level of the grout within the boring shall not exceed in height the elevation of the
proposed base grade.
GARUTT jP Page 15 of 15
& MOOU I
Engineering far the Power and Waste Industries

Figures

F.z 'MW , Jam' Fi
MW 11
PHASE 1 LINER LIMITS--,'
■
a F 9
P-22 x
P—is
'HASE
11.2Ai
UNIT 2 �.
PHASE 2 P-31 ��;;,; P-29 �
i
7.7 ACioS
--PD
—32 MW_ 12_21-)
PHASE 2 LINER LIMITS
gy
UNIT 2 - --
TURE P 12
,
UNIT 2 PERMITLED `
WASTE LIMITS ' N
a
II
--EXISTING BORINGS/PIEZOMETER
ABANDONED BORINGS/PIEZOMETERS GRAPHIC SCALE: " = 180'
- NEW BORINGS/PIEZOMETERS
�,.Y, MW-7_j,(P-2) 4 r�: �. 0 18 _ 360

�1 I r �� \ �—P —25
MW-1
11 I 1 I I I \ I I I I IIIIII ter-- —-24 III �
/ /I I IIII � I \ S III I IIIII I�/ -✓�-�\\ \� `\\\1 \ /I 1
I I I I III I / ,-� \ \ I I l ( IIII ► I I I I I � , --, � � � / � � � \�\ 1 111
I I IIII� � � � � � >> IIII� / ) l ,/ l I
/1
400
r
IIII III (1 \ / , // r�i /�// // ��i �i *12-17
1III IIII
III / 1 1 if III II� //j r �r ��� r /i —
IIII u P
/lri
I IIII , � / � //� � / �i�� � � � �___—__— _ =____ =_ _— �--__=�� --� --�✓� l � 1 1�\\ �`
II I I I I // 1 111 1` � \ _ _ --_ _ _ ��-_ _ __ _ - _ - ter= -' _.---.., -_ --✓ —r.-- -f `� �� � l \
III
A.�\Voo
� ) T L., 10+00 f 00 00
00 L s+0� , I I
II /f / J ,, •�\ 6+00 j
4+Fli
Ip
00
00
r r' �, 49LD-21 /MW�12 S
II I
ll
JW
\-j �,Ni
I
Ul"k--)STREAM WITH 50—FAT BUFMR .) J /
LEGEND
-------- EXISTING INDEX TOPOGRAPHIC CONTOUR
— — — — — — — — EXISTING INTERMEDIATE TOPOGRAPHIC CONTOUR
MW-Z
PIEZOMETER/WELL IDENTIFICATION
MW-X
ABANDONED PIEZOMETER/WELL IDENTIFICATION
NOTES
1,II��,,,,,,,
QoFEsslo�� 0 -
o a SEAL r °
0
TEF AN
E
o
c N G
0 m oZ
y
0
(L
L
��cc$
0L C)
co
L N�
Q
T
m
w
ZO
Ow
Z
I-
J
C.)Z Q —
0
D
OZ
(L
Ug
N 0
J
0
w em
>°C
QO
cr
ZLL
mo
CL
X
N �
—Z
Z (!3
DCIO)
w
0
S�
L
U
_s
CO
9>--
V
0 0
1.L Z
cc
NO
wm
Q
C
N
H
Z
D
GRAPHIC SCALE 1' = 60'
0 60 120
SHEET
FIGURE 2

i IIII
/
I I I I III I / ,-\ \ I I l ( IIII ► I I I I I � , --,
0/1
�\ ��
J
//�j//
I III 1 C
III I I (1
Jill l IIIIj \\M\0
//i//�/� / I I rc�� 11 \\\\\ \� \\ 1 I11 IN,
�i/� 1�,� I r�� 1
IIII III 1/ � �/i / /� ( � �� �r�-_---—
IIII u P 1 ii� �����
(I I IIII =gs ,
IIII BPI
I I I I I I I I I � � �/�/ I � I LZ _� �-� - —- --- __/— �I_r , i _ _.-_-_.; _- -�✓ -'� �� ZI \ I/
�-01— ,k
II
' — � �-
/�—� —',
T-
.-'A �=� .`___-- ____-- �•� �� ��� �-III /
BR-492.0600
m4io
+00 1 �,,-650
/ f>
47730 / �C� // / �� 6+dog �/' \ .00, / /
1 +00 / 5+00
I / I I 4+00 I -� _ - rf� � �' !' /LC , / i �' _
* P-33S
\BR=486.30
sly
I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I P1.31 I I I I 1 1
520-----r---T----r-------1----r---r---T----T-------I----r----r---T--- --- ----1 ---�-- -T----I----r------7520
I I I I I I I I I I I I I I UNIT 2 PHASE 2 BASE GRADES --"-,I I I
I I I I I IEXISTINd GROUNIJ I 1 1 1 1 1 1 1 1 P-29 I I I 1 1
510-t---t----t----1----I---- --- ---t— — -------I----1-----1-���� -- ---- — —�1111111--- � �t�` -t— -i----I-- —---t--- 510
I I I I I P SI P-330 I I I_ __1� -, -I-
P4 I I I I I = --� �"
� I I I 1
500 I--I----1 --- i---+---4-- - 1 --- i - SAP�500
ouTE 1 - - 1----i---� - i --- i
SAPF OLITE
S SO HIGH W �ER TAB
�
490-- —�--- --- --T--- i------�---� -- — — _ _ _ 1 _ _ ——----I-----------� 490
480--
I
I
470 -
460 -
450
1 +00
— — 1 480
1 1
I I I I I I
1470
- - - I - ---*----------1----�--- fi---*---rt-------I----�--- fi---1 460
I I I I I I I I I I I I I I I I I I I I I
----1-------t---t----------I----r---�--t----------1-------t---t----------I-------t-----1450
I I I I I I I I I I I I I I I I I I I I I I
2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11 +00 12+00 13+00
HORIZONTAL SCALE: 1 INCH = 80 FEET
VERTICAL SCALE 1 INCH = 16 FEET
-----------------
MW-X
BR = XXXX
MW X
BR = XXX`"
LEGEND
EXISTING INDEX TOPOGRAPHIC CONTOUR
EXISTING INTERMEDIATE TOPOGRAPHIC CONTOUR
BEDROCK SURFACE INDEX CONTOUR
BEDROCK SURFACE INTERMEDIATE CONTOUR
PIEZOMETER/WELL LOCATION AND IDENTIFICATION
WITH TOP OF BEDROCK SURFACE ELEVATION DENOTED
ABANDONED PIEZOMETER/WELL LOCATION AND IDENTIFICATION
WITH TOP OF BEDROCK SURFACE ELEVATION DENOTED
NOTES
10011,
.�•% -N CARpL '''•.
oFESS
a SEAL �r o
0 025900 0
, "v �Q 00 °°
°°° T°°° °°°°
FAN �
ZO
Ow
Fnm
ZaU
O
NO
ww
Cn C�
ao
_ CC
C
N
H
— Z
Z (!3
D cl)
w
0
GRAPHIC SCALE 1' = 60'
0 60 120
SHEET
FIGURE 3

LEGEND
EXISTING INDEX TOPOGRAPHIC CONTOUR
EXISTING INTERMEDIATE TOPOGRAPHIC CONTOUR
- - - - - - - - - - - - - - - - - WATER TABLE INDEX CONTOUR (MARCH 2O21)
- - - - - - - - - - - - - - - - - WATER TABLE INTERMEDIATE CONTOUR (MARCH 2O21)
MW-X
GW EL. = XXXX
PIEZOMETER/WELL LOCATION AND IDENTIFICATION
WITH WATER TABLE ELEVATION DENOTED
MW-X
GW EL XXXX
ABANDONED PIEZOMETER/WELL LOCATION AND IDENTIFICATION
=
WITH WATER TABLE ELEVATION DENOTED
NOTES
1. GROUNDWATER LEVELS FOR MARCH 4, 2021
J
00
Wg
Z
J �
Z�
gxLL
0O
CL
5�
L
D
O
F—
z
O
U
W
a
z
D
O
♦�
V
z
O
Cn
z
n
N
W
Q
CL
N
H
z
D
4-0 E
oq
�coE)
N p
om
co z
�= m
ca
20
N cc
co
O
W
U
0
O
O
W
em
0
z
0
w
0
GRAPHIC SCALE 1' = 60'
0 60 120
SHEET
FIGURE 4

=
i/� �/� % ' --
fillf I / �— —--' / I—���—-472.06
77
�� 1 --—�•f��rr�—r HELEV�EJdT POINJ/OF COMPLTINCE ( FROM�i(VAS < A \ �� c `� c / / — — -
--ram / 1 / l l l t\\\�k----_ f
�W4A / \ l \ \
1�\/�1�1�//�\\( 1r\ / ,/\/II\( / e�,� I/J �> �/ II, ,1 ��/ J��_\ ��/ � /�Y1/��� �I—i1�l�fI I/�'I\� / I;I�� / II1I �I;� � .1 ;1_ I I I//� I II �I 1I�r\II�I r I�l I/ -/ `�1( �\1i >� 1 -�'� ��,l ��..L�_k� �\ � � `,�\( I`�-�_� �/_\G � /1j� 1 \_� —\' `/\ J�1/I/��/\1\ 1 I��( �I I \/��/ // )��I /I `—'p�/I .1 ��f\ - (I //-�����(��II�i����Il; 1'r I — I�`I I5I II�iI IIv.I/I.I-I-I I I I' II��v ( � � I I I I / f..I) �JI " 11�� ,r � /I,� im7/�I oI $I�_1\/ r1\ ,,L' - , �\J� ��J� /f'1—>r.\ ,�,. ,\ /-�✓J � I�-> l/�-\ }�— I- -`/1/lI1�II1I�I It/I(1I/�I� 1ICIII IIII,I�j>I IIIIIIIII ��I I/II1I�� II�III� III1IIII1I-Ib> III II III1III II>.I ►jI�II IIIII1II;)1II�i II�lII ,\I\1I II (I/II.IIIIIIIIIIIII�II � IIII\ I(�1II—U�IIIII/1—III I (IIII( III I II_III> II I I II �I � I1III(I�II =III—II )II II�I I`II 1 I / ` II /I � r/II <•--_ �I\<_/����.�ti—)rI/— 1I�J /\CJ�(II(),I �1IIIIII_ II�IIIIII► �I.— >_I\-IIIIIIj I\II�_IIIsII I\/IIII/IIII�_II /��I—)I1II(IIII)I IIIIII II�\ I1 I�\iI�I � I1II��—IIIIII I IIIIIIIIII�1II I I —/I=� ��IIIIIII>_IIIIIIIIII -�IIIceIII►I I � 1 ��IIIIIII I I > — _ I\( i —II l I(/III IjI1 I�r1—II)I\ II1IvI—=III=I I I I�/III� )/I\III—IIIII—�III_ \I!II II1 I��I—I�I_IIIII I II.�III 1\�II � II�II�ItI II —I-_I_IIIII�III I�II`II-1I IIII I�III,�IIIIIIIII\IlI �I I(I�I — =�II- II, IIII IIII II,I III�III��rI.III�—II—f�IIIIIIII--II�I I��IIiIIiI_I II I II�— IIIII�I/=I�II ,'>II�I1�I�III I—IIIIII I�II�1—IINI�II1/I.--=I�II� I II I -,I IIII/ 1I 1-�_�II ITI _II-I1 1I1I-II-�II (I✓%I/ ✓ I - (I1Ji,IIII—�—� -I/1I I% ' I II�I=I� %I\IIE I/,II �� 1�- //III�►/III\1I—�I%J��I/���i1 I\ 1/I �\\��IIiII I/� I�—%•�/I %\ �i � �II 1I�IIIIII�j//_/I��\ I 1I//�II�/�l1 II/I�I I I� � I�i �I/ �I��� II%I/ IIi/i�L /-/��/II %/II ,/ _I/ II-/�� / i-/ �-/1-IIl�II^%II�--i �� i(�-% �l �iI-�/Ii�\ �II-�I(L%1 /r-I��I\/�-I -i%� I1 � �, II/�I �\/I�����.!�\�%I� %✓✓/\�I1��i�i/I�� / \/J C\/%i�����I� I� /'\\ ./ ,!— � ��/\ i_\ / %\ \\(i� ��i (\)i%\i//��.��,2%\\\( %\ �•(\�—�/%i���\�S�% �i\ —,� v�\ I��—�% -�> %�Ii n%%� —�\\�%�I�%��%%�/ _ \\- \ �-) -�)%\(% \�� ( �Jt��\�l�-./\_{��\\)�1^� .^ \ \%��%, /\1 �) �-%\ �,�\ \1%i�—/1\�� ��/ �� %��\\ �\-�\�l \(JIJ�%I �\�I%�/,�� � �I\(—l�l�%i-\ )�%I �� %�-� �� -�%I%1-%�� /�\ \�1�-/_%��f, 1 �%� /'���— S =` -�\,\\ �I%� /%\ - %'�J\�—\-\�% �;)� \\\�\ ��I_-%\I�I;_�\,�\% ��_�I�I�III(��lJ�\)�l��'\(�IIII-III�I�I�\� \���IIII I�I�\I;�I_'—--�—���I1\ -II;I-� I/ \�\����II(.��\\�CIII�I��I I �\;\ _\ I�— �`._—�am�- �����_ I�r.\( _;j ��-�= ._ �/�.\�) I^� ) =�-! ��_�_/— ����� �-���%\ = , \—���= _i�-l\ �� _�-—_ =_�—;�_ _ — '—_�—���—��-_ ��_ - �_ .\__=-- _-_�\ a -I �1\_,--�/—`—__= — /�_�_— .--� — ;-_=\��—��—_\ =`_=�=�� �-� � — /—_— —__1.— =�—,— -\� --� __\ -_,,� \ c==,=—�p—�— — =-- =— —=,—v\� _ ;J_I—\— —rF_�_—�_—�o--I(��1--�_�_—_=1 —I�_II\_ /1_ ,I _ )I`I—I__ �_I,_—II= -_I,tI 1II��IIA I _II/I/=II__ �I -1 — I I_1I_I—WI—=II�--IIII— III 1II=I���III_ II`II I/III�1I�—'_—I II —I III I1IIII _— I_ _1 I_� I_/I\ IIIII1IIII/, I,I-=_III\�1I`_-I(_I1I-III _I � — I� �II—_.III_`II)1IIIII \, I1IJ-\'I_I _-IIII1 III>oII _I III�\I—II j,II,_ �I\ �II� _1I�_II�II—_I I Irl/ .�II--I I �I�I--_I� �— 1,�I_—�II III I _) I'I— _I= IIIII—J _ ((III�I—III/II_II-/I II`_IIiI I >\II�IIIIIIIIII�\,III l\I,f—_ _ )I III �IIIIIIII—II� J_II I ° \ II LI—IIIJ�IIIIII' IIII\III/I, l 1_I—I_ —IIIIIII(,JI—I IIIIIII—I J \II1I I I—�— — —III(III1 III I%_IIIIII/�II _I\IIII�I II`II-1IIII III I,II I=I I1I—� IIII��_I �III I I1 JI I II ; �JI_ fI/IIII—I-1II II�II_ _ II- I II SI IIII1I II �I I (`yI II \III�I 1—/II—I/I/ =II_I II -I/ I (IIIII _—\ I�1 1 I/I-—I �I—II I IIIIIII /IIII�I I I\l II_` (l� IIII1II_III II��II_ I=II-1 II�/I /_/1II 1�I1 �I�< /I _ CI( I II_�IIII—I/II _ f(I/I<IIIII I ) I/I II 1II I I I ) I —\/I/_III II 1 / �/ I /I IIIi1 I lII�I—_ I� = —I IIII!-IIII —I� � I _III1 IIIj1 III II�II���IJ I�III�IoII/IJII I IIIIIIII_ III/\I I(II( II—I1I_I I — I) �I I_IIIII J/I IIII II II /I/I III II <`/ I�III I/ I III=III\I I(IIII I
III 1 1II)I IIIIIIIIlI 1 IIIII IIII IIII �I I ,IIIIII\ IIII'II IIIlI'III1 I\I1IIIIIIII� IIIIIIII/ /IIII III (III I I IIII IIlII I�� \iII Ir �'II<I,It\- I\I JIIII I1fIlI�•/ IJmo\frl/ f Gl�I I //II1 %\ � ,I I l,<)I )� /\ � —I/I/�/'\`���\\\�� 1 —)��\\I / �1/,I, ,l0 \1/l�J,,(`� /1/\ ��I / /J�I /I/1 �(II�I //�I/j/ . I 1\ 1•�/l% 1/ �I `IvII\1/Z 11II I I/I / / \ / \ II\ J' —/l�I,/.11I1� /�I II\I\,11 \/If/l l 1 /\( /�( !1 rI�/1 1.`lI�,! I /II //iy l ! / 1JIj I'\,I //I �1 i1
—I�\
I�
\/
�
�
/-�-1
ASTE) —
o�-.1 )= � 71251---
----� �__- -
�1 /
f_I =I1.I _— =l��—(�J-- � /(l-.,-` =�-11 —,�lr1 / -/.t�\— � �_���-,==-� f�-,.��-�-(��-�1�-_,��- /_sr-�--r -_�-J ���I �,�- —t =�=--���!1`5��1-IlIt\.(_ 1lI�-i-�w fI— �I�— l-�_�=/ g%�_—�s � �� I r-=-1✓t `/� �,-(—>-. -//�)-�r �-�—fr —�=I-s _ -/-�—`/� �1/--__ �—M�-�1�I_�r��-�<�;%i.I—o> �=� f-\� - .�-=- ,/_ —,�Il_J—,— -1 ��-�� 5�l�-r 1-_-�`1�-/rIr,I-' l--S-_-.I, �._- —_�s—Ic� ' c_�— � --c =— —� -// �s=%_ti-_�>/ ���—-1�_-} -(�'� �_�-�_ _s � ---_.�—�--_,�=L_-r .\-----n�st_�—>_-_ - _l �=—�� r
1�
A\J\1)�/EL IIIIIIz• \
f\�w \
i ///�j
%r�� i /1�U2 PH����
r/ I ,-%%// IIII I/ IIIIIIIrr
) 11 1l 1 1 111N I\1C
r�/II
J l I I /
IT'FACILITY LAI (IIIIIl 11III
/IIII29 ACRES (IIIIIII/it/
If c
l3 -JV,i�
(A Zz �n
\
1!IU 1T PHASE M'�J)l IIII Ill I (II /1II) I \\�\ l
41111111 (
� I1
) \
r\
IC(C 1 I
\ I(
//1
/
\
l�
I/�r 1II�
/
IIII Ir 1 1111 I
(IIIIIII IIII
�11�
_• �I11,.o IIIII -- �WIFi )AEAM WITH O�
-j
_ 3 `Nl '
�� .
z,.s-
rLEGEND
EXISTING 10'TOPOGRAPHIC CONTOUR
EXISTING 2 TOPOGRAPHIC CONTOUR
iG
JAM,GROUNDWATER SURFACE CONTOUR (FEB 2021)7
I GROUNDWATER FLOW DIRECTION
ftft -X`MW
100F OT UTI iTY E ENt) J-1 GROUNDWATER MONITORING WELL LOCATION AND IDENTIFICATION
SURFACE WATER MONITORING WELL LOCATION AND IDENTIFICATION
1-0
' � ,tIfA\ 'f, <
//Q) LII
(4��iJ I1 CRATE STORAGE CILI
I � NOTES
o\
1. GROUNDWATER CONTOURS BASED ON LINEAR INTERPOLATION
%i\
I
l\)
\ �
1
—
l
�
\�
�
1
/
l
)\1\
\
1
\�
�
1�
S
)J
'.
/ ^ \ J ( / / /IBETWEEN ANBD EXTRAPOLATION FROM KNOW DATA, TOPOGRAPHIC
I CONTOURS, AND KNOWN FIELD CONDITIONS. THEREFORE, GROUNDWATER
`� ��� % ✓ I I 1 I / \/ I I 1 I I I I CONTOURS MAY NOT REFLECT ACTUAL GROUNWATER CONDITIONS.
S FARM 2. STATIC WATER LEVELS MEASURED ON FEBRUARY 4, 2021.
V. oFESST�2 09
a SEAL �r o
025900
% v CT °
f
N NM
�E
)~�
c)N
c - 6c0
1:0o.o0
m '0
� c�
0a �_
0 N 0 Cc$
=z�
o 0)6
_ca
U
N N
w
cr
z0
Ow
z
J
z 0
Q-
�LL
OZ
(L0
�O
Ug
N O
J
0
w �
�o�
QO
z�
�o
X
N
00
-z
z0
Dcl)
w
0
w
0
z
g
J
2
O
U
LL
O
F-
z
O
H
z
J
w
GRAPHIC SCALE 1' = I W
0 100 200
SHEET
FIGURE 5

L=475 , 1 I I I I I I I I' / P-24 / /' -"W EL, �b.w
\ II I-`-�/--
II I I I I \ \ 1 I III �" —*GW EL=474.01
,�\11
,��
l\\ { 11
� .
, ,�, .
�111111 P-1s ,x- I,� -��J r�J
/// GW EL-4792 ��
1 I I I �� I I ♦ i �� rf/ /�� // �� i ��j 1/ / i 17
,4W EL=482.
1lo
(,-��i
Ile
�
�
�
— — Y \
�-- --- --- -- --- _ _ �_ — _ --- — — _ �
� � J III .__f
- ` � / /�1 \ 1
III ==�—
Io EL=AP88.17
00
W,
\ �/r GW LL=486.00 \ ti� I / / �- /� ti 7+ _ GW ELF,(90. Y I
`I 1 6+00 I J GW F�L— 2.60
+00 P-33 / / ` -� �' f J , -�
*G EL=48?:66 �, �,�
lgjA497.2�
/
///� r`/ P-32Tom, r '� � P.0W E �� � > ��� / � f \
f� `
\� 00.100, �4�—I*44. j ___r ) �
an
.010
j\\ 1 _ � --�
00.
,100,
1 r �-
­0"l�/ ♦ 1-1 STM W REAIIT 50-FfBUF%R .) �— — —
I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I PI.31 I I I I I 1 1
520-----r---T----r-------1----r---r---T----T-------1----r---r---T--- --- ----1— — — r — — — r — — — --1----1----r---T----7520
I I I I I I I I I I I I I I UNIT 2 PHASE 2 BASE GRADES ----"I I I
I I I I I IEXISTINGl GROUNb I I I .._4 1 1 1 1 1 1 P-29 I I I I I
510-------t----------1----------t——-------1-------t— �� -- ---- —--.—-------1-- —---�---� 510
P-34 I I I I 1 P-33S P-330 I I
J
500 \� +._,.�. r.=,�-1���'-1---- --�--- -- — —025900
— — — — — --------+---— — — ---+--- -- 500
I I SAPFROLITE I I I I I I
SEASONAL HIGH WATER TABI
490-- --- 1 --- i— --I— —
I I --
480--
470
450 —
I
1 +00
�SAPF OI I I I
I LI'TE I I I
'I" I I I Irt
490
I I I
I I I I
I I I 1480
I I GRJkNITE I
I I I I
--*---rt-------1----�--- fi---*---rt-------I----r---460
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
—-------1----------t----------1----------�450
I I I I I I I I I I I I
2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11 +00 12+00 13+00
HORIZONTAL SCALE: 1 INCH = 80 FEET
VERTICAL SCALE 1 INCH = 16 FEET
fi I
I I I I I I I
---1---- --- f----t--- -------1-- --t—
I I I I I I I
-----------------
MW—X
GW EL. = XXXX
MI
*GW EL = XXXX
1.
LEGEND
EXISTING INDEX TOPOGRAPHIC CONTOUR
EXISTING INTERMEDIATE TOPOGRAPHIC CONTOUR
SEASONAL HIGH WATER TABLE INDEX CONTOUR
SEASONAL HIGH WATER TABLE INTERMEDIATE CONTOUR
PIEZOMETER/WELL LOCATION AND IDENTIFICATION
WITH SEASONAL HIGH WATER TABLE ELEVATION DENOTED
ABANDONED PIEZOMETER/WELL LOCATION AND IDENTIFICATION
WITH SEASONAL HIGH WATER TABLE ELEVATION DENOTED
NOTES
CAR04000
QoFEsslo�� oo
• a SEAL r G =
0 025900 a
p p
i p O, p
o
v °.0
- 000000000 P •
EF AN ``���
Ill
�: J
00
Wg
J �
Z�
gLLx
0O
a� E
co
N p
co Z
6 ca
20
oco
T
ZO
Ow
Cn
ZQU
0
j
NO
wW
Cn em
QO
C
N
H
-Z
Z (!3
D cl)
W
GRAPHIC SCALE 1' = 60'
0 60 120
SHEET
FIGURE 6

Tables

Table 1
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Boring/PZ
Northing
Easting
Ground
Surface
Elev.
Top of
Casing
Elev.
Screen
Interval
BGS
Screen
Interval
Elev.
Depth to
Bedrock
BGS
Top of
Bedrock
Elev.
Bore/Piezo
Depth
BGS
Bore/Piezo
Bottom
Elev.
Hydrogeologic
Unit
P-29
954232.703
2112770.353
506.55
510.62
20.0 '- 30.0'
486.5 - 476.5
20.0'
486.55
30.0'
476.55
fractured bedrock
P-30S
954111.283
2112826.270
506.86
510.37
25.0'- 35.0'
481.9 - 471.9
27.0'
479.86
35.0'
471.86
PWR/frac bedrock
P-30D
954115.398
2112818.644
507.02
510.37
50.0'- 60.0'
457.0 - 447.0
27.0'
480.02
60.0'
447.02
fractured bedrock
P-31
954225.823
2112561.563
516.81
520.25
16.5' - 26.5'
500.3 - 490.3
14.5'
502.31
26.5'
490.31
fractured bedrock
P-32
954062.925
2112259.145
511.11
515.16
25.0'- 30.0'
486.1 - 481.1
20.5'
490.61
30.0'
481.11
fractured bedrock
P-33S
954130.103
2112015.673
503.13
506.18
17.0'- 27.0'
486.1 - 476.1
17.0'
486.13
27.0'
476.13
fractured bedrock
P-33D
954155.029
2112020.410
503.27
505.79
40.0' - 50.0'
463.3 - 453.3
17.0'
486.27
50.0'
453.27
fractured bedrock
P-34
954184.456
2111737.744
500.76
504.35
1 24.5' - 34.5'
476.3 - 466.3
23.5'
477.26
34.5'
466.26
1 fractured bedrock
Existing
Boring/PZ
Northing
Easting
Ground
Surface
Elev.
Top of
Casing
Elev.
Screen
Interval
BGS
Screen
Interval
Elev.
Depth to
Bedrock
BGS
Top of
Bedrock
Elev.
Bore/Piezo
Depth
BGS
Bore/Piezo
Bottom
Elev.
Hydrogeologic
Unit
P-6
954257.195
2112192.206
502.06
505.06
21.0 '- 31.0'
481.1 - 471.1
10.0
492.06
31.0'
471.06
fractured bedrock
MW-12 / P-21
954078.314
2112567.506
519.29
521.30
40.0 '- 50.0'
479.3 - 469.3
31.3
488.00
31.0'
488.29
fractured bedrock
MW-3R
1 954026.936
1 2111681.468
495.85
498.35
1 14.0 '- 24.0'
1 481.8 - 471.8
25.0
470.85
25.0'
470.85
Saprolite

Table 2
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Geotechnical Laboratory Data
Grain Size Distribution and Unified Soil Classification
Boring Sample %Gravel %Sand %Sand %Silt %Clay %Silt/Clay Liquid Plasticity Natural Effective USCS Lithologic
Number Depth, k. >4.75 mm 4.75--0.075 mm 2-0.0625 0.0625-0.004 <0.004 <0.075 mm Limit Index Moisture Porosity Classification Description
P-29
0.0 - 2.0
0.00
2.73
5.97
37.30
56.74
97.27
80%
50%
31.6%
1.0%
CH, tested
FAT CLAY
P-29
5.0-7.0
4.40
7.05
11.25
53.96
34.18
88.56
67%
34%
29.6%
3.0%
MH, tested
ELASTIC SILT
P-29
10.0- 12.0
1.45
14.62
20.14
52.43
27.43
83.92
53%
25%
27.8%
5.0%
CH, tested
FAT CLAY WITH SAND
P-29
15.0- 17.0
0.00
11.54
15.64
49.89
34.47
88.46
54%
21%
43.2%
2.0%
MH, tested
ELASTIC SILT
P-30
5.0-7.0
18.99
45.56
47.63
22.30
30.06
35.46
61%
35%
15.3%
4.5%
SC, tested
CLAYEY SAND WITH GRAVEL
P-30
10.0- 12.0
3.19
32.74
35.89
36.71
27.40
64.07
55%
25%
11.6%
5.0%
MH, tested
SANDY ELASTIC SILT
P-30
20.0- 22.0
27.06
41.98
52.79
32.43
14.78
30.97
35%
15%
36.2%
15.0%
SC, tested
CLAYEY SAND WITH GRAVEL
P-30
25.0- 27.0
38.81
44.00
61.90
29.80
8.30
17.19
26%
6%
6.6%
21.0%
SC-SM, tested
SILTY CLAYEY SAND WITH GRAVEL
P-32
0.0 - 2.0
0.00
5.99
10.45
44.83
44.72
94.01
57%
30%
31.1%
2.0%
CH, tested
FAT CLAY
P-32
5.0-7.0
0.00
13.10
23.66
68.48
7.87
86.90
47%
9%
45.4%
14.0%
ML, tested
SILT
P-32
10.0- 12.0
0.00
29.96
40.70
56.12
3.17
70.04
NP
NP
14.7%
20.0%
ML, tested
SILT WITH SAND
P-32
15.0-17.0
0.00
31.03
36.63
54.28
9.10
68.97
35%
6%
9.7%
17.0%
ML, tested
SANDYSILT
Notes to Above: Effective porosity values calculated from Textural Classification Triangle methoc
referenced to A.I. Johnson, US Geological Survey Water Supply Paper 1662-1), 1967
(after C.W. Fetter, Applied Hydrogeology, 3rd ed. 1988)
SCS lithologic description based on grain size with hydrometer analysi!
1- USCS lithologic description based on grain size with hydrometer analysh
GARRETT r*'AP
& MOORE
Eng-rmp rar-Y or end Wasee:rcu�:•ex
Phase 2 Expansion
Design Hydrogeologic Study

Table 3
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Hydrogeologic Properties of Lithologic Units
Piezometer
Number
Hydrological
Unit(l)
Hydrogeological
Description
Hydraulic Conductivity (k)
ft/sec
ft/min
ft/day
cm/sec
Surficial Aquifer
Piezometers
P-29
Fract. Bedrock
SILTYSAND
4.31E-05
2.59E-03
3.723
1.31E-03
P-30
PWR/Fract. Bedrock
SILTYSAND
1.03E-06
6.17E-05
0.089
3.14E-05
P-32
Fract. Bedrock
SILTYSAND
2.00E-06
1.20E-04
0.173
6.10E-05
P-33
Fract. Bedrock
SILTYSAND
5.94E-06
3.56E-04
0.513
1.81E-04
P-34
Fract. Bedrock
SILTYSAND
4.32E-06
2.59E-04
0.373
1.32E-04
P-21
Fract. Bedrock
SILTYSAND
1.59E-07
9.51E-06
0.014
4.83E-06
MW-3R
Saprolite/PWR
SILTYSAND
5.03E-08
3.02E-06
0.004
1.53E-06
Minimum
5.03E-08
3.02E-06
4.35E-03
1.53E-06
Maximum
4.31E-05
2.59E-03
3.72E+00
1.31E-03
Geometric Mean
1.51E-06
9.08E-05
0.131
4.61E-05
Bedrock Piezometers
P-30D
Bedrock
Bedrock
2.82E-06
1.69E-04
0.243
8.59E-05
P-33D
Bedrock
Bedrock
5.88E-07
3.53E-05
0.051
1.79E-05
P-21
Bedrock
Bedrock
1.59E-07
9.51E-06
0.014
4.83E-06
Minimum
1.59E-07
9.51E-06
0.014
4.83E-06
Maximum
2.82E-06
1.69E-04
0.243
8.59E-05
Geometric Mean
3.05E-07
1.83E-05
0.026
9.31E-06
(1) Saprolite - SPT <100 bpf.
PWR - partially weathered rock; generally with SPT values in excess of 100 bpf.
(2) Effective porosity values for unconsolidated soils assigned based on laboratory testing
(soils in contact with well screen interval taken into consideration).
(3) P-31 was dry at time of slug testing, not able to be tested
GAMET
& MOORE EofflA�
EAQrmtriN rdr LAO Nw Or and LVas1e rvn5.'!5
Phase 2 Expansion
see Table 2)
Design Hydrogeologic Study

Table 4
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Short -Term Ground Water Level Observations
Boring
Number
Boring
Date
PVC Pipe
Elevation
Ground
Elevation
Time of Boring Readings
24-hour Readings
Stabilized Readings
Depth, ft. BGS
Elev.
Depth, ft. TOC
Elev.
Depth, ft. TOC
Elev.
P-29
2/8/2021
510.62
506.55
25.2
481.35
21.00
489.62
19.78
490.84
P-30S
2/3/2021
510.37
506.86
29.7
477.16
14.81
495.56
13.09
497.28
P-30D
1 2/4/2021
510.37
507.02
23.2
483.82
15.72
494.65
15.53
494.84
P-31
2/9/2021
520.25
516.81
dry
N/A
28.01
492.24
27.65
492.60
P-32
2/1/2021
515.16
511.11
27.1
484.01
21.86
493.30
21.70
493.46
P-33S
2/11/2021
506.18
503.13
26.5
476.63
24.28
481.90
24.20
481.98
P-33D
2/10/2021
1 505.79
503.27
25.9
477.37
23.92
481.87
1 23.52
482.27
P-34
2/12/2021
1 504.35
500.76
19.5
481.26
18.49
485.86
1 18.35
486.00
Stabilized water levels acquired a minimum of 7 days after completion of drilling at each location.
BGS - Below ground surface
TOC - Below top of PVC casing
GARRErff
MOOR
E,9-urr, Mr nw &r. of aW MMt'exry •es
Phase 2 Expansion
Design Hydrogeologic Study

Table 5
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Long -Term Facility Groundwater Readings
Boring/PZ
Northing
Easting
Ground
Surface
Elev.
Top of
Casing
Elev.
3/4/21
GW
DBTC
314121
GW
Elev.
4/14121
GW
DBTC
4114/21
GW
Elev.
4123121
GW
DBTC
4123/21
GW
Elev.
5114/21
GW
DBTC
5114/21
GW
Elev.
619/21
GW
DBTC
619121
GW
Elev.
7114121
GW
DBTC
7114121
GW
Elev.
P-29
954232.703
2112770.353
506.55
510.62
19.78
490.84
22.41
488.21
23.29
487.33
24.31
486.31
24.60
486.02
24.74
485.88
P-30S
954111.283
2112826.270
506.86
510.37
13.09
497.28
17.18
493.19
17.90
492.47
19.31
491.06
20.98
489.39
21.96
488.41
P-30D
954115.398
2112818.644
507.02
510.37
15.53
494.84
17.74
492.63
18.48
491.89
19.79
490.58
21.29
489.08
22.15
488.22
P-31
954225.823
2112561.563
516.81
520.25
27.65
492.60
28.44
491.81
28.50
491.75
28.76
491.49
28.45
491.80
28.44
491.81
P-32
954062.925
2112259.145
511.11
515.16
21.70
493.46
23.96
491.20
24.48
490.68
25.10
490.06
26.58
488.58
27.62
487.54
P-33S
954130.103
2112015.673
503.13
506.18
24.20
481.98
25.78
480.40
26.05
480.13
26.70
479.48
27.24
478.94
27.62
478.56
P-33D
954155.029
2112020.410
503.27
505.79
23.52
482.27
25.10
480.69
25.41
480.38
26.09
479.70
26.67
479.12
27.00
478.79
P-34
954184.456
2111737.744
500.76
504.35
18.35
486.00
19.05
485.30
19.31
485.04
20.56
483.79
20.60
483.75
20.44
483.91

Table 6
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Horizontal Groundwater Gradient and Velocity Calculations
Well/Piez.
No.
Hydrogeologic
I Unit
Hydraulic Conductivity (k)
Grd. Water
Elevation*
Reference
Elevation*
delta-Elev.
in feet
Map Length
in feet
Hydraulic
Gradient (1)
Effective
Porosity (n)
GW Velocity
(V), ft/day
GW Velocity
(V), ft/year
ft/min ft/day cm/sec
Shallow Piezometers
MW-3R
Saprolite
3.02E-06
4.35E-03
1.53E-06
485.07
484.00
1.07
83.25
0.013
0.400
0.0001
0.05
P-21
Fractured Bedrock
9.51E-06
1.37E-02
4.83E-06
495.17
494.00
1.17
54.40
0.022
0.210
0.001
0.51
P-29
Fractured Bedrock
2.59E-03
3.72E+00
1.31E-03
490.84
490.00
0.84
115.07
0.007
0.210
0.129
47.24
P-30S
PWR/Fractured Bedrock
6.17E-05
8.89E-02
3.14E-05
497.28
496.00
1.28
33.39
0.038
0.210
0.016
5.92
P-32
Fractured Bedrock
1.20E-04
1.73E-01
6.10E-05
493.46
492.00
1.46
37.67
0.039
0.210
0.032
11.64
P-33S
Fractured Bedrock
3.56E-04
5.13E-01
1.81E-04
481.59
480.00
1.59
227.84
0.007
0.210
0.017
6.22
P-34
Fractured Bedrock
2.59E-04
3.73E-01
1.32E-04
486.00
484.00
2.00
76.58
0.026
0.210
0.046
16.94
Minimum
1.53E-06 0.007 0.0001 0.0510
Maximum
1.31E-03 0.039 0.129 47.237
Geometric Mean
4.61E-05 0.018 0.010 3.670
Notes: Ground Water Velocity Calculated from Equation
V=Kiln where K = Hydraulic Conductivity in units of ft/day
I = Hydraulic Gradient in units of ft/ft
n = Effective Porosity (unitless)
Hydraulic Conductivity Conversion Factor: 1 ft/day = 3.59E-04 cm/sec
Hydraulic Gradient values were calculated from the potentiometric surface map (Figure 8)
Effective Porosity values derived from Table 2, for material in piezometer screen section
Ground water elevation measured March 4, 2021
GARRE11
& moonE�;02,
€n ifterrrq rar mo Pwar &W waste Enausmas
Phase 2 Expansion
Design Hydrogeologic Study

Table 7
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Vertical Ground Water Gradient Calculations
Data Presented for Selected Dates of Ground Water Observation
Nested Piezometers:
P-30S
P-30D
Piezometer
No.
Top of
Screen Elev.
Bottom of
Screen Elev.
Mar-21
Apr-21
May-21
Jun-21
Jul-21
W.T.E.
W.T.E.
W.T.E.
W.T.E.
W.T.E.
P-30S
481.90
1 471.90
497.28
492.47
491.06
489.39
488.41
P-30D
457.00
1 447.00
494.84
491.89
490.58
489.08
488.22
midpoint saturated interval -upper
476.90
476.90
476.90
476.90
476.90
midpoint saturated interval - lower
452.00
452.00
452.00
452.00
452.00
delta -saturated interval
24.90
24.90
24.90
24.90
24.90
delta-W.T.E. (see note 1)
2.443
0.583
0.483
0.313
0.187
Vertical Gradient (see note 2)
0.098
1 0.023
1 0.019
0.013
0.008
Down Down Down
Down
Down
Nested Piezometers:
P-33S
P-33D
Piezometer
No.
Top of
Screen Elev.
Bottom of
Screen Elev.
Mar-21
Apr-21
May-21
Jun-21
Jul-21
W.T.E.
W.T.E.
W.T.E.
W.T.E.
W.T.E.
P-33S
486.1
476.1
481.59
480.13
479.48
478.94
478.56
P-33D
463.31
453.3
482.66
480.38
479.7
479.12
478.79
midpoint saturated interval -upper
478.85
478.12
477.79
477.52
477.33
midpoint saturated interval -lower
458.30
458.30
458.30
458.30
458.30
delta -saturated interval
20.55
19.82
19.49
19.22
19.03
delta-W.T.E. (see note 1)
-1.070
-0.250
-0.220
-0.180
-0.230
Vertical Gradient (see note 2)
-0.052
1 -0.013
1 -0.011
-0.009
-0.012
Up Up Up
Up
Up
Notes to Above:
1 delta-W.T.E. = difference in water level (shallow well minus deep well)
2 Vertical Gradient = delta-W.T.E. / delta -Saturated Interval
3 Negative vertical gradients are upward, positive gradients are downward
4 Wells denoted with "S" are shallow wells; wells denoted with "D" are deep wells
ARFXTTEfflA�
EnpinoerN rar me ?War and Wasle : rnis:' es
Phase 2 Expansion
Design Hydrogeologic Study

Table 8
Granville County Oxford Landfill
Unit 2 Phase 2 Expansion
Design Hydrogeologic Study
Seasonal High Groundwater and Bedrock Separation
r
Boring/PZ
Northing
Easting
Proposed
Subgrade/
Base of
Liner
Elev.
-
Seasonal High Groundwater
Bedrock
Seasonal High
Groundwater
Elev.
Groundwater
Separation
(feet)
Top of
Bedrock
Elev.
Bedrock
Separation
(feet)
P-29
954232.703
2112770.353
500.60
490.84
9.76
486.5
14.1
P-30S
954111.283
2112826.270
507.26
497.28
9.98
480.0
27.2
P-30D
954115.398
2112818.644
505.48
494.84
10.64
479.9
25.6
P-31
954225.823
2112561.563
506.80
492.60
14.21
502.3
4.5
P-32
954062.925
2112259.145
502.68
493.46
9.22
490.6
12.1
P-33S
954130.103
2112015.673
495.13
481.98
13.15
486.3
8.9
P-33D
954155.029
2112020.410
494.55
482.27
12.28
486.1
8.4
P-34
954184.456
2111737.744
497.36
486.00
11.36
477.3
20.1
P-6
954257.195
2112192.206
496.69
488.17
8.52
492.06
4.63
MW-12 / P-21
954078.314
2112567.506
507.54
495.17
12.37
488.00
19.54

Appendix A
Boring Work Plan

GRANVILLE COUNTY OXFORD LANDFILL
UNIT 2 - PROPOSED PHASE 2
WORK PLAN FOR THE
DESIGN HYDROGEOLOGICAL INVESTIGATION
DECEMBER 17, 2020
`%,%uu to mil,,
Iff
*�•�Esst • Rlw� -
a 025900 s°
%.,S'EFtAN �00'N��
G)MUZErff
& MOORE E:P22
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

ATTACHMENTS

L'� z,
�' it . '1 yi_ F. - . _ �_' i. 7. ..",.' ° - ! . i .. .' f .✓f.,x'sf \ .f fY5
���
/: -r/ / - .,.. \ \ 451.TS / - / / 't 1i .� \. �' - $FEh-:./. y10 fit. \ ,`� \,
/ / rr \ �> / �� ' ", 3 tom, ., I ,-14: /a15 is t - - � w
x
I - + ,r _
4� �:a, II y. / / / __f,, 1r i 1•IF f 1� / '� ��5f5
,
. r, - \ \_. �.' -rt! / / / 1 I .j I�..1 / , %�" ; - -'� 525 k ti- �J('y/ u!
/ 1 1 / 1 0, j l YI.? f ¢
f
` s 1 .�..,,y r„,% ♦ _ i; f ,, - 536..,E - y
- k1 / - / \ , l'' ' l y ''4 f l - -" ,. 4 .r' / `! /ice+� �- -s4a
k
v
_,. . i
_ 1 • -. - ..,. �, I _. `,_'' ,\.^ _ ' e' _ - %- 'mac' / j/ :ram .�� :.,.,,,•5a5 i w
\ �, I #
f. ;v; .
I
k ate" /. <, ,L',./' _,..... \ i 1. / 1 I i j 1.. % /: f i:' / � r,aso _ -
?: i /1. �' I / ✓/ % :� see
% ` f \ \ •' ", R,. / , } #.'f /�/ f /` . / ....STD ��
} l / / \ r / \ 1. . / +,. r /' I I ') 1' / j ; , / ! i 57o I A :'.'.
! }:-' / i
t�,ry �^�, jS j /////
-<!1.� uJr, \. r.\. S\.t r;. /` 5� ,1 -/ I r' I /j / /F/ / / -\I / / -'j/'�Wm.5- SU
Nl
{, \•, .,;,._. \\ t \.. :., �.„' 1. r ,',, _ �;,i. ,;. //: ,i/ / ,..7,;''.. / /
' J y� \'. r j i:,;. I .Tr �,�. ,, / rr _yam,
f' 4:; .
} / / ` 1 \ � ,f /' / � sue_ d
�. \ r,.,t } � jf. _'x.. '1 l'I I 1.l' i f. `F1} s5s
47r,r....- .
/ - K ,:
4 I1.
450 �.�.:..:-- . "�" ,.,,:,, � ,I !., ;. i' . �: _.1 ..I...... .,I. ,?' Y:�..,./ � � �!'� �/�. /j. �� � ! ,� � �L�, .l='.
�.., , / / %
i..,.. 1,:: ; ., I ', f * Px3L :^I 1.. f 1 i; /: / �; I. i'
-- N -11, . \ „L..---:. •, , 4�.. I I : , :� / y �. l / I I �.
__ 1 I U I
�/ Y I l_
..:.. -.3 ,,.. y I .
1 I:'' 1 #' 5� I /1,'r: l I' I///// /',,/
4ss - ��t. 4sT.3s } 1. ' ! L :' 1' . �,.1 / :. . :j•- -' 1 .... F . I - 1, 1.... ! . j 1 l l .l /: %: / i. fj 1-\ i _
----' �. - NES-is �, L ; I ., NES-ML, . i,, .. .,. - ,:r oJu . V • I I ..
4s7.a5'' L.. 1 I I ass. t /,.,.,.. - - - .,�, 4?a.4x I t,. I '; ( j : r „' j.. !, � ! .! jl, .l ; l ' jI ' f f 1 '1 1 ! /;' / / � -. - \ /.. • ' /
k 5 ` ; APPROXIMA1'MSW 1 ...:; , .:, ' I: d p _` --,. f ,. } r {' ° ��LI� 1 s ... i i I
. `;, -::. ; LIMITS OF£`URRENT WAOTM 1 . •... I. ./ '2% - ./ - " ' 'r ., :..#..r.,", i " • / I I: - . ! _]. . " # 1 j : j .I ,' 1 !1 / l i a t
3 . `, : MWAR / - :, I �J ,,.,.� �.. /• , :, ,�/, ,,.. ,,, : ,,., ,.._ E�,e,.- s
4ao- ... ':, , ./ 1 ! I.,t:'., . .\',.'_ .-j i I II !',..f; fj.1j;/lr Lti..,1.-.'�I#h:..'(..-i,)'.�,1;',IF.#r;-,;d:!1 f6 _'.1/; I_.� xp g'A
-, -� : 487.40. .. I . I' � ASW,, - � � _.,, � ✓ ..^.._,.. ...,,`: ,'a ' 1 y I_ _ . 3 j l f I r l.. • j :l: 'I,.' J I, i' I-r .1 I ., : I I :::I-. ` N� ; 1 } 1 :- 0 u u RR
/ i _. 1 1:: 4852M r : d- 1. I I , # I. 9 e k':,i '; / '
�� / . ,.... . \,.. I Fl_ J 47ss 1 I Ir 1 1' 1 1.;r # # '1 1:1 1:1;. I' I' 1 I L, ! I' Za a 0°a
k ; _- / .:,, % . \ i : . k \ . \ 48705 / ig 1 w �'. I :: 1 I I I 1 # 1. I I I ' I .I, 11,.1 1 \ ..,�:&15 - k / / :�
t � ;',� 510..:.: v-,-.; 1 „', 1 1 I., r�,aas_ i,--A' , I . 1;1, I I t :I' i:11 L.: i 7;\ 1 /20 ,
;i ."---•_, .. '; y..' tt 4.. .. .'f ' .\ : 1 ;P 3:\ ! �^•,,. 9, ..a'2'a 1. - S$,'P-9 i I I :1 11, 1. #'# #`�.#l.\I, `1. I- ( I':,-.. 1 I .I I I 11\:\ \�-8.10 I. 11
u o
.".•: :,.i,>.'- �. Y,:.,.. i ... F \` :4 07 480.84 , ;. ii 1 #' I I i\.,
Mw R sza 1 ,: ; .: \' . \\, 4,,W- \ i ! I :', I [" 1 '. l ' I }'' I 1 I :1 I: 1 I \ ' : �,� �-.;. _ �so5 a;r"' i� � s
.;g814x- .. .3J ..: ..1 �.: \ v,. �,`;:- y\ _ �„`'wi:. . I �'1 'I 1 ?I. \: \ ^^-._ -600
n
( ;: I ] , \\ � J \ , \ r f = -w 1 a J i '` 1 '.' NI f l ' , .. , �' 1 4 1, i t 1 \ _ \ L6 1 i �h
1 }
k .11 . ,. :: , 1 "- -:` .�\ Pf65 l �\ 1' k 1, t ! # ! i 1 1., \:' \ \.... _�` .::,_5Ea
.4Y1m I : \ 1T .i'F I. 1 ! i ';II I : I, i � \�: -"J' ...::�,::585 4 N U aa- k s \. 1' '` , �� ..J \,\ \,. / \ \' sss5j 5/ I I } j •# I it 1 1 I \ _ �Rs" 1 w wa
\ . ,/ `J I , I \ / 1 . I, l f I ;;I . I . \ \ \ �� 'tao / . . N J
.l - ' _ : .
' ' i \ i I ! , - r J� , tf .1.1 i1 ! 1'8II; --575 , :t.� a ui�
/ # r
.....: ,. ' . J \\ \�' #. 1 > I. \,.I \ \::.:_� --57U '�A .. (7 .»w c4
\,
1.
s ,.' \ : ,'r ... ,., -,/r :' 'P•2 \ tl .... . ' '+P-28' 1 :'.# #- I I f.\.-.,: .:\ \ -'550 a
/ ; \ , \': �'; 21P<2r -- _' i, _� 4szrLo 1. 1 :�' f \ P. \� _ y�"I- ss
k / - \ _ ��
j J 468'32 1 �. 55�T
1. - r--- I fey j #.. ! I I:,, I 1 \- r �- •'IF
_ _ i �tt
\ '\ I.1 -T � _ -� / / 1 1 # I ,I 1 - , l 's5o
1IL
i \ \.
M J r .z, L \ C]
C <4T 1' I \ 45s.oa I 1\ .`
aas on \ � / / / / � ;�;\ \_� , \ % / %' I 1 \ \' . \ �n i ,, -sss O � Q
' "'� \' \ i © Q
l i P >,,..`szo 1 / � ;\ \ \� S/� 1\,\ �' I \ \\ f�/ / i3 U w
r 1 \ \\ \\ l -�_..n.� .
��
/ ! qq \\
r , f . +,'"w�/ S. E :..:„ -,: '. - . .."' .I :':o I _ F � . --'.\ ``� •-\ \ - `fin'. O k:Lk
r \,.
-
- ^...
r .
- � , . a � r � .... . •' / �. \ r: � . \� 5 jis .c< _ LPL' U
r � .� \ \
. #' I /.
-7
_ ..w. , # !. :.
,,/ ^�
1
/! r `� j 1 y \ O Ian
1 x 14 \ M / # / / - /, 1 / /, p
k } # -' _ -
_y'. \ii°y 1.v °;Sr,, I\\ <.# .\ j-. # x51�, -✓ .r''.r ..r'>�.... '��,`\,' '•.✓/ ' %/ // f /- 5t5'. O
ll�
- - -
,,.. J x ,i / :ti 1 i U
r
1 soot' t \ /` p§ ^! �; i r"" \� \\ ` :A/ //
�. /
l ; / //
'.
r e[
�\ / Juj
l e� I/ '/ // 11 // /moo -s \ \ \ \\\\ // _ /. k / fsio \._,. (7
- \
- / _ /.
T
. / \
y gT s
11
, :. T
, Y s `: , s �. ,5 % / / / f / / IL l �' F. 1.
% PROJECT NO.
t'. / / I s. / i-1 I J ;/ �-� :1: r. -71'; � 7 - 7` 77- - °.- 660.a6. E2
1 h` j / / I . /;, %.! / i;'/, r .'1 ��.. /,,/,� j j: j l; f. 1 / / r / % i y r I"
. i ' •sro • i j a`° y ary ' / / / } 1 rl f .1 / ! '/ r / SCALE
' 1 } k \ P I ,� 11 r 1 I l .4 /. 1. � ANOTED
,:!'
i y
GRAPHIC
1 t:: _ ,'a ,� s'a. it ..,.. ..,. .-' i€f 'n ' I( - :, o soo, i2oo5 �'
a. _ �� r t 1� .1 �- . CALE .
1 ¢
z� k .a•,
` DRAWING NO.
1 -
,�; . ,..-. f S / i
f
y,
I
t

.n
r \
i
I i
-
�:• K
,
i'
,u
i/ . ., _ • ' ,. :. ate: ;' ,
I�
Y�
f ,
"
a
4
r
NEST.
r f
P•t i•' �l o. ,.� t . - a � w ry
�v
',, \ -AW. \, yy6 _ .fir o I Bd tj ?✓. 1 - ., - ,r a p U ¢ a
tia 5
4
/
k a
I' :�:-.a-i-•($ �/. -�P.25 -..�'p _ r , &M
�
ry
8
47a:� 1 1 ' �
- - -
soo . a :NN �
� r- i ,
'o`°Igo
� SiA
r+�
i' �m
,
� %1 /yam' �
I
! i
l 1
1,
f' !
f.
x u.. d
\f .
,
,.. ; d
M1�
,
I,
-14
00
r ; ''; I o' = ♦ ul
t
s 52° w O d z
1 3 '
y ':..: : 1 I � : r '�. p 2' }�,-..•r„I . Sri � ti.�
i
s
t � p t;. 'rye t % �X. vJ/ - �- :.-/ . '♦ a p' -
i1.Y'• .t / PROJECT NO.
�(
.>� . 660.06.12
I l .�
i` /
scAt_�
I
1t-1S F:;•'. i r E. y�'�+w1PrtlasCt�C."`" AS, NOTED
aoo•.. �
wwu
' � I i
I \
� DRAWING NO.
crEEt7 H-06

Appendix B
Boring and Well Construction Logs

Granville County
Boring ID
GARRET,
EAV�
& MOOR
Granville Co oxford MSWLF
P-29
Fri�neariiag brr the Powrr.anrlt4:itilN IliiflltilflHS
Unit 2 -Phase 2
Pagel of7
Date Started: 2MQI
Logged By I Nguyen, El
Well Construction Record
Date Completed: 2)BQI
Located By WithersRavenel
Top of Casing Elew 510.62
Drilling Method: Hollow Stem Auger
Northing: 954,232.703
Screen Int. (ft, BGS):
Sample Method: SPTiSplit Spoon
Easting: 2,112,770.353
Seal Int. (ft, BGS):
Drilling Company. Parratt - Wolff
GS Elew 506.546
Completion: Steel casing w! lock
SPT
Blows
a Per (0.5) 2
S E E or j
CU w 3 en i RQD a` Description Well Diagram
0
CH: Fat Clay - orange red, Imedium plasticity, little to no sand, moist.
4-2-4
24"
P=2.0 tsf, Tv=0.6 kglcm2
505
5
MH: Elastic Silt - olive tan to orange red, medium elasticity, little to no
5i
10
24"
sand, moist, quarter sized gravel. P=2.0 tsf, Tv=0.35 kglcm2
500
Grout
2" PVC
10
CH: Clay wl Sand - orange red, water stain relic structure, medium
5-3
4-3-5-8
24"
plasticity, little to no sand, moist, small gravel. P=2.25 tsf, Tv=0.45
495
kglcm2
15
22-50f
MH: Silt (PV1lR) - orange tan to grey, medium elasticity, little to no
5-4
3
12"
sand, moist, dime sized gravel. P=0.5 tsf, Tv=0.3 kglcm2
490
Benton
ite
20
Bedrock: Felsic Meta -Volcanic Rock (FMVR): dacitic, fine grained,
aphanitic; extensively weathered with predominant sub -horizontal
J
R 1
37%
89%
fractures; tan -brown
485
Bedrock: As above; much less weathered than overlying section;
moderately fractured with predominant sub -horizontal fractures and
few sub -vertical fractures; iron staining along fracture faces; mainly
R-2
90%
100%
light gray
25
Sand
Screen
480
Bedrock: As above with higher fracture density throughout section;
R-3
50%
100%
mixture of sub -horizontal and sub -vertical fractures with prominent iron
staining along fracture faces; light gray
Bedrock: As above; moderately fractured with predominant
R-4 67% 100%
f sub -horizontal fractures and few sub -vertical fractures; iron staining
30 along fracture faces, mainly light gray
P = pocket penetrometer; Tv = Torvane; Perched water @ 6'; Auger refusal @,20'

GARRETT �
& MOORE
Frio ineering far In Pnwxr end %Yasle I idw.trixe
Date Completed:
2flQl
Drilling Method:
Hollow Stem Auger
Sample Method:
SPTiSplit Spoon
Drilling Company.
Parratt - Wolff
SPT
Blows
a
Per (0.5)
m
or m
CU
w in
=
(A 2
RQD a`
TO
505
5
500
10
495
15
490
20
485
25
480
30
475
1 35
P packet penetrometer; Tv = Torvane; Auger refusal @27'
Granville County Boring ID
Granville Co oxford MSWLF P-30S
Unit 2 -Phase 2 Design Hydro Pagel ofI
Logged By J. Nguyen Well Construction Record
Located By Wi[hersRavenel Tap of Casing Elev.: 510.37
Northing: 954,111.203 Screen Int. (It, BGS):
Easting: 2,112,026.27 Seal Int. (ft, BGS):
GS Elev.: 507.0 Completion: Piezometer wi locking casing
Description
Well Diagram
15"
Silty Clay -low plastic, moist, orange red, little to no sand. P=5 tsf,
Tv=0.5 kglcm2
5 2
4-6-12
24"
Clayey Sand with Gravel - gravel pieces, weathered towards
bottom, moist, olive orange, low plasticity. P=5 tsf, Tv=0.5 kglcm2
S-3
5-6-9
24"
Sandy Elastic Silt- low plasticity, moist, gravel pieces, tan brown.
P=2 tsf, Tv=0.35 kglcm2
S-4
2-4-10
24"
Sandy Silt - gravel pieces, moist, olive, water stains, relic like
structure. P=5 tsf, Tv=0.35 kglcm2
S-5
15-18-23
24"
Clayey Sand with Gravel - gravel pieces, clayey silty fines, stiff.
alive tan, moist. P=2 tsf
5-
27-50/4
24"
Silty Clayey Sand with Gravel - larger gravel, grey olive, moist
FMVR: dacitic, fine-grained, aphanitic, highly fractured in upper
part of section; fracture density decreases to moderately
fractured in middle to lower part of section; predominantly
sub -horizontal fractures with few sub -vertical fractures; iron
staining along fracture faces, tan -brawn -light gray.
R-1
100%
80%
R-2
100%
91 %
r,
As above with relatively low fracture density; fractures vary from
sub -horizontal to sub -vertical with several prominent approximately
45-degree fractures.
Grout
2" PVC
Denton
ite
Sand
Screen

GARRET,
Granville County
Boring ID
EAV�7
& OOREA
Granville Co oxford MSWLF
P-30D
Frio in oe ring far I hx Pnwxr a nri 1Yasle l urlu shrix%,
Unit 2 - Phase 2 Design Hydro
Pagel ofI
Date Started: 2I427
Logged W. J. Nguyen
Well Construction Record
Date Completed: 2I427
Located W. Wi[hersRavenel
Top of Casing Elev.: 510.37
Drilling Method: Hollow Stem Auger
Northing: 954,775.39E
Screen Int. (it, BGS):
Sample Method: SPTiSplit Spoon
Easting: 2,772,010.644
Seal Int. (ft, BGS):
Drilling Company. Parratt - Wolff
GS Elev.: 506.9
Completion: Piezometer wi locking casing
SPT
Blows
a Per (0.5) 2
S E E or j
CU w 3 en i RQD a` Description Well Diagram
0
505
�5
5
500
10
495
15
490
20
485
Grout
5
480
2" PVC
30
475
35
470
40
465
45
460
Denton
50
455
55
Sand
450
Screen
60
P = packet penetrometer; Tv = Torvane; Auger refusal @27'
��
;24"
CH: Silty Clay -law plastic, moist, orange red, little to no sand.
P=5 tsf, Tv=0.5 kglcm2
5-2
4-6-12
SC: Clayey Sand with Gravel -gravel pieces, weathered towards
bottom, moist, olive orange, low plasticity. P=5 tsf, Tv=0.5 kgfcm2
5-3
5-6-9
24"
ML: Sandy Elastic Silt- law plasticity, moist, gravel pieces, tan
brown. P=2 tsf, Tv=0.35 kgfcm2
5-4
2-4-10
24"
ML: Sandy Silt -gravel pieces, moist, alive, water stains, relic like
structure. P=5 tsf, Tv=0.35 kgfcm2
5-5
15-18-23
24"
SC: Clayey Sand with Gravel -gravel pieces, clayey silty fines,
stiff, olive tan, moist. P=2 tsf
5-5
27-50J4
24"
SC: Silty Clayey Sand wJ gravel -larger gravel, grey alive, moist
bedrock: FMVR: dacitic; fine-grained, aphanitic; fracture density
varies with highest density in middle part of section; fractures
mainly vary from sub -horizontal to approximately 45-degrees;
some iron staining along fracture faces; mainly light gray.
R-1
76°fo
92°/°
F�-2
81°f°
100°I°
bedrock: As above; with moderate fracture density throughout
section; fractures mainly sub -horizontal to approximately
45-degrees; iron staining along fracture faces; light gray.
F�-3
93°f°
100°I°
bedrock: As above; some sub -vertical fractures along with the
sub -horizontal and approximately 45-degree fractures.
F�-a
75°f°
100°1°
bedrock: As above; fracture density higher than in overlying
section with prominent iron and manganese staining along
fracture faces; light gray.

GARRETT ■ ■
& MOORE �
Fri0imap. ring far Ilre Piimir.AWl%W61e Ilidii%Irim,
Date Completed:
21421
Drilling Method:
Hollow Stem Auger
Sample Method:
SPTiSplit Spoon
Drilling Company.
Parratt - Wolff
SPT
Blows
Per
E
f0.5)
°S
w a
1° =
fn a
RQD
r0
515
510
505
500
495
5
10
15
20
25
Granville County Boring ID
Granville Co MSWLF P-31
Unit 2 - Phase 2 Design Hydro Pagel ofI
Logged By J. Nguyen Well Construction Record
Located By Wi[hersRavenel Tap of Casing Elev.: 520.25
Northing: 954,225.023 Screen Int. (ft, BGS):
Easting: 2,112,561.563 Seal Int. (ft, BGS):
GS Elev.: 516.0 Completion: pieaometer wi locking casing
Description
Well Diagram
CL: Silty Clay - orange tan, low plasticity, little to no sand, moist.
P=4 tsf; Tv=0.4 kglcm2
S-1
2-2-3-3
24"
ML: Clayey Silt - tan, low plasticity, little to no sand, relic
structure, less moist, small gravel. Tv=0.3 kglcm2
S-2
12-10-14-
18
24"
ML: Elastic Silt - tan, less than 10% sand
S-3
2-29-50/3
2"
ML: Sandy Silt - tan, 15-20% sand, moist, law plasticity. Tv=0.4
kglcm2
bedrock: FMVR: dacitic, fine grained, aphanitic, extensively
weathered with predominant sub -horizontal fractures and several
R-1
50%
100%
sub -vertical fractures, degree of fracturing increases with depth;
tan -brown -red -gray.
bedrock: As above, extensively fractured throughout section with
predominant sub -horizontal fractures and few sub -vertical
fractures with iron and manganese staining along fracture faces;
not as weathered as shallower rock section; light tan to gray.
R-2
41 %
92%
! 5
bedrock: As above.
R-3
23%
100%
r,
Grout
2" PVC
Benton
ite
Sand
Screen
P = packet penetrometer; Tv = Torvane; Perched water @ 8'; Auger refusal @14.5'

GARRETT �
& MOORE
Frio ineering far In Pnwxr mnd %Yasle I idw.trix%,
Date Completed:
2flQl
Drilling Method:
Hollow Stem Auger
Sample Method:
SPTiSplit Spoon
Drilling Company.
Parratt - Wolff
SPT
Blows
Per
E
f0.5)
°S
w a
1° =
fn a
RQD
�0
510
505
500
495
490
485
5
10
15
20
25
30
Granville County Boring ID
Granville Co oxford MSWLF P-32
Unit 2 - Phase 2 Design Hydro Pagel ofI
Logged W. J. Nguyen Well Construction Record
Located W. Wi[hersRavenel Tap of Casing Elev.: 515.16
Northing: 954,062.925 Screen Int. (ft, BGS):
Easting: 2,112,259.145 Seal Int. (ft, BGS):
GS Elev.: 511.1 Completion: pieaometer wl locking casing
Description
Well Diagram
Fat Clay - 10% sand, low to medium plasticity, moist, orange tan,
6 inches top -soil, more clayey from 2'-5'
2-3-3
15"
Silt - —25% sand, medium/hi gh plasticity to law, red orange to tan,
moist
2-2-3-3
24"
Silt with Sand - 30% sands, non -elastic, moist, orange tan to olive
tan
3-1 2-1 7-
24'
19
Sandy Silty - relic structure, 31% sand, non -elastic, moist, olive
tan
10-18-19
24"
FMVR: dacitic, fine grained, aphanitic; extensively weathered;
tan -brown.
_
°
o
As above; much less weathered than overlying section;
extensively fractured with predominant sub -horizontal fractures
and abundant rack fragments; iron staining along fracture faces;
32°fo
92°°
tan to brown.
As above; moderately fractured with prominent sub -vertical
fractures and few sub -horizontal fractures; iron staining along
fracture faces; light tan to brawn.
87%
100%
Grout
2" PVC
Benton
ite
Sand
Screen
P = packet penetrometer; Tv = Torvane; Auger refusal (a20.5'

GARRETT �
& MOORE
Frio ineering far Ihn Pnwxrmnd%Yasle I idusfrix%,
Date Completed:
2I70Ql
Drilling Method:
Hollow Stem Auger
Sample Method:
SPTiSplit Spoon
Drilling Company.
Parratt - Wolff
SPT
Blows
Per
E
f0.5')
°S
w a
1° =
fn a
RQD
r0
500
495
490
485
480
5
10
15
20
25
Granville County Boring ID
Granville Co oxford MSWLF P-33S
Unit 2 - Phase 2 Design Hydro Pagel ofI
Logged By J. Nguyen Well Construction Record
Located By Wi[hersRavenel Tap of Casing Elev.: 505.79
Northing: 954,130.103 Screen Int. (ft, BGS):
Easting: 2,112,015.673 Seal Int. (ft, BGS):
GS Elev.: 503.3 Completion: pieaometers wi locking casin
Description
Well Diagram
Silty Fat Clay - dark orange, moist, little to no sand, quarter sized
gravel, low to medium plasticity
3-5-5-7
24"
Sandy Silt - olive tan, fine sand 20%, none to low elasticity, moist
5-15-22-
24„
20
Sandy Silt - olive tan, fine sand < 20%, none to low elastic, small
gravel pieces, moist, water stains
7-17-21-
24"
28
Sandy Silt - PWR, olive tan, some sands, small gravel, non to low
14-50/5
24"
elastic, moist, water stains
Felsic Meta -volcanic Rock (FMVR): dacitic, fine grained,
aphanitic; extensively weathered in upper part of section; highly
50%
76%
fractured in lower part of section with abundant sub -horizontal
fractures; mostly tan.
FMVR: dacitic, fine-grained, aphanitic' highly fractured with
abundant small rock fragments; light tan to brown.
22%
73%
As above
100°/0
100°/0
2" PVC
Grout
Benton
ite
Sand
Soreen
P = packet penetrometer; Tv = Torvane; Auger refusal @ia 17'

Granville County
Boring ID
GARRET,
EAV�7
& OOREA
Granville Co oxford MSWLF
P-33D
Frio in oe ring far I hx Pnwxr a nri 1Yasle l urlu shrix%,
Unit 2 - Phase 2 Design Hydro
Pagel ofI
Date Started: 2I70Ql
Logged By J. Nguyen
Well Construction Record
Date Completed: 2fl lQl
Located By Wi[hersRavenel
Top of Casing Elev.: 506.18
Drilling Method: Hollow Stem Auger
Northing: 954,155.029
Screen Int. (it, BGS):
Sample Method: SPTiSplit Spoon
Easting: 2,112,020.41
Seal Int. (ft, BGS):
Drilling Company. Parratt - Wolff
GS Elev.: 503.1
Completion: pieaometers wi locking casin
SPT
Blows
a Per (0.5) 2
S E E or j
CU w 3 en i RQD a` Description Well Diagram
0
Fat Clay - dark orange, moist, little to no sand, quarter sized
gravel, low to medium plasticity
500
3-5-5-7
2411
5
Sandy Silt - alive tan, fine sand 20%, none to law elasticity, moist
5-15-22-
24"
495
20
10
Sandy Silt - olive tan, fine sand e 20%. none to low elastic, small
7_17_21
gravel pieces, moist, water stains
490
28
24,
15
Sandy Silt - olive tan, some sands, small gravel, non to low elastic,
14-50J5
24"
moist, water stains
485
Felsic Meta -volcanic Rock (FMVR): dacitic, fine grained,
46%
76%
aphanitic; extensively weathered in upper part of section; highly
Grout
20
fractured in lower part of section with abundant sub -horizontal
fractures, mostly tan.
2" PVC
FMVR: dacitic, fine-grained, aphanitic; highly fractured with
480
70%
80%
abundant small rock fragments; light tan to brawn.
25
As above in upper part of section; degree of fracturing decreases
with depth; widely spaced sub -horizontal and sub -vertical
475
68%
100%
fractures in lower part of section with iron staining on fracture
faces; light gray in lower part of section.
30
As above, highly fractured with predominant sub -horizontal and
sub -vertical fractures, fracture faces are weathered with some
470
100%
63%
iron staining; light to dark gray and brown.
35
As above with predominant sub -vertical fractures and few
sub -horizontal fractures, gray to green -gray in upper half of
465
100%
98%
section; highly weathered and fractured with predominant
Denton
sub -horizontal fractures in lower part of section; tan to gray.
to
40
FMVR, dacitic, fine grained, highly fractured with multiple closely
spaced sub -horizontal fractures and several sub -vertical
460
100°/0
100%tAs
ctures; predominant iron staining along fracture faces; fracture
45
nsity decreases with depth, light gray to tan.
Sand
above with lower fracture density in upper part of section andre
prominent sub -vertical fractures; iron staining along fracture
$°ree"
455
100%
100%ces; light gray; lower part of section is highly fractured with
undant sub -horizontal and sub -vertical fractures; fracture faces
50
ensively weathered with prominent iron staining; light gray to
tan.
P = packet penetrometer; Tv = Torvane; Auger refusal @ia 17'

GARRETT �
& MOORE
Frio ineering far Ihn Pnwxrmnd%Yasle I idusfrix%,
Date Completed:
2I72Ql
Drilling Method:
Hollow Stem Auger
Sample Method:
SPTiSplit Spoon
Drilling Company.
Parratt - Wolff
SPT
Blows
a
Per (0.5')
m
or m
CU
w in
=
(A 2
RQD a`
r0
500 —F
5
495
10
490
15
485
20
480
25
475
30
470
Granville County Boring ID
Granville Co oxford MSWLF P-34
Unit 2 - Phase 2 Design Hydro Pagel ofI
Logged By J. Nguyen Well Construction Record
Located By Wi[hersRavenel Tap of Casing Elev.: 504.35
Northing: 954,104.456 Screen Int. (ft, BGS):
Easting: 2,111,737.744 Seal Int. (ft, BGS):
GS Elev.: 500.E Completion: pieaometer wi locking casing
Description
Well Diagram
Silty Sand - orange red, moist, little to no sand, low plasticity
3-2-1-2
12"
Silty Sand - orange red, moist, little to no sand, low plasticity
Sandy Silt -alive tan, moist, little to no sand, law plasticity
5-5-5-4
181,
Clayey Sandy Silt - red orange to grey, low to medium plasticity,
moist, weathered stains, little to no sand
2-2-5-5
24"
Silty Sand - alive tan, moist, little to no sand, relic structure, law
plasticity
7-15-22
181,
Felsic Meta -volcanic Rack (FMVR): dacitic, fine grained, slightly
F porphyritic with visible quark and feldspar grains; predominant
sub -vertical fractures and few sub -horizontal fractures with iron
92%
100%
and manganese staining along fracture faces; tan -brown -gray.
As above in upper half of section; highly fractured with numerous
sub -horizontal and sub -vertical fractures; lower half of section is
34%
100%
slightly less fractured and predominantly light to dark gray, iron
and manganese staining along fracture faces.
Similar to lower half of preceding section with significantly less
fracturing, several prominent sub -vertical fractures, the lower of
which show iron and manganese staining.
100%
88%
r,
Grout
2" PVC
Benton
ite
Sand
Screen
P = packet penetrometer; Tv = Torvane; Auger refusal @23.5'

Iw,lrw...:.. ...
LOG of BORING P-
(Page 1 of 1)
Landfill
oxford Lan
dfillHyd
Date Started
: 1011108 Drilling Company
: Richard Simmons
LF Expansion - eo
Date Completed
: 1011108 Northing Coord.
: 954257,1946
Granville County, NC
hole Diameter
: B-inch OD Easting Coord.
: 2112192.205
Drilling Method
: Hollow Stem Augers Survey By
JEI Project No. 660.06,Task 11
Sampling Method
: Split Spoons togged By
: Jeremey Kerly
6
u.
c Surf. U
.r- Elev.
ec
a)502.06 o
co
a m
500
6
495
10
490
15
485
20
480
25
475
30
470
IL
0 35
x
0
0
K
O
'a+
c
9 40
m
0
N
0
Q
465
DESCRIPTION
Orange sandy clay, Iron staining.
CL
416"
100
3!6"
Tan sandy silt, relic structures,
small rock fragments.
SM
1616"
100
5015,
Auger refusal @ W.
Partially weathered rock, dacite.
PW
Light gray to green dacite.
BR
Quartz vein @ 23' - 26 with wet,
soft clay.
Dark green dacite.
BR
t3oring terminateo L o •1 .
Well:
TOC
P-6
Elev.: 505.06
1lUeil COftStfUCtIOR
information
WELL CONSTRUCTION
Date Compl. : 1411108
Hole Diameter(s) : 8-inch OD
Drilling Method(s) : hollow Stem Augers
Company Rep.
Riser Pipe
Drilling Method(s)
(4-21')
Company Rep.
WELL CASING
Material : Schedule 40 PVC
Diameter :2-inch
Joints : Threaded, flush•ooupi
Grout
Approx. Csg. Stickup : 3-feet
(0`-17')
WELL SCREEN
Material : Schedule 40 PVC
Diameter :2-inch
Joints : Thredded, flush -coup
Opening : 0.010 inch
t-p
GRAVEL PACK
Type : DSI # 2 Sand
WELL SCREEN SEAL
Type : Bentonite
Bentonite Seal
ANNULUS SEAL
(17'-19')
Type : Type VII Cement
G
PROTECTIVE CS
Type :none
WELL PAD
Type :none
1. Drilling performed with a B-67 mobPe rig,
Sand Pack
utilizing 8-inch OD and 4.25 inch 3D hollow
stem augers to auger refusal.
Screen
2. Water level 10/1108 = 28.56' from TOC.
(21' 31')
3. Water level 1012108 = 20.36' from TOC.
4. Split spoon samples were collected from
the following depths:

op '1111111111W 0
LOG OF BORING
P-14
(Page of 1)
. _NG; E t I
Oxford Landfill
Date Started
: 06121l08
drilling Company
: Richard Simmons
LF Expansion - Hydrogeo
Date Completed
: 06122/08
Northing Coord.
: 9540016887
Granville County, NC
Hole Diameter
: 11-inch, 6-inch
Easting Coord.
:2111880.433
Drilling Method
: Hollow StemlAir Hammer
Survey By
JEl Project No. 660.06,Task 11
Sampling Method
: Split SpoonslCuttings
Logged By
: Van Burbach
m
m
u_
c
Surf.
to
%
Elev.
ec
to
ni
498.52
o
co
0-1
495
490
10
485
15
480
20
a
475
N
q 25
1
�o
as
rn
470
'o
30
R 455
35
s
0
0
0 460
m
G 40
m
ri
8
4
9
o /� 55
DESCRIPTION
7016"
1�2y�15g"
9 iSl�«
9 6«
1gg
'l 16"
90
90
CL
Red -tan clay, saprolitic.
22Z53i6«
Greenish -tan, saprolitic, clayey silt.
OF
60
MMILp
44467I5"
�
4001
5012^
15
Auger refusal @ 20'.
Medium gray, fine grained dacite.
SR
Possible facture @ 33'. Moist
cuttings.
Boring terminated L 4U'.
Well:
P-14
TOC
Elev.: 601.37
Well Construction
Information
WELL CONSTRUCTION
Date Compl. : 6122108
Hole Diameters) : 114nch, 6-inch
Drilling Method(s) : Hollow Stem Augers
.p
.Q
Company Rep. : William Ledbetter
Drilling Method(s) : Air Rotary
Company Rep. : William Ledbetter
v
:a?
WELL CASING
Material : Schedule 40 PVC
:Q
Diameter :2-inch
Joints ; Threaded, flush-ooupled
:a
Ris er Pie
Ris
Approx. Csg. Stickup : 3 feet
30')p
WELL SCREEN
o
.a
Material : Schedule 40 PVC
Diameter :2-inch
Grout -.
Joints : Thredded, flush -coupled
:a
al (0+_25')
Opening : 0.010 inch
:v
:n°
GRAVEL PACK
o.
.Q
Type : DSi # 2 Sand
WELL SCREEN SEAL
Type : Bentorntte
ANNULUS SEAT_
a
Type : Cement
a
'0+
PROTECTIVE CSG.
Type : nona
:a
:a
WELL PAD
Type : none
:a
:a
1. Drilling performed with a 8-57 mobilerig,
utilizing 4.25 and 8-inch 10 hollow stem augers
Bentonite Seal
to auger refusal. Borehole was continued
(25'-28)
utilizing a 6-inch hammer to approwmately 40'.
2. Water level 06124/08 = 21.75' from TOC.
3, Split spoon samples were collected from
the following depths:
Sand Pack
(13' -15')
(28'49)
(16' - 20')
(2V - 21
Screen
:; (30'-40')

. - -
LOG OF BORING P-21
(Page 1 of 2)
I E 11%4 , ��
Oxford Landfill
Date Started
: 08101/08
Drilling Company
: SAEDACCO
LF Expansion - Hydrogeo
Date Completed
: OBIG4108
Northing 0oord.
: 9ba078.3141
Granville County, NC
Hale Diameter
: 6-inch
Easting Coord.
: 2112567,506
Drilling Method
: HSA/HQ CoringlAir Hammer
Survey By
JEI Project
No, 660,06,Task 11
Sampling Method
: Split SpoonsIcut#ingslCore
Logged By
: M. Brown/J. Kerly
w
L
Surf.
U
%
CL
Elev.
3
Rec,
0
519.00
U)
0
0
515
5
510
10
505
15
500
20
495
25
490
30
a85
35
DESCRIPTION
Red clay, moist.
CL
916"
Sandy clay, moderate
136" /
75
redish-brown, damp, some white
42/6"
mottling.
CL
14e
30
red clay, grades to light olive grey,
5015"
weathered, crumbles with
pressure, dry.
CL
916'
Weathered rock, same as above
3616"
4616"
75
except damp, with redish mottling.
50/5"
PW
3916
25
Weathered rock, same as above,
5015"
except dry, some organic matter.
PW
22/6"
Weathered rock, grey, redish
4416"
2916"
50
brown, damp, some white and pink
3416"
mottles, some grey clay stringers.
PW
716"
5015"
25
Weathered rock, grey, dry to damp,
PWR
some organics.
Auger refusal @ 31'.
Rock Core = 31' - 35'.
6J
BR
= 60.6%.
Light greenish gray dacite, bottom
Light
foot dark gray dacite.
Well: P-21
TOC Elev.: 521.30
Riser Pipe
(-2.5'40')
Grout
(0'-36')
Well Construction
Information
WELL CONSTRUCTION
Date Compl.
: B/4/08
Hole Diameter(s)
: 11-inch & 6.50-inch
Drilling Method(s)
: Hollow Stem Augers
Company Rep.
: Robed Miller
Drilling Method(s)
: Coring/Air Hammer
Company Rep.
: Robert Miller
WELL CASING
Material
: Schedule 40 PVC
Diameter
:2-inch
Joints
: Threaded, flush-cou,
Approx. Csg. Stickup: 2.5 feet
WELL SCREEN
Material
: Schedule 40 PVC
Diameter
:2-inch
Joints
: Thredded, flush-cou
Opening
: 0.010 inch
GRAVEL PACK
Type
: DSI # 2 Sand
WELL SCREEN SEAL
Type
: Bentonite
ANNULUS SEAL
Type
: Type 1111 Cement
PROTECTIVE CSG.
Type
:none
WELL PAD
Type
:none
1. Drilling performed with a GusPech 11 OE,
utilizing 8.25-Inch ID hollow stem augers to
auger refusal at 31'. Borehole continued
with HQ coring to a depth of 42.0 feet. The
coring section was reamed out and the last
a' to a total of 50' was finished with
6.50-inch air hammer.
2. Water level 08/04/08 = 48.30' from TOC.
3. Water level 08106108 = 33.81' from TOC.
4. Split spoon samples were collected from
the following depths:
(4' - 6')
(9' - 11')
(t 4' - 16')
(18' -19')
(24' - 26')
(29' - 30')

LOG OF BORING P-21
'I
(Page 2 of 2)
E14 E I r
Oxford Landfill
Date Started
; 08101/08
Drilling Company
: SAEDACCO
LF Expansion - Hydrogeo
Date Completed
: 08104108
Northing Coord.
: 954078.3141
Granville County, NC
Hole Diameter
: 6-inch
Easting Coord.
: 2112567.506
Drilling Method
: HSAIHQ CoringlAir Hammer
Survey By
JEl Project
No. 660.06,Task 11
Sampling Method
: Split SpoonslCuftingslCore
Logged By
: M. Brown/J. Kerly
iv
w
u_
c
$UrF.
0
.a
Elev.
ec
CD
519,00
m
cn
35
480
40
475
4S
470
460
DESCRIPTION
89
BR
Rock Care = 36 - 35'.
RQD = 69.3%.
park gray dacite.
Rock Core = 39' - 42'.
RQD = 83.3%.
89
BR
Dark gray dacite.
Dark gray dacite.
Water between 41' - 42'.
BR
Boring terminated Cg3 ou'.
Well: P-21
TOC Elev.: 521.30
—Riser Pipe
(-2.5'-40')
(0'-36')
Bentonite Seal
Well Construction
Information
WELL CONSTRUCTION
Date Compl. : 814108
Hole Diameter(s) : 11-inch & 6.50-Inch
Drilling Method(s) : Hollow Stem Augers
Company Rep. : Robert Miller
Drilling Method(s) : Coring/Air Hammer
Company Rep. : Robert Miller
WELL CASING
Material : Schedule 40 PVC
Diameter :2-inGh
Joints : Threaded, flush -couple
Approx. Csg. Stickup : 2.5-feet
WELL SCREEN
Material : Schedule 40 PVC
Diameter :2-inch
Joints : Thredded, flush -couple
Opening : 0.010 inch
GRAVEL PACK
Type : DSI # 2 $and
WELL SCREEN SEAL
Type : Bentonite
ANNULUS SEAL
Type : Type VII Cement
PROTECTIVE CSG.
Type :none
WELL PAD
Type :none
1. Drilling performed with a GusPech 110E,
utilizing 8.25-inch ICJ hollow stem augers to
auger refusal at 31'. Borehole continued
with HQ coring to a depth of 42.0 feet. The
coring section was reamed out and the last
8' to a total of 50' was finished with
6.50-inch air hammer.
2. Water level 08/04/08 = 48.3U from TOC.
3. Water level 08/06/08 = 33.81' from TOC.
4. Split spoon samples were collected from
the following depths:
(4' - 6')
(9' - 11-)
(14' - 16')
(1$' - 19')
(24' - 26')
(29' - 30')

BOREHOLE NUMBER
�FIEELDEHOLE LOG riW_ R
PROJECT UMBER6� 1 TOP OF CASING ELEV6TION: TEO
TOTAL C7EPTH:2R FT
PROJECT NAME: word Lorcf l[1 SRDUNDS tFACE ELl=vATION: TBD
LOCATION: Word. NOr'th Carol1rc GROUN
eurr'r : 7 DF ; .!.
DRILLING COMPANY, DVinearirV Tect0nrr3
RIG TYPE d NtlHRER: 11;fSMX 8-8Gr
DRILLINS METHOD: H01lcM Stem huG"
WEATHERt gunny, 90 de
FIELD PARTY, Dov i d Barron
GEOLDSI5T: I'hflip MY
BATE BEGUN, e/ZV DATE COMPLETED 8/95199
r,
z d LITHOAT O SCUTION
1-
a�
0
0
0
0
.D
a.D
LO
¢.0
3.0
to
S.V
s.0
10
!8_0
19.1;
10.0
M
M.0
E3.0
24.0
r'5.0
aj-
I 5s I sa ISM
n
23.
1 S3
Ism
W
151,
i®
STATIC [DATER LEVEL 1BL5)
W -W, i I r fk- i l l i n AB- AFtcr Bor i n
Oe th(Ft)
24.0
20.2
Time
15,W
B:DO
Dcrtc
evev"
S/2s/99
O.D
SILT lit cloyey si It. o
g.D
W SILT- Dry ton Fire si It, �.�
trace cl% in try �: Yy layers
Ila)5.0
6,D
T.0 ..
B.D ..:
WT SItTT CLAT: Tit sl otly clayey Ime
si l st�l into t Firs
si I � �; �.
ty oy W
strai in 6 ,sl i tI 05t; sage
ribbon aM ca�e Mn ibstlY DION
vertical Faces..
PWR: Lq* Fe I On str As
uIq Foram al c mor, sl i0 ly mist;
�.'sme as iim, I�ISi,
?S.D' Wey--brm PWR with si Ity rdim sorrd,
mo l st;
boring tmiricited at 25.00 -

Appendix C
Laboratory Test Results

e;otechnics
July 6, 2021 geotechnicaI & geosynth etic testing
Project No. R-2021-174-001
Mr. Stefan Bray
Garret & Moore
1100 Crescent Green Dr. Suite 208
Cary, NC 27518
sbray�garrett-moore.com
Transmittal
Laboratory Test Results
Granville County
Please find attached the laboratory test results for the above referenced project. The tests were outlined
on the Project Verification Form that was transmitted to your firm prior to the testing. The testing was
performed in general accordance with the methods listed on the enclosed data sheets. The test results are
believed to be representative of the samples that were submitted for testing and are indicative only of the
specimens which were evaluated. We have no direct knowledge of the origin of the samples and imply no
position with regard to the nature of the test results, i.e. pass/fail and no claims as to the suitability of the
material for its intended use.
The test data and all associated project information provided shall be held in strict confidence and disclosed
to other parties only with authorization by our Client. The test data submitted herein is considered integral
with this report and is not to be reproduced except in whole and only with the authorization of the Client
and Geotechnics. The remaining sample materials for this project will be retained for a minimum of 90 days
as directed by the Geotechnics' Quality Program.
We are pleased to provide these testing services. Should you have any questions or if we may be of further
assistance, please contact our office.
Respectively submitted,
Geotechnics, Inc.
1&;4elll
Michael P. Smith
Regional Manager
We understand that you have a choice in your laboratory services
and we thank you for choosing Geotechnics.
DCN. Data Transmittal Letter Date.' 1128105 Rev.: I
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
0-2
Project No.
R-2021-174-001
Sample No.
P-32 (0-2)
Lab ID
R-2021-174-001-005
Soil Color
Orange
eotechnics
geotechnid & geosynlhetic testing
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3l4" 3l8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
m 60
T
m
`m 50
_c
LL
w 40
U
0
N
IL
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
5.99
Finer Than #200
Silt & Clay
94.01
USCS Symbol
CH, TESTED
USCS Classification
FAT CLAY
page 1 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-005 gm Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ectechnics
geotechni[aI &geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-32
Client Reference Granville County Depth (ft) 0-2
Project No. R-2021-174-001 Sample No. P-32 (0-2)
Lab ID R-2021-174-001-005 Soil Color Orange
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel 0.00
0.00
2
100.00
Sand 10.45
10.45
0.05
89.55
Silt 44.83
44.83
0.002
44.72
Clay 44.72
44.72
USDA Classification: SILTY CLAY
page 2 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z Q021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl(2021-174-001-005 gm Grain SIEVEHYD10.xls]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
0-2
Project No.
R-2021-174-001
Sample No.
P-32 (0-2)
Lab ID
R-2021-174-001-005
Soil Color
Orange
Minus #10 for Hygroscopic Moisture Content
Tare No.
Y3
Wgt.Tare + Wet Soil (gm)
42.95
Wgt.Tare + Dry Soil (gm)
42.22
Weight of Tare (gm)
15.56
Weight of Water (gm)
0.73
Weight of Dry Soil (gm)
26.66
Moisture Content (%) 2.7
men
Tare No. 461
Wgt.Tare + Air Dry Soil (gm) 240.99
Weight of Tare (gm) 143.35
Air Dried Wgt. Total Sample (gm) 97.64
Total Dry Sample Weight (gm) 95.04
eotechnics
geotechnical & geosynlhetic testing
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (gm) 67.96
Corrected Dry Wt. of - #10 Material (gm) 66.15
Weight of - #200 Material (gm) 62.19
Weight of - #10 ; + #200 Material (gm) 3.96
J-FACTOR (%FINER THAN #10) 1.0000
Dry Weight of Material Retained on #10 (gm) 0.00
Corrected Dry Sample Wt - #10 (gm) 95.04
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
m
%
%
%
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
0.00
0.0
0.0
100.0
100.0
#4
4.75
0.00
0.0
0.0
100.0
100.0
#10
2.00
0.00
0.0
0.0
100.0
100.0
#20
0.85
0.06
0.1
0.1
99.9
99.9
#40
0.425
0.37
0.6
0.7
99.3
99.3
#60
0.250
0.82
1.2
1.9
98.1
98.1
#140
0.106
1.76
2.7
4.6
95.4
95.4
#200
0.075
0.95
1.4
6.0
94.0
94.0
Pan
-
62.19
94.0
100.0
-
-
Notes
Tested By SS Date 7/6/21 Checked By GEM Date 7/6/21
page 3 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-005 gm Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-005
Boring No.
P-32
Depth (ft)
0-2
Sample No.
P-32 (0-2)
Soil Color
Orange
eotechnics
geotechnid & geosynthetic testing
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
(%)
K
Factor
Diameter
(mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
59.0
22.6
4.64
54.4
81.3
0.01303
0.0237
81.3
5
53.0
22.6
4.64
48.4
72.4
0.01303
0.0161
72.4
15
48.0
22.5
4.68
43.3
64.8
0.01305
0.0098
64.8
30
43.0
22.5
4.68
38.3
57.4
0.01305
0.0072
57.4
60
40.0
22.5
4.68
35.3
52.9
0.01305
0.0053
52.9
250
36.0
22.6
4.64
31.4
46.9
0.01303
0.0027
46.9
1440
32.0
21.6
4.96
27.0
40.5
0.01319
0.0012
40.5
Soil Specimen Data Other Corrections
Wgt. of Dry Material (gm) 66.15 Hygroscopic Moisture Factor 0.973
Weight of Deflocculant (gm) 5.0
a - Factor 0.99
Percent Finer than # 10 100.00
Specific Gravity 2.70 Assumed
Notes.
Tested By RFF Date 7/2/21 Checked By GEM Date 7/6/21
page 4 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-005 gm Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-32
Client Reference:
Granville County
Depth (ft):
0-2
Project No.:
R-2021-174-001
Sample No.:
P-32 (0-2)
Lab ID:
R-2021-174-001-005
Soil Description:
ORANGE FAT CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
O
2
11
10
U
Wt. of Tare & Wet Sample (g):
60.97
18.51
20.33
18.91
L
Wt. of Tare & Dry Sample (g):
50.09
14.45
15.44
14.42
T
Weight of Tare (g):
15.12
7.05
7.03
6.94
1
Weight of Water (g):
10.9
4.1
4.9
4.5
P
Weight of Dry Sample (g):
35.0
7.4
8.4
7.5
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
31.1
54.9
58.1
60.0
N
Number of Blows:
35
25
16
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 3 7
Liquid Limit (%): 57
Wt. of Tare & Wet Sample (g): 13.26 13.13
Wt. of Tare & Dry Sample (g): 11.94 11.80
Plastic Limit (%): 27
Weight of Tare (g): 7.07 6.93
Weight of Water (g): 1.3 1.3
Plasticity Index (%): 30
Weight of Dry Sample (g): 4.9 4.9
USCS Symbol: CH
Moisture Content (%): 27.1 27.3 -0.2
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
65
60 Ll
(
55
0 50
C
m 45
c
0
V 40
a�
is
?� 35
30
25
20
1 10
Number of Blows
60
50
40
X
d
c
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By TB Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
eotechnics
geotechnid & geosyothetic testing
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
15-17
Project No.
R-2021-174-001
Sample No.
P-32 (15-17)
Lab ID
R-2021-174-001-008
Soil Color
Brown
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3l4" 3l8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
m 60
T
m
`m 50
_c
LL
w 40
U
0
N
IL
30
20
10
0 L- --- - --
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
31.03
Finer Than #200
Silt & Clay
68.97
USCS Symbol
ML, TESTED
USCS Classification
SANDYSILT
page 1 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-008 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ectechnics
geotechni[aI &geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-32
Client Reference Granville County Depth (ft) 15-17
Project No. R-2021-174-001 Sample No. P-32 (15-17)
Lab ID R-2021-174-001-008 Soil Color Brown
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY
Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel
0.00
0.00
2
100.00
Sand
36.63
36.63
0.05
63.37
Silt
54.28
54.28
0.002
9.10
Clay
9.10
9.10
USDA Classification: SILT LOAM
page 2 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-008 Grain SIEVEHYD10.xls]Sheetl
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyothetic testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
15-17
Project No.
R-2021-174-001
Sample No.
P-32 (15-17)
Lab ID
R-2021-174-001-008
Soil Color
Brown
Minus #10 for Hygroscopic Moisture Content
Tare No.
3M
Wgt.Tare + Wet Soil (gm)
47.47
Wgt.Tare + Dry Soil (gm)
46.94
Weight of Tare (gm)
15.54
Weight of Water (gm)
0.53
Weight of Dry Soil (gm)
31.40
Moisture Content (%) 1.7
men
Tare No. 420
Wgt.Tare + Air Dry Soil (gm) 345.55
Weight of Tare (gm) 145.94
Air Dried Wgt. Total Sample (gm) 199.61
Total Dry Sample Weight (gm) 196.30
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (gm) 89.92
Corrected Dry Wt. of - #10 Material (gm) 88.43
Weight of - #200 Material (gm) 60.99
Weight of - #10 ; + #200 Material (gm) 27.44
J-FACTOR (%FINER THAN #10) 1.0000
Dry Weight of Material Retained on #10 (gm) 0.00
Corrected Dry Sample Wt - #10 (gm) 196.30
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
m
%
%
%
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
0.00
0.0
0.0
100.0
100.0
#4
4.75
0.00
0.0
0.0
100.0
100.0
#10
2.00
0.00
0.0
0.0
100.0
100.0
#20
0.85
4.91
5.6
5.6
94.4
94.4
#40
0.425
7.41
8.4
13.9
86.1
86.1
#60
0.250
3.89
4.4
18.3
81.7
81.7
#140
0.106
7.62
8.6
26.9
73.1
73.1
#200
0.075
3.61
4.1
31.0
69.0
69.0
Pan
-
60.99
69.0
100.0
-
-
Notes
Tested By SS Date 7/6/21 Checked By GEM Date 7/6/21
page 3 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-008 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-008
Boring No.
P-32
Depth (ft)
15-17
Sample No.
P-32 (15-17)
Soil Color
Brown
eotechnics
geotechnid & geosyothetic testing
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
(%)
K
Factor
Diameter
(mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
53.0
22.4
4.71
48.3
54.1
0.01307
0.0255
54.1
5
45.0
22.4
4.71
40.3
45.1
0.01307
0.0174
45.1
15
33.0
22.4
4.71
28.3
31.7
0.01307
0.0111
31.7
30
27.0
22.4
4.71
22.3
25.0
0.01307
0.0082
25.0
60
20.0
22.4
4.71
15.3
17.1
0.01307
0.0061
17.1
250
16.0
22.5
4.68
11.3
12.7
0.01305
0.0031
12.7
1440
10.0
21.6
4.96
5.0
5.6
0.01319
0.0013
5.6
Soil Specimen Data Other Corrections
Wgt. of Dry Material (gm) 88.43 Hygroscopic Moisture Factor 0.983
Weight of Deflocculant (gm) 5.0
a - Factor 0.99
Percent Finer than # 10 100.00
Specific Gravity 2.70 Assumed
Notes.
Tested By RFF Date 7/2/21 Checked By GEM Date 7/6/21
page 4 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-008 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-32
Client Reference:
Granville County
Depth (ft):
15-17
Project No.:
R-2021-174-001
Sample No.:
P-32 (15-17)
Lab ID:
R-2021-174-001-008
Soil Description:
BROWN SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
AN
AL
B
W
U
Wt. of Tare & Wet Sample (g):
60.19
28.47
28.93
27.80
L
Wt. of Tare & Dry Sample (g):
56.23
25.18
25.34
24.27
T
Weight of Tare (g):
15.34
15.43
15.10
15.05
1
Weight of Water (g):
4.0
3.3
3.6
3.5
P
Weight of Dry Sample (g):
40.9
9.8
10.2
9.2
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
9.7
33.7
35.1
38.3
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 33 34
Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 15.36 14.34
Wt. of Tare & Dry Sample (g): 13.47 12.66
Plastic Limit (%): 29
Weight of Tare (g): 6.94 6.98
Weight of Water (g): 1.9 1.7
Plasticity Index (%): 6
Weight of Dry Sample (g): 6.5 5.7
USCS Symbol: ML
Moisture Content (%): 28.9 29.6 -0.6
Note: The acceptable range of the two Moisture Contents is ± 0.84
Flow Curve Plasticity Chart
40
38
36
34
32
m
p 30
U
28
is
26
24
22
20
1 10
Number of Blows
60
50
40
X
m
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
5-7
Project No.
R-2021-174-001
Sample No.
P-30 (5-7)
Lab ID
R-2021-174-001-009
Soil Color
Red
eotechnics
geotechnid & geosynlhetic testing
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3l4" 3l8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
m 60
T
m
`m 50
_c
LL
w 40
U
N
IL
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
18.99
#4 To #200
Sand
45.56
Finer Than #200
Silt & Clay
35.46
USCS Symbol
SC, TESTED
USCS Classification
CLAYEY SAND WITH GRAVEL
page 1 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-009 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ectechnics
geotechni[aI &geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-30
Client Reference Granville County Depth (ft) 5-7
Project No. R-2021-174-001 Sample No. P-30 (5-7)
Lab ID R-2021-174-001-009 Soil Color Red
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel 33.82
0.00
2
66.18
Sand 31.52
47.63
0.05
34.65
Silt 14.76
22.30
0.002
19.90
Clay 19.90
30.06
USDA Classification: SANDY CLAY LOAM
page 2 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-009 Grain SIEVEHYD10.xls]Sheetl
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

WASH SIEVE ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
5-7
Project No.
R-2021-174-001
Sample No.
P-30 (5-7)
Lab ID
R-2021-174-001-009
Soil Color
Red
Minus #10 for Hygroscopic Moisture Content
Tare No.
Z4
Wgt.Tare + Wet Soil (gm)
39.42
Wgt.Tare + Dry Soil (gm)
39.06
Weight of Tare (gm)
15.56
Weight of Water (gm)
0.36
Weight of Dry Soil (gm)
23.50
Moisture Content (%) 1.5
men
Tare No. 467
Wgt.Tare + Air Dry Soil (gm) 292.82
Weight of Tare (gm) 139.49
Air Dried Wgt. Total Sample (gm) 153.33
Total Dry Sample Weight (gm) 151.79
eotechnics
geotechnical & geosynlhetic testing
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (gm) 70.01
Corrected Dry Wt. of - #10 Material (gm) 68.95
Weight of - #200 Material (gm) 36.94
Weight of - #10 ; + #200 Material (gm) 32.01
J-FACTOR (%FINER THAN #10) 0.6618
Dry Weight of Material Retained on #10 (gm) 51.34
Corrected Dry Sample Wt - #10 (gm) 100.45
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
m
%
%
%
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
10.56
7.0
7.0
93.0
93.0
#4
4.75
18.26
12.0
19.0
81.0
81.0
#10
2.00
22.52
14.8
33.8
66.2
66.2
#20
0.85
11.37
16.5
16.5
83.5
55.3
#40
0.425
7.47
10.8
27.3
72.7
48.1
#60
0.250
5.30
7.7
35.0
65.0
43.0
#140
0.106
6.05
8.8
43.8
56.2
37.2
#200
0.075
1.82
2.6
46.4
53.6
35.5
Pan
-
36.94
53.6
100.0
-
-
Notes
Tested By SS Date 7/6/21 Checked By GEM Date 7/6/21
page 3 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-009 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-009
Boring No. P-30
Depth (ft) 5-7
Sample No. P-30 (5-7)
Soil Color Red
eotechnics
geotechnid & geosynthetic testing
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
(%)
K
Factor
Diameter
(mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
40.0
22.5
4.68
35.3
50.7
0.01305
0.0288
33.6
5
36.0
22.5
4.68
31.3
45.0
0.01305
0.0188
29.8
15
34.0
22.5
4.68
29.3
42.1
0.01305
0.0110
27.9
30
32.0
22.5
4.68
27.3
39.2
0.01305
0.0079
26.0
60
30.0
22.4
4.71
25.3
36.3
0.01307
0.0057
24.0
250
27.0
22.5
4.68
22.3
32.1
0.01305
0.0028
21.2
1440
24.0
21.5
4.99
19.0
27.3
0.01321
0.0012
18.1
Soil Specimen Data Other Corrections
Wgt. of Dry Material (gm) 68.95 Hygroscopic Moisture Factor 0.985
Weight of Deflocculant (gm) 5.0
a - Factor 0.99
Percent Finer than # 10 66.18
Specific Gravity 2.70 Assumed
Notes.
Tested By RFF Date 7/2/21 Checked By GEM Date 7/6/21
page 4 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-009 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
5-7
Project No.:
R-2021-174-001
Sample No.:
P-30 (5-7)
Lab ID:
R-2021-174-001-009
Soil Description:
RED FAT CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
AT
AM
B4
V2
U
Wt. of Tare & Wet Sample (g):
47.91
28.28
27.01
26.20
L
Wt. of Tare & Dry Sample (g):
43.62
23.55
22.60
22.00
T
Weight of Tare (g):
15.54
15.29
15.40
15.57
1
Weight of Water (g):
4.3
4.7
4.4
4.2
P
Weight of Dry Sample (g):
28.1
8.3
7.2
6.4
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
15.3
57.3
61.3
65.3
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 29 17
Liquid Limit (%): 61
Wt. of Tare & Wet Sample (g): 13.29 13.07
Wt. of Tare & Dry Sample (g): 11.98 11.78
Plastic Limit (%): 26
Weight of Tare (g): 7.00 6.94
Weight of Water (g): 1.3 1.3
Plasticity Index (%): 35
Weight of Dry Sample (g): 5.0 4.8
USCS Symbol: CH
Moisture Content (%): 26.3 26.7 -0.3
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
70
65
60
55
50
m
p 45
U
40
is
35
30
25
20
1 10
Number of Blows
60
50
40
X
m
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
eotechnics
geotechnid & geosynlhetic testing
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-30 (10-12)
Lab ID
R-2021-174-001-010
Soil Color
Red
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3l4" 3l8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
m 60
T
0]
`m 50
_c
LL
w 40
U
N
IL
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
3.19
#4 To #200
Sand
32.74
Finer Than #200
Silt & Clay
64.07
USCS Symbol
MH, TESTED
USCS Classification
SANDY ELASTIC SILT
page 1 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-010 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ectechnics
geotechni[aI &geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-30
Client Reference Granville County Depth (ft) 10-12
Project No. R-2021-174-001 Sample No. P-30 (10-12)
Lab ID R-2021-174-001-010 Soil Color Red
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel 6.16
0.00
2
93.84
Sand 33.68
35.89
0.05
60.16
Silt 34.45
36.71
0.002
25.71
Clay 25.71
27.40
USDA Classification: CLAY LOAM
page 2 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-010 Grain SIEVEHYD10.xls]Sheetl
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosynlhetic testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-30 (10-12)
Lab ID
R-2021-174-001-010
Soil Color
Red
Minus #10 for Hygroscopic Moisture Content
Tare No.
1 M
Wgt.Tare + Wet Soil (gm)
52.71
Wgt.Tare + Dry Soil (gm)
51.83
Weight of Tare (gm)
15.77
Weight of Water (gm)
0.88
Weight of Dry Soil (gm)
36.06
Moisture Content (%) 2.4
men
Tare No. 419
Wgt.Tare + Air Dry Soil (gm) 303.27
Weight of Tare (gm) 143.40
Air Dried Wgt. Total Sample (gm) 159.87
Total Dry Sample Weight (gm) 156.29
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (gm) 70.52
Corrected Dry Wt. of - #10 Material (gm) 68.84
Weight of - #200 Material (gm) 47.00
Weight of - #10 ; + #200 Material (gm) 21.84
J-FACTOR (%FINER THAN #10) 0.9384
Dry Weight of Material Retained on #10 (gm) 9.63
Corrected Dry Sample Wt - #10 (gm) 146.66
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
m
%
%
%
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
4.48
2.9
2.9
97.1
97.1
3/8"
9.50
0.00
0.0
2.9
97.1
97.1
#4
4.75
0.51
0.3
3.2
96.8
96.8
#10
2.00
4.64
3.0
6.2
93.8
93.8
#20
0.85
4.95
7.2
7.2
92.8
87.1
#40
0.425
4.07
5.9
13.1
86.9
81.5
#60
0.250
3.49
5.1
18.2
81.8
76.8
#140
0.106
6.46
9.4
27.6
72.4
68.0
#200
0.075
2.87
4.2
31.7
68.3
64.1
Pan
-
47.00
68.3
100.0
-
-
Notes
Tested By SS Date 7/6/21 Checked By GEM Date 7/6/21
page 3 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-010 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-010
eotechnics
geotechnid & geosynthetic testing
Boring No.
P-30
Depth (ft)
10-12
Sample No.
P-30 (10-12)
Soil Color
Red
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
(%)
K
Factor
Diameter
(mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
45.0
22.5
4.68
40.3
58.0
0.01305
0.0276
54.4
5
41.0
22.5
4.68
36.3
52.2
0.01305
0.0181
49.0
15
37.0
22.5
4.68
32.3
46.5
0.01305
0.0108
43.6
30
33.0
22.5
4.68
28.3
40.7
0.01305
0.0079
38.2
60
30.0
22.4
4.71
25.3
36.4
0.01307
0.0057
34.1
250
26.0
22.6
4.64
21.4
30.7
0.01303
0.0029
28.8
1440
21.0
21.5
4.99
16.0
23.0
0.01321
0.0012
21.6
Soil Specimen Data Other Corrections
Wgt. of Dry Material (gm) 68.84 Hygroscopic Moisture Factor 0.976
Weight of Deflocculant (gm) 5.0
a - Factor 0.99
Percent Finer than # 10 93.84
Specific Gravity 2.70 Assumed
Notes.
Tested By RFF Date 7/2/21 Checked By GEM Date 7/6/21
page 4 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-010 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
10-12
Project No.:
R-2021-174-001
Sample No.:
P-30 (10-12)
Lab ID:
R-2021-174-001-010
Soil Description:
RED ELASTIC SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
Z4
25
22
19
U
Wt. of Tare & Wet Sample (g):
44.85
18.21
18.78
18.80
L
Wt. of Tare & Dry Sample (g):
37.05
14.36
14.55
14.46
T
Weight of Tare (g):
15.52
7.01
6.96
7.01
1
Weight of Water (g):
7.8
3.9
4.2
4.3
P
Weight of Dry Sample (g):
21.5
7.4
7.6
7.5
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
36.2
52.4
55.7
58.3
N
Number of Blows:
35
24
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 6 30
Liquid Limit (%): 55
Wt. of Tare & Wet Sample (g): 13.57 13.32
Wt. of Tare & Dry Sample (g): 12.05 11.88
Plastic Limit (%): 30
Weight of Tare (g): 7.00 6.98
Weight of Water (g): 1.5 1.4
Plasticity Index (%): 25
Weight of Dry Sample (g): 5.1 4.9
USCS Symbol: MH
Moisture Content (%): 30.1 29.4 0.7
Note: The acceptable range of the two Moisture Contents is ± 0.84
65
60
55
0 50
C
m 45
c
0
V 40
a�
is
?� 35
30
25
20
1
Flow Curve Plasticity Chart
60
❑
50
0 40
X
d
c
30
w
.v
.y
R 20
a
10
10
Number of Blows
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
eotechnics
geotechnid & geosyothetic testing
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
20-22
Project No.
R-2021-174-001
Sample No.
P-30 (20-22)
Lab ID
R-2021-174-001-011
Soil Color
Brown
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3l4" 3l8" #4 #10 #20 #40 #60 #140 #200
100 ......
90
80
70
t
rn
m 60
T
m
`m 50
_c
LL
w 40
U
4)
N
IL
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
27.06
#4 To #200
Sand
41.98
Finer Than #200
Silt & Clay
30.97
USCS Symbol
SC, TESTED
USCS Classification
CLAYEY SAND WITH GRAVEL
page 1 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-011 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ectechnics
geotechni[aI &geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-30
Client Reference Granville County Depth (ft) 20-22
Project No. R-2021-174-001 Sample No. P-30 (20-22)
Lab ID R-2021-174-001-011 Soil Color Brown
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel 41.44
0.00
2
58.56
Sand 30.91
52.79
0.05
27.65
Silt 18.99
32.43
0.002
8.65
Clay 8.65
14.78
USDA Classification: SANDYLOAM
page 2 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-011 Grain SIEVEHYD10.xls]Sheetl
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyothetic testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
20-22
Project No.
R-2021-174-001
Sample No.
P-30 (20-22)
Lab ID
R-2021-174-001-011
Soil Color
Brown
Minus #10 for Hygroscopic Moisture Content
Tare No.
H
Wgt.Tare + Wet Soil (gm)
48.01
Wgt.Tare + Dry Soil (gm)
47.19
Weight of Tare (gm)
15.05
Weight of Water (gm)
0.82
Weight of Dry Soil (gm)
32.14
Moisture Content (%) 2.6
men
Tare No. 404
Wgt.Tare + Air Dry Soil (gm) 387.66
Weight of Tare (gm) 143.41
Air Dried Wgt. Total Sample (gm) 244.25
Total Dry Sample Weight (gm) 240.65
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (gm) 87.97
Corrected Dry Wt. of - #10 Material (gm) 85.78
Weight of - #200 Material (gm) 45.36
Weight of - #10 ; + #200 Material (gm) 40.42
J-FACTOR (%FINER THAN #10) 0.5856
Dry Weight of Material Retained on #10 (gm) 99.73
Corrected Dry Sample Wt - #10 (gm) 140.92
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
m
%
%
%
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
8.68
3.6
3.6
96.4
96.4
1 /2"
12.5
17.35
7.2
10.8
89.2
89.2
3/8"
9.50
12.06
5.0
15.8
84.2
84.2
#4
4.75
27.02
11.2
27.1
72.9
72.9
#10
2.00
34.62
14.4
41.4
58.6
58.6
#20
0.85
10.30
12.0
12.0
88.0
51.5
#40
0.425
9.69
11.3
23.3
76.7
44.9
#60
0.250
6.80
7.9
31.2
68.8
40.3
#140
0.106
9.63
11.2
42.5
57.5
33.7
#200
0.075
4.00
4.7
47.1
52.9
31.0
Pan
-
45.36
52.9
100.0
-
-
Notes
Tested By SS Date 7/6/21 Checked By GEM Date 7/6/21
page 3 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-011 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-011
eotechnics
geotechnid & geosyothetic testing
Boring No.
P-30
Depth (ft)
20-22
Sample No.
P-30 (20-22)
Soil Color
Brown
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
(%)
K
Factor
Diameter
(mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
39.0
22.5
4.68
34.3
39.6
0.01305
0.0290
23.2
5
34.0
22.6
4.64
29.4
33.9
0.01303
0.0191
19.8
15
30.0
22.5
4.68
25.3
29.2
0.01305
0.0114
17.1
30
26.0
22.5
4.68
21.3
24.6
0.01305
0.0083
14.4
60
23.0
22.5
4.68
18.3
21.1
0.01305
0.0060
12.4
250
20.0
22.6
4.64
15.4
17.7
0.01303
0.0030
10.4
1440
15.0
21.5
4.99
10.0
11.6
0.01321
0.0013
6.8
Soil Specimen Data Other Corrections
Wgt. of Dry Material (gm) 85.78 Hygroscopic Moisture Factor 0.975
Weight of Deflocculant (gm) 5.0
a - Factor 0.99
Percent Finer than # 10 58.56
Specific Gravity 2.70 Assumed
Notes.
Tested By RFF Date 7/2/21 Checked By GEM Date 7/6/21
page 4 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-011 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
20-22
Project No.:
R-2021-174-001
Sample No.:
P-30 (20-22)
Lab ID:
R-2021-174-001-011
Soil Description:
BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
1
24
26
4
U
Wt. of Tare & Wet Sample (g):
54.16
18.81
20.31
19.33
L
Wt. of Tare & Dry Sample (g):
50.16
15.88
16.84
15.96
T
Weight of Tare (g):
15.57
7.06
7.01
6.97
1
Weight of Water (g):
4.0
2.9
3.5
3.4
P
Weight of Dry Sample (g):
34.6
8.8
9.8
9.0
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
11.6
33.2
35.3
37.5
N
Number of Blows:
34
24
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 9 5
Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 13.34 13.65
Wt. of Tare & Dry Sample (g): 12.27 12.51
Plastic Limit (%): 20
Weight of Tare (g): 6.98 6.99
Weight of Water (g): 1.1 1.1
Plasticity Index (%): 15
Weight of Dry Sample (g): 5.3 5.5
USCS Symbol: CL
Moisture Content (%): 20.2 20.7 -0.4
Note: The acceptable range of the two Moisture Contents is ± 1.12
40
38
36
34
F
32
m
p 30
U
28
is
26
24
22
20
Flow Curve Plasticity Chart
0
1 10
Number of Blows
60
50
40
X
m
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By TB Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
eotechnics
geotechnid & geosyothetic testing
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
25-27
Project No.
R-2021-174-001
Sample No.
P-30 (25-27)
Lab ID
R-2021-174-001-012
Soil Color
Brown
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3l4" 3l8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
m 60
T
m
`m 50
_c
LL
w 40
U
N
IL
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
Sieve Sizes (mm)
USCS Summary
Percentage
Greater Than #4
Gravel
38.81
#4 To #200
Sand
44.00
Finer Than #200
Silt & Clay
17.19
USCS Symbol
SC-SM, TESTED
USCS Classification
SILTY, CLAYEY SAND WITH GRAVEL
page 1 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-012 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ectechnics
geotechni[aI &geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-30
Client Reference Granville County Depth (ft) 25-27
Project No. R-2021-174-001 Sample No. P-30 (25-27)
Lab ID R-2021-174-001-012 Soil Color Brown
100 90 80 70 60 50 40 30 20 10 0
NE
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel 57.21
0.00
2
42.79
Sand 26.48
61.90
0.05
16.30
Silt 12.75
29.80
0.002
3.55
Clay 3.55
8.30
USDA Classification: SANDY LOAM
page 2 of 4 DCN: CT-S30R DATE: 1127112 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-012 Grain SIEVEHYD10.xls]Sheetl
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyothetic testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client
Garrett & Moore
Boring No.
P-30
Client Reference
Granville County
Depth (ft)
25-27
Project No.
R-2021-174-001
Sample No.
P-30 (25-27)
Lab ID
R-2021-174-001-012
Soil Color
Brown
Minus #10 for Hygroscopic Moisture Content
Tare No.
WS
Wgt.Tare + Wet Soil (gm)
41.92
Wgt.Tare + Dry Soil (gm)
41.56
Weight of Tare (gm)
15.59
Weight of Water (gm)
0.36
Weight of Dry Soil (gm)
25.97
Moisture Content (%) 1.4
men
Tare No. 731
Wgt.Tare + Air Dry Soil (gm) 434.73
Weight of Tare (gm) 138.88
Air Dried Wgt. Total Sample (gm) 295.85
Total Dry Sample Weight (gm) 294.11
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (gm) 85.75
Corrected Dry Wt. of - #10 Material (gm) 84.58
Weight of - #200 Material (gm) 33.98
Weight of - #10 ; + #200 Material (gm) 50.60
J-FACTOR (%FINER THAN #10) 0.4279
Dry Weight of Material Retained on #10 (gm) 168.27
Corrected Dry Sample Wt - #10 (gm) 125.84
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
m
%
%
%
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
1.1
25.0
33.22
11.3
11.3
88.7
88.7
3/4"
19.0
7.48
2.5
13.8
86.2
86.2
1 /2"
12.5
10.00
3.4
17.2
82.8
82.8
3/8"
9.50
18.20
6.2
23.4
76.6
76.6
#4
4.75
45.24
15.4
38.8
61.2
61.2
#10
2.00
54.13
18.4
57.2
42.8
42.8
#20
0.85
16.66
19.7
19.7
80.3
34.4
#40
0.425
11.81
14.0
33.7
66.3
28.4
#60
0.250
8.25
9.8
43.4
56.6
24.2
#140
0.106
10.61
12.5
56.0
44.0
18.8
#200
0.075
3.27
3.9
59.8
40.2
17.2
Pan
-
33.98
40.2
100.0
-
-
Notes
Tested By SS Date 7/6/21 Checked By GEM Date 7/6/21
page 3 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-012 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007) SOP-S3
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-012
eotechnics
geotechnid & geosyothetic testing
Boring No.
P-30
Depth (ft)
25-27
Sample No.
P-30 (25-27)
Soil Color
Brown
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
(%)
K
Factor
Diameter
(mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
35.0
22.5
4.68
30.3
35.5
0.01305
0.0300
15.2
5
28.0
22.5
4.68
23.3
27.3
0.01305
0.0200
11.7
15
24.0
22.6
4.64
19.4
22.7
0.01303
0.0118
9.7
30
21.0
22.5
4.68
16.3
19.1
0.01305
0.0085
8.2
60
17.0
22.5
4.68
12.3
14.4
0.01305
0.0062
6.2
250
14.0
22.5
4.68
9.3
10.9
0.01305
0.0031
4.7
1440
10.0
21.5
4.99
5.0
5.9
0.01321
0.0013
2.5
Soil Specimen Data Other Corrections
Wgt. of Dry Material (gm) 84.58 Hygroscopic Moisture Factor 0.986
Weight of Deflocculant (gm) 5.0
a - Factor 0.99
Percent Finer than # 10 42.79
Specific Gravity 2.70 Assumed
Notes.
Tested By RFF Date 7/2/21 Checked By GEM Date 7/6/21
page 4 of 4 DCN: CT-S30R DATE: 1/27/12 REVISION: 7 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Countyl[2021-174-001-012 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
25-27
Project No.:
R-2021-174-001
Sample No.:
P-30 (25-27)
Lab ID:
R-2021-174-001-012
Soil Description:
BROWN SILTY CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
W5
U
3
A
U
Wt. of Tare & Wet Sample (g):
54.92
28.10
27.01
26.10
L
Wt. of Tare & Dry Sample (g):
52.49
25.52
24.62
23.77
T
Weight of Tare (g):
15.57
15.08
15.33
15.13
1
Weight of Water (g):
2.4
2.6
2.4
2.3
P
Weight of Dry Sample (g):
36.9
10.4
9.3
8.6
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
6.6
24.7
25.7
27.0
N
Number of Blows:
35
25
16
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 27 23
Liquid Limit (%): 26
Wt. of Tare & Wet Sample (g): 13.49 13.63
Wt. of Tare & Dry Sample (g): 12.41 12.52
Plastic Limit (%): 20
Weight of Tare (g): 6.98 7.04
Weight of Water (g): 1.1 1.1
Plasticity Index (%): 6
Weight of Dry Sample (g): 5.4 5.5
USCS Symbol: CL-ML
Moisture Content (%): 19.9 20.3 -0.4
Note: The acceptable range of the two Moisture Contents is ± 0.84
28
27
26
22
21
20 1
1
Flow Curve Plasticity Chart
10
Number of Blows
60
50
0 40
El
30
w
.v
.y
R 20
a
10
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

MOISTURE CONTENT
ASTM D 2216-10
Client: Garrett & Moore
Client Reference: Granville County
Project No.: R-2021-174-001
eotechnics
geotechnicaI & geosynthetic Testing
Lab ID:
-001
-002
-003
-004
-005
Boring No.:
P-29
P-29
P-29
P-29
P-32
Depth (ft):
5-7
10-12
10-12
10-12
0-2
Sample No.:
P-29 (5-7)
P-29 (10-12)
P-29 (0-2)
P-29 (15-17)
P-32 (0-2)
Tare Number
KP
E
BB
K
O
Wt. of Tare & Wet Sample (g)
44.28
58.10
55.84
64.58
60.97
Wt. of Tare & Dry Sample (g)
37.69
48.77
46.13
49.68
50.09
Weight of Tare (g)
15.45
15.17
15.45
15.18
15.12
Weight of Water (g)
6.59
9.33
9.71
14.90
10.88
Weight of Dry Sample (g)
22.24
33.60
30.68
34.50
34.97
Water Content (%)
29.6
27.8
31.6
43.2
31.1
Lab ID
-006
-007
-008
-009
-010
Boring No.
P-32
P-32
P-32
P-30
P-30
Depth (ft)
5-7
10-12
15-17
5-7
10-12
Sample No.
P-32 (5-7)
P-32 (10-12)
P-32 (15-17)
P-30 (5-7)
P-30 (10-12)
Tare Number
5M
AC
AN
AT
Z4
Wt. of Tare & Wet Sample (g)
46.55
55.99
60.19
47.91
44.85
Wt. of Tare & Dry Sample (g)
36.88
50.81
56.23
43.62
37.05
Weight of Tare (g)
15.59
15.58
15.34
15.54
15.52
Weight of Water (g)
9.67
5.18
3.96
4.29
7.80
Weight of Dry Sample (g)
21.29
35.23
40.89
28.08
21.53
Water Content (%)
Notes :
45.4 14.7 9.7 15.3 36.2
Tested By RFF Date 612512021 Checked By AES Date 612812021
page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
MOISTURE CONTENT
ASTM D 2216-10
Client: Garrett & Moore
Client Reference: Granville County
Project No.: R-2021-174-001
Lab ID:
-011
-012
Boring No.:
P-30
P-30
Depth (ft):
10-12
25-27
Sample No.:
P-30 (10-12)
P-30 (25-27)
Tare Number
I
W5
Wt. of Tare & Wet Sample (g)
54.16
54.92
Wt. of Tare & Dry Sample (g)
50.16
52.49
Weight of Tare (g)
15.57
15.57
Weight of Water (g)
4.00
2.43
Weight of Dry Sample (g)
34.59
36.92
Water Content (%)
11.6
6.6
Notes :
Tested By RFF Date 612512021 Checked By AES Date 612812021
page 1 of 1 DCN: CT-S1 DATE: 3/18/13 REVISION: 4
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client
Client Reference
Project No.
Lab ID
SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Garrett & Moore
Granville County
R-2021-174-001
R-2021-174-001-001
eotechnics
geutechnicaI & geosynthetic testing
Boring No.
P-29
Depth (ft)
5-7
Sample No.
P-29 (5-7)
Soil Color
Orange
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
I
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70 SIN
t
rn
60
T
m
50
c
LL
40
U
i
N
a
30
20
10
0
1000 100 10 1 0.1 0.01
Particle Diameter (mm)
0.001
USCS Summary
Sieve Sizes (mm)
Percentage
Greater Than #4
Gravel
4.40
#4 To #200
Sand
7.05
Finer Than #200
Silt & Clay
88.56
USCS Symbol MH, TESTED
USCS Classification ELASTIC SILT
Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8
I
Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountvV2021-174-001-001 Grain SIEVEHYD10.xIslSheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-29
Client Reference Granville County Depth (ft) 5-7
Project No. R-2021-174-001 Sample No. P-29 (5-7)
Lab ID R-2021-174-001-001 Soil Color Orange
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel
5.08
0.00
2
94.92
Sand
11.25
11.86
0.05
83.66
Silt
51.22
53.96
0.002
32.45
Clay
32.45
34.18
USDA Classification:
SILTY CLAY LOAM
page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountyV2021-174-001-001 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-29
Client Reference
Granville County
Depth (ft)
5-7
Project No.
R-2021-174-001
Sample No.
P-29 (5-7)
Lab ID
R-2021-174-001-001
Soil Color
Orange
Minus #10 for Hygroscopic Moisture Content Hydrometer Specimen Data
Tare No.
T
Air Dried - #10 Hydrometer Material (g)
67.57
Wgt.Tare + Wet Soil (g)
48.55
Corrected Dry Wt. of - #10 Material (g)
65.53
Wgt.Tare + Dry Soil (g)
47.54
Weight of Tare (g)
15.13
Weight of - #200 Material (g)
61.14
Weight of Water (g)
1.01
Weight of - #10 ; + #200 Material (g)
4.39
Weight of Dry Soil (g)
32.41
Moisture Content (%)
3.1
J-FACTOR %FINER THAN #10
0.9492
Soil Specimen Data
Tare No.
734
Wgt.Tare + Air Dry Soil (g)
429.77
Weight of Tare (g)
141.17
Air Dried Wgt. Total Sample (g)
288.60
Dry Weight of Material Retained on #10 (g)
14.25
Total Dry Sample Weight (g)
280.31
Corrected Dry Sample Wt - #10 (g)
266.06
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
(gm)
N
N
N
N
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
9.10
3.2
3.2
96.8
96.8
3/8"
9.50
2.01
0.7
4.0
96.0
96.0
#4
4.75
1.21
0.4
4.4
95.6
95.6
#10
2.00
1.93
0.7
5.1
94.9
94.9
#20
0.85
0.86
1.3
1.3
98.7
93.7
#40
0.425
0.79
1.2
2.5
97.5
92.5
#60
0.250
0.69
1.1
3.6
96.4
91.5
#140
0.106
1.36
2.1
5.6
94.4
89.6
#200
0.075
0.69
1.1
6.7
93.3
88.6
Pan
-
61.14
93.3
100.0
-
-
Notes :
Tested By TB Date 7/1/2021 Checked By AES Date 7/1/2021
page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-001 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-001
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.
P-29
Depth (ft)
5-7
Sample No.
P-29 (5-7)
Soil Color
Orange
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
( %)
K
Factor
Diameter
( mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
56.0
23.6
3.73
52.3
79.0
0.01288
0.0243
74.9
5
52.0
23.6
3.73
48.3
72.9
0.01288
0.0161
69.2
15
47.0
23.6
3.73
43.3
65.4
0.01288
0.0097
62.0
30
41.0
23.7
3.72
37.3
56.3
0.01287
0.0073
53.5
60
36.0
23.8
3.70
32.3
48.8
0.01285
0.0053
46.3
250
29.0
24.2
3.63
25.4
38.3
0.01279
0.0027
36.4
1440
22.0
23.7
3.72
18.3
27.6
0.01287
0.0012
26.2
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 65.53 Hygroscopic Moisture Factor 0.970
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 94.92
Specific Gravity 2.70 Assumed
Notes
Tested By RFF Date 6/30/2021 Checked By AES Date 7/1/2021
page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-001 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
ge0technical & ge0syntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-29
Client Reference:
Granville County
Depth (ft):
5-7
Project No.:
R-2021-174-001
Sample No.:
P-29 (5-7)
Lab ID:
R-2021-174-001-001
Soil Description:
ORANGE ELASTIC SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
KP
12
20
32
U
Wt. of Tare & Wet Sample (g):
44.28
18.43
20.85
18.43
L
Wt. of Tare & Dry Sample (g):
37.69
14.00
15.26
13.70
T
Weight of Tare (g):
15.45
7.02
7.00
6.96
1
Weight of Water (g):
6.6
4.4
5.6
4.7
P
Weight of Dry Sample (g):
22.2
7.0
8.3
6.7
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
29.6
63.5
67.7
70.2
N
Number of Blows:
35
25
16
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 28 16
Liquid Limit (%): 67
Wt. of Tare & Wet Sample (g): 13.11 13.25
Wt. of Tare & Dry Sample (g): 11.59 11.72
Plastic Limit (%): 33
Weight of Tare (g): 7.00 7.06
Weight of Water (g): 1.5 1.5
Plasticity Index (%): 34
Weight of Dry Sample (g): 4.6 4.7
USCS Symbol: MH
Moisture Content (%): 33.1 32.8 0.3
Note: The acceptable range of the two Moisture Contents is ± 0.84
80
70
0 60
C
N
p 50
U
a�
is
?� 40
30
20
1
Flow Curve Plasticity Chart
10
Number of Blows
60
50
Li
0 40
X
d
30
w
.v
.y
R 20
a
10
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By TB Date 6129121 Checked By AES Date 6/30/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-29
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-29 (10-12)
Lab ID
r-2021-174-001-002
Soil Color
Brown
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
I
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100-17
90
80
70
t
rn
60
T
m
50
c
LL
,40
U
i
N
IL
30
20
10
0
1000 100 10 1 0.1 0.01
Particle Diameter (mm)
0.001
USCS Summary
Sieve Sizes (mm)
Percentage
Greater Than #4
Gravel
1.45
#4 To #200
Sand
14.62
Finer Than #200
Silt & Clay
83.92
USCS Symbol CH, TESTED
USCS Classification FAT CLAYWITH SAND
Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8
I
Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountvV2021-174-001-002 Grain SIEVEHYD10.xIslSheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-29
Client Reference Granville County Depth (ft) 10-12
Project No. R-2021-174-001 Sample No. P-29 (10-12)
Lab ID r-2021-174-001-002 Soil Color Brown
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel 1.99
0.00
2
98.01
Sand 19.74
20.14
0.05
78.27
Silt 51.38
52.43
0.002
26.88
Clay 26.88
27.43
USDA Classification: CLAY LOAM
page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountyV2021-174-001-002 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-29
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-29 (10-12)
Lab ID
r-2021-174-001-002
Soil Color
Brown
Minus #10 for Hygroscopic Moisture Content
Tare No.
S
Wgt.Tare + Wet Soil (g)
49.51
Wgt.Tare + Dry Soil (g)
48.71
Weight of Tare (g)
15.09
Weight of Water (g)
0.80
Weight of Dry Soil (g)
33.62
Moisture Content (%) 2.4
Tare No. 403
Wgt.Tare + Air Dry Soil (g) 328.27
Weight of Tare (g) 142.49
Air Dried Wgt. Total Sample (g) 185.78
Total Dry Sample Weight (g) 181.55
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (g) 68.08
Corrected Dry Wt. of - #10 Material (g) 66.50
Weight of - #200 Material (g) 56.94
Weight of - #10 ; + #200 Material (g) 9.56
J-FACTOR (%FINER THAN #10) 0.9801
Dry Weight of Material Retained on #10 (g) 3.61
Corrected Dry Sample Wt - #10 (g) 177.94
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
(gm)
(%)
(%)
(%)
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
1.48
0.8
0.8
99.2
99.2
#4
4.75
1.16
0.6
1.5
98.5
98.5
#10
2.00
0.97
0.5
2.0
98.0
98.0
#20
0.85
2.22
3.3
3.3
96.7
94.7
#40
0.425
1.86
2.8
6.1
93.9
92.0
#60
0.250
1.58
2.4
8.5
91.5
89.7
#140
0.106
2.69
4.0
12.6
87.4
85.7
#200
0.075
1.21
1.8
14.4
85.6
83.9
Pan
-
56.94
85.6
100.0
-
-
Notes :
Tested By TB Date 7/1/2021 Checked By AES Date 7/2/2021
page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-002 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID r-2021-174-001-002
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.
P-29
Depth (ft)
10-12
Sample No.
P-29 (10-12)
Soil Color
Brown
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
( %)
K
Factor
Diameter
( mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
51.0
23.6
3.73
47.3
70.4
0.01288
0.0257
69.0
5
42.0
23.6
3.73
38.3
57.0
0.01288
0.0177
55.8
15
39.0
23.6
3.73
35.3
52.5
0.01288
0.0105
51.5
30
37.0
23.7
3.72
33.3
49.6
0.01287
0.0075
48.6
60
33.0
23.9
3.68
29.3
43.6
0.01284
0.0055
42.8
250
25.0
24.3
3.62
21.4
31.8
0.01278
0.0028
31.2
1440
18.0
23.8
3.70
14.3
21.3
0.01285
0.0012
20.9
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 66.50 Hygroscopic Moisture Factor 0.977
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 98.01
Specific Gravity 2.70 Assumed
Notes
Tested By RFF Date 6/30/2021 Checked By AES Date 7/2/2021
page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-002 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-29
Client Reference:
Granville County
Depth (ft):
10-12
Project No.:
R-2021-174-001
Sample No.:
P-29 (10-12)
Lab ID:
R-2021-174-001-002
Soil Description:
BROWN FAT CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
E
W
B
AL
U
Wt. of Tare & Wet Sample (g):
58.10
27.96
27.09
28.94
L
Wt. of Tare & Dry Sample (g):
48.77
23.63
22.89
24.05
T
Weight of Tare (g):
15.17
15.04
15.09
15.42
1
Weight of Water (g):
9.3
4.3
4.2
4.9
P
Weight of Dry Sample (g):
33.6
8.6
7.8
8.6
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
27.8
50.4
53.8
56.7
N
Number of Blows:
35
25
16
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 5 9
Liquid Limit (%): 53
Wt. of Tare & Wet Sample (g): 13.76 13.87
Wt. of Tare & Dry Sample (g): 12.29 12.39
Plastic Limit (%): 28
Weight of Tare (g): 6.98 6.99
Weight of Water (g): 1.5 1.5
Plasticity Index (%): 25
Weight of Dry Sample (g): 5.3 5.4
USCS Symbol: CH
Moisture Content (%): 27.7 27.4 0.3
Note: The acceptable range of the two Moisture Contents is ± 1.4
60
55
50
30
25
20 1
1
Flow Curve Plasticity Chart
10
Number of Blows
60
50
40
X
d
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/30/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client
Client Reference
Project No.
Lab ID
SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Garrett & Moore
Granville County
R-2021-174-001
R-2021-174-001-003
eotechnics
geutechnicaI & geosynthetic testing
Boring No.
P-29
Depth (ft)
10-12
Sample No.
P-29 (0-2)
Soil Color
Red
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
I
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
60
T
m
50 \10
c
LL
,40
U
i
N
70-1 7 -0-77
a
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
USCS Summary
Sieve Sizes (mm)
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
2.73
Finer Than #200
Silt & Clay
97.27
USCS Symbol CH, TESTED
USCS Classification FAT CLAY
Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8
I
Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountvV2021-174-001-003 Grain SIEVEHYD10.xIslSheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-29
Client Reference Granville County Depth (ft) 10-12
Project No. R-2021-174-001 Sample No. P-29 (0-2)
Lab ID R-2021-174-001-003 Soil Color Red
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY
Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel
0.24
0.00
2
99.76
Sand
5.95
5.97
0.05
93.81
Silt
37.21
37.30
0.002
56.60
Clay
56.60
56.74
USDA Classification: CLAY
page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountyV2021-174-001-003 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-29
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-29 (0-2)
Lab ID
R-2021-174-001-003
Soil Color
Red
Minus #10 for Hygroscopic Moisture Content
Tare No.
14
Wgt.Tare + Wet Soil (g)
31.38
Wgt.Tare + Dry Soil (g)
30.71
Weight of Tare (g)
6.98
Weight of Water (g)
0.67
Weight of Dry Soil (g)
23.73
Moisture Content (%) 2.8
Tare No.
408
Wgt.Tare + Air Dry Soil (g)
358.06
Weight of Tare (g)
141.01
Air Dried Wgt. Total Sample (g)
217.05
Total Dry Sample Weight (g)
211.10
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (g) 65.47
Corrected Dry Wt. of - #10 Material (g) 63.67
Weight of - #200 Material (g) 62.08
Weight of - #10 ; + #200 Material (g) 1.59
J-FACTOR (%FINER THAN #10) 0.9976
Dry Weight of Material Retained on #10 (g) 0.50
Corrected Dry Sample Wt - #10 (g) 210.60
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
(gm)
(%)
(%)
(%)
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
0.00
0.0
0.0
100.0
100.0
#4
4.75
0.00
0.0
0.0
100.0
100.0
#10
2.00
0.50
0.2
0.2
99.8
99.8
#20
0.85
0.21
0.3
0.3
99.7
99.4
#40
0.425
0.28
0.4
0.8
99.2
99.0
#60
0.250
0.27
0.4
1.2
98.8
98.6
#140
0.106
0.49
0.8
2.0
98.0
97.8
#200
0.075
0.34
0.5
2.5
97.5
97.3
Pan
-
62.08
97.5
100.0
-
-
Notes :
Tested By TB Date 7/1/2021 Checked By AES Date 6/2/2021
page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-003 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-003
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.
P-29
Depth (ft)
10-12
Sample No.
P-29 (0-2)
Soil Color
Red
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
( %)
K
Factor
Diameter
( mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
60.0
23.5
3.75
56.2
87.5
0.01290
0.0232
87.3
5
54.0
23.6
3.73
50.3
78.2
0.01288
0.0157
78.0
15
53.0
23.6
3.73
49.3
76.6
0.01288
0.0092
76.4
30
51.0
23.6
3.73
47.3
73.5
0.01288
0.0066
73.3
60
47.0
23.8
3.70
43.3
67.3
0.01285
0.0049
67.2
250
42.0
24.2
3.63
38.4
59.7
0.01279
0.0025
59.5
1440
35.0
23.8
3.70
31.3
48.7
0.01285
0.0011
48.5
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 63.67 Hygroscopic Moisture Factor 0.973
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 99.76
Specific Gravity 2.70 Assumed
Notes
Tested By RFF Date 6/30/2021 Checked By AES Date 6/2/2021
page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-003 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
ge0technical & ge0syntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-29
Client Reference:
Granville County
Depth (ft):
10-12
Project No.:
R-2021-174-001
Sample No.:
P-29 (0-2)
Lab ID:
R-2021-174-001-003
Soil Description:
RED FAT CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
BB
Q
B3
AH
U
Wt. of Tare & Wet Sample (g):
55.84
27.33
29.86
29.44
L
Wt. of Tare & Dry Sample (g):
46.13
22.07
23.56
22.98
T
Weight of Tare (g):
8.13
15.08
15.74
15.46
1
Weight of Water (g):
9.7
5.3
6.3
6.5
P
Weight of Dry Sample (g):
38.0
7.0
7.8
7.5
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
25.6
75.3
80.6
85.9
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 2 7
Liquid Limit (%): 80
Wt. of Tare & Wet Sample (g): 14.36 14.19
Wt. of Tare & Dry Sample (g): 12.68 12.54
Plastic Limit (%): 30
Weight of Tare (g): 7.06 6.93
Weight of Water (g): 1.7 1.7
Plasticity Index (%): 50
Weight of Dry Sample (g): 5.6 5.6
USCS Symbol: CH
Moisture Content (%): 29.9 29.4 0.5
Note: The acceptable range of the two Moisture Contents is ± 1.4
90
80
70
0
y 60
c
0
U
ry
50
40
30
20 1
1
Flow Curve Plasticity Chart
60
JIM
50
0 40
X
m
c
30
w
.y
N 20
a
10
10
Number of Blows
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/30/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-29
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-29 (15-17)
Lab ID
R-2021-174-001-004
Soil Color
Orange
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
I
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100 -0-7
90 H70 7
80
70
t
rn
60
T
m
50
c
LL
,40
U
i
N
a
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
USCS Summary
Sieve Sizes (mm)
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
11.54
Finer Than #200
Silt & Clay
88.46
USCS Symbol MH, TESTED
USCS Classification ELASTIC SILT
Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8
I
Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountvV2021-174-001-004 Grain SIEVEHYD10.xIslSheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-29
Client Reference Granville County Depth (ft) 10-12
Project No. R-2021-174-001 Sample No. P-29 (15-17)
Lab ID R-2021-174-001-004 Soil Color Orange
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel
0.02
0.00
2
99.98
Sand
15.63
15.64
0.05
84.35
Silt
49.88
49.89
0.002
34.47
Clay
34.47
34.47
USDA Classification:
SILTY CLAY LOAM
page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountyV2021-174-001-004 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-29
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-29 (15-17)
Lab ID
R-2021-174-001-004
Soil Color
Orange
Minus #10 for Hygroscopic Moisture Content
Tare No.
18
Wgt.Tare + Wet Soil (g)
32.46
Wgt.Tare + Dry Soil (g)
31.49
Weight of Tare (g)
6.97
Weight of Water (g)
0.97
Weight of Dry Soil (g)
24.52
Moisture Content (%) 4.0
Tare No. 452
Wgt.Tare + Air Dry Soil (g) 386.12
Weight of Tare (g) 146.46
Air Dried Wgt. Total Sample (g) 239.66
Total Dry Sample Weight (g) 230.54
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (g) 66.91
Corrected Dry Wt. of - #10 Material (g) 64.36
Weight of - #200 Material (g) 56.94
Weight of - #10 ; + #200 Material (g) 7.42
J-FACTOR (%FINER THAN #10) 0.9998
Dry Weight of Material Retained on #10 (g) 0.04
Corrected Dry Sample Wt - #10 (g) 230.50
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
(gm)
(%)
(%)
(%)
(%)
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
0.00
0.0
0.0
100.0
100.0
#4
4.75
0.00
0.0
0.0
100.0
100.0
#10
2.00
0.04
0.0
0.0
100.0
100.0
#20
0.85
1.33
2.1
2.1
97.9
97.9
#40
0.425
1.35
2.1
4.2
95.8
95.8
#60
0.250
1.23
1.9
6.1
93.9
93.9
#140
0.106
2.32
3.6
9.7
90.3
90.3
#200
0.075
1.19
1.8
11.5
88.5
88.5
Pan
-
56.94
88.5
100.0
-
-
Notes :
Tested By TB Date 7/1/2021 Checked By AES Date 7/2/2021
page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-004 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-004
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.
P-29
Depth (ft)
10-12
Sample No.
P-29 (15-17)
Soil Color
Orange
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
( %)
K
Factor
Diameter
( mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
54.0
23.5
3.75
50.2
77.3
0.01290
0.0249
77.3
5
46.0
23.5
3.75
42.2
65.0
0.01290
0.0171
65.0
15
44.0
23.6
3.73
40.3
61.9
0.01288
0.0100
61.9
30
42.0
23.6
3.73
38.3
58.9
0.01288
0.0072
58.8
60
37.0
23.7
3.72
33.3
51.2
0.01287
0.0053
51.2
250
28.0
24.3
3.62
24.4
37.5
0.01278
0.0028
37.5
1440
23.0
23.8
3.70
19.3
29.7
0.01285
0.0012
29.7
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 64.36 Hygroscopic Moisture Factor 0.962
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 99.98
Specific Gravity 2.70 Assumed
Notes
Tested By RFF Date 6/30/2021 Checked By AES Date 7/2/2021
page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-004 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-29
Client Reference:
Granville County
Depth (ft):
10-12
Project No.:
R-2021-174-001
Sample No.:
P-29 (15-17)
Lab ID:
R-2021-174-001-004
Soil Description:
ORANGE ELASTIC SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
K
A-Q
1
A-P
U
Wt. of Tare & Wet Sample (g):
64.58
31.32
29.00
29.36
L
Wt. of Tare & Dry Sample (g):
49.68
25.94
24.29
24.31
T
Weight of Tare (g):
15.18
15.39
15.58
15.49
1
Weight of Water (g):
14.9
5.4
4.7
5.1
P
Weight of Dry Sample (g):
34.5
10.6
8.7
8.8
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
43.2
51.0
54.1
57.3
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 27 24
Liquid Limit (%): 54
Wt. of Tare & Wet Sample (g): 15.03 14.99
Wt. of Tare & Dry Sample (g): 13.00 13.01
Plastic Limit (%): 33
Weight of Tare (g): 6.97 7.05
Weight of Water (g): 2.0 2.0
Plasticity Index (%): 21
Weight of Dry Sample (g): 6.0 6.0
USCS Symbol: MH
Moisture Content (%): 33.7 33.2 0.4
Note: The acceptable range of the two Moisture Contents is ± 0.84
60
55
50
30
25
20 1
1
Flow Curve Plasticity Chart
60
Li
50
XY
0 40
X
d
30
w
.v
.y
R 20
a
10
10
Number of Blows
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/30/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-32
Client Reference:
Granville County
Depth (ft):
0-2
Project No.:
R-2021-174-001
Sample No.:
P-32 (0-2)
Lab ID:
R-2021-174-001-005
Soil Description:
ORANGE FAT CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
O
2
11
10
U
Wt. of Tare & Wet Sample (g):
60.97
18.51
20.33
18.91
L
Wt. of Tare & Dry Sample (g):
50.09
14.45
15.44
14.42
T
Weight of Tare (g):
15.12
7.05
7.03
6.94
1
Weight of Water (g):
10.9
4.1
4.9
4.5
P
Weight of Dry Sample (g):
35.0
7.4
8.4
7.5
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
31.1
54.9
58.1
60.0
N
Number of Blows:
35
25
16
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 3 7
Liquid Limit (%): 57
Wt. of Tare & Wet Sample (g): 13.26 13.13
Wt. of Tare & Dry Sample (g): 11.94 11.80
Plastic Limit (%): 27
Weight of Tare (g): 7.07 6.93
Weight of Water (g): 1.3 1.3
Plasticity Index (%): 30
Weight of Dry Sample (g): 4.9 4.9
USCS Symbol: CH
Moisture Content (%): 27.1 27.3 -0.2
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
65
60 Ll
(
55
0 50
C
m 45
c
0
V 40
a�
is
?� 35
30
25
20
1 10
Number of Blows
60
50
40
X
d
c
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By TB Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Client
Client Reference
Project No.
Lab ID
SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Garrett & Moore
Granville County
R-2021-174-001
R-2021-174-001-006
eotechnics
geutechnicaI & geosynthetic testing
Boring No.
P-32
Depth (ft)
5-7
Sample No.
P-32 (5-7)
Soil Color
Orange
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
I
gravel sand silt and clay fraction
USDA
cobbles
gravel sand silt lay
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100
90
80
70
t
rn
60
T
m
50
c
LL
,40
U
i
N
F7 7 71
a
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
USCS Summary
Sieve Sizes (mm)
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
13.10
Finer Than #200
Silt & Clay
86.90
USCS Symbol ML, TESTED
USCS Classification SILT
Daae 1 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8
I
Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountvV2021-174-001-006 Grain SIEVEHYD10.xIslSheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-32
Client Reference Granville County Depth (ft) 5-7
Project No. R-2021-174-001 Sample No. P-32 (5-7)
Lab ID R-2021-174-001-006 Soil Color Orange
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY
Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel
0.00
0.00
2
100.00
Sand
23.66
23.66
0.05
76.34
Silt
68.48
68.48
0.002
7.87
Clay
7.87
7.87
USDA Classification: SILT LOAM
page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountyV2021-174-001-006 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
5-7
Project No.
R-2021-174-001
Sample No.
P-32 (5-7)
Lab ID
R-2021-174-001-006
Soil Color
Orange
Minus #10 for Hygroscopic Moisture Content
Tare No.
I
Wgt.Tare + Wet Soil (g)
47.09
Wgt.Tare + Dry Soil (g)
46.38
Weight of Tare (g)
15.15
Weight of Water (g)
0.71
Weight of Dry Soil (g)
31.23
Moisture Content (%) 2.3
Tare No.
735
Wgt.Tare + Air Dry Soil (g)
327.01
Weight of Tare (g)
141.42
Air Dried Wgt. Total Sample (g)
185.59
Total Dry Sample Weight (g)
181.46
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (g) 87.54
Corrected Dry Wt. of - #10 Material (g) 85.59
Weight of - #200 Material (g) 74.38
Weight of - #10 ; + #200 Material (g) 11.21
J-FACTOR (%FINER THAN #10) 1.0000
Dry Weight of Material Retained on #10 (g) 0.00
Corrected Dry Sample Wt - #10 (g) 181.46
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
(gm)
N
N
N
N
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
0.00
0.0
0.0
100.0
100.0
#4
4.75
0.00
0.0
0.0
100.0
100.0
#10
2.00
0.00
0.0
0.0
100.0
100.0
#20
0.85
1.27
1.5
1.5
98.5
98.5
#40
0.425
1.71
2.0
3.5
96.5
96.5
#60
0.250
1.49
1.7
5.2
94.8
94.8
#140
0.106
3.52
4.1
9.3
90.7
90.7
#200
0.075
3.22
3.8
13.1
86.9
86.9
Pan
-
74.38
86.9
100.0
-
-
Notes :
Tested By TB Date 7/1/2021 Checked By AES Date 7/2/2021
page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-006 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-006
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.
P-32
Depth (ft)
5-7
Sample No.
P-32 (5-7)
Soil Color
Orange
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
( %)
K
Factor
Diameter
( mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
54.0
23.6
3.73
50.3
58.1
0.01288
0.0249
58.1
5
48.0
23.6
3.73
44.3
51.2
0.01288
0.0167
51.2
15
37.0
23.6
3.73
33.3
38.5
0.01288
0.0106
38.5
30
28.0
23.7
3.72
24.3
28.1
0.01287
0.0080
28.1
60
22.0
23.7
3.72
18.3
21.1
0.01287
0.0059
21.1
250
13.0
24.1
3.65
9.3
10.8
0.01281
0.0030
10.8
1440
8.0
23.6
3.73
4.3
4.9
0.01288
0.0013
4.9
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 85.59 Hygroscopic Moisture Factor 0.978
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 100.00
Specific Gravity 2.70 Assumed
Notes
Tested By RFF Date 6/30/2021 Checked By AES Date 7/2/2021
page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-006 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-32
Client Reference:
Granville County
Depth (ft):
5-7
Project No.:
R-2021-174-001
Sample No.:
P-32 (5-7)
Lab ID:
R-2021-174-001-006
Soil Description:
ORANGE SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
5M
W-2
I
F
U
Wt. of Tare & Wet Sample (g):
46.55
26.23
28.91
30.60
L
Wt. of Tare & Dry Sample (g):
36.88
22.94
24.52
25.46
T
Weight of Tare (g):
15.59
15.77
15.14
15.02
1
Weight of Water (g):
9.7
3.3
4.4
5.1
P
Weight of Dry Sample (g):
21.3
7.2
9.4
10.4
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
45.4
45.9
46.8
49.2
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 34 33
Liquid Limit (%): 47
Wt. of Tare & Wet Sample (g): 14.86 14.74
Wt. of Tare & Dry Sample (g): 12.70 12.60
Plastic Limit (%): 38
Weight of Tare (g): 6.98 6.95
Weight of Water (g): 2.2 2.1
Plasticity Index (%): 9
Weight of Dry Sample (g): 5.7 5.7
USCS Symbol: ML
Moisture Content (%): 37.8 37.9 -0.1
Note: The acceptable range of the two Moisture Contents is ± 0.84
55
50
45
0
30
25
20 1
1
Flow Curve Plasticity Chart
10
Number of Blows
60
50
Li
0 40
X
m
c
30
w
.v
.y
N 20
a
10
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/30/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
SIEVE AND HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-32 (10-12)
Lab ID
R-2021-174-001-007
Soil Color
Tan
SIEVE ANALYSIS HYDROMETER
USCS
cobbles
gravel sand silt and clay fraction
USDA
cobbles
gravel I sand
I silt lay
12" 6" 3" 2" 1" 3/4" 3/8" #4 #10 #20 #40 #60 #140 #200
100
90 "T77
80
70
t
rn
60
m
50
c
LL
aai 40
U
i
N
>_7
a
30
20
10
0
1000 100 10 1 0.1 0.01 0.001
Particle Diameter (mm)
USCS Summary
Sieve Sizes (mm)
Percentage
Greater Than #4
Gravel
0.00
#4 To #200
Sand
29.96
Finer Than #200
Silt & Clay
70.04
USCS Symbol ML, TESTED
(Non -Plastic)
USCS Classification SILT WITH SAND
oaae 1 of 4 DCN: CT-S30R DATE: 7/26113 REVISION: 8
I
Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville Count012021-174-001-007 Grain SlFVEHYD10.xIs1Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 - Phone [phone] - Fax [phone] - www.geotechnics.net

eotechnics
geutechnicaI & geosynthetic testing
USDA CLASSIFICATION CHART
Client Garrett & Moore Boring No. P-32
Client Reference Granville County Depth (ft) 10-12
Project No. R-2021-174-001 Sample No. P-32 (10-12)
Lab ID R-2021-174-001-007 Soil Color Tan
100 90 80 70 60 50 40 30 20 10 0
PERCENT SAND
Particle
Size (mm)
Percent
Finer
USDA SUMMARY
Actual
Percentage
Corrected % of Minus 2.0 mm
material for USDA Classificat.
Gravel
0.16
0.00
2
99.84
Sand
40.64
40.70
0.05
59.21
Silt
56.04
56.12
0.002
3.17
Clay
3.17
3.17
USDA Classification: SILT LOAM
page 2 of 4 DCN: CT-S30R DATE: 7126/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville CountyV2021-174-001-007 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnicaI & geosynthetic Testing
WASH SIEVE ANALYSIS
ASTM D 422-63 (2007)
Client
Garrett & Moore
Boring No.
P-32
Client Reference
Granville County
Depth (ft)
10-12
Project No.
R-2021-174-001
Sample No.
P-32 (10-12)
Lab ID
R-2021-174-001-007
Soil Color
Tan
Minus #10 for Hygroscopic Moisture Content
Tare No.
F
Wgt.Tare + Wet Soil (g)
62.02
Wgt.Tare + Dry Soil (g)
61.34
Weight of Tare (g)
15.01
Weight of Water (g)
0.68
Weight of Dry Soil (g)
46.33
Moisture Content (%) 1.5
Tare No. 724
Wgt.Tare + Air Dry Soil (g) 392.36
Weight of Tare (g) 140.84
Air Dried Wgt. Total Sample (g) 251.52
Total Dry Sample Weight (g) 247.89
Hydrometer Specimen Data
Air Dried - #10 Hydrometer Material (g) 87.92
Corrected Dry Wt. of - #10 Material (g) 86.65
Weight of - #200 Material (g) 60.79
Weight of - #10 ; + #200 Material (g) 25.86
J-FACTOR (%FINER THAN #10) 0.9984
Dry Weight of Material Retained on #10 (g) 0.39
Corrected Dry Sample Wt - #10 (g) 247.50
Sieve
Sieve
Wgt.of Soil
Percent
Accumulated
Percent
Accumulated
Size
Opening
Retained
Retained
Percent
Finer
Percent
(mm)
Retained
Finer
(gm)
N
N
N
N
12"
300
0.00
0.0
0.0
100.0
100.0
6"
150
0.00
0.0
0.0
100.0
100.0
3"
75
0.00
0.0
0.0
100.0
100.0
2"
50
0.00
0.0
0.0
100.0
100.0
1 1 /2"
37.5
0.00
0.0
0.0
100.0
100.0
ill
25.0
0.00
0.0
0.0
100.0
100.0
3/4"
19.0
0.00
0.0
0.0
100.0
100.0
1 /2"
12.5
0.00
0.0
0.0
100.0
100.0
3/8"
9.50
0.00
0.0
0.0
100.0
100.0
#4
4.75
0.00
0.0
0.0
100.0
100.0
#10
2.00
0.39
0.2
0.2
99.8
99.8
#20
0.85
5.40
6.2
6.2
93.8
93.6
#40
0.425
4.00
4.6
10.8
89.2
89.0
#60
0.250
3.37
3.9
14.7
85.3
85.1
#140
0.106
8.58
9.9
24.6
75.4
75.2
#200
0.075
4.51
5.2
29.8
70.2
70.0
Pan
-
60.79
70.2
100.0
-
-
Notes :
Tested By TB Date 7/1/2021 Checked By AES Date 7/2/2021
page 3 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-007 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

HYDROMETER ANALYSIS
ASTM D 422-63 (2007)
Client Garrett & Moore
Client Reference Granville County
Project No. R-2021-174-001
Lab ID R-2021-174-001-007
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.
P-32
Depth (ft)
10-12
Sample No.
P-32 (10-12)
Soil Color
Tan
Elapsed
Time
(min)
R
Measured
Temp.
(° C)
Composite
Correction
R
Corrected
N
( %)
K
Factor
Diameter
( mm)
N'
(% )
0
NA
NA
NA
NA
NA
NA
NA
NA
2
42.0
23.6
3.73
38.3
43.7
0.01288
0.0279
43.7
5
36.0
23.6
3.73
32.3
36.9
0.01288
0.0186
36.8
15
27.0
23.6
3.73
23.3
26.6
0.01288
0.0115
26.5
30
19.0
23.7
3.72
15.3
17.5
0.01287
0.0085
17.4
60
14.0
23.8
3.70
10.3
11.8
0.01285
0.0062
11.7
250
7.0
24.1
3.65
3.3
3.8
0.01281
0.0032
3.8
1440
6.0
23.6
3.73
2.3
2.6
0.01288
0.0013
2.6
Soil Specimen Data Other Corrections
Wgt. of Dry Material (g) 86.65 Hygroscopic Moisture Factor 0.986
Weight of Deflocculant (g) 5.0
a - Factor 0.99
Percent Finer than # 10 99.84
Specific Gravity 2.70 Assumed
Notes
Tested By RFF Date 6/30/2021 Checked By AES Date 7/2/2021
page 4 of 4 DCN: CT-S30R DATE: 7/26/13 REVISION: 8 Z:12021 PROJECTSIGarrett & Moore12021-174 - Granville County)f2021-174-001-007 Grain SIEVEHYD10.x1s]Sheet1
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

ATTERBERG LIMITS
ASTM D 4318-17
Client: Garrett & Moore
Client Reference: Granville County
Project No.: R-2021-174-001
Lab ID: R-2021-174-001-007
As Received
Water Content
Tare Number
AC
Wt. of Tare & Wet Sample (g)
55.99
Wt. of Tare & Dry Sample (g)
50.81
Weight of Tare (g)
15.58
Weight of Water (g)
5.18
Weight of Dry Sample (g)
35.23
Water Content (%) 14.7
eotechnics
geotechnicaI & geosynthetic Testing
Boring No.: P-32
Depth (ft): 10-12
Sample No.: P-32 (10-12)
Color: Tan
( Mlnus No. 40 sieve material)
NON - PLASTIC
MATERIAL
Tested By TB Date 6129121 Checked By AES Date 6130121
page 1 of 1 DCN: CT-S4C, DATE: 4/27/17, REVISION: 4e
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-32
Client Reference:
Granville County
Depth (ft):
15-17
Project No.:
R-2021-174-001
Sample No.:
P-32 (15-17)
Lab ID:
R-2021-174-001-008
Soil Description:
BROWN SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
AN
AL
B
W
U
Wt. of Tare & Wet Sample (g):
60.19
28.47
28.93
27.80
L
Wt. of Tare & Dry Sample (g):
56.23
25.18
25.34
24.27
T
Weight of Tare (g):
15.34
15.43
15.10
15.05
1
Weight of Water (g):
4.0
3.3
3.6
3.5
P
Weight of Dry Sample (g):
40.9
9.8
10.2
9.2
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
9.7
33.7
35.1
38.3
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 33 34
Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 15.36 14.34
Wt. of Tare & Dry Sample (g): 13.47 12.66
Plastic Limit (%): 29
Weight of Tare (g): 6.94 6.98
Weight of Water (g): 1.9 1.7
Plasticity Index (%): 6
Weight of Dry Sample (g): 6.5 5.7
USCS Symbol: ML
Moisture Content (%): 28.9 29.6 -0.6
Note: The acceptable range of the two Moisture Contents is ± 0.84
Flow Curve Plasticity Chart
40
38
36
34
32
m
p 30
U
28
is
26
24
22
20
1 10
Number of Blows
60
50
40
X
m
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
5-7
Project No.:
R-2021-174-001
Sample No.:
P-30 (5-7)
Lab ID:
R-2021-174-001-009
Soil Description:
RED FAT CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
AT
AM
B4
V2
U
Wt. of Tare & Wet Sample (g):
47.91
28.28
27.01
26.20
L
Wt. of Tare & Dry Sample (g):
43.62
23.55
22.60
22.00
T
Weight of Tare (g):
15.54
15.29
15.40
15.57
1
Weight of Water (g):
4.3
4.7
4.4
4.2
P
Weight of Dry Sample (g):
28.1
8.3
7.2
6.4
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
15.3
57.3
61.3
65.3
N
Number of Blows:
35
25
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 29 17
Liquid Limit (%): 61
Wt. of Tare & Wet Sample (g): 13.29 13.07
Wt. of Tare & Dry Sample (g): 11.98 11.78
Plastic Limit (%): 26
Weight of Tare (g): 7.00 6.94
Weight of Water (g): 1.3 1.3
Plasticity Index (%): 35
Weight of Dry Sample (g): 5.0 4.8
USCS Symbol: CH
Moisture Content (%): 26.3 26.7 -0.3
Note: The acceptable range of the two Moisture Contents is ± 1.4
Flow Curve Plasticity Chart
70
65
60
55
50
m
p 45
U
40
is
35
30
25
20
1 10
Number of Blows
60
50
40
X
m
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
10-12
Project No.:
R-2021-174-001
Sample No.:
P-30 (10-12)
Lab ID:
R-2021-174-001-010
Soil Description:
RED ELASTIC SILT
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
Z4
25
22
19
U
Wt. of Tare & Wet Sample (g):
44.85
18.21
18.78
18.80
L
Wt. of Tare & Dry Sample (g):
37.05
14.36
14.55
14.46
T
Weight of Tare (g):
15.52
7.01
6.96
7.01
1
Weight of Water (g):
7.8
3.9
4.2
4.3
P
Weight of Dry Sample (g):
21.5
7.4
7.6
7.5
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
36.2
52.4
55.7
58.3
N
Number of Blows:
35
24
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 6 30
Liquid Limit (%): 55
Wt. of Tare & Wet Sample (g): 13.57 13.32
Wt. of Tare & Dry Sample (g): 12.05 11.88
Plastic Limit (%): 30
Weight of Tare (g): 7.00 6.98
Weight of Water (g): 1.5 1.4
Plasticity Index (%): 25
Weight of Dry Sample (g): 5.1 4.9
USCS Symbol: MH
Moisture Content (%): 30.1 29.4 0.7
Note: The acceptable range of the two Moisture Contents is ± 0.84
65
60
55
0 50
C
m 45
c
0
V 40
a�
is
?� 35
30
25
20
1
Flow Curve Plasticity Chart
60
❑
50
0 40
X
d
c
30
w
.v
.y
R 20
a
10
10
Number of Blows
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
20-22
Project No.:
R-2021-174-001
Sample No.:
P-30 (20-22)
Lab ID:
R-2021-174-001-011
Soil Description:
BROWN LEAN CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
1
24
26
4
U
Wt. of Tare & Wet Sample (g):
54.16
18.81
20.31
19.33
L
Wt. of Tare & Dry Sample (g):
50.16
15.88
16.84
15.96
T
Weight of Tare (g):
15.57
7.06
7.01
6.97
1
Weight of Water (g):
4.0
2.9
3.5
3.4
P
Weight of Dry Sample (g):
34.6
8.8
9.8
9.0
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
11.6
33.2
35.3
37.5
N
Number of Blows:
34
24
15
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 9 5
Liquid Limit (%): 35
Wt. of Tare & Wet Sample (g): 13.34 13.65
Wt. of Tare & Dry Sample (g): 12.27 12.51
Plastic Limit (%): 20
Weight of Tare (g): 6.98 6.99
Weight of Water (g): 1.1 1.1
Plasticity Index (%): 15
Weight of Dry Sample (g): 5.3 5.5
USCS Symbol: CL
Moisture Content (%): 20.2 20.7 -0.4
Note: The acceptable range of the two Moisture Contents is ± 1.12
40
38
36
34
F
32
m
p 30
U
28
is
26
24
22
20
Flow Curve Plasticity Chart
0
1 10
Number of Blows
60
50
40
X
m
30
w
.v
.y
R 20
a
10
100 0
CL- ML
L.iquiu L11111L t %o►
Tested By TB Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

eotechnics
geotechnical & geosyntheti( Testing
ATTERBERG LIMITS
ASTM D 4318-17
Client:
Garrett & Moore
Boring No.:
P-30
Client Reference:
Granville County
Depth (ft):
25-27
Project No.:
R-2021-174-001
Sample No.:
P-30 (25-27)
Lab ID:
R-2021-174-001-012
Soil Description:
BROWN SILTY CLAY
Note: The USCS symbol used with this test refers only
to the minus No. 40
(Minus No. 40 sieve material, Air dried)
sieve marena►. aee me a►eve ana nyaromerer Ana►ys►s-- grapn page Tor me compere marena► aescr►pr►on .
As Received Moisture Content
Liquid Limit Test
ASTM D2216-19
1
2
3
M
Tare Number:
W5
U
3
A
U
Wt. of Tare & Wet Sample (g):
54.92
28.10
27.01
26.10
L
Wt. of Tare & Dry Sample (g):
52.49
25.52
24.62
23.77
T
Weight of Tare (g):
15.57
15.08
15.33
15.13
1
Weight of Water (g):
2.4
2.6
2.4
2.3
P
Weight of Dry Sample (g):
36.9
10.4
9.3
8.6
O
Was As Received MC Preserved:
Yes
Moisture Content (%):
6.6
24.7
25.7
27.0
N
Number of Blows:
35
25
16
T
Plastic Limit Test 1 2 Range
Test Results
Tare Number: 27 23
Liquid Limit (%): 26
Wt. of Tare & Wet Sample (g): 13.49 13.63
Wt. of Tare & Dry Sample (g): 12.41 12.52
Plastic Limit (%): 20
Weight of Tare (g): 6.98 7.04
Weight of Water (g): 1.1 1.1
Plasticity Index (%): 6
Weight of Dry Sample (g): 5.4 5.5
USCS Symbol: CL-ML
Moisture Content (%): 19.9 20.3 -0.4
Note: The acceptable range of the two Moisture Contents is ± 0.84
28
27
26
22
21
20 1
1
Flow Curve Plasticity Chart
10
Number of Blows
60
50
0 40
El
30
w
.v
.y
R 20
a
10
100
0
CL- ML
L.iquiu L11111L t %o►
Tested By SS Date 6129121 Checked By AES Date 6/29/21
page 1 of 1 DCN: CTS4B, DATE: 5/22/18 REVISION: 8
0
2200 Westinghouse Blvd., Suite 103 • Raleigh, NC 27604 • Phone [phone] • Fax [phone] • www.geotechnics.net

Appendix D
Slug Test Results

10.
P-29 SLUG TEST
°
Data Set: \... \P-29.agt
°
Date: 04/20/21 Time: 10:42:34
1.
°
°
°
PROJECT INFORMATION
+
°
°
Company: Nautilus Geologic Consulting
0.1
°
Client: Garrett & Moore, Inc.
°
Location: Granville County MSW Landfill
°
°
Test Well: P-29
Test Date: 4/14/2021
°
0.01
°
°
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
0.001
60. 120. 180. 240. 300.
0.
K = 4.309E-5 ft/sec
y0 = 7.191 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 10.88 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-29)
Initial Displacement: 7.069 ft Static Water Column Height: 11.15 ft
Total Well Penetration Depth: 11.71 ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft

100.
P-30S
Data Set: \... \P-30S.agt
Date: 04/20/21 Time: 10:40:09
10.
PROJECT INFORMATION
Company: Nautilus Geologic Consulting
1
°
Client: Garrett & Moore, Inc.
° °
Location: Granville County MSW Landfill
°
° °
Test Well: P-30S
o
°
° °
Test Date: 4/14/2021
° ° °
0.1
° °
°
°
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
0.01
1.6E+3 3.2E+3 4.8E+3 6.4E+3 8.0E+3
0.
K = 1.029E-6 ft/sec
y0 = 12.96 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 45.54 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-30S)
Initial Displacement: 14.49 ft Static Water Column Height: 20.51 ft
Total Well Penetration Depth: 21.19 ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft

100.
P-30D
Data Set: \... \P-30D.agt
Date: 04/20/21 Time: 10:39:21
10.
PROJECT INFORMATION
Company: Nautilus Geologic Consulting
E
Client: Garrett & Moore, Inc.
Location: Granville County MSW Landfill
Test Well: P-30D
0
Test Date: 4/14/2021
1
°°°
°°
°°
°°
°°
°°
°
° °
SOLUTION
° ° °
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
0.1
1.2E+3 2.4E+3 3.6E+3 4.8E+3 6.0E+3
0.
K = 2.817E-6 ft/sec
y0 = 14.87 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 45.54 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-30D)
Initial Displacement: 14.93 ft Static Water Column Height: 45.54 ft
Total Well Penetration Depth: 45.73 ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft

10.
P-32
Data Set: \... \P-32.agt
Date: 04/20/21 Time: 10:40:35
PROJECT INFORMATION
Company: Nautilus Geologic Consulting
E 1
Client: Garrett & Moore, Inc.
Location: Granville County MSW Landfill
El °
Test Well: P-32
o
° °
Date: 4/14/2021
ElTest
°
°
°
°
SOLUTION
°
Aquifer Model: Unconfined
° °
Solution Method: Bouwer-Rice
0.1
°
600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.
K = 2.0E-6 ft/sec
y0 = 7.047 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 9.63 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-32)
Initial Displacement: 8.56 ft Static Water Column Height: 8.56 ft
Total Well Penetration Depth: 10. ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft

10.
P-33S
Data Set: \... \P-33S.agt
Date: 04/20/21 Time: 10:41:37
PROJECT INFORMATION
Company: Nautilus Geologic Consulting
E 1
°°°°°° ° ° ° ° ° ° ° ° ° ° °
Client: Garrett & Moore, Inc.
Location: Granville County MSW Landfill
Test Well: P-33S
o
Test Date: 4/14/2021
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
0.1
80. 160. 240. 320. 400.
0.
K = 5.939E-6 ft/sec
y0 = 1.603 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 27.77 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-33S)
Initial Displacement: 1.62 ft Static Water Column Height: 4.46 ft
Total Well Penetration Depth: 10. ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft

100.
P-33D
Data Set: \... \P-33D.agt
Date: 04/20/21 Time: 10:41:11
10.
PROJECT INFORMATION
Company: Nautilus Geologic Consulting
E
Client: Garrett & Moore, Inc.
Location: Granville County MSW Landfill
0
°
Test Well: P-33D
o
° ° °°
Test Date: 4/14/2021
°°
°° °
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
0.1
1.8E+3 3.6E+3 5.4E+3 7.2E+3 9.0E+3
0.
K = E-7 ft/sec
13.81
y0 = 3.85 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 27.77 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-33D)
Initial Displacement: 13.96 ft Static Water Column Height: 27.77 ft
Total Well Penetration Depth: 27.98 ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft

100.
P-34
Data Set: \... \P-34.agt
Date: 04/20/21 Time: 10:42:05
10.
PROJECT INFORMATION
°
Company: Nautilus Geologic Consulting
Client: Garrett & Moore, Inc.
Location: Granville County MSW Landfill
°
Test Well: P-34
o
°°
Test Date: 4/14/2021
°
°
0.1
°°
° ° °
°°
° °
SOLUTION
Aquifer Model: Unconfined
Solution Method: Bouwer-Rice
0.01
600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.
K = 4.32E-6 ft/sec
y0 = 10.04 ft
Time (sec)
AQUIFER DATA
Saturated Thickness: 18.1 ft Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (P-34)
Initial Displacement: 11.37 ft Static Water Column Height: 18.1 ft
Total Well Penetration Depth: 19.95 ft Screen Length: 10. ft
Casing Radius: 0.0833 ft Well Radius: 0.3438 ft