7304_UpperPiedmontMSWLF_Phase4DesignHydrogeoReport_FID1810481_20230710

DESIGN HYDROGEOLOGIC
REPORT – PHASE 4
(CELLS NO. 7-10)

UPPER PIEDMONT REGIONAL MSW LANDFILL
PERSON COUNTY, NORTH CAROLINA
FACILITY PERMIT NUMBER 7304-MSWLF-1997

Prepared For:
Republic Services of North Carolina, LLC
5111 Chin Page Road
Durham, North Carolina 27703
BLE North Carolina Business Licenses C-284 & C-1538
BLE Project Number J21-1003-81

July 7, 2023

07/07/2023

July 7, 2023

Republic Services of North Carolina, LLC
5111 Chin Page Road
Durham, North Carolina 27703

Attention: Mr. Matt Einsmann, P.E.
Environmental Manager

Subject: Design Hydrogeologic Report –Phase 4 (Cells No. 7-10)
Upper Piedmont Regional MSW Landfill
Person County, North Carolina
Facility Permit Number 7304-MSWLF-1997
BLE Project Number J21-1003-81
BLE North Carolina Business Licenses C-284 & C-1538

Dear Mr. Einsmann:

As authorized, Bunnell-Lammons Engineering, Inc. (BLE) has completed the Design Hydrogeologic Study
for Cells No. 7-10 at the Upper Piedmont Regional MSW Landfill in Person County, North Carolina. This
report addresses the relevant site application requirements as outlined in the North Carolina Rules for Solid
Waste Management, 15A NCAC 13B .1623 (b). The attached report describes the work performed and
presents the results obtained.

We appreciate the opportunity to serve as your geological, hydrogeological, and geotechnical consultant on
this project and look forward to continuing working with you at the Upper Piedmont Regional MSW
Landfill. If you have any questions, please contact us at [phone].

Sincerely,

BUNNELL LAMMONS ENGINEERING INC.

Riley L. Blais, G.I.T. Tyler W. Moody, P.E.
Staff Hydrogeologist Senior Geotechnical Engineer
Licensed, North Carolina No. 42375

Timothy J. Daniel, P.G.
Project Hydrogeologist
Licensed, North Carolina No. 2653

cc: Mr. K. Matthew Cheek, P.E. – HHNT

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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TABLE OF CONTENTS

1.0 PROJECT INFORMATION ........................................................................................................ 1
2.0 FIELD INVESTIGATION ............................................................................................................ 2
2.1 Test Boring and Soil Sampling ..................................................................................................... 3
2.2 Groundwater Investigation ........................................................................................................... 3
2.3 Laboratory Testing ........................................................................................................................ 4
2.4 Fracture Trace Analysis ................................................................................................................ 4
2.5 Surface Geophysical Survey.......................................................................................................... 5
2.6 Field Reconnaissance ..................................................................................................................... 5
3.0 RESULTS OF INVESTIGATION ............................................................................................... 6
3.1 Regional Geology ........................................................................................................................... 6
3.2 Regional Hydrogeology ................................................................................................................. 7
3.3 Study Area Physiography and Topography ................................................................................ 7
3.4 Study Area Subsurface Conditions .............................................................................................. 7
3.4.1 Geologic Unit Description .................................................................................................... 8
3.4.1.1 Residual Soil ..................................................................................................................... 8
3.4.1.2 Partially Weathered Rock (PWR) ..................................................................................... 8
3.4.1.3 Fractured Bedrock ............................................................................................................ 8
3.4.2 Fracture Trace Analysis ...................................................................................................... 9
3.4.3 Surface Geophysical Survey .............................................................................................. 10
3.4.4 Laboratory Testing Results ................................................................................................ 10
3.5 Study Area Hydrogeology ........................................................................................................... 11
3.5.1 Piezometer Construction and Nomenclature .................................................................... 11
3.5.1.1 Residual Soil Piezometers ............................................................................................... 11
3.5.1.2 Partially Weathered Rock Piezometers ........................................................................... 12
3.5.1.3 Bedrock Piezometers and Groundwater Monitoring Wells ............................................ 12
3.5.2 Seasonal High Groundwater Elevations ........................................................................... 12
3.5.3 Estimated Long-Term Seasonal High Groundwater Elevations ...................................... 13
3.5.4 Groundwater Flow Direction ............................................................................................. 13
3.5.5 Man-made Influences to Groundwater Levels .................................................................. 13
3.5.6 Hydraulic Coefficients and Groundwater Flow Velocity ................................................. 14
3.5.6.1 Hydraulic Conductivity ................................................................................................... 14
3.5.6.2 Hydraulic Gradient ......................................................................................................... 14
3.5.6.3 Effective Porosity and Specific Yield .............................................................................. 15
3.5.6.4 Groundwater Flow Velocity ............................................................................................ 15
3.6 Summary of Geologic and Hydrogeologic Formation Properties ........................................... 15
3.7 Geotechnical Considerations ....................................................................................................... 15
3.7.1 Fault Areas ......................................................................................................................... 16
3.7.2 Seismic Impact Zones ........................................................................................................ 16
3.7.3 Unstable Areas ................................................................................................................... 16
3.7.4 Permeability of Potential On-Site Soils for Liner and Cover Construction ..................... 16
3.7.5 Earthwork Activities ........................................................................................................... 16
4.0 WATER QUALITY MONITORING PLAN ............................................................................ 18
4.1 Groundwater Monitoring Plan ................................................................................................... 18
4.1.1 Subsurface Considerations ................................................................................................ 18

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4.1.2 Relevant Point of Compliance ........................................................................................... 18
4.1.3 Monitoring Well Locations ................................................................................................ 18
4.1.4 Monitoring Well Depths and Screened Intervals .............................................................. 20
4.1.5 Spacing and Number of New Monitoring Wells ............................................................... 20
4.2 Surface Water Monitoring Plan ................................................................................................. 21
4.3 Water Quality Monitoring System ............................................................................................. 22
5.0 CONCLUSIONS .......................................................................................................................... 23
6.0 ANNOTATED BIBLIOGRAPHY ............................................................................................. 25

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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TABLES

Table 1 Monitoring Well, Piezometer, and Boring Survey Information
Table 2 Monitoring Well and Piezometer Construction Details
Table 3 Groundwater Elevation Measurements & Depth to Groundwater
Table 4 Summary of In Situ Hydraulic Testing – Slug Test Results
Table 5 Summary of Laboratory Results - Split Spoon and Shelby Tube Samples
Table 6 Summary of Laboratory Results - Remolded Bag Samples
Table 7 Interstitial Groundwater Flow Velocity Calculations – Phase 4
Table 8 Summary of Hydrogeologic and Geologic Characteristics of Geologic Units – Phase 4

FIGURES

Figure 1 Site Location Map
Figure 2 Boring Location Plan
Figure 3 Generalized Geologic Map of North Carolina
Figure 4 Geologic Map of the Roxboro/ Virgilina Area
Figure 5 Geologic Profiles: Cross-Sections A-A' and B-B'
Figure 6 Top of Bedrock (Auger Refusal) Elevation Contour Map
Figure 7 Geologic Map
Figure 8 Water Table Elevation Contour Map – October 27, 2021
Figure 9 Composite Seasonal High Water Table Elevation Contour Map – February 2021 to
February 2022
Figure 10 Estimation of Long-Term Seasonal High Water Table Elevation Contour Map

APPENDICES

Appendix A Drilling and Sampling Procedures
Appendix B Soil and Rock Boring Records and Well Diagrams
Appendix C Piezometer Installation Procedures
Appendix D Survey Data
Appendix E Precipitation Data
Appendix F Slug Test Procedures and Results
Appendix G Soil Laboratory Test Procedures
Appendix H Soil Laboratory Test Results
Appendix I Fracture Trace Analysis Data
Appendix J Surface Geophysical Methods and Data

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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REPORT CROSS-REFERENCE INDEX OF
APPLICABLE NORTH CAROLINA STATE SOLID WASTE REGULATIONS

15A NCAC 13B .1623 (b) Design Hydrogeologic Report Requirements

State Regulations Location in Report
(b) (1) (A) Sections 3.5.2, 3.7.3; Table 2; Figures 5, 9
(b) (1) (B) Sections 3.4, 3.5; Tables 2, 3, 4, 5, 6, 7, 8; Figures 5, 6, 7, 8, 9, 10;
Appendices B, E, F, I, J, K
(b) (2) (A) From 15A NCAC 13B .1623(a)
(a) (4) (A) Sections 2.1, 3.4.1; Appendices A, B
(a) (4) (B) Sections 2.3, 3.4.4; Tables 5, 6, 8; Appendices G, H
(a) (4) (C) Sections 3.4.1, 3.4.4; Tables 5, 6, 8; Appendices B, H
(a) (4) (D) Sections 3.4; Tables 5, 6, 8; Figure 7; Appendix B
(a) (4) (E) Sections 3.4.4, 3.5.6; Tables 4, 5, 6, 8; Appendices F, H
(a) (5) Sections 2.4, 2.5, 3.4.2, 3.4.3; Appendix I, J
(a) (6) Figure 5
(a) (7) (A) Table 3
(a) (7) (B) Section 3.5.2; Table 3; Appendix E
(a) (7) (C) Section 3.5.3; Table 3; Figure 10; Appendix E
(a) (7) (D) Sections 3.2, 3.5.2, 3.5.3, 3.5.5
(a) (8) Sections 3.5.4, 3.5.6; Tables 4, 7; Figures 5, 8; Appendix F
(a) (9) Figures 8, 9, 10
(a) (10) Figure 2
(a) (11) Appendix B
(a) (12) Sections 3.3, 3.4.2, 3.4.3, 3.5.5, 3.7.1, 3.7.2, 3.7.3
(b) (2) (B) Sections 3.0, 4.1; Tables 2, 3, 4, 5, 6, 7, 8; Figures 5, 6, 7, 8, 9, 10
(b) (2) (C) Sections 3.0, 4.1.2; Figures 5, 6, 7, 8, 9, 10
(b) (2) (D) Sections 2.1, 3.4.1.3, 3.4.2, 3.5.1.3; Figure 6; Appendices B, I
(b) (2) (E) Figure 10
(b) (2) (F) Figure 6
(b) (2) (G) Figure 5
(b) (2) (H) Section 3.5; Tables 3, 4, 5, 7, 8; Figures 5, 8, 9, 10
(b) (2) (I) Section 2.2
(b) (3) (A) Sections 4.1, 4.3, 4.4; Appendix K
(b) (3) (B) Sections 4.2, 4.4; Appendix K

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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1.0 PROJECT INFORMATION
The existing 480-acre Upper Piedmont Regional Municipal Solid Waste (MSW) Landfill is located in
Person County, North Carolina, approximately nine miles east of Roxboro, North Carolina on U.S.
Highway 158 (Figure 1). The landfill is owned by and operated by Republic Services of North Carolina,
LLC (Republic). Currently, Phases 1, 2, and 3 at the landfill consists of Cells No. 1 through 6. Republic
now plans to develop the Phase 4 cell area, which will consist of Cells No. 7 through 10 at the facility.

The landfill development is being implemented in phases, as new solid waste cells are needed. This Design
Hydrogeologic Report (DHR) addresses the geological, hydrogeological, and geotechnical investigation
required for the construction permitting process of future Phase 4. The investigation was performed in
accordance with the applicable North Carolina Rules for Solid Waste Management (15A NCAC 13B .1623
(b)). Data from previously performed investigations are compiled into this report, as is relevant to the Phase
4 area. The previous investigations include the following:

 Site Hydrogeologic Report, Proposed Person County Regional MSWLF, Highway 158 Tracts, Roxboro,
North Carolina, dated May 3, 1995, Law Project Number 2490611302;

 Design Hydrogeologic Report, Phase 1 (Cells No. 1A through 4A), Upper Piedmont Regional Landfill,
dated January 29, 1996, Law Project Number 30290-5-6113.03;

 Addendum to Site Hydrogeologic Report, Dawes Tract, Upper Piedmont Regional MSW Landfill, dated
November 8, 2000, BLE Project No. J99-1003-16; and

 Design Hydrogeologic Report, Phase 2 (Cells No. 1B through 4B), Upper Piedmont Regional MSW
Landfill, dated June 5, 2002 (revised December 3, 2002), BLE Project Number J01-1003-24.

 Design Hydrogeologic Report, Phase 3 (Cells No. 5 through 6), Upper Piedmont Regional MSW
Landfill, dated May 7, 2007 (revised May 1, 2009), BLE Project Number J06-1003-50.

Our geotechnical evaluation of Phase 4 considers both the regulatory liner system employing a 60-mil
HDPE geomembrane overlying a two-foot thick compacted clay liner (hydraulic conductivity ≤ 1.0 x 10-7
cm/sec), as well as an alternative base liner consisting of the minimum 60-mil HDPE geomembrane
overlying a geosynthetic clay liner (GCL) and an 18-inch thick compacted soil liner (hydraulic conductivity
≤ 1.0 x 10-5 cm/sec). The base liner slopes will be at a 4 horizontal to 1 vertical (4H:1V) inclination or
flatter. The interim waste slopes may have a temporary 3H:1V operational slope. The closure cap final
grading plan will have slopes of 3.5H:1V or flatter.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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2.0 FIELD INVESTIGATION
The Phase 4 area field investigation was conducted from February 2021 to February 2022 in a similar
fashion as previous projects at the currently permitted Upper Piedmont Regional MSW Landfill. Including
previous phases, the investigation of Phase 4 has included:

 conducting soil test borings, rock coring borings, and air-hammer borings;
 installing temporary piezometers;
 obtaining monthly groundwater elevation measurements;
 performing a fracture trace study for the site and surrounding area; and
 performing an evaluation of location restrictions as outlined in the applicable solid waste
regulations.

A discussion of the investigative methodologies used in the site evaluation is provided below. The field
activities reported herein were performed under the direction of a North Carolina-licensed geologist and/or
engineer. A North Carolina licensed driller from Bridger Drilling of Wilmington, NC performed the
borings and piezometer installation during this phase of work. The new boring and piezometer locations
were surveyed for horizontal and vertical control, by Wright and Field Surveying, Inc. of Troy, North
Carolina, (PLS-2906) after completion of the drilling activities.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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2.1 Test Boring and Soil Sampling
The North Carolina Solid Waste Section (SWS) requires that Design Hydrogeologic Studies include the
drilling of one boring per acre of permitted cell area. The Phase 4 study area is approximately 46 acres in
size. Including previous phases of work and this project, 50 borings have been performed within the Phase
4 study area. The total number of borings performed and piezometers/wells installed across the entire site
are summarized below:

Phase Exploration
Borings
Exploration Wells/
Piezometers
Remaining Wells/
Piezometers
SHR1: Original Site (500
acres)
55 44 17
Phase 1 DHR2: Cells 1A-4A
(31 acres)
40 (which
included 29 new
and 11 existing)
35 (which included
25 new and 10
existing)
0
Phase 2 DHR: Cells 1B-4B
(20 acres)
32 (which
includes 22 new
and 10 existing)
22 (which included
13 new and 9
existing)
0
Phase 3 DHR: Cells 5-6
(20 acres)
34 (which
includes 25 new
and 9 existing)
24 (which included
15 new and 9
existing)
0
Phase 4 DHR: Cells 7-10
(46 acres)
51 (40 new and 11
pre-existing)
45 (37 new and 8
pre-existing)
42 (37 new and 5
pre-existing)
Monitoring Wells 12 12 12
TOTAL 182 146 66

The soil test boring locations and depths were selected to comply with the applicable SWS rules. The
locations of the borings are indicated on Figure 2. Soil samples were obtained from the new soil test
borings at 2.5-foot intervals within the upper ten feet below the ground surface, and at five-foot intervals
deeper than ten feet below the ground surface. Drilling techniques during this current site study consisted
of hollow-stem augering and rock core drilling. Refer to Appendix A for discussion of the various drilling
techniques used.

The soil descriptions were based on visual examination and grain-size estimations in accordance with the
Unified Soil Classification System (USCS). Upon completion of laboratory grain-size and Atterberg Limit
analyses, the preliminary field classifications were adjusted accordingly on the final boring logs. The final
boring log records for the Phase 4 area are included in Appendix B.

2.2 Groundwater Investigation
Thirty-seven (37) new piezometers were installed to monitor water table elevations and further characterize
the study area hydrogeology. The new piezometers supplement the eight (8) piezometers installed during
prior work in the Phase 4 area. Piezometer installation records are included with the boring logs in

1 Site Hydrogeology Report - One boring per 10-acres is required.
2 Design Hydrogeology Report - One boring per acre of cell footprint is required.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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Appendix B, and field installation procedures described in Appendix C. Survey information for the new
piezometers is included in Appendix D. Survey data and well/piezometer construction details are
summarized on Table 1 and Table 2.

Groundwater elevations were measured in the new piezometers at the time of boring, after 24 hours, and
monthly measurements were collected from the piezometers and monitoring wells on site during the period
from February 2021 to February 2022 to determine the seasonal high groundwater levels; these water level
measurements are summarized on Table 3. Historical water level data from other piezometers and
monitoring wells during the period from September 2006 through February 2022 are provided on Table 3.

Precipitation data for the North Carolina Northern Piedmont division (Climate Division 3) is included in
Appendix E.

Field permeability (slug) tests were performed in eleven (11) piezometers in the study area to measure the
in situ hydraulic conductivity of different units of the water table aquifer. Slug test field procedures and
data plots are presented in Appendix F and the results are summarized on Table 4.

The piezometers are intended only for investigative use, were not constructed as permanent monitoring
wells, and were not part of the permanent groundwater monitoring system. Prior to construction activities,
all piezometers within the Phase 4 area will be abandoned in accordance with 15A NCAC 2C, Rule
.0113(d)(2) by over-drilling to the full depth of the boring or to the top of bedrock (whichever is encountered
first) and filling the resulting boreholes with bentonite grout and/or bentonite chips. The level of the grout
within the over-drilled boring will not exceed the elevation of the proposed base grade.

2.3 Laboratory Testing
Laboratory testing of soil samples were conducted to confirm the field classifications and quantify pertinent
engineering soil properties. Soil samples were collected using split-spoon samplers and Shelby tubes
(relatively undisturbed samples). The laboratory tests were performed in general accordance with
applicable ASTM specifications, where available. Brief descriptions of the test procedures are included in
Appendix G. Soil laboratory testing results are included in Appendix H and are summarized on Tables 5
and 6.

2.4 Fracture Trace Analysis
The fracture trace analysis consisted of evaluating exposed rock outcrops and topographic fracture traces
and lineaments as discussed below. No new exposed outcrops or topographic features were discovered
during this DHR. The data plots of historical data from Phases 1-3 are included in Appendix I and the
methods of data collection are below.

Exposed Rock Outcrops: Using a Brunton compass, the orientations of exposed bedrock fractures (open
joints, open foliation, open bedding planes) were measured. The field measurements were plotted on a
Schmidt lower hemisphere equal-area stereonet and Rose diagrams.

Topographic Fracture Traces and Lineaments: Regionally, pronounced depressions typically develop
along zones of weakness in the bedrock where fractures induce preferential weathering. This preferential
weathering along the bedrock fractures is ultimately expressed topographically as linear valleys. The trend
of fracture traces and lineaments greater than 1,000 feet in length within a 2-mile radius of the site were
measured from topographic maps and plotted as data on Rose diagrams.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
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2.5 Surface Geophysical Survey
A geophysical survey was conducted at the site using a portable proton magnetometer to determine if
diabase dikes are present within the upper 20 to 50 feet of the subsurface. The geophysical survey was
conducted along 30 lines for a total of about 37,000 feet (approximately 7 miles) across the entire site. The
lines were located along existing clearings and through forested areas. The magnetometer can detect
magnetic materials such as diabase dikes, or other similar rock types, containing ferromagnetic and
associated minerals.

The magnetometer survey was conducted using an EGG Geometrics model G-856A portable
magnetometer. Data were measured at 15 to 30-foot intervals along the survey lines. The instrument stored
the measured total magnetic field intensity, magnetic gradient, and time for each geophysical survey station
along each line. A general description of the geophysical methodology and results of the survey are
included in Appendix J.

2.6 Field Reconnaissance
The study area was traversed to map rock outcrops and surface drainage features. The information obtained
was integrated with the geologic information already collected at the site during previous phases of work.
As discussed in Section 2.4, no new exposed outcrops or topographic features were discovered during this
DHR.

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3.0 RESULTS OF INVESTIGATION
3.1 Regional Geology
The subject site is located within the Carolina Slate Belt of the Piedmont Physiographic Providence (Figure
3 and Figure 4). The crystalline rocks of the Piedmont Province occur in generally northeast-southwest
trending geologic belts in the Carolinas and Virginia.

The basement bedrock of the Carolina Slate Belt, in the vicinity of Roxboro, North Carolina, consists of
extrusive and intrusive volcanic rock types with varying degrees of deformation and metamorphism. The
area surrounding the site primarily consists of extrusive volcanic rocks about 575 to 620 million years old,
which were slightly deformed and metamorphosed about 300 to 520 million years ago (Glover and Sinha,
1973). The dominant structures near the site are open folds striking northeast and plunging southwest, and
the regional metamorphism is chlorite or greenschist grade (Glover and Sinha, 1973; Robinson and others,
1985). These structures are located on the southeast flank of the Virgilina Synclinorium.

There are three primary extrusive volcanic rock formations in the northern Carolina Slate Belt: Virgilina
Formation, Aaron Formation, and Hyco Formation (oldest of the three formations). According to Glover
and Sinha (1973) and Harris and Glover (1985), the volcanic rocks in the area of the site are part of the
Hyco Formation, which is primarily composed of rhyodacitic and andesitic pyroclastic rocks, with minor
amounts of shallow intrusives, and lavas. Pyroclastic rock textures range from fine tuff to tuff breccia. The
intermediate pyroclastic rocks are similar in texture to their felsic counterparts. Mafic rocks are not
common, but are present along the eastern flank of the Virgilina Synclinorium.

Mesozoic age diabase dikes are common in the Carolina Slate Belt. Generally, in the southeastern
Appalachians, a relatively older northwest-trending set of diabase dikes and a relatively younger north-
trending set of diabase dikes are present (De Boer and Snider, 1979). Diabase dikes in Person County are
sparse. There are no diabase dikes mapped on the site. The closest known diabase dikes to the site are
mapped in the southwest corner of Person County (about 16 miles west of the subject site) and western
Granville County (about 4 miles east of the subject site).

Holocene and younger age faults were not indicated on site or within 200 feet of the site from the literature
review and from the field reconnaissance.

The typical residual soil profile consists of clayey soils near the surface, where soil weathering is more
advanced, underlain by sandy silts and silty sands. Residual soil zones develop by the in situ chemical
weathering of bedrock, and are commonly referred to as “saprolite.” Saprolite usually consists of silt with
lesser amounts of sand, clay and large rock fragments. The thickness of the saprolite in the Piedmont ranges
from a few feet to more than 100 feet. The boundary between soil and rock is not sharply defined.

A transitional zone of partially weathered rock is normally found overlying the parent bedrock. Partially
weathered rock is defined, for engineering purposes, as residual material with standard penetration
resistance in excess of 100 blows per foot (bpf). Fractures, joints, and the presence of less resistant rock
types facilitate weathering. Consequently, the profile of the partially weathered rock and hard rock is quite
irregular and erratic, even over short horizontal distances. Also, it is not unusual to find lenses and boulders
of hard rock and zones of partially weathered rock within the soil mantle, well above the general bedrock
level. Often during construction, this material can be excavated using conventional earth moving
equipment.

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3.2 Regional Hydrogeology
Groundwater in the Piedmont usually occurs as unconfined, water table aquifers in three primary geologic
zones: 1) residual soil; 2) partially weathered rock; and 3) fractured bedrock. These zones are typically
interconnected through open fractures and pore spaces. The configuration of the water table aquifer
generally resembles the local topography.

In the residual soil and partially weathered rock zones, groundwater is stored within the pore spaces and is
released to the underlying bedrock through gravity drainage. Groundwater within the bedrock zones occurs
primarily in fracture voids. Generally, fractures within the bedrock are very small but may extend to several
hundred feet.

Infiltration of precipitation to recharge the water table aquifer is primarily affected by rainfall intensity and
duration, pre-existing soil moisture conditions, temperature (evaporation), and plant uptake (transpiration).
Seasonal high-water tables are typically observed during the late winter and spring months of the year when
maximum infiltration efficiency occurs due to lower temperatures and less plant uptake (i.e., many plants
are dormant). Seasonal-low water tables are typically observed during the summer and fall months when
minimum infiltration efficiency occurs due to higher temperatures and greater plant uptake of water.

3.3 Study Area Physiography and Topography
The landfill is located in Person County, North Carolina, as shown in Figure 1. The Phase 4 area is bounded
on the west by the landfill’s existing borrow area, on the north by existing landfill cells 1A and 1B, on the
east by a former borrow area, and on the south by the existing property buffer. The western half of the
Phase 4 area is currently comprised of hardwood forest and the eastern half consists of softwood (pine)
forest.

The U.S. Department of Agriculture (USDA) soil survey of Person County indicates that soil types in the
upland elevations in the study area include the Herndon loam with 2 to 6 percent slopes, Iredell gravelly
loam with 2 to 6 percent slopes, and the Lignum loam with 2 to 6 percent slopes (USDA, 2022).

Topographically, the ground-surface elevation drops off from north to south across Phase 4. The steepest
slopes in the study area are located in the northwestern portion of Phase 4. The highest elevations
(approximately 680 ft NAVD88) occur in the northwestern portion of Phase 4 with the lower elevations
(approximately 584 ft NAVD88) occurring at the southwestern portion of Phase 4. The relief across the
Phase 4 area is approximately 96 feet.

The existing surface drainage pattern in the Phase 4 area is generally to the south towards an unnamed
ephemeral stream. During high precipitation months (Winter and Spring), surface runoff that does not flow
to an ephemeral stream ponds at a topographic low near the southeastern corner of the Phase 4 area. A
topographic map/site plan is provided as Figure 2.

3.4 Study Area Subsurface Conditions
Fifty-one (51) borings have been performed in and adjacent to the Phase 4 area at the locations shown on
Figure 2. The geologic conditions encountered while drilling were often variable with boulders and seams
of partially weathered rock occurring throughout the subsurface soil overburden profile. In general, three
zones were encountered: 1) the residual soils, 2) the partially weathered rock, 3) the bedrock. Subsurface
geology at the site is shown on two (2) cross sections designated A-A' and B-B' (Figure 5). The subsurface

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conditions encountered in the Phase 4 area are consistent with previous evaluations at the site (Section 1.0).
A description of the subsurface materials encountered is provided below.

3.4.1 Geologic Unit Description
3.4.1.1 Residual Soil
Residual soils are the result of in-place weathering of rhyolite and andesite bedrock. The residual soil
profile below the topsoil consists of two identifiable components based on the USCS.

An upper soil component consists of reddish-brown and gray silty clay and sandy clayey silt. This
component was encountered in 22 of the 40 new soil test borings in the Phase 4 area. Where encountered,
the thickness of this component ranges from 3 to 27 feet below ground surface, with an average thickness
of 6.7 feet. USCS classifications of these soils are CL, CH, ML, and MH. Standard penetration resistance
values (N-values) range from 4 to 39 with an average value of 11.5, indicating a stiff average consistency.

The upper soil component grades with depth into a coarser grained, less plastic, gray and brown sandy silt
and silty sand which extends to the depth of the partially weathered rock and/or auger refusal. This deeper
soil component was encountered in 26 of the 40 new soil test borings, and ranges in thickness from 2.5 to
22.5 feet across the Phase 4 area, with an average thickness of 7.5 feet. USCS classifications of these soils
are ML and SM. N-values range from 4 to 79 with an average of 29, indicating a very firm average
consistency.

Float rocks (small boulders) were present in some locations at the ground surface and within the residual
soil zone above the partially weathered rock level.

3.4.1.2 Partially Weathered Rock (PWR)
The transition between soil and rock at the site is irregular and consists of partially weathered rock (PWR)
overlying the parent bedrock. The PWR horizon is typically characterized by N-values exceeding 100+.
The PWR consists primarily of gray and brown, silty, fine to coarse sand with varying amounts of gravel
size rock fragments. USCS classifications of these soils are typically SM. Where encountered, this zone
was found to range in thickness from 3 to 22 feet, with an average thickness of 10.6 feet. This zone also
includes various float rock and boulders indicative of the varying weathering patterns.

3.4.1.3 Fractured Bedrock
The upper bedrock profile at these locations is fractured, severely to slightly weathered, and slightly
metamorphosed rhyolite and andesite, rhyolite and andesite porphyry (tuff), and rhyolitic tuff breccia. The
bedrock encountered is part of the Hyco Formation. Alternating rock seams and partially weathered rock
zones are common. Where present, relict bedding consists of thin, shallow dipping layers. Tuffs and tuff
breccia are massive (i.e., bedding is not apparent).

Bedrock coring has been performed at six (6) different locations for a total of 102.8 feet. The bedrock core
had generally “fair” recovery (range of 7 to 99 percent; average of 75 percent) and “poor” RQD (range of
0 to 90 percent; average of 28 percent). In general, the bedrock becomes more competent with depth. The
upper bedrock is typically highly fractured.

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A map of the approximate bedrock surface (auger refusal) is shown as Figure 6. Auger refusal depths may
represent competent bedrock or possibly boulders of hard rock within the residual soil and partially
weathered rock units. The depth to auger refusal can vary even over short horizontal distances due to
boulders, fractures, joints, and the presence of less resistant rock types. Therefore, the actual depth to
continuous bedrock may vary from that presented on Figure 6.

A geologic map of the predominant bedrock types at the site is provided as Figure 7. The geologic map is
based on information collected from bedrock outcrops, corings, boulders, soil borings, and surface
geophysics.

3.4.2 Fracture Trace Analysis
A fracture trace analysis was performed and reported along with the data plots (Rose diagrams, Schmidt
equal area plots) as part of previous SHR and DHR studies (Section 1.0), plus geologic observations during
subgrade preparation of the cells in Phases 1, 2, and 3. The new data from the study area has been
incorporated into the fracture trace analysis. A summary of the fracture trace analysis is provided below.
The Rose diagrams, Schmidt net plots, field data, and topographic lineament maps for the fracture trace
analysis are included in Appendix I.

The orientations and trends of 144 open joint, foliation, quartz vein, and bedding surfaces were measured
at the site. The data was collected at the site from rock outcrops and excavated areas prior to cell
construction. The collected data has been plotted on Schmidt equal area projections and Rose diagrams as
follows: one Schmidt net for plotting poles to the fractures, and one Rose diagram utilizing a 10° interval
for fracture trends. Three primary fracture orientations were observed: N11°-40°E, dipping 75°-90°NW to
60°-90°SE; N81°-90°W, dipping 70°-90°N; and N31°-40°W, dipping 70°-90°SW to 70°-90°NE.

Results of the fracture trace analysis indicate that local and regional prevailing fracture trends are north-
northeast and north-west.

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3.4.3 Surface Geophysical Survey
A surface geophysical survey (e.g., proton magnetometer) was performed and reported as part of previous
SHR and DHR (Phase 1) studies (Section 1.0) at the landfill. Approximately 7 miles (37,000 feet) of
geophysical survey lines were performed over the entire landfill site. A summary of the results of the
survey are provided in Appendix J and described below.

Magnetic anomalies observed during the geophysical survey were sporadic and a function of the varying
ferromagnetic mineral content of the bedrock on site. The magnetometer recorded background total
magnetic field intensities of approximately 52,700 nanoteslas (nT). In general, the lower magnetic readings
were in the areas of rhyolitic bedrock, intermediate magnetic readings were in the areas of andesitic
bedrock, and the highest magnetic readings were in the areas of basaltic bedrock. Magnetic anomalies were
not consistent with trends indicative of diabase dikes. Based on these results, no diabase dikes were
identified within the site limits. Furthermore, the site reconnaissance performed as part of this DHR did
not result in the visual identification of diabase dikes.

3.4.4 Laboratory Testing Results
Fourteen (14) split-spoon samples, eight (8) Shelby tube samples, and three (3) remolded samples were
collected and tested in the laboratory to measure natural soil conditions in the Phase 4 area. The laboratory
test results are summarized in Table 5 and Table 6. Soil laboratory data sheets are in Appendix H.

Testing results of the eleven (11) samples collected from the upper residual soil component consisted of:
 Natural moisture content values ranging from 11.0 to 36.2 percent;
 Liquid Limit (LL) values ranging from 27 to 72;
 Plasticity Index (PI) values ranging from 5 to 54;
 Average gravel, sand, silt, and clay contents of 1.4, 19.6, 42.7, and 37.1 percent, respectively;
 In-situ hydraulic conductivity values ranging from 9.1 x 10-8 to 1.4 x 10-5 cm/sec;
 Total porosity values ranging from 45.3 to 56.3 percent;
 Effective porosity values ranging from 1.0 to 22.5 percent; and
 A Standard Proctor result with an optimum moisture content of 18.0 percent and a maximum dry
density (MDD) of 101.9 pcf.

Testing results of the seven (7) samples collected from the deeper residual soil component consisted of:
 Natural moisture content values ranging from 9.3 to 47.9 percent;
 LL values ranging from 29 to 54;
 PI values ranging from 4 to 22;
 Average gravel, sand, silt, and clay contents of 6.6, 30.1, 46.5, and 24.0 percent, respectively;
 In-situ hydraulic conductivity values ranging from 5.1 x 10-6 to 2.1 x 10-5 cm/sec;
 Total porosity values ranging from 39.8 to 56.0 percent;
 Effective porosity values ranging from 11.0 to 24.3 percent;
 Consolidation testing of an in-situ sample indicated a preconsolidation pressure (Pp) of 7.18 ksf, a
virgin compression ratio (cc) of 0.41, and a void ratio (eo) of 1.147;
 Triaxial testing of an in-situ sample indicated total stress and effective cohesion (C) of 0.77 and
0.33 ksf, respectively, and a total stress and effective friction angle of 12.2 and 27.31 degrees,
respectively;

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 Triaxial testing of a remolded sample indicated total stress and effective cohesion of 0.257 and
0.091 ksf, respectively, and a total stress and effective friction angle of 17.24 and 30.3 degrees,
respectively; and
 Standard Proctor results with optimum moisture contents of 11.9 and 19.5 percent and MDD’s of
103.4 and 121.4 pcf.

Testing results of the 5 samples collected from the partially weathered rock component consisted of:
 Natural moisture content values ranging from 8.4 to 11.9 percent;
 LL values ranging from 24 to 33;
 PI values ranging from 7 to 13;
 Average gravel, sand, silt, and clay contents of 16.0, 50.7, 22.6, and 10.7 percent, respectively;
 Total porosity values ranging from 34.1 to 49.0 percent; and
 Effective porosity values ranging from 18.4 to 27.6 percent.

3.5 Study Area Hydrogeology
Fifty-one (51) borings were performed in the Phase 4 area as shown on Figure 2. Of those fifty-one (51)
borings, forty-five (45) borings were used for piezometer installation. Groundwater in the Phase 4 area is
present above the bedrock surface in the lower elevation areas, but groundwater occurs at or near the
bedrock surface in higher elevation areas. The water-table aquifer in the Phase 4 area consists of the
residual saprolitic soil, partially weathered rock, and fractured bedrock. These units are hydraulically
connected and thus comprise a single unconfined aquifer, although recharge rates, flow rates and storativity
differ between the units based on the unique geologic conditions of each zone. The hydrogeologic
conditions encountered in the Phase 4 area are consistent with the conditions encountered during previous
phases of hydrogeologic work at the landfill. A description of the hydrogeologic conditions in the study
area is provided below.

3.5.1 Piezometer Construction and Nomenclature
Piezometer identification numbers were designated with the letters “a,” “b,” or “c” depending on the
location of the screened interval in the piezometer. Piezometers with a screened interval that brackets the
water table and is above the depth of auger refusal were designated with the letter “a”. Piezometers with a
screened interval at the depth of auger refusal (top of bedrock surface) and below the water table were
designated with the letter “b”. In cases where the water table was near the depth of auger refusal, the
piezometer identification number was designated using “ab”. Bedrock piezometers were designated with
the letter “c”. Piezometers that are dry do not have a letter designation. The groundwater monitoring wells
do not use this nomenclature. A typical schematic diagram of piezometer construction and nomenclature
is provided in Appendix B.

3.5.1.1 Residual Soil Piezometers
Six (6) piezometers were installed with screened intervals in the saprolitic residual soils. One (1) of these
piezometers was preexisting and five (5) piezometers were recently installed. These piezometers include
the following:

PZ-11a
PZ-148B
PZ-140B
PZ-152B
PZ-146AB
PZ-153B

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3.5.1.2 Partially Weathered Rock Piezometers
Thirty-three (33) piezometers were installed with screened intervals in the partially weathered rock. Two
(2) of the piezometers were previously abandoned, two (2) piezometers were previously installed and are
existing, and twenty-nine (29) were recently installed. These piezometers include the following:

PZ-19ab (Abandoned)
PZ-72ab
PZ-129B
PZ-133B
PZ-136B
PZ-141B
PZ-143B
PZ-147B
PZ-151B
PZ-156B
PZ-159B
PZ-20ab
PZ-126B
PZ-131AB
PZ-134AB
PZ-137B
PZ-142B
PZ-144B
PZ-149B
PZ-154B
PZ-157B
PZ-160B
PZ-62ab (Abandoned)
PZ-128B
PZ-132B
PZ-135B
PZ-138B
PZ-143B
PZ-145B
PZ-150B
PZ-155B
PZ-158B
PZ-161B

3.5.1.3 Bedrock Piezometers and Groundwater Monitoring Wells
Five (5) piezometers and one (1) groundwater monitoring well were installed with screened intervals in the
bedrock zone. One (1) piezometer was previously abandoned, one (1) piezometer was preexisting, and
three (3) piezometers were recently installed. These piezometers include the following:

PZ-19c (Abandoned)
PZ-139C
PZ-22c
PZ-162C
PZ-133C
GW-6

3.5.2 Seasonal High Groundwater Elevations
The relationship between precipitation and groundwater level trends at the site was evaluated from 2006 to
2022. The following sources of data were used to evaluate the seasonal high water level at the site:

 Historical National Oceanic and Atmospheric Administration (NOAA) precipitation data were
obtained to establish seasonal trends for the Person County area
(http://www.ncdc.noaa.gov/oa/climate/climatedata.html);
 Historical water level measurements from pre-existing piezometers and monitoring wells (parts of
prior hydrogeologic studies at the facility) between September 2006 and February 2021; and
 Monthly water level measurements from the piezometers and monitoring wells at the facility
between March 2021 and February 2022.

Historical NOAA monthly precipitation data were obtained from Division 3, North Carolina for the period
of January 1991 through February 2022. The data are summarized seasonally in Appendix E such that
January-March represents winter, April-June represents spring, July-September represents summer, and
October-December represents fall.

Historically in the Person County area, summer months will experience the most precipitation. However,
the effects of evapotranspiration offset the contribution of this precipitation to recharge of the uppermost
aquifer. Significant precipitation also occurs in the spring and winter months when evapotranspiration is

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limited (i.e., cooler weather and less plant uptake). Because of these natural trends, the amount of
groundwater recharge, and subsequent increase in water table level is typically greatest during winter and
spring seasons.

The winter months of 2021 (January through March) experienced above average amounts of precipitation
in the North Carolina Division 3 region (see precipitation data in Appendix E); therefore, the monthly
water levels collected from the piezometers and wells during February 2021 to March 2021 represent above
normal seasonal high groundwater levels (Table 3). The spring 2021 through winter 2022 months (April
2021 through February 2022) experienced below average amounts of precipitation in the North Carolina
Division 3 region (Appendix E); therefore, the monthly water levels collected from the piezometers and
wells during April 2021 to February 2022 represent slightly below normal seasonal high groundwater levels
(Table 3).

Figure 9 is the composite seasonal high water table for the water levels collected between February 2021
and February 2022. Many of the water level measurements recorded between February and March 2021
are represented on Figure 9 due to the above average amount of precipitation (Appendix E) in 2020 and
winter 2021. The groundwater elevations at the wells and piezometers, and the groundwater elevation
contours on Figure 9 should be used for landfill subgrade design, along with the bedrock (auger refusal)
elevations shown on Figure 6.

3.5.3 Estimated Long-Term Seasonal High Groundwater Elevations
Figure 10 is an estimation of the long-term seasonal high water table, which is based on both data collected
and our interpretation of the data. Each well and piezometer did not experience the highest measured water
level to date during the same year. As a consequence, a single season (year) could not be selected for
preparation of a long-term seasonal high water table map. As a conservative approach, the groundwater
contours on Figure 10 were established using site-specific maximum groundwater elevation measurements
between September 2006 and February 2022. In areas where piezometers were not present, the contours
are estimated based on the typical gradients and the configuration of historical groundwater elevation
contour maps prepared for the site in previous DHRs and the October 27, 2021 water table map (Figure 8).
Typical seasonal high groundwater levels to be used in future design hydrogeological investigations are
anticipated to be at lower elevations.

3.5.4 Groundwater Flow Direction
Groundwater beneath the Phase 4 study area flows to the south and east. The water table configuration is
similar to the site topography. Recharge to the unconfined aquifer occurs at the higher elevations. Shallow
groundwater discharge occur to the stream south of Phase 4 within the property boundary.

3.5.5 Man-made Influences to Groundwater Levels
Man-made features on the landfill property that could influence groundwater levels in the Phase 4 area
include existing and proposed lined waste cells, ditches next to roads, and existing and proposed sediment
basins.

Currently, Cells No. 1A through 6A and 1B through 5B have been constructed topographically upgradient
of the Phase 4 area. As cell construction proceeds, groundwater infiltration and recharge of the water table
aquifer will be limited, resulting in lower groundwater levels in the vicinity of the lined cells.

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Sediment Basin No. 1 east of the Phase 4 area could artificially mound the water table in its vicinity.

The on-site ephemeral stream is the downgradient discharge area for shallow groundwater.

3.5.6 Hydraulic Coefficients and Groundwater Flow Velocity

The velocity of groundwater flow is derived from the equation:

=

Where
V is the flow velocity;
K is the hydraulic conductivity;
i is the hydraulic gradient; and
ne is the effective porosity.

Estimated values for each of these parameters were developed based on site-specific subsurface data and
are provided below. The parameters are summarized on the attached Tables 4, 5, and 7.

3.5.6.1 Hydraulic Conductivity
Hydraulic conductivity is defined as the ability of the aquifer material to conduct water under a hydraulic
gradient. Eight slug tests have been performed in the Phase 4 area to measure the in situ hydraulic
conductivity of the different zones of the water-table aquifer. The slug test results were evaluated using the
Bouwer and Rice Method (1976) for partially-penetrating wells in an unconfined aquifer (Table 4 and
Appendix F). The slug tests performed include:

 Two (2) tests in wells/piezometers set in the deep residuum soil unit (PZ-148B and PZ-153B);
 Four (4) tests in piezometers set in the partially weathered rock unit (PZ-20ab, PZ-132B, PZ-142B,
and PZ-158B); and
 Three (3) tests in piezometers set in the bedrock unit (GW-6, PZ-22c, and PZ-139c).

Based on the slug tests conducted in the Phase 4 area, the range of hydraulic conductivity values is as
follows:

 6.7 x 10-6 cm/sec (PZ-153B) to 3.9 x 10-5 cm/sec (PZ-148B) in the deep residuum soil unit;
 1.3 x 10-6 cm/sec (PZ-158B) to 3.3 x 10-5 cm/sec (PZ-132B) in partially weathered rock unit; and
 2.8 x 10-7 cm/sec (PZ-139C) to 2.2 x 10-6 cm/sec (PZ-22c) in the bedrock unit.

3.5.6.2 Hydraulic Gradient
The hydraulic gradient is determined by dividing the difference in groundwater elevations at two locations
by the horizontal distance between those locations along the direction of groundwater flow. In order to use
synchronous measurements for representative gradients, hydraulic gradients were measured from the
October 27, 2021 groundwater elevation contour map (Figure 8).

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In the Phase 4 area, hydraulic gradients range from approximately 0.028 ft/ft near the south western portion
of Phase 4, to approximately 0.088 ft/ft near the north western portion of Phase 4 (Table 7).

3.5.6.3 Effective Porosity and Specific Yield
Effective porosity is the volume of void spaces through which water or other fluids can travel in soil divided
by the total volume of the soil. Effective porosity can be assumed to be approximately equal to specific
yield. Specific yield is defined as the ratio of the volume of water which gravity drains from saturated
sediment to the total volume of soil. The laboratory grain size analyses were used to derive values for
specific yield and effective porosity (Table 5 and Appendix H).

Based on soil laboratory data and published geologic literature, effective porosity measurements in the
Phase 4 area range from about:

 1.0% to 22.5% (average = 18.6%) in the shallow residuum soil unit
 11.0% to 24.3% (average = 19.6%) in the deep residuum soil unit;
 18.4% to 27.6% (average = 22.0%) in the partially weathered rock unit; and
 the effective porosity can be expected to range from about 5% to 10% for fractured crystalline
bedrock unit (average = 7.5%) according to Kruseman and deRidder, 1989.

3.5.6.4 Groundwater Flow Velocity
The velocity of groundwater movement (V) is a function of existing hydraulic gradient (i), the hydraulic
conductivity (K), and the effective porosity (ne), in the equation V = Ki/ne. Based on these parameters and
the data provided above, the geometric mean horizontal movement of groundwater across the Phase 4 area
is approximately:

 0.002 to 0.088 (average 0.011) feet/day in the deeper residual soil unit;
 0.0004 to 0.043 (average 0.005) feet/day in the partially weathered rock unit; and
 0.00028 to 0.0176 (average 0.001) feet/day in the bedrock unit.

The maximum and minimum values for each unit represent a range of values using available data. The
average values are more representative of site-wide conditions. Table 7 summarizes the average
groundwater flow velocity calculations.

3.6 Summary of Geologic and Hydrogeologic Formation Properties
Geologic and hydrogeologic characteristics of the soils and bedrock in the Phase 4 area are summarized on
Table 8 for each of the geologic units. The values observed are in the general range of values observed
from across the entire site as documented in prior SHR and DHR studies.
3.7 Geotechnical Considerations
An evaluation of the potential impact from faults, seismic zones and unstable areas, as required by 15A
NCAC13B.1622, was previously prepared for the current landfill site and documented as part of the Site
Hydrogeologic Report dated May 3, 1995 (LAW Engineering Job Number 2490611302). These items are
briefly summarized below to provide a background for our geotechnical evaluation.

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3.7.1 Fault Areas
No Holocene faults are located within 200 feet of the subject site (Horton and Zullo, 1991).

3.7.2 Seismic Impact Zones
According to the definition of seismic impact zones in 15A NCAC 13B.1622 (5), this site is not in a seismic
impact zone. The maximum horizontal acceleration, expressed as a percentage of the earth's gravity (g), in
rock is approximately 0.07g with a 2% probability of being exceeded in 50 years (approximately equal to
10% probability in 250 years; Petersen MD et al, 2018).

3.7.3 Unstable Areas
An unstable area according to 15A NCAC 13B.1622 (6) is defined as a location that is susceptible to natural
or human induced events or forces capable of impairing the integrity of some or all of the landfill structural
components responsible for preventing releases from a landfill. Unstable areas could include poor
foundation conditions, areas susceptible to mass movements, and karst terrains. Site and subsurface data
obtained were evaluated to determine if unstable site areas exist. The site is not in a region susceptible to
karstification. Soils susceptible to dynamic liquefaction were not encountered and are not typical for the
region. No unstable foundation conditions were present. BLE will provide an evaluation of settlement and
slope stability conditions for the Phase 4 area under separate cover in the report titled Geotechnical
Evaluation – Planned Phase 4, Upper Piedmont Regional MSW Landfill, (BLE Project No. J21-1003-81B).

Sediment resulting from storm water flow is deposited at the bottoms of slopes at the landfill site. Soft
sediments (where present) are to be removed from the cell footprint and areas supporting the structural fill
slopes of the landfill perimeter prior to structural fill placement.

3.7.4 Permeability of Potential On-Site Soils for Liner and Cover Construction
Prior DHR and borrow studies performed at the facility have identified on-site low permeability soils for
landfill construction use. Based on the subsurface data encountered during this DHR exploration, low
permeability surficial soils that could be used to construct a regulatory clay liner (k ≤ 1.0 x 10-7 cm/sec), or
an alternative base soil liner or final cover cap (k ≤ 1.0 x 10-5 cm/sec) are present on site in limited quantities.
Careful selection and use, or temporary stockpiling, of these clayey soils will be required during landfill
cell development and closure construction.

The in situ moistures of the silty clay will vary based on recent rainfall; however, they should be found at
moisture contents within a few points of the standard Proctor optimum moisture content. Some
modification of moisture will be required during soil liner or cap construction.

3.7.5 Earthwork Activities
Excavations of the existing residual soils are anticipated to be made to achieve the planned design grades.
An estimated top of rock (auger refusal) contour map was developed and is presented in Figure 6 of this
report. The estimated top of rock is based on auger refusal depths in the soil borings drilled at this site.
Materials sufficiently hard to cause refusal to the mechanical drill augers may result from continuous
bedrock, boulders, lenses, ledges, or layers of relatively hard rock within the overburden residual soil.
Coring was performed at three (3) locations where auger refusal occurred. Continuous rock was found with
varying recovery and Rock Quality Designation (RQD) as discussed above in Section 3.4.1.3. Due to its

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typically varying surface, the actual occurrence of hard rock during site grading may vary from that
presented in Figure 6.

Very dense soil and partially weathered rock such as that encountered in the borings may present difficulty
in excavating during construction. There is usually no sharp transition between soil and rock in areas of
undisturbed residual materials. Typically, the degree of weathering simply decreases with greater depth
until solid rock is eventually reached. The partially weathered rock, as well as the soil above, may also
contain boulders, lenses or ledges of hard rock. The mechanical auger used in this exploration could
penetrate some of the partially weathered rock of the transitional zone. The ease of excavation depends on
the geologic structure of the material itself, such as the direction of bedding, planes or weakness and spacing
between discontinuities. Our experience indicates that PWR that has a standard penetration resistance of 50
blows over 3-inches or less (i.e. 50 blows resulted in 3-inches or less of penetration), as indicated on the
boring records, will be difficult to remove by ripping and may require blasting.

The residual soils without organic material that will be excavated from the cell areas to achieve the design
subgrade elevations are suitable for use as structural fill. Some moisture modification (wetting or drying)
will be required depending on the particular area of excavation. Conventional compaction equipment and
methods should be appropriate for excavation of residual soils. Design considerations and
recommendations to form stable slopes and to provide acceptable base liner interface friction will be
outlined in BLE’s geotechnical report for Phase 4 (BLE Project No. J21-1003-81B).

Fill soil used for raising site grades or for replacement of material that is over-excavated as a result of poor
proofrolling performance should be uniformly compacted to at least 95 percent of the standard Proctor
maximum dry density (ASTM D 698).

Partially weathered rock may be mixed with the soil borrow materials provided it can be broken down by
the excavation and compaction equipment into particles with a maximum dimension of 6 inches. Larger
boulders or rock pieces may be used in the lower portions of the deeper fills if the boulders are placed
individually and soil compacted around and over each boulder. Sufficient quantities of soil should be mixed
with the partially weathered rock so that voids do not result between the pieces of partially weathered rock
and the fill meets the compaction requirements.

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4.0 WATER QUALITY MONITORING PLAN
A detailed Water Quality Monitoring Plan (WQMP) has been prepared to comply with Rule .1623(b)(3)
which is provided as a separate document. The WQMP provides a means to monitor groundwater
(monitoring wells) and surface water quality in background/upgradient locations and at the relevant point
of compliance, downgradient from the waste to be placed in Phase 4, as well as existing Cells No. 1 through
6. Provided below is a summary of the additions to the WQMP as a result of the proposed development of
Phase 4. A comprehensive discussion of the existing and proposed components of the WQMP (well
construction diagrams, sampling procedures, analytical testing procedures, well installation procedures, and
reporting procedures) is included in the WQMP.

4.1 Groundwater Monitoring Plan
4.1.1 Subsurface Considerations
Site specific factors were considered in designing this groundwater detection monitoring system, including
the locations and construction details of each proposed monitoring well. In addition, environmental factors
were considered, such as seasonal variations of the water table, the horizontal and vertical flow regimes,
and lithology characteristics.

The residual soils, partially weathered rock, and shallow bedrock comprise the unsaturated and saturated
zones of the uppermost water table aquifer.

4.1.2 Relevant Point of Compliance
The relevant point of compliance has been established less than 250 feet from the boundary of future Phase
4. Where site access allows, the proposed wells will be placed approximately 250 feet from the waste
boundary. In all cases, this relevant point of compliance is more than 50 feet from the facility property
boundary. The determination of the relevant point of compliance was based on the following factors:

 The hydrogeologic characteristics of the facility and the surrounding land;
 The anticipated physical/chemical characteristics of the leachate;
 The direction of groundwater flow;
 The proximity and direction of groundwater users;
 The availability of alternative drinking water supplies;
 Public health, safety, and welfare effects; and
 Practicable capability of the owner or operator.

4.1.3 Monitoring Well Locations
Existing background monitoring well GW-1R will serve as the background well in the Phase 4 area. Well
GW-1R is screened in the fractured bedrock. No additional background monitoring wells are required.

Sixteen additional downgradient wells (GW-13 through GW-28) will be required to monitor groundwater
downgradient from Phase 4. The approximate locations of the proposed monitoring wells are shown on
Figure 2 of the WQMP. The proposed new downgradient locations were selected based on the
potentiometric surface elevation contour map and flow lines of the groundwater elevation contour maps
(Figures 8, 9, and 10 in the DHR). The proposed new monitoring well locations are discussed in the
WQMP and in the following table:

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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Monitoring
Location
Proposed Monitoring Well Location and Justification
GW-13
(proposed)
Proposed sidegradient well that will intersect water table west of Cell No. 7B. The well
location is based on the local southeastern groundwater flow direction. The well location
will intersect groundwater flow from Cell No. 7B. The well will be installed in conjunction
with Cell No. 7B construction.
GW-14
(proposed)
Proposed sidegradient well that will intersect water table west of Cell No. 7B. The well
location is based on the local southeastern groundwater flow direction. The well location
will intersect groundwater flow from Cell No. 7B. The well will be installed in conjunction
with Cell No. 7B construction.
GW-15
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 7B. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 7B. The well will be installed in
conjunction with Cell No. 7B construction. The well will be abandoned in conjunction with
Cell No. 8B construction.
GW-16
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 7A. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 7A. The well will be installed in
conjunction with Cell No. 7A construction. The well will be abandoned in conjunction with
Cell No. 8A construction.
GW-17
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 7A. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 7A. The well will be installed in
conjunction with Cell No. 7A construction. The well will be abandoned in conjunction with
Cell No. 8A construction.
GW-18
(proposed)
Proposed downgradient well that will intersect the water table south of Cell Nos. 7A and
8A. The well location is based on the local southeastern groundwater flow direction. The
well location will intersect groundwater flow from Cell Nos. 7A and 8A. The well will be
installed in conjunction with Cell No. 7A construction.
GW-19
(proposed)
Proposed sidegradient well that will intersect water table west of Cell No. 8B. The well
location is based on the local southeastern groundwater flow direction. The well location
will intersect groundwater flow from Cell No. 8B. The well will be installed in conjunction
with Cell No. 8B construction.
GW-20
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 8B. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 8B. The well will be installed in
conjunction with Cell No. 8B construction. The well will be abandoned in conjunction with
Cell No. 9 construction.
GW-21
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 8A. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 8A. The well will be installed in
conjunction with Cell No. 8A construction. The well will be abandoned in conjunction with
Cell No. 10 construction.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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Monitoring
Location
Proposed Monitoring Well Location and Justification
GW-22
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 8A. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 8A. The well will be installed in
conjunction with Cell No. 8A construction. The well will be abandoned in conjunction with
Cell No. 10 construction.
GW-23
(proposed)
Proposed sidegradient well that will intersect water table west of Cell No. 9. The well
location is based on the local southeastern groundwater flow direction. The well location
will intersect groundwater flow from Cell No. 9. The well will be installed in conjunction
with Cell No. 9 construction.
GW-24
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 9. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 9. The well will be installed in
conjunction with Cell No. 9 construction.
GW-25
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 9. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 9. The well will be installed in
conjunction with Cell No. 9 construction.
GW-26
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 10. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 10. The well will be installed in
conjunction with Cell No. 10 construction.
GW-27
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 10. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 10. The well will be installed in
conjunction with Cell No. 10 construction.
GW-28
(proposed)
Proposed downgradient well that will intersect the water table south of Cell No. 7A. The
well location is based on the local southeastern groundwater flow direction. The well
location will intersect groundwater flow from Cell No. 7A. The well will be installed in
conjunction with Cell No. 7A construction.

4.1.4 Monitoring Well Depths and Screened Intervals
The depth of the proposed groundwater monitoring wells will be designed to monitor the uppermost aquifer
present at the site. The wells will monitor either: 1) the residual soils and/or the partially weathered rock if
a sufficient saturated thickness of the aquifer exists above the depth of auger refusal; or 2) the uppermost
water-bearing bedrock fractures if the water table is in the bedrock unit. Actual well depths may be adjusted
during well installation based on field conditions (i.e., depth to water, depth to bedrock fractures).

4.1.5 Spacing and Number of New Monitoring Wells
The proposed new downgradient monitoring well locations were selected to intercept groundwater
downgradient from Phase 4. Areas where groundwater flow is converging (i.e., surface drainage features)
and proposed sump locations were targeted for monitoring (Figures 8, 9, and 10 of the DHR). The spacing
of the proposed new wells is approximately 300 to 600 feet, which is consistent with the spacing of the
existing monitoring wells at the facility.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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The number of new groundwater monitoring wells (sixteen) located in downgradient and sidegradient
positions to Phase 4 is sufficient to provide representative groundwater quality samples of the groundwater
in the uppermost aquifer flowing past the relevant point of compliance. The number and location of the
new and existing downgradient groundwater monitoring wells are sufficient to detect groundwater
contamination in the uppermost aquifer.

4.2 Surface Water Monitoring Plan
There are two (2) surface water sampling locations associated with Phases 1 through 3 consisting of one
(1) upgradient (SW-1) and one (1) downgradient (SW-2).

Two (2) additional surface water locations (SW-3 and SW-4) will be added with the development of the
first cell of Phase 4. New upgradient location SW-3 will be located upstream of Phase 4 and the eastward
flowing tributary to Cub Creek near the southern facility boundary. Location SW-4 will be a new
downstream location of Phase 4 along the eastward flowing tributary to Cub Creek near the southern facility
boundary.

These resulting four (4) locations are sufficient to monitor the upgradient (SW-1 and SW-3) and
downgradient (SW-2 and SW-4) surface water for Phases 1 through 4.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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4.3 Water Quality Monitoring System
The combined water quality monitoring system for Phases 1 through 4 is shown on Figure 2 in the WQMP
titled Water Quality and Landfill Gas Monitoring Systems. During construction of Phase 4, wells will be
systematically installed and abandoned as outlined in Section 4.1.3. Upon completion of Phase 4 (Cell 10),
the monitoring system will include twenty-one (21) groundwater monitoring wells and four (4) surface
water sampling locations. The water quality monitoring system for the site will include:

 One (1) upgradient monitoring well (GW-1R);
 twenty (20) downgradient/side-gradient monitoring wells (GW-2, GW-3, GW-4R, GW-5, GW-7,
GW-8, GW-9, GW-10, GW-11, GW-12, GW-13, GW-14, GW-18, GW-19, GW-23,
GW-24, GW-25, GW-26, GW-27, and GW-28).
 two (2) upgradient surface water locations (SW-1 and SW-3);
 two (2) downgradient surface water locations (SW-2 and SW-4).

The schedule for new monitoring location installation will follow new landfill cell construction as shown
on the following table.

Phase 4 Cell
Construction
New Monitoring Location Installation
Schedule
Cell No. 7A GW-16, GW-17, GW-18, GW-28
Cell No. 7B GW-13, GW-14, GW-15
Cell No. 8A GW-21, GW-22
Cell No. 8B GW-19, GW-20
Cell No. 9 GW-23, GW-24, GW-25
Cell No. 10 GW-26, GW-27

Note: Surface water sampling locations SW-3 and SW-4 are to be installed with the development of the
first cell of Phase 4.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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5.0 CONCLUSIONS
Proposed Phase 4 landfill cell locations are on the lower elevations south of Phases 1 through 3. The Phase
4 area’s subsurface geology and hydrogeology are typical of Piedmont terrain in North Carolina. No
unusual or unexpected geologic features were observed in the Phase 4 area.

Groundwater flow at the site is radial from the upland areas. Shallow groundwater flows to the south and
east across Phase 4 from recharge areas in the upland locations, and discharges to the on-site ponds and
unnamed ephemeral stream south of Phase 4. Other than these natural features, there are no other observed
groundwater receptors to this landfill phase.

New and existing groundwater and surface water sampling locations were selected to effectively monitor
the existing Phases (1, 2, and 3) and proposed Phase 4 cell areas. Sixteen (16) new downgradient well
locations, one (1) new upgradient surface water location, and one (1) new downgradient surface water
location around Phase 4 were selected based on the location of landfill components and groundwater flow
directions. The new monitoring wells and surface water locations will be established in association with
new cell construction in Phase 4. The landfill’s water quality monitoring system will include twenty-one
(21) monitoring wells and four (4) surface water sampling locations upon completion of Phase 4 Cells 7-
10.

The geotechnical aspects of the site are favorable for landfill development and will be detailed in a separate
report prepared by BLE titled Report of Geotechnical Evaluation – Phase 4 (Cells No. 7-10) (BLE Project
No. J21-1003-81B). Considerations and design requirements to form a stable subgrade and perimeter
earthwork slopes will be provided in BLE’s geotechnical report along with estimates of subgrade
settlement. Low permeability surficial soils that could be used to construct a regulatory clay liner (k  1.0
x 10-7 cm/sec), or an alternative base soil liner or final cover cap
(k  1.0 x 10-5 cm/sec), were encountered during our exploration in limited quantities. Careful selection
and/or use of these clayey soils will be required during landfill cell development.

The landfill subgrade design should maintain a minimum 4-foot post-settlement vertical separation between
the bottom elevation of the base liner system and the elevations of the bedrock (Figure 6) and the February
2021- February 2022 seasonal high groundwater (Figure 9). If bedrock is removed by mechanical means
during cell construction to levels below that shown on Figure 6, then the minimum required 4-foot post-
settlement vertical separation should be maintained with the resulting bedrock level. Likewise, if bedrock
is encountered during cell construction above the levels shown on Figure 6, then the minimum required
post-settlement vertical separation should be provided for the actual bedrock level, unless the bedrock is
removed.

This Design Hydrogeologic Report was prepared to satisfy the requirements specified in the North Carolina
Title 15A NCAC 13B .1623 (b). Based on the results of field and laboratory testing, it is our opinion that
the Phase 4 study area is geologically and hydrogeologically suitable for municipal solid waste landfill cell
development.

A comprehensive Environmental Monitoring Plan is provided as two separate documents submitted under
separate cover prepared by BLE titled Water Quality Monitoring Plan and Landfill Gas Monitoring Plan,
which includes procedures and locations for groundwater, surface water, and landfill gas monitoring for
landfill Phases 1, 2, 3, and 4 in accordance with North Carolina 15A NCAC 13B .0601, and .1630 through

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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.1637 (groundwater), 15A NCAC 13B .1626(12)(c) (leachate), 15A NCAC 13B .0602 (surface water), and
15A NCAC 13B Rule .1626(4) (landfill gas).

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
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6.0 ANNOTATED BIBLIOGRAPHY
Bouwer, H. and Rice, R.C., 1976, "A slug test method for determining hydraulic conductivity of unconfined
aquifers with completely or partially penetrating wells," Water Resources Research, Vol. 12, No. 3,
pp. 423-428.
- Slug testing data reduction procedures.

Brown, M.B., and others (compilers), 1985, Geologic Map of North Carolina: NCDNRCD, scale 1:500,000.
- General geologic setting and fault locations.

Bunnell-Lammons Engineering, Inc., November 8, 2000 (revised August 20, 2003), Addendum to Site
Hydrogeologic Report – Dawes Tract, Upper Piedmont Regional Landfill, BLE Job Number J99-
1003-16.
- Site hydrogeologic report for an addendum to the Dawes Tract the landfill.

Bunnell-Lammons Engineering, Inc., June 5, 2002 (revised September 27, 2002), Design Hydrogeologic
Report, Phase 2 (Cells No. 1B-4B), Upper Piedmont Regional Landfill, BLE Job Number J01-
1003-24.
- Design hydrogeologic report for Phase 2 at the landfill.

Bunnell-Lammons Engineering, Inc., May 7, 2007 (revised May 1, 2009), Design Hydrogeologic Report,
Phase 3 (Cells No. 5-6), Upper Piedmont Regional Landfill, BLE Job Number J06-1003-50.
- Design hydrogeologic report for Phase 3 at the landfill.

De Boer, J., and Snider, F.C., 1979, "Magnetic and chemical variations of Mesozoic diabase dikes from eastern
North America: Evidence for a hotspot in the Carolinas?"; Geological Society of America Bulletin,
Part 1, Vol. 90, pp. 185-198.
- Regional diabase dike locations and trends.

Fetter, C.W., 1994, Applied Hydrogeology: Merrill Publishing Company, Columbus, Ohio.
- Basic hydrogeologic principles and estimates of effective porosity in soils.

Glover, III, L., and Sinha, A.K., 1973, “The Virgilina Deformation, A Late Precambrian(?) Orogenic Event in
the Central Piedmont of Virginia and North Carolina,” American Journal of Science, Vol. 273-A, pp.
234-251.
- Local geologic setting.

Harris, C.W., and Glover, III, L., (Leaders), 1985, “The Virgilina Deformation: Implications of Stratigraphic
Correlation in the Carolina Slate Belt,” Field Trip Guide, Carolina Geological Society, Durham, NC
(November 16-17, 1985), pp. 32-43.
- Local geologic setting.

Horton, J.W. and Zullo, V.A., 1991, The Geology of the Carolinas: Carolina Geological Society fifteenth
anniversary volume: The University of Tennessee Press, Knoxville, TN.
- General geologic setting.

Koerner, R.M., 1998, Designing with Geosynthetics, Printice Hall.
- Liner interface sliding and stability analysis.

Design Hydrogeologic Report – Phase 4 (Cells No. 7-10) July 7, 2023
Upper Piedmont Regional MSW Landfill – Person Co., NC BLE Project Number J21-1003-81
26 of 26

Kruseman, G.P., and deRidder, N.A., 1989, Analysis and Evaluation of Pumping Test Data: Publication 47,
International Institute for Land Reclamation and Improvement, Wageningen, The Netherlands.
- Estimates of effective porosity in fractured bedrock.

Law Engineering, Inc., January 29, 1996 (revised May 7, 1996), Design Hydrogeologic Report, Phase 1
(Cells 1A, 2A, 3A, and 4), Upper Piedmont Regional Landfill, Person County, North Carolina, Law
Engineering Project Number 30290-5-6113.03.
- Design hydrogeologic report for Phase 1 at the landfill.

Martin, R.E., 1987, “Settlement of Residential Soils,” ASCE, Geotechnical Special Publication No. 9.
- Settlement Analysis.

Petersen MD, Shumway AM, Powers PM, et al. The 2018 update of the US National Seismic Hazard
Model: Overview of model and implications. Earthquake Spectra. 2020;36(1):5-41.
doi:10.1177/8755293019878199
- Seismic impact zones

Richardson, G.N., 1998, “Design of Waste Containment Liner and Final Closure Systems,” ASCE Seminar,
Nashville, TN.
- Design analysis for landfills.

Richardson, G.N., Kavazanjion, E. Jr., and Matasovic, N., 1995, “RCRA Subtitle D (258) Seismic Design
Guidance for Municipal Solid Waste Landfill Facilities,” USEPA.
- Guidance document for seismic design of landfills.

Robinson, E.S., Poland, P.V., Glover, III, L., and Speer, J.A., 1985, “Some Effects of Regional Metamorphism
and Geologic Structure on Magnetic Anomalies over the Carolina Slate Belt near Roxboro, North
Carolina,” in W.J. Hinze (ed.), The Utility of Regional Gravity and Magnetic Anomaly Maps; Society
of Exploratory Geophysicist, pp. 320-324.
- Local geologic setting.

Stucky, J.L., North Carolina: Its Geology and Mineral Resources, Department of Conservation and
Development, Raleigh, North Carolina.
- Regional geology and topographic description.

U.S. Department of Agriculture (USDA), Version 25 September, 2022, Soil Survey of Person County, North
Carolina. Person County Soil Conservation Service.
- Soil survey of the area around the site.

Wilson, B.V., 1988, “Evaluation of In-situ, Testing of Residual Soils and Prediction of Settlement,” Masters
Thesis, NCSU, Department of Civil Engineering.
- Settlement Analysis

TABLES

TABLE 1
MONITORING WELL, PIEZOMETER, AND BORING SURVEY INFORMATION
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Soil Test Well/Ground TOC Status of
Boring Piezometer Elevation Elevation Northing Easting Well/Piezometer
-GW-1 721.35 724.15 936,823.46 2,048,512.07 Present
-GW-1R 721.74 724.71 936,812.23 2,048,507.46 Present
-GW-2 598.00 600.39 935,854.57 2,050,409.73 Present
-GW-3 560.12 562.55 936,356.10 2,050,741.04 Present
-GW-4 558.12 560.97 936,623.14 2,050,740.86 Abandoned
-GW-4R 558.83 561.61 936,628.25 2,050,744.41 Present
-GW-5 559.40 562.13 936,816.96 2,050,730.04 Present
-GW-6 626.70 629.29 936,193.39 2,049,092.51 Present
-GW-7 581.51 584.06 937,234.97 2,050,657.76 Present
-GW-8 634.07 636.91 937,687.07 2,050,269.39 Present
-GW-9 609.33 612.26 938,039.79 2,050,061.22 Present
-GW-10 616.51 619.14 938,033.04 2,049,689.39 Present
-GW-11 613.13 616.35 938,056.15 2,049,313.72 Present
-GW-12 606.33 609.34 938,076.46 2,048,974.58 Present
-PZ-1c 645.35 647.11 937,599.11 2,049,658.88 Abandoned
-PZ-2ab 612.64 615.67 938,662.20 2,049,865.24 Present
-PZ-3ab 618.08 621.11 936,926.75 2,049,500.55 Abandoned
-PZ-3Rab 618.47 620.67 936,926.39 2,049,510.33 Abandoned
-PZ-4a 612.59 615.54 937,826.00 2,050,192.19 Abandoned
-PZ-4b 612.18 615.22 937,827.20 2,050,200.72 Abandoned
-PZ-5c 632.30 635.10 936,385.23 2,049,134.23 Abandoned
-PZ-6ab 671.01 674.04 937,433.15 2,049,142.76 Abandoned
-PZ-6c 671.13 672.58 937,422.52 2,049,139.75 Abandoned
-PZ-7c 634.47 637.04 936,181.05 2,048,637.39 Present
B-8 -670.54 -937,396.98 2,048,746.26 Abandoned
-PZ-9c 720.60 722.30 936,804.73 2,048,554.96 Present
-PZ-10ab 689.11 692.66 937,004.10 2,048,877.17 Abandoned
-PZ-10c 689.21 692.27 937,014.35 2,048,874.30 Abandoned
-PZ-11a 622.06 623.90 936,132.59 2,049,004.31 Present
-PZ-12ab 611.17 613.39 936,837.72 2,050,107.36 Abandoned
-PZ-12c 611.36 614.12 936,839.18 2,050,099.60 Abandoned
B-13 -644.41 -935,752.00 2,047,064.99 Abandoned
-PZ-14c 625.5 626.88 935,501.25 2,047,533.29 Present
-PZ-15b 598.27 601.42 936,200.37 2,050,136.49 Abandoned
-PZ-15c 599.42 602.50 936,201.09 2,050,125.76 Abandoned
-PZ-16c 631.00 633.75 935,768.38 2,048,136.64 Present
B-17 -628.36 -935,792.60 2,049,034.10 Abandoned
B-18 -618.50 -935,513.46 2,048,456.40 Abandoned
-PZ-19ab 634.13 637.27 936,156.20 2,049,374.45 Abandoned
-PZ-19c 634.29 637.38 936,153.90 2,049,365.47 Abandoned
-PZ-20ab 607.93 610.97 935,499.17 2,049,381.29 Present
-PZ-21ab 573.73 576.26 934,347.30 2,049,471.63 Present
-PZ-22c 603.21 606.32 935,088.58 2,049,437.90 Present
B-23 -603.64 -938,347.54 2,050,799.03 Abandoned
-PZ-24ab 601.04 604.01 937,509.40 2,051,107.15 Present
-PZ-25a 593.48 596.40 934,090.10 2,051,013.91 Abandoned
B-26 -574.24 -937,641.66 2,050,739.07 Abandoned
-PZ-27ab 584.03 587.00 938,180.92 2,050,403.00 Present
-PZ-28 645.28 648.59 939,153.33 2,048,645.84 Present
-PZ-29b 601.15 604.03 935,272.21 2,051,403.91 Abandoned
-PZ-30ab 592.78 595.61 935,349.66 2,050,637.24 Present
-PZ-31a 591.04 592.99 934,886.52 2,051,296.80 Abandoned
-PZ-31b 591.08 594.11 934,890.31 2,051,296.68 Abandoned
-PZ-32ab 601.85 604.81 934,227.01 2,051,431.26 Abandoned
-PZ-33ab 585.13 588.21 933,820.87 2,051,441.41 Abandoned
-PZ-34ab 631.11 634.07 937,917.11 2,049,355.72 Abandoned
-PZ-35a 621.95 625.47 934,276.04 2,050,454.00 Abandoned
B-36 -619.24 -938,529.82 2,049,217.94 Abandoned
-PZ-37ab 598.81 601.92 938,642.40 2,050,161.60 Present
B-38 -615.38 -938,776.97 2,050,504.17 Abandoned
Tab 1 - Survey Data
UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: TJD/MSP
Soil Test Well/Ground TOC Status of
Boring Piezometer Elevation Elevation Northing Easting Well/Piezometer
-PZ-39ab 611.22 614.07 936,611.18 2,049,701.90 Abandoned
-PZ-39c 611.27 612.69 936,615.28 2,049,714.82 Abandoned
-PZ-40ab 585.60 588.25 937,409.16 2,050,395.52 Abandoned
-PZ-41a 611.96 614.47 938,202.15 2,048,610.71 Abandoned
-PZ-42a 553.84 555.68 936,300.86 2,050,903.98 Present
-PZ-43c 612.33 613.98 936,778.54 2,049,967.60 Abandoned
-PZ-44ab 605.82 608.89 937,014.49 2,049,910.85 Abandoned
-PZ-45ab 611.74 614.17 936,909.42 2,049,646.06 Abandoned
-PZ-46ab 603.57 606.10 936,565.30 2,050,002.54 Abandoned
-PZ-47ab 623.43 625.73 936,713.74 2,049,472.60 Abandoned
-PZ-48ab 614.40 616.15 936,410.37 2,049,859.87 Abandoned
B-49 -618.74 -936,768.03 2,049,712.61 Abandoned
-PZ-50ab 627.84 630.46 936,289.87 2,049,667.15 Abandoned
-PZ-51b 610.07 612.35 936,232.27 2,049,988.79 Abandoned
-PZ-52c 635.15 636.61 936,177.27 2,049,534.83 Abandoned
B-53 -625.74 -936,386.80 2,049,447.58 Abandoned
-PZ-54ab 618.83 621.17 936,142.62 2,049,836.95 Abandoned
-PZ-55a 601.56 603.26 936,575.05 2,050,209.26 Abandoned
-PZ-55b 601.94 604.34 936,580.76 2,050,202.79 Abandoned
B-56 -582.32 -935,998.08 2,050,176.61 Abandoned
-PZ-57ab 586.19 587.74 936,609.17 2,050,474.74 Abandoned
-PZ-58c 599.21 601.07 935,987.43 2,050,020.76 Abandoned
-PZ-59ab 576.84 578.08 935,998.46 2,050,487.45 Abandoned
-PZ-60c 576.30 577.99 936,260.49 2,050,257.45 Abandoned
-PZ-61a 558.04 560.04 936,346.37 2,050,745.80 Abandoned
-PZ-61c 559.69 560.94 936,332.40 2,050,710.87 Abandoned
-PZ-62ab 587.90 590.45 935,753.04 2,050,218.38 Abandoned
-PZ-63c 642.09 643.19 937,390.97 2,049,611.30 Abandoned
-PZ-64ab 608.24 610.78 937,249.98 2,049,834.01 Abandoned
-PZ-64c 607.88 609.17 937,247.26 2,049,838.69 Abandoned
-PZ-65ab 588.18 590.68 937,194.14 2,050,339.92 Abandoned
B-66 -587.16 -936,899.40 2,050,430.11 Abandoned
-PZ-67ab 563.48 566.00 936,863.89 2,050,621.29 Abandoned
-PZ-67c 563.45 565.08 936,871.38 2,050,616.56 Abandoned
B-68 -609.0 -935,260.86 2,049,039.32 Abandoned
-PZ-69ab 595.6 599.06 935,257.95 2,048,591.27 Present
B-70 -612.3 -935,238.68 2,047,998.16 Abandoned
B-71 -590.0 -935,000.01 2,049,206.58 Abandoned
-PZ-72ab 599.9 601.93 934,973.25 2,048,885.80 Present
-PZ-73c 697.92 701.07 936,900.13 2,048,804.65 Abandoned
-PZ-74c 685.97 688.70 936,746.48 2,048,815.67 Abandoned
B-75 -676.54 -937,267.86 2,048,941.81 Abandoned
-PZ-76c 678.85 681.79 937,253.61 2,048,871.00 Abandoned
-PZ-77c 678.63 681.48 937,428.51 2,048,923.20 Abandoned
B-78 -664.05 -937,313.12 2,049,156.28 Abandoned
B-79 -658.22 -937,367.34 2,049,294.55 Abandoned
-PZ-80c 643.15 646.12 937,260.31 2,049,484.73 Abandoned
B-81 -662.08 -937,189.71 2,049,068.72 Abandoned
-PZ-82 662.41 664.78 936,578.65 2,048,835.66 Abandoned
-PZ-83c 650.55 653.45 936,608.70 2,048,975.46 Abandoned
B-84 -634.83 -936,528.40 2,049,162.07 Abandoned
-PZ-85c 634.56 637.51 936,782.26 2,049,226.52 Abandoned
-PZ-86c 661.39 664.34 936,906.44 2,049,051.30 Abandoned
-PZ-87 658.91 662.31 936,935.29 2,049,183.29 Abandoned
-PZ-88c 652.55 655.70 937,072.37 2,049,196.38 Abandoned
B-89 -646.95 -936,701.76 2,049,083.67 Abandoned
B-90 -683.47 -936,806.57 2,048,880.54 Abandoned
B-91 -649.06 -937,248.54 2,049,298.07 Abandoned
B-92 -670.95 -937,497.13 2,048,781.94 Abandoned
-PZ-101ab 610.95 614.30 938,026.62 2,049,983.04 Abandoned
-PZ-102b 624.60 627.79 937,806.21 2,049,982.40 Abandoned
B-103 -618.74 -937,703.90 2,050,057.38 Abandoned
B-104 -609.23 -937,545.92 2,050,079.48 Abandoned
-PZ-105c 637.01 640.04 937,686.76 2,049,815.81 Abandoned
B-106 -649.94 -937,671.37 2,049,364.53 Abandoned
-PZ-107ab 631.40 634.54 937,849.25 2,049,777.86 Abandoned
B-108 -640.84 -937,719.98 2,049,526.33 Abandoned
Tab 1 - Survey Data
UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: TJD/MSP
Soil Test Well/Ground TOC Status of
Boring Piezometer Elevation Elevation Northing Easting Well/Piezometer
-PZ-109c 658.63 661.93 937,658.29 2,049,188.74 Abandoned
-PZ-110ab 621.58 624.75 937,999.15 2,049,206.42 Abandoned
B-111 -626.22 -937,893.57 2,049,510.69 Abandoned
B-112 -638.15 -937,818.50 2,049,366.30 Abandoned
-PZ-113ab 669.03 672.18 937,456.31 2,049,179.71 Abandoned
-PZ-114b 658.49 660.79 937,488.30 2,049,372.54 Abandoned
B-115 -625.35 -937,550.59 2,049,937.31 Abandoned
-PZ-116c 602.76 606.18 937,370.13 2,049,983.43 Abandoned
B-117 -595.34 -937,400.42 2,050,178.49 Abandoned
-PZ-118c 589.84 593.34 937,287.95 2,050,327.52 Abandoned
-PZ-119ab 584.23 586.50 937,261.91 2,050,506.46 Abandoned
-PZ-120b 598.05 601.03 937,578.55 2,050,308.04 Abandoned
-PZ-121b 612.87 616.32 938,025.44 2,049,565.31 Abandoned
-PZ-122c 658.07 661.03 937,743.99 2,048,944.66 Abandoned
B-123 -666.49 -937,632.56 2,049,008.48 Abandoned
-PZ-124c 676.79 679.54 937,441.07 2,048,990.24 Abandoned
B-125 -628.10 -936,266.02 2,048,969.38 Abandoned
-PZ-126B 629.78 632.25 936,087.25 2,049,149.78 Present
B-127 -616.63 -935,940.59 2,048,878.25 Abandoned
-PZ-128B 627.01 629.46 935,973.58 2,049,016.06 Present
-PZ-129B 632.42 635.11 935,938.12 2,049,240.22 Present
B-130 -623.88 -935,910.17 2,049,400.83 Abandoned
-PZ-131AB 616.06 618.60 935,888.94 2,049,591.10 Present
-PZ-132B 620.26 622.66 935,784.68 2,048,904.99 Present
-PZ-133C 627.01 629.31 935,803.12 2,049,179.07 Present
-PZ-133B 627.64 630.34 935,805.43 2,049,173.42 Present
-PZ-134AB 617.34 619.94 935,787.95 2,049,409.19 Present
-PZ-135B 611.85 614.25 935,715.27 2,049,509.66 Present
-PZ-136B 600.32 602.67 935,770.97 2,049,813.60 Present
-PZ-137B 612.33 614.66 935,499.78 2,048,971.49 Present
-PZ-138B 608.67 611.32 935,494.91 2,049,183.51 Present
-PZ-139C 605.75 608.30 935,496.49 2,049,515.52 Present
-PZ-140B 604.28 606.60 935,456.53 2,049,806.35 Present
-PZ-141B 592.51 594.14 935,492.70 2,050,017.14 Present
-PZ-142B 588.57 590.92 935,611.80 2,050,138.05 Present
-PZ-143B 583.40 585.75 935,472.70 2,050,279.46 Present
-PZ-144B 611.92 614.45 935,269.70 2,048,884.46 Present
-PZ-145B 604.50 606.62 935,286.79 2,049,171.74 Present
-PZ-146AB 599.35 601.84 935,278.11 2,049,348.26 Present
-PZ-147B 614.25 616.69 935,275.47 2,049,608.34 Present
-PZ-148B 606.96 609.06 935,331.14 2,049,785.76 Present
-PZ-149B 596.17 598.89 935,277.44 2,050,002.56 Present
-PZ-150B 593.44 595.34 935,256.65 2,050,198.41 Present
-PZ-151B 593.62 596.14 934,970.39 2,049,074.61 Present
-PZ-152B 597.11 599.61 935,020.81 2,049,319.32 Present
-PZ-153B 599.36 602.12 934,989.48 2,049,521.50 Present
-PZ-154B 595.40 597.40 934,961.46 2,049,714.41 Present
-PZ-155B 592.61 595.52 934,964.60 2,049,902.84 Present
-PZ-156A 593.90 596.48 934,909.11 2,050,078.69 Present
-PZ-156B 594.05 596.30 934,911.48 2,050,082.84 Present
-PZ-157B 588.33 591.18 934,888.83 2,049,113.74 Present
-PZ-158B 587.26 589.70 934,749.99 2,049,051.36 Present
-PZ-159B 592.09 594.23 934,725.92 2,049,263.11 Present
-PZ-160B 593.80 595.90 934,739.30 2,049,452.76 Present
-PZ-161B 592.09 594.71 934,791.46 2,049,689.05 Present
-PZ-162C 594.58 597.03 934,738.84 2,049,925.61 Present
NOTES:
1. Bold borings represent those in the Phase 3 Cell area
2. Measurements are in feet; elevations are relative to mean sea level
3. TOC = Top Of Casing
4. Surveying of all location excluding GWC-11 and GWC-12 was performed by
Wright & Fields of Troy, NC and Donaldson, Garrett, & Assoc., of Charlotte, NC
5. Groundwater monitoring wells GWC-11 and GWC-12 were installed after the completion of field work for the Phase 4 DHR.
6. Surveying of GWC-11 and GWC-12 was performed by WithersRavenel of Cary, NC.
Tab 1 - Survey Data
UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: TJD/MSP
TABLE 2
MONITORING WELL AND PIEZOMETER CONSTRUCTION DETAILS
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Soil Test Well/Ground TOC Auger Auger Bedrock Drilling Screened Screened Status of
Boring Piezometer Elev.Elev.Refusal Depth Refusal Elev.Depth Interval Depth Interval Elevation Well/Piezometer
-GW-1 721.35 724.15 NA NA 23.0 -33.0 15.0 -30.0 706.4 -691.4 Present
-GW-1R 721.74 724.71 21.0 700.7 21.0 -60.4 45.2 -60.2 676.6 -661.6 Present
-GW-2 598.00 600.39 NA NA 27.5 -44.0 28.5 -43.5 569.5 -554.5 Present
-GW-3 560.12 562.55 13.0 547.1 13.0 -38.0 22.0 -37.0 538.1 -523.1 Present
-GW-4 558.12 560.97 8.0 550.1 8.0 -43.0 27.0 -42.0 531.1 -516.1 Abandoned
-GW-4R 558.83 561.61 6.5 552.3 6.5 -43.6 27.2 -42.2 531.6 -516.6 Present
-GW-5 559.40 562.13 NA NA 4.0 -20.0 4.5 -19.5 554.9 -539.9 Present
-GW-6 626.70 629.29 5.0 621.7 5.0 -25.5 10.5 -25.5 616.2 -601.2 Present
-GW-7 581.51 584.06 16.0 565.5 16.0 -30.0 10.7 -25.7 570.8 -555.8 Present
-GW-8 634.07 636.91 44.5 589.6 44.5 -55.0 39.9 -54.9 594.2 -579.2 Present
-GW-9 609.33 612.26 23.0 586.3 23.0 -34.0 15.2 -30.2 594.2 -579.2 Present
-GW-10 616.51 619.14 22.0 594.5 22.0 -35.0 12.8 -27.8 603.7 -588.7 Present
-GW-11 613.13 616.35 14.0 599.1 14.0 -29.5 14.5 -29.5 598.6 -583.6 Present
-GW-12 606.33 609.34 21.5 584.8 21.5 -30.0 15.0 -30.0 591.3 -576.3 Present
-PZ-1c 645.35 647.11 10.0 635.4 10.0 -28.9 18.9 -28.9 626.5 -616.5 Abandoned
-PZ-2ab 612.64 615.67 9.5 603.1 NA 4.5 -9.5 608.1 -603.1 Present
-PZ-3ab 618.08 621.11 15.4 602.7 NA 10.4 -15.4 607.7 -602.7 Abandoned
-PZ-3Rab 618.47 620.67 10.0 608.5 NA 4.7 -9.7 613.8 -608.8 Abandoned
-PZ-4a 612.59 615.54 NA NA NA 18.3 -28.3 594.3 -584.3 Abandoned
-PZ-4b 612.18 615.22 54.5 557.7 NA 44.0 -54.0 568.2 -558.2 Abandoned
-PZ-5c 632.30 635.10 14.5 617.8 14.5 -35.6 14.5 -35.6 617.8 -596.7 Abandoned
-PZ-6ab 671.01 674.04 17.0 654.0 NA 12.0 -17.0 659.0 -654.0 Abandoned
-PZ-6c 671.13 672.58 17.0 654.1 17.9 -28.9 17.9 -28.9 653.2 -642.2 Abandoned
-PZ-7c 634.47 637.04 9.0 625.5 9.0 -25.0 9.0 -25.0 625.5 -609.5 Present
B-8 -670.54 -3.0 667.5 NA NA NA Abandoned
-PZ-9c 720.60 722.30 7.5 713.1 7.5 -27.9 7.5 -27.9 713.1 -692.7 Present
-PZ-10ab 689.11 692.66 12.2 676.9 NA 7.2 -12.2 681.9 -676.9 Abandoned
-PZ-10c 689.21 692.27 16 673.2 15.7 -23.7 15.7 -23.7 673.5 -665.5 Abandoned
-PZ-11a 622.06 623.90 NA NA NA 2.3 -3.3 619.8 -618.8 Present
-PZ-12ab 611.17 613.39 18.0 593.2 NA 8.0 -18.0 603.2 -593.2 Abandoned
-PZ-12c 611.36 614.12 17.0 594.4 17.0 -28.7 17.0 -28.7 594.4 -582.7 Abandoned
B-13 -644.41 -5.0 639.4 NA NA NA Abandoned
-PZ-14c 625.50 626.88 8.0 617.5 8.0 -25.5 8.0 -25.5 617.5 -600.0 Present
-PZ-15b 598.27 601.42 9.5 588.8 NA 4.5 -9.5 593.8 -588.8 Abandoned
-PZ-15c 599.42 602.50 8.2 591.2 8.2 -23.8 8.2 -23.8 591.2 -575.6 Abandoned
-PZ-16c 631.00 633.75 15.6 615.4 15.6 -30.1 19.8 -29.8 611.2 -601.2 Present
B-17 -628.36 -3.0 625.4 NA NA NA Abandoned
B-18 -618.50 -5.5 613.0 NA NA NA Abandoned
-PZ-19ab 634.13 637.27 31.0 603.1 NA 20.8 -30.8 613.3 -603.3 Abandoned
-PZ-19c 634.29 637.38 24.0 610.3 24.5 -50.7 24.5 -50.7 609.8 -583.6 Abandoned
-PZ-20ab 607.93 610.97 23.0 584.9 NA 12.5 -22.5 595.4 -585.4 Present
-PZ-21ab 573.73 576.26 12.5 561.2 NA 7.5 -12.5 566.2 -561.2 Present
-PZ-22c 603.21 606.32 14.0 589.2 14.0 -34.7 14.0 -34.7 589.2 -568.5 Present
B-23 -603.64 -8.0 595.6 NA NA NA Abandoned
-PZ-24ab 601.04 604.01 30.7 570.3 NA 20.7 -30.7 580.3 -570.3 Present
-PZ-25a 593.48 596.40 50.0 543.5 NA 24.0 -34.0 569.5 -559.5 Abandoned
B-26 -574.24 -3.0 571.2 NA NA NA Abandoned
-PZ-27ab 584.03 587.00 8.5 575.5 NA 3.5 -8.5 580.5 -575.5 Present
-PZ-28 645.28 648.59 16.0 629.3 NA 5.6 -15.6 639.7 -629.7 Present
-PZ-29b 601.15 604.03 20.0 581.2 NA 10.0 -20.0 591.2 -581.2 Abandoned
-PZ-30ab 592.78 595.61 23.0 569.8 NA 13.0 -23.0 579.8 -569.8 Present
-PZ-31a 591.04 592.99 NA NA NA 2.8 -7.8 588.2 -583.2 Abandoned
-PZ-31b 591.08 594.11 27.0 564.1 NA 17.0 -27.0 574.1 -564.1 Abandoned
-PZ-32ab 601.85 604.81 23.5 578.4 NA 13.5 -23.5 588.4 -578.4 Abandoned
-PZ-33ab 585.13 588.21 19.0 566.1 NA 9.0 -19.0 576.1 -566.1 Abandoned
-PZ-34ab 631.11 634.07 20.0 611.1 NA 10.0 -20.0 621.1 -611.1 Abandoned
-PZ-35a 621.95 625.47 >55.0 <567.0 NA 27.0 -37.0 595.0 -585.0 Abandoned
B-36 -619.24 -3.0 616.2 NA NA NA Abandoned
-PZ-37ab 598.81 601.92 13.0 585.8 NA 7.5 -12.5 591.3 -586.3 Present
B-38 -615.38 -4.5 610.9 NA NA NA Abandoned
-PZ-39ab 611.22 614.07 16.0 595.2 NA 6.0 -16.0 605.2 -595.2 Abandoned
-PZ-39c 611.27 612.69 21.5 589.8 21.5 -36.5 21.5 -36.5 589.8 -574.8 Abandoned
-PZ-40ab 585.60 588.25 13.0 572.6 NA 7.5 -12.5 578.1 -573.1 Abandoned
-PZ-41a 611.96 614.47 NA NA NA 3.5 -4.5 608.5 -607.5 Abandoned
-PZ-42a 553.84 555.68 NA NA NA 2.2 -3.2 551.6 -550.6 Present
-PZ-43c 612.33 613.98 18.0 594.3 18.0 -33.0 18.0 -33.0 594.3 -579.3 Abandoned
-PZ-44ab 605.82 608.89 12.0 593.8 NA 1.5 -11.5 604.3 -594.3 Abandoned
-PZ-45ab 611.74 614.17 9.5 602.2 NA 4.0 -9.0 607.7 -602.7 Abandoned
-PZ-46ab 603.57 606.10 11.8 591.8 NA 6.3 -11.3 597.3 -592.3 Abandoned
-PZ-47ab 623.43 625.73 8.5 614.9 NA 5.0 -8.5 618.4 -614.9 Abandoned
-PZ-48ab 614.40 616.15 28.5 585.9 NA 18.0 -28.0 596.4 -586.4 Abandoned
B-49 -618.74 -6.0 612.7 NA NA NA Abandoned
-PZ-50ab 627.84 630.46 15.5 612.3 NA 5.0 -15.0 622.8 -612.8 Abandoned
-PZ-51b 610.07 612.35 36.5 573.6 NA 26.0 -36.0 584.1 -574.1 Abandoned
-PZ-52c 635.15 636.61 19.5 615.7 19.5 -34.5 19.5 -34.5 615.7 -600.7 Abandoned
B-53 -625.74 -13.0 612.7 NA NA NA Abandoned
-PZ-54ab 618.83 621.17 32.0 586.8 NA 20.0 -30.0 598.8 -588.8 Abandoned
-PZ-55a 601.56 603.26 NA NA NA 18.0 -28.0 583.6 -573.6 Abandoned
-PZ-55b 601.94 604.34 59.0 542.9 NA 53.5 -58.5 548.4 -543.4 Abandoned
B-56 -582.32 -9.5 572.8 NA NA NA Abandoned
-PZ-57ab 586.19 587.74 29.0 557.2 NA 18.0 -28.0 568.2 -558.2 Abandoned
-PZ-58c 599.21 601.07 6.5 592.7 6.5 -21.5 6.5 -21.5 592.7 -577.7 Abandoned
-PZ-59ab 576.84 578.08 8.0 568.8 NA 1.0 -6.0 575.8 -570.8 Abandoned
-PZ-60c 576.30 577.99 10.0 566.3 10.0 -25.0 10.0 -25.0 566.3 -551.3 Abandoned
-PZ-61a 558.04 560.04 NA NA NA 1.0 -6.0 557.0 -552.0 Abandoned
-PZ-61c 559.69 560.94 19.0 540.7 19.0 -34.0 19.0 -34.0 540.7 -525.7 Abandoned
-PZ-62ab 587.90 590.45 16.0 571.9 NA 6.3 -16.3 581.6 -571.6 Abandoned
-PZ-63c 642.09 643.19 8.5 633.6 8.5 -25.0 8.5 -25.0 633.6 -617.1 Abandoned
-PZ-64ab 608.24 610.78 20.0 588.2 NA 10.0 -20.0 598.2 -588.2 Abandoned
-PZ-64c 607.88 609.17 19.0 588.9 19.0 -39.0 19.0 -39.0 588.9 -568.9 Abandoned
-PZ-65ab 588.18 590.68 6.0 582.2 NA 1.0 -6.0 587.2 -582.2 Abandoned
B-66 -587.16 -8.0 579.2 NA NA NA Abandoned
-PZ-67ab 563.48 566.00 11.5 552.0 NA 5.5 -10.5 558.0 -553.0 Abandoned
Tab 2 - Borings
UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: TJD/MSP
Soil Test Well/Ground TOC Auger Auger Bedrock Drilling Screened Screened Status of
Boring Piezometer Elev.Elev.Refusal Depth Refusal Elev.Depth Interval Depth Interval Elevation Well/Piezometer
-PZ-67c 563.45 565.08 8.5 555.0 8.5 -27.5 8.5 -27.5 555.0 -536.0 Abandoned
B-68 -609.00 -12.0 597.0 NA NA NA Abandoned
-PZ-69ab 595.60 599.06 11.0 584.6 NA 4.9 -9.9 590.7 -585.7 Present
B-70 -612.30 -4.0 608.3 NA NA NA Abandoned
B-71 -590.00 -5.0 585.0 NA NA NA Abandoned
-PZ-72ab 599.90 601.93 18.5 581.4 NA 8.2 -18.2 591.7 -581.7 Present
-PZ-73c 697.92 701.07 8.0 689.9 8.0 -14.5 9.2 -14.2 688.7 -683.7 Abandoned
-PZ-74c 685.97 688.70 8.2 677.8 8.2 -24.7 14.4 -24.4 671.6 -661.6 Abandoned
B-75 -676.54 -6.0 670.5 NA NA NA Abandoned
-PZ-76c 678.85 681.79 2.5 676.4 2.5 -10.0 4.7 -9.7 674.2 -669.2 Abandoned
-PZ-77c 678.63 681.48 9.8 668.8 9.8 -30.7 18.7 -28.7 659.9 -649.9 Abandoned
B-78 -664.05 -6.0 658.1 NA NA NA Abandoned
B-79 -658.22 -8.0 650.2 NA NA NA Abandoned
-PZ-80c 643.15 646.12 8.0 635.2 8.0 -24.6 14.3 -24.3 628.9 -618.9 Abandoned
B-81 -662.08 -3.0 659.1 NA NA NA Abandoned
-PZ-82 662.41 664.78 20.0 642.4 NA 9.7 -19.7 652.7 -642.7 Abandoned
-PZ-83c 650.55 653.45 9.1 641.5 9.1 -24.1 13.8 -23.8 636.8 -626.8 Abandoned
B-84 -634.83 -4.0 630.8 NA NA NA Abandoned
-PZ-85c 634.56 637.51 8.8 625.8 8.8 -25.0 14.7 -24.7 619.9 -609.9 Abandoned
-PZ-86c 661.39 664.34 7.6 653.8 7.6 -20.2 9.9 -19.9 651.5 -641.5 Abandoned
-PZ-87 658.91 662.31 24.5 634.4 NA 13.2 -23.2 645.7 -635.7 Abandoned
-PZ-88c 652.55 655.70 9.5 643.1 9.5 -25.0 14.7 -24.7 637.9 -627.9 Abandoned
B-89 -646.95 -9.5 637.5 NA NA NA Abandoned
B-90 -683.47 -5.0 678.5 NA NA NA Abandoned
B-91 -649.06 -13.0 636.1 NA NA NA Abandoned
B-92 -670.95 -6.0 665.0 NA NA NA Abandoned
-PZ-101ab 610.95 614.30 12.5 598.5 NA 7.0 -12.0 604.0 -599.0 Abandoned
-PZ-102b 624.60 627.79 30.0 594.6 NA 19.3 -29.3 605.3 -595.3 Abandoned
B-103 -618.74 -7.5 611.2 NA NA NA Abandoned
B-104 -609.23 -10.3 598.9 NA NA NA Abandoned
-PZ-105c 637.01 640.04 6.0 631.0 6.0 -25.0 11.1 -21.1 625.9 -615.9 Abandoned
B-106 -649.94 -10.5 639.4 NA NA NA Abandoned
-PZ-107ab 631.40 634.54 11.9 619.5 NA 6.9 -11.9 624.5 -619.5 Abandoned
B-108 -640.84 -9.5 631.3 NA NA NA Abandoned
-PZ-109c 658.63 661.93 5.0 653.6 5.0 -30.0 15.9 -25.9 642.7 -632.7 Abandoned
-PZ-110ab 621.58 624.75 15.9 605.7 NA 5.9 -15.9 615.7 -605.7 Abandoned
B-111 -626.22 -5.0 621.2 NA NA NA Abandoned
B-112 -638.15 -6.0 632.2 NA NA NA Abandoned
-PZ-113ab 669.03 672.18 16.0 653.0 NA 5.2 -15.2 663.8 -653.8 Abandoned
-PZ-114b 658.49 660.79 53.0 605.5 NA 43.0 -53.0 615.5 -605.5 Abandoned
B-115 -625.35 -3.0 622.4 NA NA NA Abandoned
-PZ-116c 602.76 606.18 5.0 597.8 5.0 -20.0 14.1 -19.1 588.7 -583.7 Abandoned
B-117 -595.34 -11.0 584.3 NA NA NA Abandoned
-PZ-118c 589.84 593.34 6.0 583.8 6.0 -20.0 9.5 -19.5 580.3 -570.3 Abandoned
-PZ-119ab 584.23 586.50 12.8 571.4 NA 7.8 -12.8 576.4 -571.4 Abandoned
-PZ-120b 598.05 601.03 26.0 572.1 NA 15.8 -25.8 582.3 -572.3 Abandoned
-PZ-121b 612.87 616.32 16.6 596.3 NA 11.6 -16.6 601.3 -596.3 Abandoned
-PZ-122c 658.07 661.03 14.0 644.1 14.0 -30.0 19.7 -29.7 638.4 -628.4 Abandoned
B-123 -666.49 -10.0 656.5 NA NA NA Abandoned
-PZ-124c 676.79 679.54 10.0 666.8 10.0 -30.0 17.0 -27.0 659.8 -649.8 Abandoned
B-125 -628.10 -6.0 622.1 NA NA NA Abandoned
-PZ-126B 629.78 632.25 23.5 606.3 NA 17.5 -22.5 612.3 -607.3 Present
B-127 -616.63 -8.5 608.1 NA NA NA Abandoned
-PZ-128B 627.01 629.46 15.0 612.0 NA 8.5 -13.5 618.5 -613.5 Present
-PZ-129B 632.42 635.11 18.8 613.59 NA 13.5 -18.5 618.9 -613.9 Present
B-130 -623.88 -12.0 611.9 NA NA NA Abandoned
-PZ-131AB 616.06 618.60 18.5 597.6 NA 13.0 -18.0 603.1 -598.1 Present
-PZ-132B 620.26 622.66 28.5 591.8 NA 16.0 -26.0 604.3 -594.3 Present
-PZ-133C 627.01 629.31 13.5 613.5 13.5 -23.5 17.0 -22.0 610.0 -605.0 Present
-PZ-133B 627.64 630.34 13.5 614.1 NA 7.0 -12.0 620.6 -615.6 Present
-PZ-134AB 617.34 619.94 22.0 595.3 NA 15.7 -20.7 601.6 -596.6 Present
-PZ-135B 611.85 614.25 23.6 588.3 NA 18.0 -23.0 593.9 -588.9 Present
-PZ-136B 600.32 602.67 13.5 586.8 NA 6.5 -11.5 593.8 -588.8 Present
-PZ-137B 612.33 614.66 19.0 593.3 NA 13.0 -18.0 599.3 -594.3 Present
-PZ-138B 608.67 611.32 29.0 579.7 NA 18.0 -28.0 590.7 -580.7 Present
-PZ-139C 605.75 608.30 4.0 601.8 4.0 -14.5 9.0 -14.0 596.8 -591.8 Present
-PZ-140B 604.28 606.60 35.0 569.3 NA 22.0 -32.0 582.3 -572.3 Present
-PZ-141B 592.51 594.14 22.0 570.5 NA 16.0 -21.0 576.5 -571.5 Present
-PZ-142B 588.57 590.92 20.0 568.6 NA 13.3 -18.3 575.3 -570.3 Present
-PZ-143B 583.40 585.75 18.8 564.6 NA 13.5 -18.5 569.9 -564.9 Present
-PZ-144B 611.92 614.45 18.5 593.4 NA 13.0 -18.0 598.9 -593.9 Present
-PZ-145B 604.50 606.62 18.5 586.0 NA 13.0 -18.0 591.5 -586.5 Present
-PZ-146AB 599.35 601.84 9.0 590.35 NA 3.3 -8.3 596.1 -591.1 Present
-PZ-147B 614.25 616.69 29.5 584.8 NA 18.5 -28.5 595.8 -585.8 Present
-PZ-148B 606.96 609.06 >40.0 -NA 28.5 -38.5 578.5 -568.5 Present
-PZ-149B 596.17 598.89 18.5 577.7 NA 12.0 -17.0 584.2 -579.2 Present
-PZ-150B 593.44 595.34 18.5 574.9 NA 13.0 -18.0 580.4 -575.4 Present
-PZ-151B 593.62 596.14 18.5 575.1 NA 13.0 -18.0 580.6 -575.6 Present
-PZ-152B 597.11 599.61 8.5 588.6 NA 3.0 -8.0 594.1 -589.1 Present
-PZ-153B 599.36 602.12 33.5 565.9 NA 23.0 -33.0 576.4 -566.4 Present
-PZ-154B 595.40 597.40 23.5 571.9 NA 17.5 -22.5 577.9 -572.9 Present
-PZ-155B 592.61 595.52 23.5 569.1 NA 17.5 -22.5 575.1 -570.1 Present
-PZ-156A 593.90 596.48 NA NA NA 4.4 -9.4 589.5 -584.5 Present
-PZ-156B 594.05 596.30 23.5 570.6 NA 17.5 -22.5 576.6 -571.6 Present
-PZ-157B 588.33 591.18 18.5 569.8 NA 13.0 -18.0 575.3 -570.3 Present
-PZ-158B 587.26 589.70 18.5 568.8 NA 13.0 -18.0 574.3 -569.3 Present
-PZ-159B 592.09 594.23 13.5 578.6 NA 8.0 -13.0 584.1 -579.1 Present
-PZ-160B 593.80 595.90 18.5 575.3 NA 13.0 -18.0 580.8 -575.8 Present
-PZ-161B 592.09 594.71 23.5 568.6 NA 16.5 -21.5 575.6 -570.6 Present
-PZ-162C 594.58 597.03 5.5 589.1 5.5 -20.0 14.6 -19.6 580.0 -575.0 Present
NOTES:
1. Bold borings represent those in the Phase 4 Cell area
2. Measurements are in feet; elevations are relative to mean sea level
3. TOC = Top Of Casing
4. NA = Not Applicable
Tab 2 - Borings
UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: TJD/MSP
TABLE 3
GROUNDWATER ELEVATION MEASUREMENTS & DEPTH TO GROUNDWATER
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
GROUNDWATER ELEVATION MEASUREMENTS Maximum Minimum Difference Maximum Minimum Difference
GROUND TOC 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022
WELL ELEV.ELEV.TOB 24-Hr 9/7/06 10/24/06 11/29/06 12/20/06 1/16/07 2/21/07 3/21/07 4/24/07 5/11/07 6/12/07 7/26/07 8/15/07 10/5/07 1/10/08 7/21/08 1/29/09 7/30/09 1/14/10 7/15/10 1/20/11 7/14/11 1/30/12 7/25/12 2/4/13 7/8/13 1/21/14 7/21/14 1/29/15 7/27/15 1/26/16 7/26/16 2/1/17 7/25/17 1/31/18 7/25/18 1/25/19 7/23/19 1/28/20 7/28/20 2/10/21 3/25/21 4/14/21 5/20/21 6/24/21 7/27/21 8/17/21 9/14/21 10/27/21 11/15/21 12/20/21 1/24/22 2/15/22 Elev.Elev.Feet Elev.Elev.Feet
GW-1 721.35 724.15 Dry 704.53 NM Dry Dry 694.95 Dry 703.50 704.36 705.99 704.25 699.54 NM Dry Dry 691.57 Dry Dry 698.11 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -705.99 691.57 14.42
GW-1R 721.74 724.71 Dry 679.78 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 689.83 690.40 679.93 688.89 686.27 684.65 683.04 695.61 691.51 692.89 697.36 694.16 697.31 697.51 695.51 695.68 679.00 691.68 701.12 692.37 687.32 693.27 701.53 701.51 700.72 695.12 692.98 691.60 689.82 687.31 684.17 682.65 679.68 679.60 681.08 701.53 679.60 21.93 701.53 679.00 22.53
GW-2 598.00 600.39 560.30 575.88 NM 576.26 577.28 576.88 577.99 578.11 577.82 578.16 577.49 576.74 NM 575.14 NM 574.04 575.27 577.25 576.48 578.32 577.66 577.34 578.01 577.85 576.94 578.20 571.79 579.49 578.93 578.63 579.28 579.79 580.19 579.37 579.04 577.53 579.26 580.60 578.58 578.64 578.34 580.45 579.83 580.08 578.24 578.48 578.69 577.84 576.72 575.96 575.36 574.69 576.71 576.34 580.45 574.69 5.76 580.60 571.79 8.81
GW-3 560.12 562.55 532.12 552.97 NM 557.66 558.69 558.04 559.06 558.83 558.80 558.61 557.38 NM NM NM NM 556.85 555.81 558.60 556.65 558.56 556.21 557.54 556.58 557.82 558.41 558.68 558.10 557.95 556.96 558.72 556.77 558.77 557.92 558.55 556.65 557.66 557.24 559.67 556.43 558.53 556.39 559.85 559.01 559.14 557.15 557.27 557.54 556.68 555.63 555.39 555.21 554.83 557.63 557.24 559.85 554.83 5.02 559.85 554.83 5.02
GW-4 558.12 560.97 528.12 553.96 NM 557.36 558.10 557.52 558.33 558.16 557.96 557.79 556.87 NM NM NM NM 556.33 555.25 557.90 555.93 557.55 555.44 556.82 555.73 556.87 554.47 557.04 557.02 557.42 556.17 557.93 556.71 558.22 557.57 557.99 556.47 557.31 558.97 A A A A A A A A A A A A A A A A A A A -558.97 554.47 4.50
GW-4R 558.83 561.61 531.83 557.68 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 559.60 557.22 559.02 556.87 559.73 559.47 559.30 556.71 557.75 557.71 557.41 556.41 556.24 556.13 556.00 558.22 557.68 559.73 556.00 3.73 559.73 556.00 3.73
GW-5 559.40 562.13 556.50 557.13 NM 559.18 559.60 559.15 559.64 559.57 559.35 558.96 557.87 NM NM NM NM 558.03 556.93 559.36 557.48 559.28 556.77 558.19 557.23 557.65 556.23 558.17 558.81 558.96 557.83 559.50 558.00 559.93 558.73 559.23 557.53 559.23 559.05 559.92 557.55 559.18 557.32 559.98 559.87 559.23 557.72 558.07 558.63 557.81 556.92 556.93 556.51 556.72 559.02 558.19 559.98 556.51 3.47 559.98 556.23 3.75
GW-6 626.70 629.29 NS 608.28 NM 618.45 618.10 619.61 621.58 622.28 622.31 623.09 621.96 620.15 NM 616.89 NM 616.04 617.30 621.55 620.08 621.13 619.97 619.75 618.98 620.14 616.79 620.53 620.68 617.39 619.20 619.84 618.14 620.44 620.79 620.94 620.87 613.93 618.74 622.69 619.53 618.24 619.40 621.95 622.74 622.95 620.84 619.79 619.26 618.38 617.35 616.08 615.30 613.87 614.28 615.64 622.95 613.87 9.08 623.09 613.87 9.22
GW-7 581.51 584.06 Dry 570.71 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 572.05 576.17 572.01 575.75 574.46 577.31 575.11 576.81 576.76 577.15 576.16 576.42 576.21 578.60 576.32 578.04 576.67 578.86 579.00 578.91 577.93 577.98 578.21 577.52 576.45 575.92 575.52 574.84 577.43 576.98 579.00 574.84 4.16 579.00 572.01 6.99
GW-8 634.07 636.91 Dry 591.87 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 593.72 597.06 597.46 597.70 598.46 599.16 598.06 598.56 598.21 597.16 597.31 595.87 598.07 598.47 595.80 597.11 597.36 599.07 599.53 597.47 596.95 596.21 596.05 595.16 594.48 594.20 594.00 593.55 594.80 594.66 599.53 593.55 5.98 599.53 593.55 5.98
GW-9 609.33 612.26 586.03 598.10 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NM 599.71 595.35 594.79 595.61 596.84 594.96 595.64 598.26 597.93 597.11 598.83 596.81 599.16 598.66 599.43 598.21 599.12 598.86 601.49 598.65 600.81 598.77 601.64 600.79 600.11 NM 598.10 597.91 596.55 597.22 596.79 596.56 596.20 597.72 597.26 601.64 596.20 5.44 601.64 594.79 6.85
GW-10 616.51 619.14 590.81 602.56 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NM NM NM 601.86 601.56 602.24 601.42 602.85 602.82 604.16 606.37 604.04 602.49 604.34 604.14 604.54 603.94 604.94 606.90 606.88 603.66 605.15 603.36 606.90 605.32 603.65 603.68 603.44 603.69 602.93 602.39 602.39 602.14 601.86 604.54 603.94 606.90 601.86 5.04 606.90 601.42 5.48
GW-11 613.13 616.35 NM NM NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP -NP NP -
GW-12 606.33 609.34 NM NM NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP -NP NP -
PZ-1c 645.35 647.11 NS 633.25 NM 636.91 637.22 636.21 637.03 637.02 637.23 636.52 634.52 630.14 627.59 626.82 625.06 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -637.23 625.06 12.17
PZ-2ab 612.64 615.67 607.24 610.13 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP -NP NP -
PZ-6ab 671.01 674.04 Dry 657.89 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -A A -
PZ-6c 671.13 672.58 NS 659.41 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -A A -
PZ-7c 634.47 637.04 NS 627.74 NM 622.81 623.64 624.06 624.63 624.96 625.13 625.54 625.44 625.24 NM 622.36 621.31 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP -625.54 621.31 4.23
PZ-9c 720.60 722.30 NS 714.22 NM Dry 712.04 712.57 713.83 713.12 713.60 714.48 710.90 705.90 Dry Dry Dry NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP -714.48 705.90 8.58
PZ-11a 622.06 623.90 620.32 621.73 NM Dry 620.19 620.62 621.03 621.26 621.48 621.49 620.88 NM NM NM Dry NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 621.99 621.94 622.10 621.65 620.33 619.90 Dry Dry Dry Dry Dry 621.98 621.88 622.10 619.90 2.20 622.10 619.90 2.20
PZ-14c 625.50 626.88 NS 616.40 NM NM NM NM NM NM NM 619.03 618.18 615.95 NM 612.18 610.64 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -619.03 610.64 8.39
PZ-20ab 607.93 610.97 592.33 597.81 NM 596.51 597.78 597.54 599.31 599.68 600.02 601.05 600.12 598.50 595.23 594.42 593.21 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 599.37 600.48 600.99 NM 598.83 597.96 596.75 595.17 594.41 594.10 593.79 594.97 595.11 600.99 593.79 7.20 601.05 593.21 7.84
PZ-21ab 573.73 576.26 564.33 572.83 NM NM NM NM NM NM NM 571.88 570.21 568.66 NM 566.11 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 572.69 572.55 572.46 569.85 568.99 568.69 570.78 566.00 565.87 565.70 565.77 568.41 568.81 572.69 565.70 6.99 572.69 565.70 6.99
PZ-22c 603.21 606.32 NS 593.03 NM 584.53 587.19 587.60 590.04 591.07 591.64 592.83 591.08 590.92 585.08 583.45 580.62 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 588.17 589.79 590.14 588.17 586.09 589.98 583.44 581.57 579.92 578.79 577.93 578.21 578.65 590.14 577.93 12.21 592.83 577.93 14.90
PZ-24ab 601.04 604.01 Dry 572.43 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -NM NM -
PZ-27ab 584.03 587.00 Dry 580.14 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -NM NM -
PZ-28 645.28 648.59 Dry Dry NM NM NM NM NM NM NM NM Dry NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -NM NM -
PZ-30ab 592.78 595.61 Dry 576.19 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -NM NM -
PZ-34ab 631.11 634.07 Dry 613.20 NM 612.54 612.19 612.32 612.28 612.19 612.05 612.16 612.05 612.07 NM 611.63 611.62 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -612.54 611.62 0.92
PZ-37ab 598.81 601.92 597.13 597.27 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM -NM NM -
PZ-40ab 585.60 588.25 583.38 583.48 NM NM 583.93 583.99 584.95 584.79 584.56 582.86 Dry NM NM NM Dry NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -584.95 582.86 2.09
PZ-42a 553.84 555.68 550.88 553.08 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 553.28 551.83 551.86 552.04 Dry Dry 551.47 Dry 551.94 552.95 552.94 553.28 551.47 1.81 553.28 551.47 1.81
PZ-63c 642.09 643.19 NS 635.73 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -A A -
PZ-69ab 595.60 599.06 Dry 595.55 NM NM NM NM NM NM NM NM 593.66 591.65 NM 588.21 586.85 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 595.74 595.75 595.61 593.68 593.94 594.80 593.88 592.58 593.36 593.38 593.36 595.81 595.66 595.81 592.58 3.23 595.81 586.85 8.96
PZ-72ab 599.90 601.93 Dry 588.43 NM NM NM NM NM NM NM NM 591.23 589.73 NM 586.13 585.08 NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM NM 590.89 592.51 592.59 591.04 589.63 588.70 587.68 Dry Dry Dry Dry Dry Dry 592.59 587.68 4.91 592.59 585.08 7.51
PZ-101ab 610.95 614.30 Dry Dry Dry Dry 602.36 600.71 603.08 601.60 601.38 601.91 601.00 Dry NM Dry Dry NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -603.08 600.71 2.37
PZ-102b 624.60 627.79 NS 607.10 606.00 606.17 617.07 612.18 618.40 615.55 616.28 615.46 612.61 610.19 606.36 605.02 602.29 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -618.40 602.29 16.11
PZ-105c 637.01 640.04 NS 616.26 616.29 616.06 618.30 616.75 610.14 617.35 616.63 616.71 616.60 616.44 NM 616.07 616.07 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -618.30 610.14 8.16
PZ-107ab 631.40 634.54 620.30 Dry Dry Dry 622.09 620.38 621.67 621.20 621.29 621.15 619.76 620.04 NM Dry Dry NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -622.09 619.76 2.33
PZ-109c 658.63 661.93 NS 636.98 637.28 637.16 641.92 636.77 649.76 639.41 646.11 646.90 637.56 637.71 NM 636.48 635.66 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -649.76 635.66 14.10
PZ-110ab 621.58 624.75 Dry Dry Dry Dry 606.82 606.63 607.15 607.17 608.84 608.03 606.56 606.45 NM Dry Dry NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -608.84 606.45 2.39
PZ-113ab 669.03 672.18 Dry 653.83 653.91 655.71 659.09 658.40 660.72 A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -660.72 653.91 6.81
PZ-114b 658.49 660.79 624.41 624.94 625.34 625.51 630.75 628.98 632.99 631.92 631.85 631.91 630.58 629.66 627.93 627.27 625.69 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -632.99 625.34 7.65
PZ-116c 602.76 606.18 NS 599.01 599.03 599.03 599.40 600.49 601.61 601.97 602.14 602.22 601.71 601.46 NM 600.20 599.12 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -602.22 599.03 3.19
PZ-118c 589.84 593.34 NS 582.49 583.59 584.16 585.17 584.26 585.15 584.86 585.15 584.74 583.99 583.49 NM 582.24 581.02 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -585.17 581.02 4.15
PZ-119ab 584.23 586.50 Dry 577.23 577.30 578.35 579.36 578.73 579.99 579.56 579.40 579.55 578.60 577.75 576.54 576.00 574.73 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -579.99 574.73 5.26
PZ-120b 598.05 601.03 Dry 586.65 586.73 587.31 590.09 588.54 591.01 589.58 589.54 590.09 588.34 587.88 NM 586.21 585.03 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -591.01 585.03 5.98
PZ-121b 612.87 616.32 Dry 605.87 605.92 606.59 607.94 606.61 607.81 607.37 607.47 607.28 606.34 605.52 NM 603.57 602.44 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -607.94 602.44 5.50
PZ-122c 658.07 661.03 NS 636.07 Dry 634.40 NM 636.56 643.62 638.10 642.75 642.79 641.38 641.36 NM 639.08 638.21 NM NM NM A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -643.62 634.40 9.22
PZ-124c 676.79 679.54 NS 650.44 650.49 650.03 Dry Dry Dry A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A -650.49 650.03 0.46
PZ-126B 629.78 632.25 Dry 620.78 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 622.29 625.73 622.53 620.69 619.35 618.20 616.45 614.49 613.62 612.44 612.98 613.76 625.73 612.44 13.29 625.73 612.44 13.29
PZ-128B 627.01 629.46 Dry 619.01 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 621.49 621.88 619.01 617.20 614.96 Dry Dry Dry Dry Dry Dry Dry 621.88 614.96 6.92 621.88 614.96 6.92
PZ-129B 632.42 635.11 Dry 619.42 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 627.63 627.59 624.46 624.46 624.26 621.82 620.13 615.04 Dry Dry 616.98 623.02 627.63 615.04 12.59 627.63 615.04 12.59
PZ-131AB 616.06 618.60 Dry Dry NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 603.21 604.35 604.19 603.52 602.81 602.69 602.21 600.59 600.08 599.37 599.56 599.41 604.35 599.37 4.98 604.35 599.37 4.98
PZ-132B 620.26 622.66 Dry 606.26 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 612.69 612.86 610.86 609.84 609.36 608.39 607.05 606.44 606.11 605.75 607.43 607.41 612.86 605.75 7.11 612.86 605.75 7.11
PZ-133C 627.01 629.31 Dry 625.51 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 625.08 620.07 616.86 614.63 613.28 613.75 612.34 609.55 608.78 608.01 Dry Dry 625.08 608.01 17.07 625.08 608.01 17.07
PZ-133AB 627.64 630.34 Dry Dry NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 627.80 623.20 620.84 619.05 617.29 Dry Dry Dry Dry Dry Dry Dry 627.80 617.29 10.51 627.80 617.29 10.51
PZ-134AB 617.34 619.94 Dry 597.43 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 599.60 601.08 602.86 603.12 602.69 602.33 601.52 600.30 599.83 599.09 598.60 598.40 603.12 598.40 4.72 603.12 598.40 4.72
PZ-135B 611.85 614.25 Dry 596.55 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 604.43 604.76 603.69 602.84 602.25 601.56 600.42 599.61 599.15 598.50 598.62 598.44 604.76 598.44 6.32 604.76 598.44 6.32
PZ-136B 600.32 602.67 Dry 589.32 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 594.93 596.11 593.63 592.45 591.37 590.86 590.04 Dry Dry Dry Dry Dry 596.11 590.04 6.07 596.11 590.04 6.07
PZ-137B 612.33 614.66 Dry 609.33 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 601.89 602.50 601.42 600.28 599.35 598.53 597.21 596.08 Dry Dry Dry Dry 602.50 596.08 6.42 602.50 596.08 6.42
PZ-138B 608.67 611.32 Dry 600.67 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 599.48 599.62 598.83 598.10 597.42 596.51 595.05 594.15 593.71 593.20 593.50 593.59 599.62 593.20 6.42 599.62 593.20 6.42
PZ-139C 605.75 608.30 Dry Dry NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 605.44 603.27 601.46 602.76 602.68 601.99 600.70 601.71 594.25 594.12 602.15 601.15 605.44 594.12 11.32 605.44 594.12 11.32
PZ-140B 604.28 606.60 574.72 594.97 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 595.01 595.21 590.50 588.67 587.38 585.92 582.98 580.00 578.75 576.99 579.43 579.09 595.21 576.99 18.22 595.21 576.99 18.22
PZ-141B 592.51 594.14 Dry 580.51 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 590.61 590.45 587.56 586.23 585.05 583.73 581.40 579.08 578.17 576.29 577.38 578.77 590.61 576.29 14.32 590.61 576.29 14.32
PZ-142B 588.57 590.92 Dry 583.03 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 584.31 584.07 581.52 581.16 580.70 579.71 577.87 576.31 575.52 574.89 577.62 578.08 584.31 574.89 9.42 584.31 574.89 9.42
PZ-143B 583.40 585.75 Dry 580.66 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 580.88 581.05 578.36 578.29 578.15 576.92 574.82 573.26 572.64 571.28 575.69 576.52 581.05 571.28 9.77 581.05 571.28 9.77
PZ-144B 611.92 614.45 Dry 609.92 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 607.15 607.67 604.52 602.04 600.78 Dry Dry Dry Dry Dry Dry Dry 607.67 600.78 6.89 607.67 600.78 6.89
PZ-145B 604.50 606.62 Dry 596.50 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 590.65 591.54 590.86 589.51 588.44 Dry Dry Dry Dry Dry Dry Dry 591.54 588.44 3.10 591.54 588.44 3.10
PZ-146AB 599.35 601.84 Dry 597.35 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 592.25 594.72 594.02 592.47 592.24 Dry Dry Dry Dry Dry 594.67 593.85 594.72 592.24 2.48 594.72 592.24 2.48
PZ-147B 614.25 616.69 586.35 594.83 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 602.57 600.53 594.12 590.89 588.27 Dry Dry Dry Dry Dry Dry Dry 602.57 588.27 14.30 602.57 588.27 14.30
PZ-148B 606.96 609.06 582.77 587.96 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 594.91 594.57 590.82 588.81 587.15 585.55 582.85 580.06 579.05 577.39 578.41 579.74 594.91 577.39 17.52 594.91 577.39 17.52
PZ-149B 596.17 598.89 Dry 585.04 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 591.27 591.24 588.37 587.11 585.96 584.63 581.73 Dry Dry Dry Dry Dry 591.27 581.73 9.54 591.27 581.73 9.54
PZ-150B 593.44 595.34 Dry 586.10 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 586.14 585.86 582.94 582.70 582.53 581.10 577.61 Dry Dry Dry 579.32 580.79 586.14 577.61 8.53 586.14 577.61 8.53
PZ-151B 593.62 596.14 Dry 591.62 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 590.43 590.65 588.44 587.12 586.34 585.09 583.39 582.84 582.60 582.75 584.18 584.52 590.65 582.60 8.05 590.65 582.60 8.05
PZ-152B 597.11 599.61 Dry Dry NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP Dry 595.22 593.07 592.17 591.57 591.24 Dry Dry Dry Dry 594.35 595.33 595.33 591.24 4.09 595.33 591.24 4.09
PZ-153B 599.36 602.12 Dry 587.36 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 592.44 593.20 588.74 586.21 584.02 582.03 578.87 Dry 573.90 572.21 573.24 574.74 593.20 572.21 20.99 593.20 572.21 20.99
PZ-154B 595.40 597.40 Dry 582.86 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 590.14 590.61 588.13 586.57 585.31 583.89 581.79 579.23 578.02 576.24 577.47 578.27 590.61 576.24 14.37 590.61 576.24 14.37
PZ-155B 592.61 595.52 Dry 580.78 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 586.72 588.25 582.66 583.35 584.52 582.22 577.92 575.71 574.88 Dry 584.68 583.61 588.25 574.88 13.37 588.25 574.88 13.37
PZ-156A 593.90 596.48 Dry 590.91 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 591.14 591.10 586.57 587.44 588.38 586.29 Dry Dry Dry Dry 589.70 589.07 591.14 586.29 4.85 591.14 586.29 4.85
PZ-156B 594.05 596.30 581.86 580.31 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 590.08 591.12 585.62 587.43 588.21 584.75 579.14 576.80 575.49 Dry 589.55 588.95 591.12 575.49 15.63 591.12 575.49 15.63
PZ-157B 588.33 591.18 Dry 583.33 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 587.69 587.81 584.15 582.71 581.88 580.64 578.94 578.73 578.67 579.25 581.16 581.86 587.81 578.67 9.14 587.81 578.67 9.14
PZ-158B 587.26 589.70 Dry 582.26 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 578.38 581.60 579.30 577.74 577.20 575.76 574.00 573.78 573.39 573.42 576.13 576.90 581.60 573.39 8.21 581.60 573.39 8.21
PZ-159B 592.09 594.23 Dry 576.09 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP Dry 589.49 583.14 580.11 578.95 Dry 578.88 Dry Dry Dry Dry Dry 589.49 578.88 10.61 589.49 578.88 10.61
PZ-160B 593.80 595.90 Dry 581.80 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 580.42 588.59 582.22 582.27 582.52 582.07 581.59 580.52 580.12 578.91 582.50 581.98 588.59 578.91 9.68 588.59 578.91 9.68
PZ-161B 592.09 594.71 Dry 580.57 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 581.13 582.06 578.67 579.07 579.81 577.95 576.11 575.43 574.68 572.46 578.98 578.38 582.06 572.46 9.60 582.06 572.46 9.60
PZ-162C 594.58 597.03 Dry 585.73 NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP NP 585.76 583.34 578.03 578.45 579.59 577.47 Dry Dry Dry Dry 580.36 577.97 585.76 577.47 8.29 585.76 577.47 8.29
NOTES:
1. TOB = Time Of Boring 5. A = Abandoned
2. TOC = Top Of Casing 6. NS = water level Not Stable; the water level was at the ground surface due to rock coring activities.
3. NP = Not Present at time of measurement 7. Bold elevations represent highest observed elevations between 2/10/21 to 2/15/22.
4. NM = Not Measured 8. Measurements are in feet; elevations are relative to mean sea level.
2021-2022 Yearly Seasonal High Water
Table Elevations
Long Term Seasonal High Water Table
Elevations 2006 to Present
Tab 3 - Water Levels
\\blegvlfs1\SolidWasteProjects\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\97 Spreadsheets\UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: TAO/TJD
TABLE 4
SUMMARY OF IN-SITU HYDRAULIC TESTING - SLUG TEST RESULTS
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Well/Method Data Type Aquifer Unit K(ft/min)K(cm/sec)K(ft/day)
Piezometer
GW-6 Bouwer-Rice Falling Head Bedrock 8.4E-07 4.3E-07 1.2E-03
PZ-20ab Bouwer-Rice Falling Head Partially Weathered Rock 1.3E-05 6.7E-06 1.9E-02
PZ-22c Bouwer-Rice Falling Head Bedrock 4.4E-06 2.2E-06 6.3E-03
PZ-132B Bouwer-Rice Falling Head Partially Weathered Rock 6.5E-05 3.3E-05 9.4E-02
PZ-139C Bouwer-Rice Falling Head Bedrock 5.5E-07 2.8E-07 7.9E-04
PZ-142B Bouwer-Rice Falling Head Partially Weathered Rock 2.2E-05 1.1E-05 3.2E-02
PZ-148B Bouwer-Rice Falling Head Deep Residuum 7.6E-05 3.9E-05 1.1E-01
PZ-153B Bouwer-Rice Falling Head Deep Residuum 1.3E-05 6.7E-06 1.9E-02
PZ-158B Bouwer-Rice Falling Head Partially Weathered Rock 2.5E-06 1.3E-06 3.6E-03
Maximum Hydraulic Conductivity 7.6E-05 3.9E-05 0.11
Deep Residuum Only Geometric Mean Hydraulic Conductivity 3.2E-05 1.6E-05 0.046
Minimum Hydraulic Conductivity 1.3E-05 6.7E-06 0.019
Maximum Hydraulic Conductivity 6.5E-05 3.3E-05 0.09
PWR Only Geometric Mean Hydraulic Conductivity 1.5E-05 7.5E-06 0.021
Minimum Hydraulic Conductivity 2.5E-06 1.3E-06 0.004
Maximum Hydraulic Conductivity 4.4E-06 2.2E-06 0.01
Bedrock Only Geometric Mean Hydraulic Conductivity 1.3E-06 6.4E-07 0.002
Minimum Hydraulic Conductivity 5.5E-07 2.8E-07 0.001
Maximum Hydraulic Conductivity 7.6E-05 3.9E-05 0.11
All Units Geometric Mean Hydraulic Conductivity 7.7E-06 3.9E-06 0.011
Minimum Hydraulic Conductivity 5.5E-07 2.8E-07 0.001
NOTES:
1. K = Hydraulic Conductivity
2. The data was reduced and the hydraulic conductivities calculated using SuperSlug (version 3.0)
and AQTESOLV (version 1.1).
Tab 4 - Slug Tests
UPRLF-DHR Cells 7-10
Prepared By: MSP/RLB
Checked By: MSP
TABLE 5
SUMMARY OF LABORATORY RESULTS - SPLIT SPOON AND SHELBY TUBE SAMPLES
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Triaxial Shear Consolidation
Split-Spoon Shelby Tube Soil Unit Hydraulic Cond. Nat. Moisture Cohesion (ksf)F (degree)Precon. Press.Void Ratio Effective Total Atterberg Limits Grain Size (% by wt)
Boring Depth (ft) Depth (ft) (cm/sec) Content (%) Total Effective Total Effective Pc (ksf) (eo) Porosity (%) Porosity (%) LL PL PI Gravel Sand Silt Clay USCS
B-19 3.5 - 5.0 - Deep Residuum - 15.0% - - - - - - - - - - - - 37.3% 42.7% 20.0% SM*
B-20 1.0 - 2.5 - Upper Residuum - 20.0% - - - - - - - - - 33 18 14 1.3% 25.3% 73.4% CL
B-20 - 3.0 - 3.5 Upper Residuum 1.4E-05 24.9% - - - - - - - 1.0%53.0%57 24 33 4.2% 8.2% 25.5% 62.1% CH
B-68 1.0 - 2.5 - Upper Residuum - 11.0% - - - - - - - --39 15 24 - - 35.1% SC
B-72 1.0 - 2.5 - Upper Residuum - 31.4% - - - - - - - --72 18 54 - - 92.0% CH
B-72 3.5 - 5.0 - Deep Residuum - - - - - - - - - 11.0% 56.0% 36 26 10 0.0% 25.7% 60.0% 14.3% ML
B-72 13.5 - 15.0 - Partially Weathered Rock - 10.4% - - - - - - - 20.0%49.0%- - - 0.0% 62.1% 28.6% 9.3% SM*
B-125 3.5 - 5.0 - Partially Weathered Rock - 11.5% - - - - - - - 25.0%34.1%24 17 7 19.2% 60.5% 11.6% 8.7% SC-SM
B-138 8.5 - 10.0 - Partially Weathered Rock - 8.4% - - - - - - - 18.7%41.2%30 17 13 18.1% 50.6% 21.6% 9.7% SC
B-140 - 8.0 - 10.0 Upper Residuum 4.4E-07 18.4% - - - - - - - 21.0%52.6%27 21 6 0.0% 26.0% 52.8% 21.2% CL-ML
B-140 - 23.0 - 24.5 Deep Residuum 2.1E-05 19.6% - - - - - - - 19.2%48.0%29 25 4 0.0% 23.8% 62.0% 14.2% ML
B-147 1.0 - 2.5 - Upper Residuum - 25.5% - - - - - - - 22.5%56.3%56 28 28 0.8% 18.6% 26.5% 54.1% CH
B-147 13.5 - 15.0 - Deep Residuum - 17.2% - - - - - - - 19.9%49.7%38 28 10 0.0% 36.8% 38.3% 24.9% ML
B-147 28.5 - 30.0 - Partially Weathered Rock - 9.3% - - - - - - - 18.4%40.5%33 24 9 12.3% 45.9% 27.1% 14.7% SC
B-148 - 3.0 - 5.0 Upper Residuum 1.7E-06 36.2% - - - - - - - 21.7%54.4%44 29 15 0.0% 5.8% 51.9% 42.3% ML
B-148 - 13.0 - 15.0 Deep Residuum 5.1E-06 39.5% - - - - 7.18 0.41 1.147 21.5%53.8%46 32 14 0.0% 13.2% 50.2% 36.6% ML
B-148 - 23.0 - 25.0 Deep Residuum - 47.9% 0.77 0.33 12.2 27.31 - - - 21.7%54.2%54 32 22 0.0% 15.3% 47.5% 37.2% MH
B-151 8.5 - 10.0 - Deep Residuum - 9.3% - - - - - - - 24.3%39.8%32 19 13 8.6% 53.4% 21.0% 17.0% SC
B-155 3.5 - 5.0 - Upper Residuum - 31.5% - - - - - - - 21.2%53.1%39 29 10 0.0% 12.8% 60.6% 26.6% ML
B-156 13.5 - 15.0 - Partially Weathered Rock - 11.9% - - - - - - - 27.6%36.4%32 19 13 30.4% 34.2% 24.2% 11.2% SC
B-157 - 3.0 - 5.0 Upper Residuum 2.7E-07 11.1% - - - - - - - 20.6%45.3%27 22 5 0.0% 45.8% 47.3% 6.9% CL-ML
B-160 - 3.0 - 4.5 Upper Residuum 9.1E-08 23.1% - - - - - - - 21.9%54.7%47 27 20 4.9% 13.9% 34.8% 46.4% CL
NOTES:
1. Moisture Content % = (Weight of water/Weight of soil) * 100
2. The effective porosity and total porosity was calculated using methodology presented in the EPAs "Composite Model for Leachate Migration with Transformation Products" dated April 2003.
3. USCS = Unified Soil Classification System. Refer to Appendix C for a description of the abbreviations.
4. "*" indicates that the USCS is an estimation based on field classification and grain size test.
Cc
Tab 5 - Soil Lab (jar-UD)
UPRLF-DHR Cells 7-10
Prepared By: RLB
Checked By: ZJD
TABLE 6
SUMMARY OF LABORATORY RESULTS - REMOLDED BAG SAMPLES
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Standard Proctor Remolded Permeability Conditions Triaxial Shear
Bag Sample Soil Natual Opt. Moisture Max. Dry Pressure Moisture Content Dry Density Hydraulic Cohesion (ksf)F (degree)Atterberg Limits Grain Size (% by wt)
Boring Depth (ft)Unit Moisure Content (%)Density (pcf)Gradient (PSI)%% Wet of Opt.pcf % of MDD Cond. (cm/sec)Total Effective Total Effective LL PL PI Gravel Sand Silt Clay USCS
PZ-140 8.5 - 15.0 Upper Residual - 18.0% 101.9 - - - - - - - - - - 53 25 28 0.0% 16.6% 47.3% 36.1% CH
PZ-159 2.0 - 8.0 Deep Residual - 11.9% 121.4 - - - - - - 0.257 0.091 17.24 30.3 30 19 11 17.5% 42.2% 23.5% 16.8% SC
PZ-160 2.0 - 7.0 Deep Residual - 19.5% 103.4 - - - - - - - - - - 45 26 19 0.0% 8.8% 46.5% 44.7% CL
NOTES:
1. Moisture Content % = (Weight of water/Weight of soil) * 100
2. USCS = Unified Soil Classification System. Refer to Appendix B for a description of the abbreviations.
3. Grain size test results for B-6 are from undisturbed samples collected at similar depths (see Table 5).
Tab 6 - Soil Lab (remolded)
UPRLF-DHR Cells 7-10
Prepared By: RLB
Checked By: ZJD
TABLE 7
INTERSTITIAL GROUNDWATER FLOW VELOCITY CALCULATIONS
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Geometric Mean Values
Part of Hydraulic Hydraulic Effective Groundwater
Geologic Unit Water Table Aquifer Conductivity (K)Gradient (i)Porosity (n)Velocity (V)
in Phase 4 (feet per day)(unitless)(unitless)(feet per day)
Upper Residuum Soil Unit No 0.040 0.050 0.215 0.009
Deep Residuum Soil Unit Yes 0.046 0.050 0.212 0.011
Partially Weathered Rock Yes 0.021 0.050 0.221 0.005
Bedrock Yes 0.002 0.050 0.071 0.001
Saturated Units Deep Residuum, PWR, & Bedrock 0.011 0.050 0.163 0.003
Notes:
1. The geometric mean hydraulic conductivity values in the Deep Residuum, Partially Weathered Rock, and Bedrock are from slug tests conducted
in the Phase 4 Cell area (Table 4).
2. The geometric mean hydraulic conductivity values in the Upper Residuum are from soil laboratory testing in the Phase 4 area (Table 5).
3. Effective porosity values values in the Upper Residuum, Deep Residuum, and Partially Weathered Rock are from soil laboratory testing
in the Phase 4 area (Table 5).
4. Effective porosity values in the Bedrock are from published values (5 to 10 percent) (Kruseman & deRidder, 1989).
5. Hydraulic gradient information is from the October 27, 2021 Water Table Contour Map (Figure 8).
6. The high velocity hydraulic gradient (0.088 ft/ft) is in the north western portion of Phase 4.
7. The low velocity hydraulic gradient (0.028 ft/ft) is in the south western portion of Phase 4.
8. "Saturated Units" are the units making up the uppermost water table aquifer (Deep Residuum, Partially Weathered Rock, and Bedrock).
Tab 7 - Flow V
UPRLF-DHR Cells 7-10
Prepared by: RLB
Checked by: TJD
TABLE 8
SUMMARY OF HYDROGEOLOGIC CHARACTERISTICS OF GEOLOGIC UNITS
Upper Piedmont Regional MSW Landfill - Phase 4 DHR
Person County, North Carolina
BLE Project Number J21-1003-81
Geologic Unit USCS Grain Size Total Porosity Effective Porosity Hydraulic Conductivity (cm/sec)
gravel sand silt clay max min geomean max min geomean max min geomean
Upper Residuum Soil CL, CH, ML, MH 1.4%19.6%42.8%37.1%56.3%45.3%52.6%22.5%1.0%21.5%---
Deep Residuum Soil SM, ML, SC 6.6%30.1%46.5%24.0%56.0%39.8%48.8%24.3%11.0%21.2%3.9E-05 6.7E-06 1.6E-05
Partially Weathered Rock SM, ML, SC 16.0%50.7%22.6%10.7%49.0%34.1%37..9%27.6%18.4%22.1%3.3E-05 1.3E-06 7.5E-06
Bedrock Rhyolite, Rhyolite Porphyry ----10.0%5.0%7.1%10.0%5.0%7.1%2.2E-06 2.8E-07 6.4E-07
Andesite, Andesite Porphyry
Notes:
1. Values are summarized from Table 4 (Summary of Slug Test Results) and Table 5 (Summary of Laboratory Results).
2. Grain size values are averages.
3. "geomean" is the geometric mean.
4. Values of porosity in Bedrock are from published values (Kruseman & deRidder, 1989).
Tab 8 - Unit Soil Summay
UPRLF-DHR Cells 7-10
Prepared By: RLB
Checked By: TJD

FIGURES

1
SITE
620
4
SITE
570570
560560580
580590590 600600610
610
620
620
630
640
630
640
650
650
660
660
670
670
680
680
590590 620
580
07/07/2023
570 560580590 600 6106206305905906201/18/241/18/24
620
07/07/2023
620
07/07/2023
57
0
56056058
0
580590600600
610
610
620
620
630
640
630
640
650
650
660
660
67
0
680
670
680 590570620
580
07/07/2023
57057
0
56056058
0
580590590 600600
610
610
620
620
630
640
630
640
650
650
660
660
670
670
680
680
590590 620
580
07/07/2023
07/07/2023
57057
0
56056058
0
580590590 600600
610
610
620
620
630
640
630
640
650
650
660
660
670
670
680
680
590590 620
580
07/07/2023

APPENDIX A
Drilling and Sampling Procedures

APPENDIX A
Drilling and Sampling Procedures

SOIL TEST BORINGS
Soil test borings were advanced by mechanically twisting a continuous flight steel auger into the soil. Soil
sampling and penetration testing were performed in general accordance with ASTM D 1586. At regular
intervals, soil samples were obtained with a standard 1.4-inch ID, 2-inch OD, split-tube sampler. The
sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an additional 12 inches
with blows of a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the
sampler the final 12 inches was recorded and designated the "penetration resistance."

CORE DRILLING
Core drilling procedures were required to determine the character and vertical continuity of refusal
materials. Refusal to soil drilling equipment may result from hard cemented soil, soft weathered rock,
coarse gravel or boulders, thin rock seams, or the upper surface of solid continuous rock.

Prior to coring, a 4-inch diameter PVC pipe was seated in the refusal material and grouted into place with
a cement-bentonite mixture. Refusal materials were then cored according to the ASTM D 2113 using a
diamond-studded bit fastened to the end of a hollow, double-tube core barrel. The NQ and HQ sizes
designate bits that obtain rock cores 1-7/8 and 2-1/2 inches in diameter. Upon completion of each drill run,
the core inner barrel was brought to the surface, the core recovered was measured, and the core samples
were removed and placed in boxes for storage.

The core samples were returned to our laboratory where the refusal material was identified and the percent
core recovery and rock quality designation (RQD) was determined by a geologist. The percent core
recovery is the ratio of the core length obtained to the length cored, expressed as a percent. The RQD is
obtained by summing only those pieces of recovered core which are 4 inches or longer and are at least
moderately hard, and dividing by the total length cored. The percent core recovery and the RQD are related
to soundness and continuity of the refusal material. Refusal-material descriptions, recoveries and the bit
size are shown on the Test Boring Records (see Appendix B).

APPENDIX B
Soil and Rock Boring Records and Well Diagrams

APPENDIX B
Soil and Rock Boring Records and Well Diagrams

TIMING AND DRILLING CONTRACTORS
Piezometers and monitoring wells have been installed at the site since February 1995. The piezometers
were installed as part of Site Hydrogeologic and Design Hydrogeologic investigations performed at the site
in the past. The monitoring wells were installed as part of the water quality monitoring system for the
constructed landfill cells.

North Carolina-licensed drilling contractors installed the piezometers and wells. The contractors were
selected based on their drilling and well installation capabilities, and anticipated subsurface conditions. The
piezometers installed in soil were performed by Law Engineering, Inc., Superior Drilling, Inc., AE Drilling
Inc., Metro Drilling, Inc., and Bridger Drilling, Inc. The piezometers and monitoring wells installed in
bedrock were performed by Law Engineering, Inc., Superior Drilling, Inc., AE Drilling, Inc., Metro
Drilling, Inc., and Bridger Drilling Inc.

PIEZOMETER CONSTRUCTION AND NOMENCLATURE
Piezometer identification numbers were designated with the letters “A,” “B,” or “C” depending on the
location of the screened interval in the piezometer. Piezometers with a screened interval which brackets
the water table and is above the depth of auger refusal, were designated with the letter “A.” Piezometers
with a screened interval at the depth of auger refusal (top of bedrock surface) and below the water table
were designated with the letter “B.” In cases where the water table was near the depth of auger refusal, the
piezometer identification number was designated using “AB.” Bedrock piezometers were designated with
the letter “C”. Piezometers that are dry do not have a letter designation.

A typical schematic diagram of piezometer construction and nomenclature is shown below.

SILTS and CLAYS
Groundwater Table 24 Hours after Completion of Drilling
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
Very Hard
Silt
KEY TO SOIL CLASSIFICATIONS
Relative
Density
*ASTM D 1586
Groundwater Table at Time of Drilling
Consistency
Particle Size Identification
Very Loose
Loose
Firm
Very Firm
Dense
Very Dense
CL-ML
ML
Poorly-graded Gravel
Well-graded Gravel
GP
0 to 2
3 to 4
5 to 8
9 to 15
16 to 30
31 to 50
over 50
Clayey Silt Silty Sand
Partially Weathered Rock
High Plasticity Clay
GW
SC
Clayey Sand
MH
SW
KEY TO DRILLING SYMBOLS
SANDS
Sand
Low Plasticity Clay
CL
BLDRCBBL
CH
0 to 4
5 to 10
11 to 20
21 to 30
31 to 50
over 50
Penetration Resistance*
Blows per Foot
Boulder: Greater than 300 mm
Cobble: 75 to 300 mm
Gravel:
Coarse - 19 to 75 mm
Fine - 4.75 to 19 mm
Sand:
Coarse - 2 to 4.75 mm
Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt & Clay: Less than 0.075 mm
Penetration Resistance*
Blows per Foot
KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
GREENVILLE, SOUTH CAROLINA
SM
Silty Clay
Undistrurbed Sample
Split Spoon Sample
Grab Sample
TOPSOIL
Topsoil MSW
Limestone
LIMESTONE
6-inches of TOPSOIL
PARTIALLY WEATHERED ROCKwhich sampled as brown andyellowish-brown, moist, clayey,silty, fine to coarse SAND withgravel size rock fragments
Soft to hard, very severely tomoderately weathered, gray andbrown, ANDESITE PORPHYRY;with massive bedding; and veryclose to closely spaced, moderateto steeply dipping, open,clay-filled joints.R-1 recovery = 83%, RQD = 17
Moderately hard to hard,moderately weathered, grayANDESITE PORPHYRY; withmassive bedding; and very closeto moderately closely spaced,moderate to steeply dipping,clay-filled joints.R-2 recovery = 68%, RQD = 28
Hard, moderate to slightly
weathered, gray ANDESITE
PORPHYRY; with massive
bedding; and very close to closely
spaced, moderate to steeply
dipping, open joints.
R-3 recovery = 92%, RQD = 0
Very hard, very slightlyweathered, gray ANDESITEPORPHYRY; with very thin,shallow dipping bedding; andclose to moderately close, steeplydipping, closed joints.R-4 recovery = 96%, RQD = 86
Auger refusal at 5.3 feet.
50/1.5"
R-1
R-2
R-3
R-4
SURFACE COMPLETIONlocked 4" x 4" stand-up steel coverwith a 4' x 4' sloped concrete padat it's base
Grout, 0 to 5.7 feet
Bentonite seal, 5.7 to 9.7 feet
Filter pack, sand 9.7 to 25.7 feet
.010-inch slotted Schedule 40 PVCwell screen, 10.5 to 25.5 feet
Pipe cap
Total well depth, 25.7 feet
PVC diameter, 2.0-inches
Corehole diameter, 4.0-inches
Ground surface elevation = 626.70'
Top of PVC casing = 629.29'
Northing = 936,193.39'
Easting = 2,049,092.51'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
625
620
615
610
605
600
595
590
CAVING>
GROUND WATER MONITORING WELL NO. GW-6Sheet 1 of 1
1-7-04
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:Republic/HHNT
Person County, North Carolina
Terracon, B. Fletcher
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 550 ATV; HQ Rock Coring
J03-1003-41
AFTER 24 HOURS:18.42
GROUND WATER MONITORING WELL NO. GW-6
START: 1-6-04
626.70ELEVATION:
M. PreddyLOGGED BY:
Upper Piedmont MSW Landfill
GEOT_WELL 1003-41.GPJ 4/21/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Very dense, gray, wet, silty, clayey, fine to coarse SAND - (RESIDUUM)
PARTIALLY WEATHERED ROCK sampled as very dense, gray, wet,silty, clayey, fine to coarse SAND with gravel
Auger refusal at 6.0 feet below ground surface. No groundwaterencountered at time of drilling.
1237
2350/2"
50/0"
SOIL DESCRIPTION SOILTYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
625
620
615
610
605
600
595
590
CAVING>
BORING NO. B-125Sheet 1 of 1
3-11-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:Dry
BORING NO. B-125
START: 3-11-21
628.10ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_NOWELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT
50/2"
Soft, light brown, moist, fine tocoarse sandy SILT - (FILL)
Firm, red, moist, fine sandy SILTwith trace clay - (RESIDUUM)
Very dense, gray, moist, silty, fineto coarse SAND with trace gravel
PARTIALLY WEATHERED ROCKsampled as very dense, gray, dry,silty, fine to coarse SAND withtrace gravel
PARTIALLY WEATHERED ROCKsampled as very dense, gray,moist, fine to medium sandy,
clayey, aphanitic rhyolite GRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense, brown,dry, silty, fine to coarse SAND
PARTIALLY WEATHERED ROCK
sampled as very dense, lightbrown, dry, silty, fine to coarseSAND
Auger refusal at 23.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 7.49 feet belowground surface.
213
334
102637
50/5"
50/1"
50/3"
50/1"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 15.0 feet
Filter pack, sand 15.0 to 23.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 17.5to 22.5 feet
Pipe cap 0.33 feetTotal well depth, 22.83 feet
SURFACE COMPLETION2.47-foot PVC stick-up with a venthole.Top of PVC casing elev. = 632.25'
Ground surface elev. = 629.78'
Northing = 936,087.25'
Easting = 2,049,149.78'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
625
620
615
610
605
600
595
590
CAVING>
PIEZOMETER NO. PZ-126BSheet 1 of 1
3-12-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:7.49
PIEZOMETER NO. PZ-126B
START: 3-11-21
629.78ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Stiff, tan/brown, moist, fine sandy SILT - (Residuum)
PARTIALLY WEATHERED ROCK sampled as very dense, gray, moist,silty, fine to coarse SAND with gravel
PARTIALLY WEATHERED ROCK sampled as very dense, gray, dry, fineto coarse, sandy, andesite GRAVEL
Auger refusal at 8.5 feet below ground surface. No groundwaterencountered at time of drilling.
259
50/2"
50/0.5"
50/0.5"
SOIL DESCRIPTION SOILTYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
615
610
605
600
595
590
585
580
CAVING>
BORING NO. B-127Sheet 1 of 1
3-11-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:Dry
BORING NO. B-127
START: 3-11-21
616.63ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_NOWELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT
Stiff, light brown, moist, fine tomedium sandy SILT - (RESIDUUM)
Stiff, red and gray, moist, fine tomedium sandy SILT with traceclay
Dense, gray, moist, silty fine tocoarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, gray,moist, silty fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as andesite GRAVEL
Auger refusal at 15.0 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 4.79 feet belowground surface.
237
236
91321
101650/4"
Grout, 0 to 2.0 feet
Bentonite seal, 2.0 to 6.0 feet
Filter pack, sand 6.0 to 15.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 8.5to 13.5 feet
Pipe cap 0.33 feetTotal well depth, 13.83 feet
SURFACE COMPLETION
2.45-foot PVC stick-up with a venthole.Top of PVC casing elev. = 629.46'
Ground surface elev. = 627.01'
Northing = 935,973.58'
Easting = 2,049,016.06'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
625
620
615
610
605
600
595
590
CAVING>
PIEZOMETER NO. PZ-128BSheet 1 of 1
3-12-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:4.79
PIEZOMETER NO. PZ-128B
START: 3-10-21
627.01ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/4"
Firm, brown, moist, fine tomedium sandy SILT - (RESIDUUM)
Very stiff, light brown, moist, fineto medium sandy SILT with quartzgravel
Dense, gray, dry, silty, fine tocoarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, gray, dry,silty, fine to coarse SAND
PARTIALLY WEATHERED ROCK
sampled as very dense, gray, dry,
fine to coarse sandy, andesite
GRAVEL
PARTIALLY WEATHERED ROCKsampled as andesite GRAVEL
Auger refusal at 18.83 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 5.52 feet belowground surface.
234
3810
81518
92850/3"
50/2"
50/0.5"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.5to 18.5 feet
Pipe cap 0.33 feetTotal well depth, 18.83 feet
SURFACE COMPLETION
2.69-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 635.11'
Ground surface elev. = 632.42'
Northing = 935,938.12'
Easting = 2,049,240.22'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
630
625
620
615
610
605
600
595
CAVING>
PIEZOMETER NO. PZ-129BSheet 1 of 1
3-12-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:5.52
PIEZOMETER NO. PZ-129B
START: 3-10-21
632.42ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/3"
Soft, brown/red/tan, moist, fine to coarse sandy, clayey SILT -
(RESIDUUM)
Very stiff, brown, moist, fine to medium sandy SILT with trace gravel
PARTIALLY WEATHERED ROCK sampled as very dense, gray, moist,fine to medium sandy, clayey rhyolite GRAVEL
Auger refusal at 12.0 feet below ground surface. No groundwater
encountered at time of drilling.
222
1912
50/3"
50/2"
50/0"
SOIL DESCRIPTION SOILTYPE
SAMPLESLOCATION:
DRILLER:
DRILLING METHOD:
620
615
610
605
600
595
590
585
CAVING>
BORING NO. B-130Sheet 1 of 1
3-10-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:Dry
BORING NO. B-130
START: 3-10-21
623.88ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_NOWELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT
Soft, tan, moist, fine, sandy,clayey SILT - (RESIDUUM)
PARTIALLY WEATHERED ROCK
sampled as very dense, light
brown, dry, fine to coarse SAND
PARTIALLY WEATHERED ROCK
sampled as very dense, tan/gray,dry, silty rhyolite GRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense, tan/gray,dry, silty, fine to coarse sandy
rhyolite GRAVEL
Auger refusal at 18.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 12.85 feet belowground surface.
122
1250/3"
50/1"
50/3"
50/3"
50/1"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
2.54-foot PVC stick-up with a venthole.Top of PVC casing elev. = 618.60'
Ground surface elev. = 616.06'
Northing = 935,888.94'
Easting = 2,049,591.10'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
615
610
605
600
595
590
585
580
CAVING>
PIEZOMETER NO. PZ-131ABSheet 1 of 1
3-12-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:12.85
PIEZOMETER NO. PZ-131AB
START: 3-10-21
616.06ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/3"
No samples
PARTIALLY WEATHERED ROCK
Auger refusal at 28.5 feet below
ground surface. No groundwaterat time of drilling, after 24 hoursgroundwater was encountered at7.57 feet below ground surface.
347
81823
173842
50/5"
50/5"
50/4"
50/2"
50/0"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 14.0 feet
Filter pack, sand 14.0 to 28.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 16.0to 26.0 feet
Pipe cap 0.33 feetTotal well depth, 26.33 feet
SURFACE COMPLETION
2.40-foot PVC stick-up with a venthole.Top of PVC casing elev. = 622.66'
Ground surface elev. = 620.26'
Northing = 935,784.68'
Easting = 2,049,904.99'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
620
615
610
605
600
595
590
585
CAVING>
PIEZOMETER NO. PZ-132BSheet 1 of 1
3-12-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:7.57
PIEZOMETER NO. PZ-132B
START: 3-11-21
620.26ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Very stiff, light brown, moist, SILTwith trace fine to coarse sand -(RESIDUUM)
PARTIALLY WEATHERED ROCK
sampled as very dense, light
brown, moist, silty, fine to
medium SAND
PARTIALLY WEATHERED ROCK
sampled as very dense, black andwhite, moist, clayey, gravely,medium to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, black andwhite, moist, clayey rhyoliteGRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense, light gray,dry, fine to coarse sandy rhyolite
GRAVEL
Auger refusal at 13.5 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 4.44 feet below
ground surface.
1317
3850/5"
50/2"
50/1"
50/0"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 5.0 feet
Filter pack, sand 5.0 to 13.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 7.0to 12.0 feet
Pipe cap 0.33 feetTotal well depth, 12.33 feet
SURFACE COMPLETION
2.70-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 630.34'
Ground surface elev. = 627.64'
Northing = 935,805.43'
Easting = 2,049,173.42'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
625
620
615
610
605
600
595
590
CAVING>
PIEZOMETER NO. PZ-133BSheet 1 of 1
3-26-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:4.44
PIEZOMETER NO. PZ-133B
START: 3-11-21
627.64ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
Very stiff, light brown, moist, SILTwith trace fine to coarse sand
PARTIALLY WEATHERED ROCK
sampled as very dense, light
brown, moist, silty, fine to
medium SAND
PARTIALLY WEATHERED ROCK
sampled as very dense,blackened white, moist, clayey,gravely, medium to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, black andwhite, moist, clayey GRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense, light gray,dry, fine to coarse sandy GRAVEL
Moderately hard, moderately
severe weathering, felsic (light
gray), aphantic, RHYOLITE, close
fractures, moderate to steep
angle, Mg staining.R-1 recovery = 66% RQD = 43%
Moderately hard, moderatelysevere weathering, felsic (lightgray), aphantic, RHYOLITE, closefractures, moderate to steepangle, Mg staining with CLAYR-2 recovery = 99% RQD = 81.4%
Auger refusal at 13.5 feet below
ground surface.Boring terminated at 23.5 feetbelow ground surface. Nogroundwater encountered at timeof drilling, after 24 hoursgroundwater was encountered at1.93 feet below ground surface.
1317
3850/5"
50/2"
50/1"
50/0"R-1
R-2
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 15.0 feet
Filter pack, sand 15.0 to 23.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 17.0to 22.0 feet
Pipe cap 0.33 feetTotal well depth, 22.33 feet
SURFACE COMPLETION
2.30-foot PVC stick-up with a venthole.Top of PVC casing elev. = 629.31'
Ground surface elev. = 627.01'
Northing = 935,803.12'
Easting = 2,049,179.07'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
625
620
615
610
605
600
595
590
CAVING>
PIEZOMETER NO. PZ-133CSheet 1 of 1
3-26-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA and NQ Core
J21-1003-81
AFTER 24 HOURS:1.93
PIEZOMETER NO. PZ-133C
START: 3-11-21
627.01ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
Firm, yellow/tan, moist, clayey,fine to coarse sandy SILT -(RESIDUUM)
Very hard, tan, dry, fine tomedium sandy SILT
PARTIALLY WEATHERED ROCKsampled as very hard, tan, moist,fine to medium sandy, clayey SILT
PARTIALLY WEATHERED ROCK
sampled as moderately hard,
moderately severe gray
porphoritic rhyolite GRAVEL
PARTIALLY WEATHERED ROCK
sampled as very hard, tan, dry,
clayey, fine to coarse sandy SILT
PARTIALLY WEATHERED ROCKsampled as very dense, light gray,dry, rhyolite GRAVEL
Auger refusal at 22.0 feet belowground surface. No groundwaterencountered at time of drilling,
after 24 hours groundwater was
encountered at 17.74 feet below
ground surface.
224
24050/5"
50/4"
50/4"
50/0"
50/1.5"
50/0"
Grout, 0 to 3.0 feet
Bentonite seal, 3.0 to 11.0 feet
Filter pack, sand 11.0 to 22.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 15.7
to 20.7 feet
Pipe cap 0.33 feetTotal well depth, 21.03 feet
SURFACE COMPLETION
2.60-foot PVC stick-up with a venthole.Top of PVC casing elev. = 619.94'
Ground surface elev. = 617.34'
Northing = 935,787.95'
Easting = 2,049,409.19'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
615
610
605
600
595
590
585
580
CAVING>
PIEZOMETER NO. PZ-134ABSheet 1 of 1
3-10-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:17.74
PIEZOMETER NO. PZ-134AB
START: 3-9-21
617.34ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
Hard, white/yellow, tan, dry, fineto medium sandy SILT -(RESIDUUM)
PARTIALLY WEATHERED ROCK
sampled as very hard,
white/yellow, tan, dry, fine to
medium sandy SILT
PARTIALLY WEATHERED ROCK
sampled as very dense,white/black, dry, moderatelysevere weathered, rhyoliteGRAVEL
PARTIALLY WEATHERED ROCKsampled as very hard, tan, dry,fine to coarse sandy SILT
PARTIALLY WEATHERED ROCKsampled as tan/white, dry, verysoft, moderately severe
weathered rhyolite GRAVEL
Auger refusal at 23.6 belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 7.42 feet belowground surface.
31029
2550/3"
50/1"
50/3"
50/.5"
50/3"
50/1"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 16.0 feet
SURFACE COMPLETION
2.40-foot PVC stick-up with a venthole.Top of PVC casing elev. = 614.25'
Ground surface elev. = 611.85'
Northing = 935,715.27'
Easting = 2,049,509.66'
Filter pack, sand 16.0 to 23.6 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 18.0to 23.0 feet
Pipe cap 0.33 feetTotal well depth, 23.33 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
610
605
600
595
590
585
580
575
CAVING>
PIEZOMETER NO. PZ-135BSheet 1 of 1
3-10-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:7.42
PIEZOMETER NO. PZ-135B
START: 3-9-21
611.85ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/3"
Very stiff, light brown, gray, moist,sandy CLAY with trace gravel -(RESIDUUM)
PARTIALLY WEATHERED ROCKsampled as soft, moderately tosevere weathered rhyoliticGRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense, light gray,dry, fine to coarse sandy,rhyolitic, soft, severely weatheredGRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense light gray,dry, very soft, very severely
weathered, rhyolitic GRAVEL
Auger refusal at 13.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 5.39 feet belowground surface.
1512
50/3"
50/1"
50/2"
50/0"
Grout, 0 to 2.0 feet
Bentonite seal, 2.0 to 5.0 feet
Filter pack, sand 5.0 to 13.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 6.5to 11.5 feet
Pipe cap 0.33 feet
Total well depth, 11.83 feet
SURFACE COMPLETION
2.35-foot PVC stick-up with a venthole.Top of PVC casing elev. = 602.67'
Ground surface elev. = 600.32'
Northing = 935,770.97'
Easting = 2,049,813.60'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
600
595
590
585
580
575
570
565
CAVING>
PIEZOMETER NO. PZ-136BSheet 1 of 1
3-10-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:5.39
PIEZOMETER NO. PZ-136B
START: 3-9-21
600.32ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, gray, dry, gravely, silty, fineto coarse SAND - (RESIDUUM)
PARTIALLY WEATHERED ROCKsampled as very dense, moist,gravely, silty, fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as moderately hard,moderately weathering, aphantictexture RHYOLITE GRAVEL
Very dense, light brown, moist,silty, fine to coarse SAND
Very dense, light brown, dry, silty,fine to medium SAND
PARTIALLY WEATHERED ROCKsampled as very dense, lightbrown, dry, silty, fine to mediumSAND
Auger refusal at 19.0 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 10.44 feet belowground surface.
288
50/4"
50/1"
192441
272936
3750/0"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 11.0 feet
Filter pack, sand 11.0 to 19.0 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
2.33-foot PVC stick-up with a venthole.Top of PVC casing elev. = 614.66'
Ground surface elev. = 612.33'
Northing = 935,499.78'
Easting = 2,049,971.49'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
610
605
600
595
590
585
580
575
CAVING>
PIEZOMETER NO. PZ-137BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:10.44
PIEZOMETER NO. PZ-137B
START: 3-17-21
612.33ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/0"
Firm, tan, moist SILT with traceclay - (RESIDUUM)
Very stiff, tan and gray moist, fineto coarse sandy SILT
Dense, gray, dry, silty, fine tocoarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, tan, dry,silty, fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very hard, brown,moist, fine to coarse sandy SILT
with trace clay
PARTIALLY WEATHERED ROCK
sampled as very dense, brown,
dry, silty, fine to coarse SAND
PARTIALLY WEATHERED ROCK
sampled as very dense, lightbrown/gray, wet, clayey, gravelly,medium to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, gray, dry,rhyolite GRAVEL
Auger refusal at 29.0 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 9.19 feet belowground surface.
225
5713
121721
50/3"
2750/5"
3750/3"
2950/5"
50/1"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 11.0 feet
Filter pack, sand 11.0 to 29.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 18.0to 28.0 feet
Pipe cap 0.33 feetTotal well depth, 28.33 feet
SURFACE COMPLETION
2.65-foot PVC stick-up with a venthole.Top of PVC casing elev. = 611.32'
Ground surface elev. = 608.67'
Northing = 935,494.91'
Easting = 2,049,183.51'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
605
600
595
590
585
580
575
570
CAVING>
PIEZOMETER NO. PZ-138BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:9.19
PIEZOMETER NO. PZ-138B
START: 3-18-21
608.67ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
50/3"
50/5"
PARTIALLY WEATHERED ROCKsampled as very hard, lightbrown/gray, moist, fine to coarsesandy SILT with trace clay -(RESIDUUM)
Soft, moderately severe
weathering, purple, porphoritic
with chlorite phenocrysts,
ANDESITE, close fractures,
moderately dipping, filled with
white clay, massive bedding.
R-1 recovery = 94% RQD = 90%
Soft, moderately severeweathering, purple, porphoriticwith chlorite phenocrysts,ANDESITE, close fractures,moderately dipping, filled withwhite clay, massive bedding.
R-2 recovery = 94% RQD = 75.8%
Soft, moderately severeweathering, purple, porphoriticwith chlorite phenocrysts,
ANDESITE, close fractures,
moderately dipping, filled with
white clay, massive bedding.
R-3 recovery = 7% RQD = 0%
Auger refusal at 4.0 feet below
ground surface. No groundwaterencountered at time of drilled.Boring terminated at 14.5 feetbelow ground surface. Nogroundwater encountered at timeof drilling, after 24 hoursgroundwater was encountered at0.31 feet below ground surface.
Note: 2 offset soil borings drilledreaching 5.0 and 7.5 feet belowground surface.
350/3"
R-1
R-2
R-3
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 7.0 feet
Filter pack, sand 11.0 to 14.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 9.0
to 14.0 feet
Pipe cap 0.33 feet
Total well depth, 14.33 feet
SURFACE COMPLETION
2.55-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 608.30'
Ground surface elev. = 605.75'
Northing = 935,496.49'
Easting = 2,049,515.52'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
605
600
595
590
585
580
575
570
CAVING>
PIEZOMETER NO. PZ-139CSheet 1 of 1
3-5-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA and NQ Core
J21-1003-81
AFTER 24 HOURS:0.31
PIEZOMETER NO. PZ-139C
START: 3-5-21
605.75ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/3"
Firm, red/gray, damp, clayey SILT- (RESIDUUM)
Stiff, red/gray, damp, clayey SILT
Firm, red/gray, damp, clayey SILT
Soft, red/gray, damp, clayey SILT
Hard, brown/black, damp, silty
CLAY
Very stiff, light brown/black, wet,fine to coarse sandy CLAY
Firm, light brown/gray/black,damp, fine to coarse sandy SILT
Dense, light brown/gray, damp,
silty, fine to medium SAND
PARTIALLY WEATHERED ROCKsampled as very hard, lightbrown/red/yellow, damp, fine to
coarse sandy SILT
Auger refusal at 35.0 feet belowground surface. Groundwaterencountered at 29.56 feet belowground surface at time of drilling,after 24 hours groundwater wasencountered at 9.27 feet belowground surface.
334
358
224
UD-1123
31617
589
UD-2224
81628
203650/6"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 20.0 feet
Filter pack, sand 20.0 to 35.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 22.0to 32.0 feet
Pipe cap 0.33 feetTotal well depth, 32.33 feet
SURFACE COMPLETION
2.32-foot PVC stick-up with a venthole.Top of PVC casing elev. = 606.60'
Ground surface elev. = 604.28'
Northing = 935,456.53'
Easting = 2,049,806.35'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
600
595
590
585
580
575
570
565
CAVING>
PIEZOMETER NO. PZ-140BSheet 1 of 1
3-5-21
DEPTH TO - WATER> INITIAL:
CLIENT:
29.56
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:9.27
PIEZOMETER NO. PZ-140B
START: 3-5-21
604.28ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/6"
Stiff, white/tan, moist, clayey SILTwith trace sand - (FILL)
Firm, white/gray, moist, clayey,fine to coarse SAND -(RESIDUUM)
PARTIALLY WEATHERED ROCKsampled as very dense,white/gray, dry, silty, fine tocoarse SAND with gravel
PARTIALLY WEATHERED ROCKsampled as very dense,white/gray, dry, silty, fine tocoarse SAND with trace clay
Very dense, white/gray, moist,clayey, fine to coarse SAND withtrace gravel
PARTIALLY WEATHERED ROCK
sampled as very dense,
white/gray, moist, clayed fine to
coarse sandy, rhyolite GRAVEL
Auger refusal at 22.0 feet belowground surface. No groundwaterencountered at time of drilling,
after 24 hours groundwater was
encountered at 1.90 feet below
ground surface.
256
3711
2350/4"
50/3"
123742
50/1"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 14.0 feet
Filter pack, sand 14.0 to 22.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 16.0
to 21.0 feet
Pipe cap 0.33 feetTotal well depth, 21.33 feet
SURFACE COMPLETION
1.63-foot PVC stick-up with a venthole.Top of PVC casing elev. = 594.14'
Ground surface elev. = 592.51'
Northing = 935,492.70'
Easting = 2,049,017.14'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-141BSheet 1 of 1
3-9-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:1.90
PIEZOMETER NO. PZ-141B
START: 3-9-21
592.51ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/4"
Firm, tan/gray/red, moist, fine tomedium sandy CLAY -(RESIDUUM)
Very hard, white, dry, fine tocoarse sandy SILT with trace clay
PARTIALLY WEATHERED ROCKsampled as very dense, tan/gray,dry, silty, fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense,brown/tan, dry, rhyolitic GRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense,brown/tan, dry, silty SAND with
trace gravel
PARTIALLY WEATHERED ROCKsampled as rhyolitic GRAVEL
Auger refusal at 20.0 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 4.26 feet belowground surface.
125
362732
50/3"
50/0.5"
50/0.5"
50/0.5"
Grout, 0 to 4.9 feet
Bentonite seal, 4.9 to 12.5 feet
Filter pack, sand 12.5 to 20.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.3
to 18.3 feet
Pipe cap 0.33 feetTotal well depth, 18.63 feet
SURFACE COMPLETION
2.35-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 590.92'
Ground surface elev. = 588.57'
Northing = 935,611.80'
Easting = 2,050,138.05'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
585
580
575
570
565
560
555
550
CAVING>
PIEZOMETER NO. PZ-142BSheet 1 of 1
3-5-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:4.26
PIEZOMETER NO. PZ-142B
START: 3-5-21
588.57ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
No samples
PARTIALLY WEATHERED ROCK
Auger refusal at 18.5 feet below
ground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 2.52 feet belowground surface.
245
51126
183132
101125
50/3"
50/1"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 12.0 feet
Filter pack, sand 12.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.1to 18.1 feet
Pipe cap 0.33 feet
Total well depth, 18.43 feet
SURFACE COMPLETION
2.35-foot PVC stick-up with a venthole.Top of PVC casing elev. = 585.75'
Ground surface elev. = 583.40'
Northing = 935,472.70'
Easting = 2,049,279.46'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
580
575
570
565
560
555
550
545
CAVING>
PIEZOMETER NO. PZ-143BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:2.52
PIEZOMETER NO. PZ-143B
START: 3-3-21
583.40ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Stiff, brown, moist SILT - (FILL)
Firm, red and gray, moist SILTwith trace clay - (RESIDUUM)
Firm, light brown, moist SILT withtrace clay
Very stiff, light brown, moist SILTwith trace clay
PARTIALLY WEATHERED ROCKsampled as very dense, gray,moist to wet, sandy, clayey,
andesite GRAVEL
No Recovery
Auger refusal at 19.0 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 4.77 feet below
ground surface.
247
123
225
457
50/1"
50/0"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 11.0 feet
Filter pack, sand 11.0 to 19.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
2.53-foot PVC stick-up with a venthole.Top of PVC casing elev. = 614.45'
Ground surface elev. = 611.92'
Northing = 935,269.70'
Easting = 2,048,884.46'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
610
605
600
595
590
585
580
575
CAVING>
PIEZOMETER NO. PZ-144BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:4.77
PIEZOMETER NO. PZ-144B
START: 3-18-21
611.92ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Loose, tan, moist, silty, fine SAND- (RESIDUUM)
PARTIALLY WEATHERED ROCK
sampled as very dense, tan, dry,
silty, fine to coarse SAND with
trace gravel
PARTIALLY WEATHERED ROCKsampled as soft, very severeweathering, tan, aphaniticRHYOLITE GRAVEL with slightMg staining
PARTIALLY WEATHERED ROCKsampled as very dense, tan, dry,fine to coarse SAND with quartz
and rhyolite gravel
PARTIALLY WEATHERED ROCKsampled as very dense, tan, dry,fine to coarse SAND with very
severe to complete weathered
rhyolite gravel
Auger refusal at 18.5 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 13.85 feet belowground surface.
235
1050/5"
50/5"
50/3"
50/2"
50/0"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
2.12-foot PVC stick-up with a venthole.Top of PVC casing elev. = 606.62'
Ground surface elev. = 604.50'
Northing = 935,286.79'
Easting = 2,049,171.74'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
600
595
590
585
580
575
570
565
CAVING>
PIEZOMETER NO. PZ-145BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:13.85
PIEZOMETER NO. PZ-145B
START: 3-18-21
604.50ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
Firm, light brown, moist, fine tomedium sandy SILT with tracegravel - (RESIDUUM)
Stiff, light brown and gray, moist,fine to medium sandy SILT
PARTIALLY WEATHERED ROCKsampled as very dense, lightbrown, dry, fine to coarse SAND
Auger refusal at 9.0 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 7.10 feet below
ground surface.
124
246
50/1"
50/0"
Grout, 0 to 2.0 feet
Bentonite seal, 2.0 to 3.0 feet
Filter pack, sand 3.0 to 9.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 3.30to 8.30 feet
Pipe cap 0.33 feet
Total well depth, 8.63 feet
SURFACE COMPLETION
2.49-foot PVC stick-up with a venthole.Top of PVC casing elev. = 601.84'
Ground surface elev. = 599.35'
Northing = 935,278.11'
Easting = 2,049,348.26'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
595
590
585
580
575
570
565
560
CAVING>
PIEZOMETER NO. PZ-146ABSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:7.10
PIEZOMETER NO. PZ-146AB
START: 3-19-21
599.35ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, red, moist, fine, sandy, siltyCLAY - (RESIDUUM)
Dense, gray/white, dry, silty, fineto coarse SAND with trace gravel
Dense, gray/red, dry, silty, fine tocoarse SAND
Dense, gray/red, dry, silty, fine tocoarse SAND with trace clay
Very stiff, tan, moist, fine tocoarse sandy SILT
PARTIALLY WEATHERED ROCKsampled as very dense, white andtan, moist, silty fine to coarse
SAND with gravel
PARTIALLY WEATHERED ROCKsampled as very dense,gray/brown, moist, clayey, silty,
fine to coarse SAND with
fractured quartz gravel
Auger refusal at 29.5 below
ground surface. Groundwater
encountered at 27.90 feet below
ground surface at time of drilling,
after 24 hours groundwater wasencountered at 11.68 feet belowground surface.
134
162124
101926
101921
111413
344350/5"
3250/4"
4550/3"
Grout, 0 to 5.25 feet
Bentonite seal, 5.25 to 15.5 feet
SURFACE COMPLETION
2.44-foot PVC stick-up with a venthole.Top of PVC casing elev. = 616.69'
Ground surface elev. = 614.25'
Northing = 935,275.47'
Easting = 2,049,608.34'
Filter pack, sand 15.5 to 29.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 18.5to 28.5 feet
Pipe cap 0.33 feetTotal well depth, 28.83 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
610
605
600
595
590
585
580
575
CAVING>
PIEZOMETER NO. PZ-147BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
27.90
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:11.68
PIEZOMETER NO. PZ-147B
START: 3-8-21
614.25ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
50/4"
50/3"
Stiff, light brown/white, damp,clayey SILT - (RESIDUUM)
Stiff, light brown, damp, very finesandy SILT
Stiff, light brown/red/gray, damp,very fine sandy, clayey SILT
Firm, light brown/red, moist, finesandy, clayey SILT
Very stiff, brown, black, gray,moist, fine sandy, clayey SILT
Stiff, light brown, damp, finesandy, clayey SILT
Very stiff, light brown, damp, finesandy SILT
Firm, light brown/black, gray,damp, fine to medium sandy SILT
Very hard, light gray/yellow/lightbrown, dry, fine sandy SILT
345
UD-1236
356
366
UD-2123
18520
UD-3359
51017
334
91248
Grout, 0 to 5.25 feet
Bentonite seal, 5.25 to 26.0 feet
SURFACE COMPLETION
2.10-foot PVC stick-up with a venthole.Top of PVC casing elev. = 609.06'
Ground surface elev. = 606.96'
Northing = 935,331.14'
Easting = 2,049,785.76'
Filter pack, sand 26.0 to 40.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 28.5to 38.5 feet
Pipe cap 0.33 feetTotal well depth, 38.83 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
605
600
595
590
585
580
575
570
CAVING>
PIEZOMETER NO. PZ-148BSheet 1 of 2
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
24.09
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:12.05
PIEZOMETER NO. PZ-148B
START: 3-4-21
606.96ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Boring terminated at 40.0 feetbelow ground surface.Groundwater encountered at24.09 feet below ground surfaceat time of drilling, after 24 hoursgroundwater was encountered at12.05 feet below ground surface.
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
565
560
555
550
545
540
535
530
CAVING>
PIEZOMETER NO. PZ-148BSheet 2 of 2
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
24.09
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
45
50
55
60
65
70
75
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:12.05
PIEZOMETER NO. PZ-148B
START: 3-4-21
606.96ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Soft, brown, moist, fine to coarsesandy, clayey SILT - (RESIDUUM)
Soft, brown, moist, fine tomedium sandy SILT
PARTIALLY WEATHERED ROCKsampled as very dense, brown,moist, silty, fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, tan, dry,silty, fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, tan, dry,silty, fine to coarse SAND with
gravel
Auger refusal at 18.5 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 4.90 feet below
ground surface.
113
222
50/2"
50/2"
50/1"
50/0.5"
Grout, 0 to 4.8 feet
Bentonite seal, 4.8 to 9.6 feet
Filter pack, sand 9.6 to 18.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 12.0to 17.0 feet
Pipe cap 0.33 feetTotal well depth, 17.33 feet
SURFACE COMPLETION
2.72-foot PVC stick-up with a venthole.Top of PVC casing elev. = 598.89'
Ground surface elev. = 596.17'
Northing = 935,277.44'
Easting = 2,049,002.56'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
595
590
585
580
575
570
565
560
CAVING>
PIEZOMETER NO. PZ-149BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:4.90
PIEZOMETER NO. PZ-149B
START: 3-4-21
596.17ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
No samples
PARTIALLY WEATHERED ROCK
Auger refusal at 18.5 feet below
groud surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 7.30 feet belowground surface.
5710
102723
247
91521
50/4"
50/1"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
1.9-foot PVC stick-up with a venthole.Top of PVC casing elev. = 595.34'
Ground surface elev. = 593.44'
Northing = 935,256.65'
Easting = 2,050,198.41'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-150BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:7.30
PIEZOMETER NO. PZ-150B
START: 3-3-21
593.44ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Soft, black, brown, tan, moist, fineto medium sandy CLAY - (FILL)
Firm, tan, dry, silty, fine tomedium SAND with organics -(RESIDUUM)
Firm, tan, moist, clayey, fine tomedium SAND
Very firm, white/gray, dry, silty,fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense,white/gray, dry, silty, fine to
coarse SAND with trace clay
PARTIALLY WEATHERED ROCKsampled as very dense,white/gray, dry, fine to coarse
SAND with gravel
Auger refusal at 18.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 3.19 feet belowground surface.
113
3512
799
111517
50/1"
50/0.5"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feetSURFACE COMPLETION
2.52-foot PVC stick-up with a venthole.Top of PVC casing elev. = 596.14'
Ground surface elev. = 593.62'
Northing = 934,970.39'
Easting = 2,049,074.61'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-151BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:3.19
PIEZOMETER NO. PZ-151B
START: 3-23-21
593.62ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, tan, moist, fine sandy SILT -(RESIDUUM)
Very firm, gray, dry, silty, fine tocoarse SAND
PARTIALLY WEATHERED ROCKsampled as very dense, gray,silty, fine to coarse SAND withandesite gravel
PARTIALLY WEATHERED ROCKsampled as moderatley hard,moderately severe weathereddark and light gray, porphoriticandesite GRAVEL
Auger refusal at 8.5 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 1.89 feet below
ground surface.
126
81114
50/1"
50/0"
Grout, 0 to 1.0 feet
Bentonite seal, 1.0 to 2.0 feet
Filter pack, sand 2.0 to 8.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 3.0to 8.0 feet
Pipe cap 0.33 feetTotal well depth, 8.33 feetSURFACE COMPLETION
2.50-foot PVC stick-up with a venthole.Top of PVC casing elev. = 599.61'
Ground surface elev. = 597.11'
Northing = 935,020.81'
Easting = 2,049,319.32'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
595
590
585
580
575
570
565
560
CAVING>
PIEZOMETER NO. PZ-152BSheet 1 of 1
3-25-21
DEPTH TO - WATER> INITIAL:
CLIENT:
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:1.89
PIEZOMETER NO. PZ-152B
START: 3-22-21
597.11ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, light brown and gray, moist,fine to medium sandy SILT -(RESIDUUM)
Stiff, light brown and gray, moist,fine to medium sandy SILT
Stiff, light brown and white, moist,fine to medium sandy SILT
Stiff, white, moist, fine to mediumsandy SILT with trace clay
Firm, brown and black, moist,
silty, fine SAND
Stiff, dark gray, moist SILT
Very stiff, light brown, moist SILT
Auger refusal at 33.5 feet below
ground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 6.92 feet belowground surface.
124
237
345
579
598
359
355
121514
50/0"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 21.0 feet
SURFACE COMPLETION
2.76-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 602.12'
Ground surface elev. = 599.36'
Northing = 934,989.48'
Easting = 2,049,521.50'
Filter pack, sand 21.0 to 33.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 23.0to 33.0 feet
Pipe cap 0.33 feetTotal well depth, 33.33 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
595
590
585
580
575
570
565
560
CAVING>
PIEZOMETER NO. PZ-153BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:6.92
PIEZOMETER NO. PZ-153B
START: 3-19-21
599.36ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Very stiff, light brown, slightlymoist, fine to coarse sandy SILTwith trace gravel - (RESIDUUM)
Dense, light brown, slightly moist,silty fine SAND
Dense, white and gray, slightlymoist, silty fine SAND
Very firm, white, moist, silty, fineto coarse SAND with trace gravel
PARTIALLY WEATHERED ROCK
sampled as very dense, light
grayish brown, slightly moist,
silty, fine to medium SAND
PARTIALLY WEATHERED ROCKsampled as very dense, lightgrayish brown, slightly moist,
silty, fine to coarse SAND
Auger refusal at 23.5 feet below
ground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 5.26 feet belowground surface.
489
141021
101918
51115
1350/5"
341850/3"
50/1"
Grout, 0 to 3.0 feet
Bentonite seal, 3.0 to 15.0 feet
SURFACE COMPLETION
2.0-foot PVC stick-up with a venthole.Top of PVC casing elev. = 597.40'
Ground surface elev. = 595.40'
Northing = 934,961.46'
Easting = 2,049,714.41'
Filter pack, sand 15.0 to 23.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 17.5to 22.5 feet
Pipe cap 0.33 feetTotal well depth, 22.83 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
595
590
585
580
575
570
565
560
CAVING>
PIEZOMETER NO. PZ-154BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:5.26
PIEZOMETER NO. PZ-154B
START: 3-3-21
595.40ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
50/3"
Firm, red/brown, moist, fine sandySILT - (RESIDUUM)
Firm, white/tan, moist, clayey, finesandy SILT
Hard, white/tan, moist, fine tocoarse sandy SILT with gravel
Very hard, light brown/gray, dry,fine sandy SILT
PARTIALLY WEATHERED ROCKsampled as very hard, lightbrown/gray, dry, fine sandy SILT
PARTIALLY WEATHERED ROCKsampled as very hard, lightbrown/gray, moist, fine to coarse
sandy SILT with gravel
PARTIALLY WEATHERED ROCK
sampled as very dense, gray, dry,fine to coarse SAND with gravel
Auger refusal at 25.0 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 5.89 feet belowground surface.
233
334
81320
82733
53/6"
50/3"
50/1"
Grout, 0 to 3.75 feet
Bentonite seal, 3.75 to 15.3 feet
SURFACE COMPLETION
2.91-foot PVC stick-up with a venthole.Top of PVC casing elev. = 595.52'
Ground surface elev. = 592.61'
Northing = 934,964.60'
Easting = 2,049,902.84'
Filter pack, sand 15.3 to 25.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 17.5to 22.5 feet
Pipe cap 0.33 feetTotal well depth, 22.83 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-155BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:5.89
PIEZOMETER NO. PZ-155B
START: 3-4-21
592.61ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Dense, tan, dry, silty, gravely, fineto coarse SAND - (RESIDUUM)
Very dense, tan, dry, silty, gravely,fine to coarse SAND
PARTIALLY WEATHERED ROCK
sampled as moderately hard, very
severe to complete weathering,
gray, aphanitic rhyolitic GRAVEL
PARTIALLY WEATHERED ROCK
sampled as very dense, tan, dry,gravely, fine to coarse SAND withtrace clay
Boring terminated at 10.0 feetbelow ground surface. Nogroundwater encountered at timeof drilling, after 24 hoursgroundwater was encountered at2.76 feet below ground surface.
71827
232625
2350/5"
50/3"
Grout, 0 to 2.0 feet
Bentonite seal, 2.0 to 4.0 feet
Filter pack, sand 4.0 to 10.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 4.4
to 9.4 feet
Pipe cap 0.33 feetTotal well depth, 9.73 feet
SURFACE COMPLETION
2.58-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 596.48'
Ground surface elev. = 593.90'
Northing = 934,909.11'
Easting = 2,050,078.69'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-156ASheet 1 of 1
3-24-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:2.76
PIEZOMETER NO. PZ-156A
START: 3-24-21
593.90ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
Dense, tan, dry, silty, gravely, fineto coarse SAND - (RESIDUUM)
Very dense, tan, dry, silty, gravelyfine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as moderately hard, verysevere to complete weathering,gray, aphanitic, rhyolitic GRAVEL
PARTIALLY WEATHERED ROCKsampled as very dense, tan, dry,gravely, fine to coarse SAND withtrace clay
PARTIALLY WEATHERED ROCKsampled as very dense, tan, wet,gravely, clayey, fine to coarse
SAND
PARTIALLY WEATHERED ROCKsampled as very dense, lightbrown, wet, silty, fine SAND
Auger refusal at 23.5 feet below
ground surface. Groundwaterencountered at 12.19 feet belowground surface at time of drilling,after 24 hours groundwater wasencountered at 3.97 feet belowground surface.
71827
232625
2350/5"
50/3"
134250/4"
134150/1"
50/1"
Grout, 0 to 5.0 feet
Bentonite seal, 5.0 to 15.0 feet
SURFACE COMPLETION
2.25-foot PVC stick-up with a venthole.Top of PVC casing elev. = 596.30'
Ground surface elev. = 594.05'
Northing = 934,911.48'
Easting = 2,050,082.84'
Filter pack, sand 15.0 to 23.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 17.5to 22.5 feet
Pipe cap 0.33 feetTotal well depth, 22.83 feet
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-156BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:3.97
PIEZOMETER NO. PZ-156B
START: 3-3-21
594.05ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"
50/4"
50/1"
Stiff, light brown and gray, moist,fine to coarse sandy CLAY -(RESIDUUM)
Very firm, gray, moist, silty fine tomedium SAND
PARTIALLY WEATHERED ROCKsampled as very dense,gray/black/brown, dry, silty, fineto medium SAND
Dense, gray/black/brown, moist,silty, fine to coarse SAND
PARTIALLY WEATHERED ROCKsampled as dense,gray/black/brown, dry, silty, fine
to coarse SAND
PARTIALLY WEATHERED ROCK
sampled as soft, very severweathering, black, phaneritic,ANDESITE, massive bedding
Auger refusal at 18.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 0.64 feet belowground surface.
127
UD-181114
50/4"
71222
50/1"
50/0.5"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feetSURFACE COMPLETION
2.85-foot PVC stick-up with a venthole.Top of PVC casing elev. = 591.18'
Ground surface elev. = 588.33'
Northing = 934,888.83'
Easting = 2,049,113.74'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
585
580
575
570
565
560
555
550
CAVING>
PIEZOMETER NO. PZ-157BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:0.64
PIEZOMETER NO. PZ-157B
START: 3-22-21
588.33ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, gray, and red, moist, fine tomedium sandy SILT with tracegravel - (RESIDUUM)
Firm, gray and white, dry, gravely,fine to coarse SAND
Dense, white, moist, silty, fine tocoarse SAND with trace clay
Hard, white, moist, fine sandySILT with trace gravel
PARTIALLY WEATHERED ROCKsampled as very dense, gray, dry,fine to coarse sandy andesite
GRAVEL with trace clay
PARTIALLY WEATHERED ROCKsampled as very dense, gray, dry,gravely, fine to coarse SAND
Auger refusal at 18.5 feet below
ground surface. No groundwater
encountered at time of drilling,
after 24 hours groundwater was
encountered at 8.88 feet belowground surface.
225
5713
71221
151923
50/1"
50/1"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
2.44-foot PVC stick-up with a venthole.Top of PVC casing elev. = 589.70'
Ground surface elev. = 587.26'
Northing = 934,749.99'
Easting = 2,049,051.36'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
585
580
575
570
565
560
555
550
CAVING>
PIEZOMETER NO. PZ-158BSheet 1 of 1
3-23-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:8.88
PIEZOMETER NO. PZ-158B
START: 3-22-21
587.26ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, light brown/gray, slightlymoist, silty, fine to coarse SAND -(RESIDUUM)
Very stiff, light brown, moist, fineto coarse sandy SILT with tracerhyolite gravel
Very dense, gray, moist, silty, fine
to coarse SAND with phaneriticrhyolite gravel and woody debris
PARTIALLY WEATHERED ROCKsampled as very dense, gray, dry,silty, fine to coarse SAND withcompletly weathered rhyoliticgravel
PARTIALLY WEATHERED ROCKsampled as very soft, very severeto complete weathering, light
gray, aphanitic rhyolite GRAVEL
Auger refusal at 13.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 2.60 feet belowground surface.
489
71215
151928
50/4"
50/1"
Grout, 0 to 2.0 feet
Bentonite seal, 2.0 to 6.0 feet
Filter pack, sand 6.0 to 13.5 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 8.0to 13.0 feet
Pipe cap 0.33 feetTotal well depth, 13.33 feet
SURFACE COMPLETION
2.14-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 594.23'
Ground surface elev. = 592.09'
Northing = 934,725.92'
Easting = 2,049,263.11'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-159BSheet 1 of 1
3-25-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:2.60
PIEZOMETER NO. PZ-159B
START: 3-23-21
592.09ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES
Firm, red/brown/yellow, moist,fine to medium sandy SILT -(RESIDUUM)
Stiff, red/brown/yellow, moist, fineto medium sandy, silty CLAY
Very stiff, red/gray, dry, fine tocoarse sandy SILT
Hard, light brown/gray, dry, fine tomedium sandy SILT
PARTIALLY WEATHERED ROCKsampled as very dense, lightbrown/gray, silty, fine to coarse
SAND
Auger refusal at 18.5 feet below
ground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 13.38 feet belowground surface.
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 11.0 feet
Filter pack, sand 11.0 to 18.5 feet
1-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 13.0to 18.0 feet
Pipe cap 0.33 feetTotal well depth, 18.33 feet
SURFACE COMPLETION
2.10-foot PVC stick-up with a venthole.Top of PVC casing elev. = 595.90'
Ground surface elev. = 593.80'
Northing = 934,739.30'
Easting = 2,049,452.76'
234
UD-1359
71113
141721
50/2"
50/0"
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-160BSheet 1 of 1
3-25-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:13.38
PIEZOMETER NO. PZ-160B
START: 3-23-21
593.80ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22SOILTYPE
SAMPLES102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILS
Stiff, light brown, moist, SILT withtrace sand - (RESIDUUM)
Very stiff, light brown, moist, siltyclay with trace sand
Very stiff, light brown and white,
moist, clayey SILT with trace sand
PARTIALLY WEATHERED ROCKsampled as very dense, lightbrown, moist, silty, fine to coarse
SAND with trace gravel
PARTIALLY WEATHERED ROCKsampled as very hard, brown,moist, fine to coarse sandy SILT
with trace gravel
PARTIALLY WEATHERED ROCKsampled as rhyolite gravel
Auger refusal at 23.5 feet belowground surface. No groundwaterencountered at time of drilling,after 24 hours groundwater wasencountered at 10.96 feet belowground surface.
446
2713
41217
5813
50/6"
3550/2"
50/1"
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 14.0 feet
Filter pack, sand 14.0 to 23.5 feet
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen, 16.5to 21.5 feet
Pipe cap 0.33 feet
Total well depth, 21.83 feet
SURFACE COMPLETION
2.62-foot PVC stick-up with a venthole.Top of PVC casing elev. = 594.71'
Ground surface elev. = 592.09'
Northing = 934,791.46'
Easting = 2,049,689.05'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-161BSheet 1 of 1
3-8-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA
J21-1003-81
AFTER 24 HOURS:10.96
PIEZOMETER NO. PZ-161B
START: 3-3-21
592.09ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/2"
PARTIALLY WEATHERED ROCKsampled as very dense, gray/red,dry, fine to coarse sandy rhyolitetuff GRAVEL - (RESIDUUM)
Auger refusal at 5.5 feet below
ground surface. No sample
collected.
Very soft to soft, very severe
weathering, white and gray,pyroclastic, RHYOLITIC TUFF,with very close to close fractures,organic weathering, shallow tomoderately dipping, and Mgstaining.
R-1 recovery = 82.4% RQD = 31%
Very soft to soft, very severeweathering, white and gray,pyroclastic, RHYOLITIC TUFF,with very close to close fractures,organic weathering, shallow tosteep dipping, and Mg staining.
R-2 recovery = 93% RQD = 58%
Very soft to soft, very severe
weathering, white and gray,
pyroclastic, RHYOLITIC TUFF,
with very close to close fractures,
organic weathering, shallowdipping, and Mg staining.
R-3 recovery = 28% RQD = 18.5%
Boring terminated at 20.0 feetbelow ground surface. Nogroundwater encountered at timeof drilling, after 24 hoursgroundwater was encountered at8.82 feet below ground surface.
51150/5"
50/0"
R-1
R-2
R-3
Grout, 0 to 4.0 feet
Bentonite seal, 4.0 to 13.0 feet
Filter pack, sand 13.0 to 20.0 feet
2-inch diameter, 0.010-inch slottedSchedule 40 PVC well screen, 14.6to 19.6 feet
Pipe cap 0.33 feetTotal well depth, 19.93 feet
SURFACE COMPLETION
2.45-foot PVC stick-up with a venthole.
Top of PVC casing elev. = 597.03'
Ground surface elev. = 594.58'
Northing = 934,738.84'
Easting = 2,049,925.61'
DESCRIPTION
LOCATION:
DRILLER:
DRILLING METHOD:
590
585
580
575
570
565
560
555
CAVING>
PIEZOMETER NO. PZ-162CSheet 1 of 1
3-25-21
DEPTH TO - WATER> INITIAL:
CLIENT:
Dry
PROJECT NO.:
END:Republic Services
Person County, North Carolina
G. Eister, Bridger Drilling
ELEVATION/DEPTH (FT)
5
10
15
20
25
30
35
PROJECT:
CME 450 Track ATV with 8.25" O.D. HSA and NQ Core
J21-1003-81
AFTER 24 HOURS:8.82
PIEZOMETER NO. PZ-162C
START: 3-3-21
594.58ELEVATION:
R. BlaisLOGGED BY:
Upper Piedmont MSW Regional Landfill
GEOT_WELL 1003-81.GPJ 4/12/22102 5 20 30 40 50 70 90
STANDARD PENETRATION RESULTSBLOWS/FOOT MONITOR WELL INSTALLATIONDETAILSSOILTYPE
SAMPLES50/5"

APPENDIX C
Piezometer Installation Procedures

APPENDIX C
Piezometer Installation Procedures

Groundwater piezometers were installed in the boreholes resulting from the drilling process. Approximate
well locations are shown on the attached Piezometer/Boring Location Plan (Figure 2).

The piezometer consists of 2-inch diameter PVC pipe (Schedule 40 with flush-threaded joints) inserted into
4.0 to 8.25-inch nominal diameter boreholes. The bottom 10 to 15-foot section of each piezometer was a
manufactured screen with 0.010-inch slots. Washed sand backfill was placed around the outside of the pipe
to at least 2 feet above the top of the well screen.

A bentonite seal (minimum 2-foot thick) was installed on top of the sand backfill up to within 5 feet of the
ground surface. The upper 5 feet was filled cement-bentonite grout mixture. A PVC cap was placed over
the PVC well stickup on each piezometer. Piezometer construction records are attached in Appendix B.

APPENDIX D
Survey Data

APPENDIX E
Precipitation Data

MONTHLY PRECIPITATION DATA - 1991 TO 2022
North Carolina - Division 3
Upper Piedmont MSW Landfill
Person County, North Carolina
BLE Project Number J21-1003-81
Year/Precipitation (inches)
MONTH 1991 1992 1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 31-Yr Monthly Avg.
January 4.77 4.09 4.89 4.14 4.65 4.48 3.16 7.52 5.59 4.28 2.22 4.66 2.27 1.46 2.69 2.52 3.54 1.18 2.94 4.41 1.25 1.86 4.99 3.35 2.67 2.14 4 3.51 4.06 4.62 4.05 5.09 3.66
February 1.5 2.88 2.79 3.36 3.61 2.72 3.16 5.45 2.08 1.89 2.51 1.16 4.93 2.75 2.24 1.6 2.29 3 1.37 2.88 1.63 1.88 3.45 2.57 3.04 4.27 0.81 2.73 5.77 6.68 6.4 3.11 3.02
March 6.47 3.37 7.85 7.11 3.11 3.76 3.75 6.08 3.07 3.03 5.54 3.68 6.65 1.64 4.17 1.02 3.55 4.09 6 3.9 5.12 3.85 2.63 4.54 3.26 2.52 2.55 4.34 3.51 2.35 3.88 -4.08
April 3.35 3.66 5.04 1.99 0.9 3.36 5.68 4.65 4.45 5.15 2.17 1.32 6.22 2.8 2.23 3.53 3.79 5.49 2.28 1.48 3.21 2.79 3.97 4.91 3.47 2.8 7.56 5.1 4.63 5.06 1.95 -3.71
May 3.01 3.72 3.48 2.41 4.24 4.93 1.49 4.63 1.92 2.61 3.63 2.51 6.83 3.23 2.67 2.4 1.26 3.2 4.49 5.52 3.97 4.99 3.71 4.12 2.05 6.11 6.16 6.47 1.76 7.69 2.09 -3.78
June 2.54 4.77 2.2 3.15 10.43 2.93 4.17 2.7 2.56 4.87 4.17 2.21 6.13 4.41 3.18 8.41 3.65 3.01 5.66 2.57 2.74 2.61 7.67 2.52 4.8 4.94 5.61 3.3 7.75 4.95 4.09 -4.35
July 4.96 4.1 4.38 6.46 3.78 4.29 4.21 3.02 4.19 4.61 5.12 3.89 6.12 5.5 5.22 6.17 3.14 3.92 2.35 4 3.88 4.7 6.49 3.87 4.63 5.04 2.29 4.46 3.81 3.27 6.24 -4.46
August 3.66 4.76 2.38 4.24 3.96 6.07 1.95 2.89 3.59 4.95 3.15 5.2 6.38 7.25 2.87 3.56 1.2 6.26 3.09 4.2 3.43 5.24 3.89 4.45 3.14 4.09 4.3 7.71 3.87 7.52 4.29 -4.31
September 3.44 2.84 2.85 2.07 2.34 10.77 3.99 2.79 13.91 5.18 2.3 4.08 6.32 5.89 0.99 5.46 1.33 6.18 3.33 5.62 5.42 5.49 2.22 4.24 6.19 5.3 2.58 8.25 0.58 6.28 3.64 -4.58
October 1.49 3.97 2.4 2.5 7.92 3.41 2.82 1.47 2.82 0.04 0.98 7.93 2.6 2.26 3.6 4.16 5.59 1.35 2.46 3.37 3.59 2.39 1.85 3.15 4.92 4.94 3.06 5.96 5.14 4.35 2.46 -3.39
November 1.32 5.24 3.56 2.63 4.2 3.32 3.11 1.65 1.82 1.97 0.44 4.24 2.13 4.17 3.83 6.28 0.72 3.13 8.23 1.2 4.86 0.48 3.03 3.67 5.98 0.74 1.4 7.14 3.03 6.07 0.49 -3.23
December 3.39 2.78 4.16 1.06 1.6 4.14 2.88 4.86 2.08 1.46 2.31 4.79 3.55 2.56 4.81 2.41 3.98 4.03 6.6 2.5 2.64 3.01 5.47 3.27 7.01 1.83 1.59 5.84 3.73 5.36 1.61 -3.46
SEASON 31-Yr Seasonal Avg.
Winter 12.74 10.34 15.53 14.61 11.37 10.96 10.07 19.05 10.74 9.2 10.27 9.5 13.85 5.85 9.1 5.14 9.38 8.27 10.31 11.19 8 7.59 11.07 10.46 8.97 8.93 7.36 10.58 13.34 13.65 14.33 -10.70
Spring 8.9 12.15 10.72 7.55 15.57 11.22 11.34 11.98 8.93 12.63 9.97 6.04 19.18 10.44 8.08 14.34 8.7 11.7 12.43 9.57 9.92 10.39 15.35 11.55 10.32 13.85 19.33 14.87 14.14 17.7 8.13 -11.84
Summer 12.06 11.7 9.61 12.77 10.08 21.13 10.15 8.7 21.69 14.74 10.57 13.17 18.82 18.64 9.08 15.19 5.67 16.36 8.77 13.82 12.73 15.43 12.6 12.56 13.96 14.43 9.17 20.42 8.26 17.07 14.17 -13.34
Fall 6.2 11.99 10.12 6.19 13.72 10.87 8.81 7.98 6.72 3.47 3.73 16.96 8.28 8.99 12.24 12.85 10.29 8.51 17.29 7.07 11.09 5.88 10.35 10.09 17.91 7.51 6.05 18.94 11.9 15.78 4.56 -10.08
Yearly Avg.
Yearly Totals 39.90 46.18 45.98 41.12 50.74 54.18 40.37 47.71 48.08 40.04 34.54 45.67 60.13 43.92 38.50 47.52 34.04 44.84 48.80 41.65 41.74 39.29 49.37 44.66 51.16 44.72 41.91 64.81 47.64 64.20 41.19 8.20 46.00
Data Source: NOAA, public information - Updated May 2023
Months that water levels were collected from piezometers and wells at the site during the current hydrogeologic assessment.
-6
-4
-2
0
2
4
6
8
Jan-02Jan-03Jan-04Jan-05Jan-06Jan-07Jan-08Jan-09Jan-10Jan-11Jan-12Jan-13Jan-14Jan-15Jan-16Jan-17Jan-18Jan-19Jan-20Jan-21Jan-22INDEX VALUE(-) Drought Conditions(+) Non-Drought ConditionsDATE
PALMER DROUGHT SEVERITY INDEX
North Carolina Division 3
Upper Piedmont MSW Landfill
Person Co., North Carolina
BLE Project Number J21-1003-81

APPENDIX F
Slug Test Procedures and Results

APPENDIX F
Slug Test Procedures and Results

Slug tests were performed in the field to estimate the average hydraulic conductivity of the upper formation
material. Hydraulic conductivity is a constant of proportionality relating to the ease with which a fluid
passes through a porous medium. These data were used to estimate the groundwater flow velocities of
groundwater beneath the site. The field procedure was as follows:

• Measure the static groundwater elevation in the well to be tested.

• Affect an instantaneous change to the static water level in the well by removing a known volume
of water.

• Measure the rate at which shown on the attached sheets the water level recovers to its original level.

The resulting slug test data (time versus water level) was reduced and hydraulic conductivity values were
calculated using the Bouwer and Rice (1976) Method for partially-penetrating wells in an unconfined
aquifer.

S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\GW-6.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test 1/8/04
Upper Piedmont Regional MSW Landfill - Person County, North Carolina
Project Number: J03-1003-41 for Republic Services, LLC
Analysis by BLE
GW-6
Ho is 3.88 feet at 10.2 Seconds
0 1
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 3.74
ln(Re/Rw) = 3.506616e+000 Analysis starts at time 49.8 Seconds
Analysis ends at time 120 minutes 43 Measurements analyzed from 6 to 48 Hydraulic Conductivity = 4.28e-007 cm/sec Transmissivity = 1.29e-005 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\GW-6.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill -
Location:Person County, North Carolina
Test Date:1/8/04
Client:Republic Services, LLC
Project Number:J03-1003-41
Import File:C:\MSP Files\Upper Piedmont LF NC\100341\UPLF GW-6 slug data.txt
Well Label:GW-6
Aquifer Thickness:15.3 feet
Screen Length:15. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.167 feet
Static Water Level:0. feet
Water Table to Screen Bottom:15.3 feet
Anisotropy Ratio:1.
Time Adjustment:10.2 Seconds
Test starts with trial 0
There are 48 time and drawdown measurements
Maximum head is 3.88 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 10.2 0.3.88 3.88 1.
2 15.4.8 3.85 3.85 0.992
3 19.8 9.6 3.84 3.84 0.99
4 30.19.8 3.83 3.83 0.987
5 40.2 30.3.82 3.82 0.985
6 49.8 39.6 3.82 3.82 0.985
7 60.49.8 3.81 3.81 0.982
8 70.2 60.3.81 3.81 0.982
9 79.8 69.6 3.8 3.8 0.979
10 90.79.8 3.8 3.8 0.979
11 100 90.3.79 3.79 0.977
12 110 99.6 3.79 3.79 0.977
13 120 110 3.79 3.79 0.977
14 150 140 3.78 3.78 0.974
15 180 170 3.78 3.78 0.974
16 210 200 3.77 3.77 0.972
17 240 230 3.76 3.76 0.969
18 270 260 3.76 3.76 0.969
19 300 290 3.75 3.75 0.966
20 330 320 3.74 3.74 0.964
21 360 350 3.73 3.73 0.961
22 390 380 3.73 3.73 0.961
23 420 410 3.73 3.73 0.961
24 450 440 3.73 3.73 0.961
25 480 470 3.72 3.72 0.959
26 540 530 3.72 3.72 0.959
27 600 590 3.71 3.71 0.956
28 660 650 3.71 3.71 0.956
29 720 710 3.7 3.7 0.954
30 780 770 3.7 3.7 0.954
31 840 830 3.69 3.69 0.951
32 900 890 3.68 3.68 0.948
33 960 950 3.67 3.67 0.946
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\GW-6.slg Page 2
34 1.02e+003 1.01e+003 3.67 3.67 0.946
35 1.08e+003 1.07e+003 3.66 3.66 0.943
36 1.14e+003 1.13e+003 3.66 3.66 0.943
37 1.2e+003 1.19e+003 3.66 3.66 0.943
38 1.5e+003 1.49e+003 3.63 3.63 0.936
39 1.8e+003 1.79e+003 3.61 3.61 0.93
40 2.4e+003 2.39e+003 3.57 3.57 0.92
41 3.e+003 2.99e+003 3.54 3.54 0.912
42 3.6e+003 3.59e+003 3.5 3.5 0.902
43 4.2e+003 4.19e+003 3.48 3.48 0.897
44 4.8e+003 4.79e+003 3.46 3.46 0.892
45 5.4e+003 5.39e+003 3.43 3.43 0.884
46 6.e+003 5.99e+003 3.42 3.42 0.881
47 6.6e+003 6.59e+003 3.4 3.4 0.876
48 7.2e+003 7.19e+003 3.38 3.38 0.871
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\PZ-20ab.slg Page 1
Bouwer and Rice GraphUpper Piedmont Regional MSWLF
Person County, NC 4/23/99
Project Number: J99-1003-16 for Republic Services, LLC
Analysis by BLE
PZ-20ab
Ho is 3.5 feet at 10. Seconds
0 1 2 3
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 1.91 ln(Re/Rw) = 2.487066e+000
Analysis starts at time 660 Seconds Analysis ends at time 110 minutes
17 Measurements analyzed from 31 to 47 Hydraulic Conductivity = 6.74e-006 cm/sec Transmissivity = 1.25e-004 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\PZ-20ab.slg Page 1
Site Name:Upper Piedmont Regional MSWLF
Location:Person County, NC
Test Date:4/23/99
Client:Republic Services, LLC
Project Number:J99-1003-16
Well Label:PZ-20ab
Aquifer Thickness:9.42 feet
Screen Length:9.42 feet
Casing Radius:8.33e-002 feet
Effective Radius:0.344 feet
Static Water Level:13.1 feet
Water Table to Screen Bottom:9.42 feet
Anisotropy Ratio:1.
Time Adjustment:10. Seconds
Test starts with trial 1
There are 48 time and drawdown measurements
Maximum head is 3.5 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 0.-10.13.1 2.e-002 5.71e-003
2 10.0.9.6 3.5 1.
3 15.5.9.78 3.32 0.949
4 20.10.9.85 3.25 0.929
5 30.20.10.1 3.05 0.871
6 40.30.10.2 2.88 0.823
7 50.40.10.3 2.76 0.789
8 60.50.10.5 2.6 0.743
9 70.60.10.6 2.48 0.709
10 80.70.10.7 2.38 0.68
11 90.80.10.8 2.3 0.657
12 100 90.10.9 2.2 0.629
13 110 100.10.9 2.16 0.617
14 120 110 11.2.1 0.6
15 150 140 11.2 1.95 0.557
16 180 170 11.3 1.83 0.523
17 210 200 11.4 1.73 0.494
18 240 230 11.4 1.65 0.471
19 270 260 11.5 1.59 0.454
20 300 290 11.6 1.53 0.437
21 330 320 11.6 1.49 0.426
22 360 350 11.7 1.44 0.411
23 390 380 11.7 1.4 0.4
24 420 410 11.7 1.38 0.394
25 450 440 11.8 1.34 0.383
26 480 470 11.8 1.3 0.371
27 510 500 11.8 1.29 0.369
28 540 530 11.8 1.27 0.363
29 570 560 11.9 1.24 0.354
30 600 590 11.9 1.22 0.349
31 660 650 11.9 1.17 0.334
32 720 710 12.1.13 0.323
33 780 770 12.1.1 0.314
34 840 830 12.1.07 0.306
35 900 890 12.1 1.05 0.3
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\PZ-20ab.slg Page 2
36 960 950 12.1 1.03 0.294
37 1.02e+003 1.01e+003 12.1 1.01 0.289
38 1.08e+003 1.07e+003 12.1 0.99 0.283
39 1.14e+003 1.13e+003 12.1 0.98 0.28
40 1.2e+003 1.19e+003 12.1 0.96 0.274
41 1.5e+003 1.49e+003 12.2 0.91 0.26
42 1.8e+003 1.79e+003 12.3 0.84 0.24
43 2.1e+003 2.09e+003 12.3 0.8 0.229
44 2.4e+003 2.39e+003 12.4 0.75 0.214
45 3.e+003 2.99e+003 12.4 0.66 0.189
46 3.6e+003 3.59e+003 12.5 0.59 0.169
47 6.6e+003 6.59e+003 12.7 0.39 0.111
48 1.2e+004 1.2e+004 12.9 0.24 6.86e-002
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\PZ-22c.slg Page 1
Bouwer and Rice GraphUpper Piedmont Regional MSWLF
Person County, NC 4/23/99
Project Number: J99-1003-16 for Republic Services, LLC
Analysis by BLE
PZ-22c
Ho is 1.03 feet at 5. Seconds
0 1
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 5.89 ln(Re/Rw) = 3.966434e+000
Analysis starts at time 90. Seconds Analysis ends at time 40. minutes
33 Measurements analyzed from 10 to 42 Hydraulic Conductivity = 2.2e-006 cm/sec Transmissivity = 8.74e-005 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\PZ-22c.slg Page 1
Site Name:Upper Piedmont Regional MSWLF
Location:Person County, NC
Test Date:4/23/99
Client:Republic Services, LLC
Project Number:J99-1003-16
Well Label:PZ-22c
Aquifer Thickness:20.2 feet
Screen Length:20.2 feet
Casing Radius:0.124 feet
Effective Radius:0.124 feet
Static Water Level:14.5 feet
Water Table to Screen Bottom:20.2 feet
Anisotropy Ratio:1.
Time Adjustment:5. Seconds
Test starts with trial 1
There are 43 time and drawdown measurements
Maximum head is 1.03 feet
Minimum head is -1.e-002 feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 0.-5.14.5 -1.e-002 -9.71e-003
2 5.0.13.5 1.03 1.
3 20.15.13.5 1.02 0.99
4 30.25.13.5 1.01 0.981
5 40.35.13.5 1.01 0.981
6 50.45.13.5 1.01 0.981
7 60.55.13.5 1.01 0.981
8 70.65.13.5 1.01 0.981
9 80.75.13.5 1.01 0.981
10 90.85.13.5 1.0.971
11 100 95.13.5 1.0.971
12 110 105 13.5 1.0.971
13 120 115 13.5 1.0.971
14 150 145 13.5 1.0.971
15 180 175 13.5 1.0.971
16 210 205 13.5 1.0.971
17 240 235 13.5 1.0.971
18 270 265 13.5 1.0.971
19 300 295 13.5 1.0.971
20 330 325 13.5 1.0.971
21 360 355 13.5 1.0.971
22 390 385 13.5 1.0.971
23 420 415 13.5 1.0.971
24 450 445 13.5 1.0.971
25 480 475 13.5 1.0.971
26 510 505 13.5 1.0.971
27 540 535 13.5 0.99 0.961
28 570 565 13.5 0.99 0.961
29 600 595 13.5 0.99 0.961
30 660 655 13.5 0.99 0.961
31 720 715 13.5 0.99 0.961
32 780 775 13.5 0.99 0.961
33 840 835 13.5 0.99 0.961
34 900 895 13.5 0.98 0.951
35 960 955 13.5 0.98 0.951
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\From Prior Reports\PZ-22c.slg Page 2
36 1.02e+003 1.02e+003 13.5 0.98 0.951
37 1.08e+003 1.08e+003 13.5 0.97 0.942
38 1.14e+003 1.14e+003 13.5 0.97 0.942
39 1.2e+003 1.2e+003 13.5 0.96 0.932
40 1.5e+003 1.5e+003 13.6 0.94 0.913
41 1.8e+003 1.8e+003 13.6 0.92 0.893
42 2.4e+003 2.4e+003 13.6 0.89 0.864
43 4.5e+003 4.5e+003 13.7 0.81 0.786
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ132BFH.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test October 28, 2021
Upper Piedmont Regional MSW Landfill Rougemont, NC
Project Number: 1003-81 for Republic Services of North Carolina, LLC.
Analysis by BLE
PZ-132B
Ho is 3.55 feet at 11. Seconds
0
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 1.97
ln(Re/Rw) = 2.659335e+000 Analysis starts at time 19. Seconds
Analysis ends at time 47. minutes
133 Measurements analyzed from 10 to 142
Hydraulic Conductivity = 3.31e-005 cm/sec Transmissivity = 7.93e-004 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ132BFH.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill
Location:Rougemont, NC
Test Date:October 28, 2021
Client:Republic Services of North Carolina, LLC.
Project Number:1003-81
Import File:S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\
Well Label:PZ-132B
Aquifer Thickness:12.2 feet
Screen Length:10. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.344 feet
Static Water Level:0. feet
Water Table to Screen Bottom:12.2 feet
Anisotropy Ratio:2.
Time Adjustment:11. Seconds
Test starts with trial 1
There are 155 time and drawdown measurements
Maximum head is 3.55 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 10.-0.96 3.54 3.54 0.996
2 11.0.3.55 3.55 1.
3 12.1.02 3.54 3.54 0.998
4 13.2.04 3.54 3.54 0.996
5 14.3.3.53 3.53 0.994
6 15.4.02 3.52 3.52 0.991
7 16.5.04 3.52 3.52 0.991
8 17.6.3.51 3.51 0.989
9 18.7.02 3.5 3.5 0.987
10 19.8.04 3.5 3.5 0.987
11 20.9.3.5 3.5 0.987
12 21.10.3.5 3.5 0.985
13 22.11.3.5 3.5 0.985
14 23.12.3.48 3.48 0.98
15 24.13.3.48 3.48 0.98
16 25.14.3.47 3.47 0.978
17 26.15.3.47 3.47 0.978
18 27.16.3.46 3.46 0.976
19 28.17.3.46 3.46 0.976
20 29.18.3.46 3.46 0.976
21 30.19.3.46 3.46 0.974
22 31.20.3.46 3.46 0.974
23 32.21.3.45 3.45 0.971
24 33.22.3.45 3.45 0.971
25 34.23.3.44 3.44 0.969
26 35.24.3.43 3.43 0.967
27 36.25.3.43 3.43 0.967
28 37.26.3.43 3.43 0.967
29 38.27.3.43 3.43 0.965
30 39.28.3.42 3.42 0.962
31 40.29.3.42 3.42 0.963
32 41.30.3.42 3.42 0.963
33 42.31.3.41 3.41 0.96
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ132BFH.slg Page 2
34 43.32.3.41 3.41 0.96
35 44.33.3.4 3.4 0.958
36 45.34.3.4 3.4 0.958
37 46.35.3.4 3.4 0.958
38 47.36.3.4 3.4 0.958
39 48.37.3.38 3.38 0.953
40 49.38.3.39 3.39 0.956
41 50.39.3.38 3.38 0.953
42 51.40.3.38 3.38 0.953
43 52.41.3.38 3.38 0.951
44 53.42.3.38 3.38 0.951
45 54.43.3.37 3.37 0.949
46 55.44.3.36 3.36 0.947
47 56.45.3.36 3.36 0.947
48 57.46.3.36 3.36 0.947
49 58.47.3.36 3.36 0.947
50 59.48.3.35 3.35 0.945
51 60.49.3.35 3.35 0.942
52 70.59.3.31 3.31 0.934
53 80.69.3.3 3.3 0.929
54 90.79.3.27 3.27 0.92
55 100 89.3.23 3.23 0.909
56 110 99.3.21 3.21 0.903
57 120 109 3.18 3.18 0.897
58 130 119 3.15 3.15 0.888
59 140 129 3.12 3.12 0.879
60 150 139 3.1 3.1 0.873
61 160 149 3.08 3.08 0.866
62 170 159 3.04 3.04 0.857
63 180 169 3.01 3.01 0.848
64 190 179 2.99 2.99 0.841
65 200 189 2.96 2.96 0.834
66 210 199 2.93 2.93 0.825
67 220 209 2.91 2.91 0.819
68 230 219 2.88 2.88 0.81
69 240 229 2.85 2.85 0.803
70 250 239 2.83 2.83 0.797
71 260 249 2.8 2.8 0.789
72 270 259 2.78 2.78 0.782
73 280 269 2.76 2.76 0.778
74 290 279 2.73 2.73 0.769
75 300 289 2.71 2.71 0.762
76 310 299 2.68 2.68 0.756
77 320 309 2.65 2.65 0.747
78 330 319 2.64 2.64 0.745
79 340 329 2.61 2.61 0.734
80 350 339 2.59 2.59 0.729
81 360 349 2.57 2.57 0.723
82 370 359 2.54 2.54 0.716
83 380 369 2.51 2.51 0.707
84 390 379 2.49 2.49 0.701
85 400 389 2.46 2.46 0.694
86 410 399 2.45 2.45 0.69
87 420 409 2.43 2.43 0.685
88 430 419 2.41 2.41 0.679
89 440 429 2.38 2.38 0.67
90 450 439 2.36 2.36 0.663
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ132BFH.slg Page 3
91 460 449 2.34 2.34 0.659
92 470 459 2.31 2.31 0.65
93 480 469 2.29 2.29 0.646
94 490 479 2.27 2.27 0.639
95 500 489 2.25 2.25 0.635
96 510 499 2.22 2.22 0.626
97 520 509 2.21 2.21 0.622
98 530 519 2.18 2.18 0.615
99 540 529 2.17 2.17 0.61
100 550 539 2.14 2.14 0.604
101 560 549 2.13 2.13 0.599
102 570 559 2.1 2.1 0.593
103 580 569 2.09 2.09 0.588
104 590 579 2.06 2.06 0.579
105 600 589 2.03 2.03 0.573
106 660 649 1.92 1.92 0.54
107 720 709 1.81 1.81 0.509
108 780 769 1.69 1.69 0.476
109 840 829 1.58 1.58 0.445
110 900 889 1.49 1.49 0.418
111 960 949 1.4 1.4 0.393
112 1.02e+003 1.01e+003 1.31 1.31 0.369
113 1.08e+003 1.07e+003 1.23 1.23 0.345
114 1.14e+003 1.13e+003 1.14 1.14 0.321
115 1.2e+003 1.19e+003 1.07 1.07 0.301
116 1.26e+003 1.25e+003 0.983 0.983 0.277
117 1.32e+003 1.31e+003 0.912 0.912 0.257
118 1.38e+003 1.37e+003 0.85 0.85 0.239
119 1.44e+003 1.43e+003 0.787 0.787 0.222
120 1.5e+003 1.49e+003 0.724 0.724 0.204
121 1.56e+003 1.55e+003 0.669 0.669 0.188
122 1.62e+003 1.61e+003 0.614 0.614 0.173
123 1.68e+003 1.67e+003 0.567 0.567 0.16
124 1.74e+003 1.73e+003 0.515 0.515 0.145
125 1.8e+003 1.79e+003 0.478 0.478 0.135
126 1.86e+003 1.85e+003 0.44 0.44 0.124
127 1.92e+003 1.91e+003 0.393 0.393 0.111
128 1.98e+003 1.97e+003 0.362 0.362 0.102
129 2.04e+003 2.03e+003 0.331 0.331 9.32e-002
130 2.1e+003 2.09e+003 0.3 0.3 8.45e-002
131 2.16e+003 2.15e+003 0.275 0.275 7.74e-002
132 2.22e+003 2.21e+003 0.252 0.252 7.1e-002
133 2.28e+003 2.27e+003 0.228 0.228 6.42e-002
134 2.34e+003 2.33e+003 0.212 0.212 5.97e-002
135 2.4e+003 2.39e+003 0.186 0.186 5.24e-002
136 2.46e+003 2.45e+003 0.176 0.176 4.96e-002
137 2.52e+003 2.51e+003 0.164 0.164 4.62e-002
138 2.58e+003 2.57e+003 0.149 0.149 4.2e-002
139 2.64e+003 2.63e+003 0.141 0.141 3.97e-002
140 2.7e+003 2.69e+003 0.133 0.133 3.75e-002
141 2.76e+003 2.75e+003 0.126 0.126 3.55e-002
142 2.82e+003 2.81e+003 0.118 0.118 3.32e-002
143 2.88e+003 2.87e+003 0.111 0.111 3.13e-002
144 2.94e+003 2.93e+003 0.111 0.111 3.13e-002
145 3.e+003 2.99e+003 0.102 0.102 2.87e-002
146 3.06e+003 3.05e+003 9.4e-002 9.4e-002 2.65e-002
147 3.12e+003 3.11e+003 9.1e-002 9.1e-002 2.56e-002
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148 3.18e+003 3.17e+003 8.3e-002 8.3e-002 2.34e-002
149 3.24e+003 3.23e+003 8.5e-002 8.5e-002 2.39e-002
150 3.3e+003 3.29e+003 8.5e-002 8.5e-002 2.39e-002
151 3.36e+003 3.35e+003 8.6e-002 8.6e-002 2.42e-002
152 3.42e+003 3.41e+003 7.8e-002 7.8e-002 2.2e-002
153 3.48e+003 3.47e+003 7.3e-002 7.3e-002 2.06e-002
154 3.54e+003 3.53e+003 8.2e-002 8.2e-002 2.31e-002
155 3.6e+003 3.59e+003 7.3e-002 7.3e-002 2.06e-002
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test February 16, 2022
Upper Piedmont Regional MSW Landfill Rougemont, NC
Project Number: 1003-81 for Republic Services of North Carolina, LLC.
Analysis by BLE
PZ-139C
Ho is 5.03 feet at 7.02 Seconds
0 1 2 3 4 5 6 7 8 9 10 11
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 2.25
ln(Re/Rw) = 3.194944e+000 Analysis starts at time 48. Seconds
Analysis ends at time 664 minutes 721 Measurements analyzed from 41 to 761 Hydraulic Conductivity = 2.78e-007 cm/sec Transmissivity = 4.96e-006 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill
Location:Rougemont, NC
Test Date:February 16, 2022
Client:Republic Services of North Carolina, LLC.
Project Number:1003-81
Import File:S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\
Well Label:PZ-139C
Aquifer Thickness:9.07 feet
Screen Length:5. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.125 feet
Static Water Level:0. feet
Water Table to Screen Bottom:9.07 feet
Anisotropy Ratio:2.
Time Adjustment:7.02 Seconds
Test starts with trial 0
There are 761 time and drawdown measurements
Maximum head is 5.03 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 7.02 0.5.03 5.03 1.
2 7.98 0.96 4.45 4.45 0.884
3 9.1.98 4.58 4.58 0.911
4 11.3.96 3.53 3.53 0.702
5 12.4.98 3.52 3.52 0.7
6 13.6.3.51 3.51 0.698
7 14.6.96 3.5 3.5 0.697
8 15.7.98 3.48 3.48 0.693
9 16.9.3.49 3.49 0.694
10 17.9.96 3.48 3.48 0.693
11 18.11.3.48 3.48 0.692
12 19.12.3.48 3.48 0.692
13 20.13.3.48 3.48 0.692
14 21.14.3.47 3.47 0.69
15 22.15.3.47 3.47 0.69
16 23.16.3.47 3.47 0.69
17 24.17.3.45 3.45 0.687
18 25.18.3.45 3.45 0.687
19 26.19.3.45 3.45 0.687
20 27.20.3.45 3.45 0.687
21 28.21.3.45 3.45 0.687
22 29.22.3.45 3.45 0.687
23 30.23.3.45 3.45 0.687
24 31.24.3.45 3.45 0.686
25 32.25.3.45 3.45 0.686
26 33.26.3.45 3.45 0.686
27 34.27.3.44 3.44 0.684
28 35.28.3.45 3.45 0.686
29 36.29.3.45 3.45 0.686
30 37.30.3.44 3.44 0.684
31 38.31.3.44 3.44 0.684
32 39.32.3.44 3.44 0.684
33 40.33.3.44 3.44 0.684
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 2
34 41.34.3.44 3.44 0.684
35 42.35.3.43 3.43 0.682
36 43.36.3.44 3.44 0.684
37 44.37.3.44 3.44 0.684
38 45.38.3.43 3.43 0.682
39 46.39.3.44 3.44 0.684
40 47.40.3.42 3.42 0.681
41 48.41.3.43 3.43 0.682
42 49.42.3.43 3.43 0.682
43 50.43.3.43 3.43 0.682
44 51.44.3.43 3.43 0.682
45 52.45.3.44 3.44 0.684
46 53.46.3.43 3.43 0.682
47 54.47.3.43 3.43 0.682
48 55.48.3.43 3.43 0.682
49 56.49.3.43 3.43 0.682
50 57.50.3.43 3.43 0.682
51 58.51.3.42 3.42 0.681
52 59.52.3.43 3.43 0.682
53 60.53.3.43 3.43 0.682
54 70.63.3.42 3.42 0.681
55 80.73.3.42 3.42 0.68
56 90.83.3.42 3.42 0.681
57 100 93.3.42 3.42 0.681
58 110 103 3.42 3.42 0.681
59 120 113 3.42 3.42 0.681
60 130 123 3.42 3.42 0.681
61 140 133 3.42 3.42 0.681
62 150 143 3.42 3.42 0.68
63 160 153 3.42 3.42 0.68
64 170 163 3.42 3.42 0.68
65 180 173 3.42 3.42 0.68
66 190 183 3.42 3.42 0.68
67 200 193 3.42 3.42 0.68
68 210 203 3.42 3.42 0.68
69 220 213 3.42 3.42 0.68
70 230 223 3.42 3.42 0.68
71 240 233 3.42 3.42 0.68
72 250 243 3.43 3.43 0.682
73 260 253 3.42 3.42 0.68
74 270 263 3.42 3.42 0.68
75 280 273 3.42 3.42 0.68
76 290 283 3.42 3.42 0.68
77 300 293 3.42 3.42 0.68
78 310 303 3.41 3.41 0.679
79 320 313 3.42 3.42 0.68
80 330 323 3.42 3.42 0.68
81 340 333 3.42 3.42 0.68
82 350 343 3.41 3.41 0.679
83 360 353 3.42 3.42 0.68
84 370 363 3.42 3.42 0.68
85 380 373 3.42 3.42 0.68
86 390 383 3.41 3.41 0.679
87 400 393 3.41 3.41 0.679
88 410 403 3.41 3.41 0.679
89 420 413 3.41 3.41 0.679
90 430 423 3.41 3.41 0.679
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 3
91 440 433 3.41 3.41 0.679
92 450 443 3.41 3.41 0.679
93 460 453 3.41 3.41 0.679
94 470 463 3.41 3.41 0.679
95 480 473 3.41 3.41 0.679
96 490 483 3.41 3.41 0.679
97 500 493 3.41 3.41 0.679
98 510 503 3.4 3.4 0.677
99 520 513 3.41 3.41 0.679
100 530 523 3.41 3.41 0.679
101 540 533 3.41 3.41 0.679
102 550 543 3.4 3.4 0.677
103 560 553 3.41 3.41 0.679
104 570 563 3.4 3.4 0.677
105 580 573 3.41 3.41 0.679
106 590 583 3.4 3.4 0.677
107 600 593 3.4 3.4 0.677
108 660 653 3.4 3.4 0.677
109 720 713 3.4 3.4 0.677
110 780 773 3.4 3.4 0.677
111 840 833 3.4 3.4 0.677
112 900 893 3.4 3.4 0.676
113 960 953 3.4 3.4 0.676
114 1.02e+003 1.01e+003 3.4 3.4 0.676
115 1.08e+003 1.07e+003 3.4 3.4 0.676
116 1.14e+003 1.13e+003 3.4 3.4 0.676
117 1.2e+003 1.19e+003 3.39 3.39 0.674
118 1.26e+003 1.25e+003 3.39 3.39 0.674
119 1.32e+003 1.31e+003 3.4 3.4 0.676
120 1.38e+003 1.37e+003 3.4 3.4 0.676
121 1.44e+003 1.43e+003 3.4 3.4 0.676
122 1.5e+003 1.49e+003 3.39 3.39 0.674
123 1.56e+003 1.55e+003 3.39 3.39 0.674
124 1.62e+003 1.61e+003 3.39 3.39 0.674
125 1.68e+003 1.67e+003 3.39 3.39 0.674
126 1.74e+003 1.73e+003 3.39 3.39 0.674
127 1.8e+003 1.79e+003 3.39 3.39 0.674
128 1.86e+003 1.85e+003 3.39 3.39 0.674
129 1.92e+003 1.91e+003 3.39 3.39 0.674
130 1.98e+003 1.97e+003 3.39 3.39 0.674
131 2.04e+003 2.03e+003 3.38 3.38 0.673
132 2.1e+003 2.09e+003 3.38 3.38 0.673
133 2.16e+003 2.15e+003 3.38 3.38 0.673
134 2.22e+003 2.21e+003 3.37 3.37 0.671
135 2.28e+003 2.27e+003 3.37 3.37 0.67
136 2.34e+003 2.33e+003 3.37 3.37 0.67
137 2.4e+003 2.39e+003 3.37 3.37 0.67
138 2.46e+003 2.45e+003 3.36 3.36 0.668
139 2.52e+003 2.51e+003 3.36 3.36 0.668
140 2.58e+003 2.57e+003 3.36 3.36 0.668
141 2.64e+003 2.63e+003 3.35 3.35 0.667
142 2.7e+003 2.69e+003 3.34 3.34 0.665
143 2.76e+003 2.75e+003 3.34 3.34 0.665
144 2.82e+003 2.81e+003 3.33 3.33 0.663
145 2.88e+003 2.87e+003 3.34 3.34 0.665
146 2.94e+003 2.93e+003 3.33 3.33 0.663
147 3.e+003 2.99e+003 3.33 3.33 0.662
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148 3.06e+003 3.05e+003 3.33 3.33 0.662
149 3.12e+003 3.11e+003 3.32 3.32 0.661
150 3.18e+003 3.17e+003 3.33 3.33 0.662
151 3.24e+003 3.23e+003 3.32 3.32 0.66
152 3.3e+003 3.29e+003 3.32 3.32 0.66
153 3.36e+003 3.35e+003 3.31 3.31 0.659
154 3.42e+003 3.41e+003 3.31 3.31 0.659
155 3.48e+003 3.47e+003 3.3 3.3 0.657
156 3.54e+003 3.53e+003 3.3 3.3 0.657
157 3.6e+003 3.59e+003 3.3 3.3 0.657
158 3.66e+003 3.65e+003 3.3 3.3 0.657
159 3.72e+003 3.71e+003 3.29 3.29 0.656
160 3.78e+003 3.77e+003 3.29 3.29 0.654
161 3.84e+003 3.83e+003 3.28 3.28 0.652
162 3.9e+003 3.89e+003 3.29 3.29 0.654
163 3.96e+003 3.95e+003 3.29 3.29 0.654
164 4.02e+003 4.01e+003 3.28 3.28 0.652
165 4.08e+003 4.07e+003 3.28 3.28 0.652
166 4.14e+003 4.13e+003 3.28 3.28 0.652
167 4.2e+003 4.19e+003 3.27 3.27 0.651
168 4.26e+003 4.25e+003 3.27 3.27 0.651
169 4.32e+003 4.31e+003 3.26 3.26 0.649
170 4.38e+003 4.37e+003 3.26 3.26 0.649
171 4.44e+003 4.43e+003 3.26 3.26 0.649
172 4.5e+003 4.49e+003 3.26 3.26 0.649
173 4.56e+003 4.55e+003 3.25 3.25 0.646
174 4.62e+003 4.61e+003 3.25 3.25 0.646
175 4.68e+003 4.67e+003 3.25 3.25 0.646
176 4.74e+003 4.73e+003 3.24 3.24 0.645
177 4.8e+003 4.79e+003 3.25 3.25 0.646
178 4.86e+003 4.85e+003 3.24 3.24 0.645
179 4.92e+003 4.91e+003 3.24 3.24 0.645
180 4.98e+003 4.97e+003 3.24 3.24 0.645
181 5.04e+003 5.03e+003 3.23 3.23 0.643
182 5.1e+003 5.09e+003 3.23 3.23 0.643
183 5.16e+003 5.15e+003 3.22 3.22 0.641
184 5.22e+003 5.21e+003 3.23 3.23 0.643
185 5.28e+003 5.27e+003 3.22 3.22 0.641
186 5.34e+003 5.33e+003 3.22 3.22 0.641
187 5.4e+003 5.39e+003 3.22 3.22 0.641
188 5.46e+003 5.45e+003 3.22 3.22 0.64
189 5.52e+003 5.51e+003 3.21 3.21 0.638
190 5.58e+003 5.57e+003 3.22 3.22 0.64
191 5.64e+003 5.63e+003 3.21 3.21 0.638
192 5.7e+003 5.69e+003 3.21 3.21 0.638
193 5.76e+003 5.75e+003 3.21 3.21 0.638
194 5.82e+003 5.81e+003 3.21 3.21 0.638
195 5.88e+003 5.87e+003 3.21 3.21 0.638
196 5.94e+003 5.93e+003 3.21 3.21 0.638
197 6.e+003 5.99e+003 3.2 3.2 0.637
198 6.06e+003 6.05e+003 3.2 3.2 0.637
199 6.12e+003 6.11e+003 3.19 3.19 0.635
200 6.18e+003 6.17e+003 3.19 3.19 0.635
201 6.24e+003 6.23e+003 3.19 3.19 0.635
202 6.3e+003 6.29e+003 3.19 3.19 0.634
203 6.36e+003 6.35e+003 3.19 3.19 0.634
204 6.42e+003 6.41e+003 3.19 3.19 0.634
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 5
205 6.48e+003 6.47e+003 3.19 3.19 0.634
206 6.54e+003 6.53e+003 3.18 3.18 0.632
207 6.6e+003 6.59e+003 3.18 3.18 0.632
208 6.66e+003 6.65e+003 3.18 3.18 0.632
209 6.72e+003 6.71e+003 3.18 3.18 0.632
210 6.78e+003 6.77e+003 3.17 3.17 0.631
211 6.84e+003 6.83e+003 3.16 3.16 0.629
212 6.9e+003 6.89e+003 3.17 3.17 0.631
213 6.96e+003 6.95e+003 3.17 3.17 0.631
214 7.02e+003 7.01e+003 3.16 3.16 0.629
215 7.08e+003 7.07e+003 3.16 3.16 0.629
216 7.14e+003 7.13e+003 3.15 3.15 0.627
217 7.2e+003 7.19e+003 3.15 3.15 0.627
218 7.26e+003 7.25e+003 3.15 3.15 0.627
219 7.32e+003 7.31e+003 3.15 3.15 0.627
220 7.38e+003 7.37e+003 3.15 3.15 0.627
221 7.44e+003 7.43e+003 3.15 3.15 0.626
222 7.5e+003 7.49e+003 3.15 3.15 0.627
223 7.56e+003 7.55e+003 3.15 3.15 0.626
224 7.62e+003 7.61e+003 3.15 3.15 0.626
225 7.68e+003 7.67e+003 3.15 3.15 0.626
226 7.74e+003 7.73e+003 3.14 3.14 0.624
227 7.8e+003 7.79e+003 3.14 3.14 0.624
228 7.86e+003 7.85e+003 3.14 3.14 0.624
229 7.92e+003 7.91e+003 3.14 3.14 0.624
230 7.98e+003 7.97e+003 3.14 3.14 0.624
231 8.04e+003 8.03e+003 3.13 3.13 0.623
232 8.1e+003 8.09e+003 3.13 3.13 0.623
233 8.16e+003 8.15e+003 3.12 3.12 0.621
234 8.22e+003 8.21e+003 3.12 3.12 0.621
235 8.28e+003 8.27e+003 3.12 3.12 0.621
236 8.34e+003 8.33e+003 3.12 3.12 0.621
237 8.4e+003 8.39e+003 3.12 3.12 0.621
238 8.46e+003 8.45e+003 3.12 3.12 0.621
239 8.52e+003 8.51e+003 3.11 3.11 0.62
240 8.58e+003 8.57e+003 3.11 3.11 0.62
241 8.64e+003 8.63e+003 3.11 3.11 0.62
242 8.7e+003 8.69e+003 3.11 3.11 0.618
243 8.76e+003 8.75e+003 3.11 3.11 0.62
244 8.82e+003 8.81e+003 3.11 3.11 0.618
245 8.88e+003 8.87e+003 3.11 3.11 0.618
246 8.94e+003 8.93e+003 3.11 3.11 0.618
247 9.e+003 8.99e+003 3.1 3.1 0.616
248 9.06e+003 9.05e+003 3.11 3.11 0.618
249 9.12e+003 9.11e+003 3.1 3.1 0.616
250 9.18e+003 9.17e+003 3.1 3.1 0.616
251 9.24e+003 9.23e+003 3.1 3.1 0.616
252 9.3e+003 9.29e+003 3.1 3.1 0.616
253 9.36e+003 9.35e+003 3.09 3.09 0.615
254 9.42e+003 9.41e+003 3.1 3.1 0.616
255 9.48e+003 9.47e+003 3.09 3.09 0.615
256 9.54e+003 9.53e+003 3.09 3.09 0.615
257 9.6e+003 9.59e+003 3.08 3.08 0.613
258 9.66e+003 9.65e+003 3.08 3.08 0.613
259 9.72e+003 9.71e+003 3.08 3.08 0.613
260 9.78e+003 9.77e+003 3.08 3.08 0.613
261 9.84e+003 9.83e+003 3.08 3.08 0.612
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262 9.9e+003 9.89e+003 3.08 3.08 0.613
263 9.96e+003 9.95e+003 3.08 3.08 0.613
264 1.e+004 1.e+004 3.08 3.08 0.612
265 1.01e+004 1.01e+004 3.08 3.08 0.612
266 1.01e+004 1.01e+004 3.08 3.08 0.612
267 1.02e+004 1.02e+004 3.08 3.08 0.612
268 1.03e+004 1.03e+004 3.07 3.07 0.61
269 1.03e+004 1.03e+004 3.07 3.07 0.61
270 1.04e+004 1.04e+004 3.07 3.07 0.61
271 1.04e+004 1.04e+004 3.07 3.07 0.61
272 1.05e+004 1.05e+004 3.07 3.07 0.61
273 1.06e+004 1.06e+004 3.07 3.07 0.61
274 1.06e+004 1.06e+004 3.07 3.07 0.61
275 1.07e+004 1.07e+004 3.07 3.07 0.61
276 1.07e+004 1.07e+004 3.06 3.06 0.609
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278 1.09e+004 1.09e+004 3.06 3.06 0.609
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319 1.33e+004 1.33e+004 3.01 3.01 0.599
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376 1.67e+004 1.67e+004 3.3.0.596
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431 2.e+004 2.e+004 2.98 2.98 0.593
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433 2.02e+004 2.02e+004 2.98 2.98 0.593
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454 2.14e+004 2.14e+004 2.98 2.98 0.593
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457 2.16e+004 2.16e+004 2.98 2.98 0.593
458 2.17e+004 2.17e+004 2.98 2.98 0.593
459 2.17e+004 2.17e+004 2.98 2.98 0.593
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461 2.18e+004 2.18e+004 2.98 2.98 0.593
462 2.19e+004 2.19e+004 2.98 2.98 0.593
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464 2.2e+004 2.2e+004 2.97 2.97 0.592
465 2.21e+004 2.21e+004 2.98 2.98 0.593
466 2.21e+004 2.21e+004 2.97 2.97 0.592
467 2.22e+004 2.22e+004 2.97 2.97 0.592
468 2.23e+004 2.23e+004 2.97 2.97 0.592
469 2.23e+004 2.23e+004 2.97 2.97 0.592
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471 2.24e+004 2.24e+004 2.98 2.98 0.593
472 2.25e+004 2.25e+004 2.97 2.97 0.592
473 2.26e+004 2.26e+004 2.98 2.98 0.593
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479 2.29e+004 2.29e+004 2.97 2.97 0.592
480 2.3e+004 2.3e+004 2.97 2.97 0.592
481 2.3e+004 2.3e+004 2.98 2.98 0.593
482 2.31e+004 2.31e+004 2.97 2.97 0.592
483 2.32e+004 2.32e+004 2.97 2.97 0.592
484 2.32e+004 2.32e+004 2.97 2.97 0.592
485 2.33e+004 2.33e+004 2.97 2.97 0.592
486 2.33e+004 2.33e+004 2.97 2.97 0.592
487 2.34e+004 2.34e+004 2.97 2.97 0.592
488 2.35e+004 2.35e+004 2.97 2.97 0.592
489 2.35e+004 2.35e+004 2.97 2.97 0.592
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490 2.36e+004 2.36e+004 2.98 2.98 0.593
491 2.36e+004 2.36e+004 2.96 2.96 0.59
492 2.37e+004 2.37e+004 2.97 2.97 0.592
493 2.38e+004 2.38e+004 2.97 2.97 0.592
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509 2.47e+004 2.47e+004 2.97 2.97 0.592
510 2.48e+004 2.48e+004 2.96 2.96 0.59
511 2.48e+004 2.48e+004 2.97 2.97 0.592
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513 2.5e+004 2.5e+004 2.97 2.97 0.592
514 2.5e+004 2.5e+004 2.97 2.97 0.592
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517 2.52e+004 2.52e+004 2.97 2.97 0.592
518 2.53e+004 2.53e+004 2.97 2.97 0.592
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520 2.54e+004 2.54e+004 2.96 2.96 0.59
521 2.54e+004 2.54e+004 2.96 2.96 0.59
522 2.55e+004 2.55e+004 2.96 2.96 0.59
523 2.56e+004 2.56e+004 2.97 2.97 0.592
524 2.56e+004 2.56e+004 2.96 2.96 0.59
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527 2.58e+004 2.58e+004 2.96 2.96 0.59
528 2.59e+004 2.59e+004 2.97 2.97 0.592
529 2.59e+004 2.59e+004 2.97 2.97 0.592
530 2.6e+004 2.6e+004 2.97 2.97 0.592
531 2.6e+004 2.6e+004 2.96 2.96 0.59
532 2.61e+004 2.61e+004 2.97 2.97 0.592
533 2.62e+004 2.62e+004 2.96 2.96 0.59
534 2.62e+004 2.62e+004 2.97 2.97 0.592
535 2.63e+004 2.63e+004 2.96 2.96 0.59
536 2.63e+004 2.63e+004 2.96 2.96 0.59
537 2.64e+004 2.64e+004 2.97 2.97 0.592
538 2.65e+004 2.65e+004 2.96 2.96 0.59
539 2.65e+004 2.65e+004 2.96 2.96 0.59
540 2.66e+004 2.66e+004 2.96 2.96 0.59
541 2.66e+004 2.66e+004 2.96 2.96 0.59
542 2.67e+004 2.67e+004 2.96 2.96 0.59
543 2.68e+004 2.68e+004 2.96 2.96 0.59
544 2.68e+004 2.68e+004 2.96 2.96 0.59
545 2.69e+004 2.69e+004 2.96 2.96 0.59
546 2.69e+004 2.69e+004 2.96 2.96 0.588
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547 2.7e+004 2.7e+004 2.96 2.96 0.59
548 2.71e+004 2.71e+004 2.96 2.96 0.59
549 2.71e+004 2.71e+004 2.96 2.96 0.59
550 2.72e+004 2.72e+004 2.96 2.96 0.59
551 2.72e+004 2.72e+004 2.96 2.96 0.59
552 2.73e+004 2.73e+004 2.96 2.96 0.59
553 2.74e+004 2.74e+004 2.96 2.96 0.59
554 2.74e+004 2.74e+004 2.96 2.96 0.588
555 2.75e+004 2.75e+004 2.96 2.96 0.59
556 2.75e+004 2.75e+004 2.96 2.96 0.59
557 2.76e+004 2.76e+004 2.96 2.96 0.59
558 2.77e+004 2.77e+004 2.96 2.96 0.59
559 2.77e+004 2.77e+004 2.96 2.96 0.59
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563 2.8e+004 2.8e+004 2.96 2.96 0.59
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565 2.81e+004 2.81e+004 2.96 2.96 0.59
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570 2.84e+004 2.84e+004 2.96 2.96 0.588
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573 2.86e+004 2.86e+004 2.96 2.96 0.588
574 2.86e+004 2.86e+004 2.96 2.96 0.588
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576 2.87e+004 2.87e+004 2.96 2.96 0.588
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580 2.9e+004 2.9e+004 2.96 2.96 0.588
581 2.9e+004 2.9e+004 2.96 2.96 0.588
582 2.91e+004 2.91e+004 2.96 2.96 0.588
583 2.92e+004 2.92e+004 2.96 2.96 0.588
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585 2.93e+004 2.93e+004 2.96 2.96 0.588
586 2.93e+004 2.93e+004 2.96 2.96 0.588
587 2.94e+004 2.94e+004 2.96 2.96 0.59
588 2.95e+004 2.95e+004 2.96 2.96 0.588
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590 2.96e+004 2.96e+004 2.96 2.96 0.588
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592 2.97e+004 2.97e+004 2.96 2.96 0.588
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595 2.99e+004 2.99e+004 2.96 2.96 0.588
596 2.99e+004 2.99e+004 2.96 2.96 0.588
597 3.e+004 3.e+004 2.96 2.96 0.588
598 3.01e+004 3.01e+004 2.96 2.96 0.588
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600 3.02e+004 3.02e+004 2.96 2.96 0.588
601 3.02e+004 3.02e+004 2.96 2.96 0.588
602 3.03e+004 3.03e+004 2.96 2.96 0.588
603 3.04e+004 3.04e+004 2.96 2.96 0.588
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604 3.04e+004 3.04e+004 2.95 2.95 0.587
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606 3.05e+004 3.05e+004 2.96 2.96 0.588
607 3.06e+004 3.06e+004 2.95 2.95 0.587
608 3.07e+004 3.07e+004 2.96 2.96 0.588
609 3.07e+004 3.07e+004 2.96 2.96 0.588
610 3.08e+004 3.08e+004 2.96 2.96 0.588
611 3.08e+004 3.08e+004 2.96 2.96 0.588
612 3.09e+004 3.09e+004 2.96 2.96 0.588
613 3.1e+004 3.1e+004 2.96 2.96 0.588
614 3.1e+004 3.1e+004 2.96 2.96 0.588
615 3.11e+004 3.11e+004 2.96 2.96 0.588
616 3.11e+004 3.11e+004 2.96 2.96 0.588
617 3.12e+004 3.12e+004 2.96 2.96 0.588
618 3.13e+004 3.13e+004 2.96 2.96 0.588
619 3.13e+004 3.13e+004 2.95 2.95 0.587
620 3.14e+004 3.14e+004 2.96 2.96 0.588
621 3.14e+004 3.14e+004 2.96 2.96 0.588
622 3.15e+004 3.15e+004 2.95 2.95 0.587
623 3.16e+004 3.16e+004 2.95 2.95 0.587
624 3.16e+004 3.16e+004 2.96 2.96 0.588
625 3.17e+004 3.17e+004 2.95 2.95 0.587
626 3.17e+004 3.17e+004 2.95 2.95 0.587
627 3.18e+004 3.18e+004 2.95 2.95 0.587
628 3.19e+004 3.19e+004 2.96 2.96 0.588
629 3.19e+004 3.19e+004 2.96 2.96 0.588
630 3.2e+004 3.2e+004 2.95 2.95 0.587
631 3.2e+004 3.2e+004 2.95 2.95 0.587
632 3.21e+004 3.21e+004 2.96 2.96 0.588
633 3.22e+004 3.22e+004 2.96 2.96 0.588
634 3.22e+004 3.22e+004 2.96 2.96 0.588
635 3.23e+004 3.23e+004 2.96 2.96 0.588
636 3.23e+004 3.23e+004 2.95 2.95 0.587
637 3.24e+004 3.24e+004 2.95 2.95 0.587
638 3.25e+004 3.25e+004 2.95 2.95 0.587
639 3.25e+004 3.25e+004 2.95 2.95 0.587
640 3.26e+004 3.26e+004 2.95 2.95 0.587
641 3.26e+004 3.26e+004 2.95 2.95 0.587
642 3.27e+004 3.27e+004 2.96 2.96 0.588
643 3.28e+004 3.28e+004 2.95 2.95 0.587
644 3.28e+004 3.28e+004 2.95 2.95 0.587
645 3.29e+004 3.29e+004 2.95 2.95 0.587
646 3.29e+004 3.29e+004 2.95 2.95 0.587
647 3.3e+004 3.3e+004 2.95 2.95 0.587
648 3.31e+004 3.31e+004 2.95 2.95 0.587
649 3.31e+004 3.31e+004 2.95 2.95 0.587
650 3.32e+004 3.32e+004 2.94 2.94 0.585
651 3.32e+004 3.32e+004 2.96 2.96 0.588
652 3.33e+004 3.33e+004 2.95 2.95 0.587
653 3.34e+004 3.34e+004 2.94 2.94 0.585
654 3.34e+004 3.34e+004 2.95 2.95 0.587
655 3.35e+004 3.35e+004 2.95 2.95 0.587
656 3.35e+004 3.35e+004 2.94 2.94 0.585
657 3.36e+004 3.36e+004 2.95 2.95 0.587
658 3.37e+004 3.37e+004 2.95 2.95 0.587
659 3.37e+004 3.37e+004 2.96 2.96 0.588
660 3.38e+004 3.38e+004 2.95 2.95 0.587
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 13
661 3.38e+004 3.38e+004 2.95 2.95 0.587
662 3.39e+004 3.39e+004 2.95 2.95 0.587
663 3.4e+004 3.4e+004 2.95 2.95 0.587
664 3.4e+004 3.4e+004 2.95 2.95 0.587
665 3.41e+004 3.41e+004 2.95 2.95 0.587
666 3.41e+004 3.41e+004 2.95 2.95 0.587
667 3.42e+004 3.42e+004 2.95 2.95 0.587
668 3.43e+004 3.43e+004 2.95 2.95 0.587
669 3.43e+004 3.43e+004 2.95 2.95 0.587
670 3.44e+004 3.44e+004 2.95 2.95 0.587
671 3.44e+004 3.44e+004 2.95 2.95 0.587
672 3.45e+004 3.45e+004 2.95 2.95 0.587
673 3.46e+004 3.46e+004 2.95 2.95 0.587
674 3.46e+004 3.46e+004 2.95 2.95 0.587
675 3.47e+004 3.47e+004 2.95 2.95 0.587
676 3.47e+004 3.47e+004 2.95 2.95 0.587
677 3.48e+004 3.48e+004 2.95 2.95 0.587
678 3.49e+004 3.49e+004 2.94 2.94 0.585
679 3.49e+004 3.49e+004 2.95 2.95 0.587
680 3.5e+004 3.5e+004 2.94 2.94 0.585
681 3.5e+004 3.5e+004 2.95 2.95 0.587
682 3.51e+004 3.51e+004 2.94 2.94 0.585
683 3.52e+004 3.52e+004 2.95 2.95 0.587
684 3.52e+004 3.52e+004 2.95 2.95 0.587
685 3.53e+004 3.53e+004 2.95 2.95 0.587
686 3.53e+004 3.53e+004 2.95 2.95 0.587
687 3.54e+004 3.54e+004 2.95 2.95 0.587
688 3.55e+004 3.55e+004 2.95 2.95 0.587
689 3.55e+004 3.55e+004 2.95 2.95 0.587
690 3.56e+004 3.56e+004 2.95 2.95 0.587
691 3.56e+004 3.56e+004 2.95 2.95 0.587
692 3.57e+004 3.57e+004 2.95 2.95 0.587
693 3.58e+004 3.58e+004 2.94 2.94 0.585
694 3.58e+004 3.58e+004 2.95 2.95 0.587
695 3.59e+004 3.59e+004 2.95 2.95 0.587
696 3.59e+004 3.59e+004 2.94 2.94 0.585
697 3.6e+004 3.6e+004 2.94 2.94 0.585
698 3.61e+004 3.61e+004 2.94 2.94 0.585
699 3.61e+004 3.61e+004 2.94 2.94 0.585
700 3.62e+004 3.62e+004 2.95 2.95 0.587
701 3.62e+004 3.62e+004 2.94 2.94 0.585
702 3.63e+004 3.63e+004 2.95 2.95 0.587
703 3.64e+004 3.64e+004 2.94 2.94 0.585
704 3.64e+004 3.64e+004 2.94 2.94 0.585
705 3.65e+004 3.65e+004 2.94 2.94 0.585
706 3.65e+004 3.65e+004 2.95 2.95 0.587
707 3.66e+004 3.66e+004 2.94 2.94 0.585
708 3.67e+004 3.67e+004 2.94 2.94 0.585
709 3.67e+004 3.67e+004 2.94 2.94 0.585
710 3.68e+004 3.68e+004 2.94 2.94 0.585
711 3.68e+004 3.68e+004 2.94 2.94 0.585
712 3.69e+004 3.69e+004 2.94 2.94 0.585
713 3.7e+004 3.7e+004 2.93 2.93 0.584
714 3.7e+004 3.7e+004 2.93 2.93 0.584
715 3.71e+004 3.71e+004 2.94 2.94 0.585
716 3.71e+004 3.71e+004 2.94 2.94 0.585
717 3.72e+004 3.72e+004 2.93 2.93 0.584
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ139CFH.slg Page 14
718 3.73e+004 3.73e+004 2.93 2.93 0.582
719 3.73e+004 3.73e+004 2.93 2.93 0.584
720 3.74e+004 3.74e+004 2.93 2.93 0.584
721 3.74e+004 3.74e+004 2.93 2.93 0.582
722 3.75e+004 3.75e+004 2.93 2.93 0.582
723 3.76e+004 3.76e+004 2.93 2.93 0.582
724 3.76e+004 3.76e+004 2.93 2.93 0.582
725 3.77e+004 3.77e+004 2.93 2.93 0.582
726 3.77e+004 3.77e+004 2.93 2.93 0.582
727 3.78e+004 3.78e+004 2.93 2.93 0.582
728 3.79e+004 3.79e+004 2.92 2.92 0.581
729 3.79e+004 3.79e+004 2.92 2.92 0.581
730 3.8e+004 3.8e+004 2.92 2.92 0.581
731 3.8e+004 3.8e+004 2.92 2.92 0.581
732 3.81e+004 3.81e+004 2.92 2.92 0.581
733 3.82e+004 3.82e+004 2.92 2.92 0.581
734 3.82e+004 3.82e+004 2.91 2.91 0.579
735 3.83e+004 3.83e+004 2.91 2.91 0.579
736 3.83e+004 3.83e+004 2.91 2.91 0.579
737 3.84e+004 3.84e+004 2.92 2.92 0.581
738 3.85e+004 3.85e+004 2.91 2.91 0.579
739 3.85e+004 3.85e+004 2.9 2.9 0.578
740 3.86e+004 3.86e+004 2.91 2.91 0.579
741 3.86e+004 3.86e+004 2.91 2.91 0.579
742 3.87e+004 3.87e+004 2.91 2.91 0.579
743 3.88e+004 3.88e+004 2.91 2.91 0.579
744 3.88e+004 3.88e+004 2.9 2.9 0.577
745 3.89e+004 3.89e+004 2.9 2.9 0.577
746 3.89e+004 3.89e+004 2.9 2.9 0.577
747 3.9e+004 3.9e+004 2.9 2.9 0.578
748 3.91e+004 3.91e+004 2.89 2.89 0.576
749 3.91e+004 3.91e+004 2.9 2.9 0.577
750 3.92e+004 3.92e+004 2.9 2.9 0.577
751 3.92e+004 3.92e+004 2.9 2.9 0.577
752 3.93e+004 3.93e+004 2.89 2.89 0.576
753 3.94e+004 3.94e+004 2.89 2.89 0.576
754 3.94e+004 3.94e+004 2.89 2.89 0.576
755 3.95e+004 3.95e+004 2.89 2.89 0.576
756 3.95e+004 3.95e+004 2.89 2.89 0.575
757 3.96e+004 3.96e+004 2.89 2.89 0.574
758 3.97e+004 3.97e+004 2.89 2.89 0.575
759 3.97e+004 3.97e+004 2.89 2.89 0.575
760 3.98e+004 3.98e+004 2.88 2.88 0.573
761 3.98e+004 3.98e+004 2.89 2.89 0.575
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ142FH.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test October 28, 2021
Upper Piedmont Regional MSW Landfill Rougemont, NC
Project Number: 1003-81 for Republic Services of North Carolina, LLC.
Analysis by BLE
PZ-142B
Ho is 3.39 feet at 28. Seconds
0 1 2
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 1.38
ln(Re/Rw) = 2.223682e+000 Analysis starts at time 44. Seconds
Analysis ends at time 84. minutes 145 Measurements analyzed from 17 to 161 Hydraulic Conductivity = 1.13e-005 cm/sec Transmissivity = 1.69e-004 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ142FH.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill
Location:Rougemont, NC
Test Date:October 28, 2021
Client:Republic Services of North Carolina, LLC.
Project Number:1003-81
Import File:S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\
Well Label:PZ-142B
Aquifer Thickness:7.64 feet
Screen Length:5. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.344 feet
Static Water Level:0. feet
Water Table to Screen Bottom:7.64 feet
Anisotropy Ratio:2.
Time Adjustment:28. Seconds
Test starts with trial 0
There are 205 time and drawdown measurements
Maximum head is 3.39 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 28.0.3.39 3.39 1.
2 29.0.96 3.36 3.36 0.991
3 30.1.98 3.38 3.38 0.996
4 31.3.3.35 3.35 0.989
5 32.3.96 3.36 3.36 0.991
6 33.4.98 3.35 3.35 0.989
7 34.6.3.35 3.35 0.989
8 35.6.96 3.36 3.36 0.991
9 36.7.98 3.36 3.36 0.991
10 37.9.3.36 3.36 0.991
11 38.9.96 3.36 3.36 0.991
12 39.11.3.35 3.35 0.989
13 40.12.3.35 3.35 0.989
14 41.13.3.35 3.35 0.989
15 42.14.3.35 3.35 0.989
16 43.15.3.36 3.36 0.991
17 44.16.3.36 3.36 0.991
18 45.17.3.35 3.35 0.989
19 46.18.3.35 3.35 0.986
20 47.19.3.35 3.35 0.989
21 48.20.3.35 3.35 0.989
22 49.21.3.35 3.35 0.989
23 50.22.3.35 3.35 0.986
24 51.23.3.35 3.35 0.986
25 52.24.3.34 3.34 0.984
26 53.25.3.34 3.34 0.984
27 54.26.3.34 3.34 0.984
28 55.27.3.35 3.35 0.986
29 56.28.3.34 3.34 0.984
30 57.29.3.33 3.33 0.982
31 58.30.3.34 3.34 0.984
32 59.31.3.34 3.34 0.984
33 60.32.3.33 3.33 0.982
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ142FH.slg Page 2
34 70.42.3.32 3.32 0.979
35 80.52.3.31 3.31 0.975
36 90.62.3.29 3.29 0.971
37 100 72.3.29 3.29 0.968
38 110 82.3.28 3.28 0.966
39 120 92.3.27 3.27 0.964
40 130 102 3.27 3.27 0.964
41 140 112 3.25 3.25 0.959
42 150 122 3.25 3.25 0.957
43 160 132 3.24 3.24 0.955
44 170 142 3.23 3.23 0.953
45 180 152 3.22 3.22 0.95
46 190 162 3.21 3.21 0.945
47 200 172 3.21 3.21 0.946
48 210 182 3.19 3.19 0.939
49 220 192 3.19 3.19 0.939
50 230 202 3.18 3.18 0.937
51 240 212 3.17 3.17 0.934
52 250 222 3.16 3.16 0.932
53 260 232 3.15 3.15 0.93
54 270 242 3.15 3.15 0.927
55 280 252 3.14 3.14 0.925
56 290 262 3.12 3.12 0.92
57 300 272 3.12 3.12 0.92
58 310 282 3.11 3.11 0.918
59 320 292 3.1 3.1 0.915
60 330 302 3.09 3.09 0.91
61 340 312 3.09 3.09 0.91
62 350 322 3.08 3.08 0.907
63 360 332 3.07 3.07 0.905
64 370 342 3.06 3.06 0.901
65 380 352 3.05 3.05 0.9
66 390 362 3.05 3.05 0.898
67 400 372 3.04 3.04 0.897
68 410 382 3.03 3.03 0.894
69 420 392 3.02 3.02 0.892
70 430 402 3.03 3.03 0.892
71 440 412 3.02 3.02 0.89
72 450 422 3.01 3.01 0.888
73 460 432 3.3.0.885
74 470 442 3.3.0.883
75 480 452 3.3.0.883
76 490 462 2.98 2.98 0.878
77 500 472 2.97 2.97 0.876
78 510 482 2.96 2.96 0.874
79 520 492 2.96 2.96 0.874
80 530 502 2.95 2.95 0.869
81 540 512 2.94 2.94 0.867
82 550 522 2.93 2.93 0.864
83 560 532 2.92 2.92 0.862
84 570 542 2.92 2.92 0.862
85 580 552 2.92 2.92 0.859
86 590 562 2.91 2.91 0.857
87 600 572 2.9 2.9 0.854
88 660 632 2.86 2.86 0.843
89 720 692 2.81 2.81 0.83
90 780 752 2.78 2.78 0.818
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ142FH.slg Page 3
91 840 812 2.74 2.74 0.807
92 900 872 2.71 2.71 0.798
93 960 932 2.66 2.66 0.784
94 1.02e+003 992 2.63 2.63 0.775
95 1.08e+003 1.05e+003 2.59 2.59 0.762
96 1.14e+003 1.11e+003 2.56 2.56 0.753
97 1.2e+003 1.17e+003 2.52 2.52 0.742
98 1.26e+003 1.23e+003 2.48 2.48 0.732
99 1.32e+003 1.29e+003 2.44 2.44 0.721
100 1.38e+003 1.35e+003 2.42 2.42 0.714
101 1.44e+003 1.41e+003 2.39 2.39 0.705
102 1.5e+003 1.47e+003 2.35 2.35 0.694
103 1.56e+003 1.53e+003 2.32 2.32 0.684
104 1.62e+003 1.59e+003 2.29 2.29 0.675
105 1.68e+003 1.65e+003 2.26 2.26 0.666
106 1.74e+003 1.71e+003 2.23 2.23 0.657
107 1.8e+003 1.77e+003 2.2 2.2 0.648
108 1.86e+003 1.83e+003 2.17 2.17 0.638
109 1.92e+003 1.89e+003 2.14 2.14 0.63
110 1.98e+003 1.95e+003 2.11 2.11 0.621
111 2.04e+003 2.01e+003 2.09 2.09 0.615
112 2.1e+003 2.07e+003 2.05 2.05 0.606
113 2.16e+003 2.13e+003 2.03 2.03 0.599
114 2.22e+003 2.19e+003 2.2.0.59
115 2.28e+003 2.25e+003 1.97 1.97 0.58
116 2.34e+003 2.31e+003 1.95 1.95 0.576
117 2.4e+003 2.37e+003 1.92 1.92 0.567
118 2.46e+003 2.43e+003 1.9 1.9 0.56
119 2.52e+003 2.49e+003 1.87 1.87 0.55
120 2.58e+003 2.55e+003 1.84 1.84 0.541
121 2.64e+003 2.61e+003 1.81 1.81 0.534
122 2.7e+003 2.67e+003 1.79 1.79 0.527
123 2.76e+003 2.73e+003 1.76 1.76 0.52
124 2.82e+003 2.79e+003 1.74 1.74 0.513
125 2.88e+003 2.85e+003 1.72 1.72 0.506
126 2.94e+003 2.91e+003 1.69 1.69 0.497
127 3.e+003 2.97e+003 1.67 1.67 0.492
128 3.06e+003 3.03e+003 1.64 1.64 0.483
129 3.12e+003 3.09e+003 1.62 1.62 0.478
130 3.18e+003 3.15e+003 1.6 1.6 0.472
131 3.24e+003 3.21e+003 1.58 1.58 0.465
132 3.3e+003 3.27e+003 1.56 1.56 0.46
133 3.36e+003 3.33e+003 1.54 1.54 0.453
134 3.42e+003 3.39e+003 1.51 1.51 0.446
135 3.48e+003 3.45e+003 1.49 1.49 0.439
136 3.54e+003 3.51e+003 1.47 1.47 0.432
137 3.6e+003 3.57e+003 1.44 1.44 0.425
138 3.66e+003 3.63e+003 1.43 1.43 0.421
139 3.72e+003 3.69e+003 1.4 1.4 0.414
140 3.78e+003 3.75e+003 1.39 1.39 0.409
141 3.84e+003 3.81e+003 1.36 1.36 0.4
142 3.9e+003 3.87e+003 1.34 1.34 0.395
143 3.96e+003 3.93e+003 1.33 1.33 0.391
144 4.02e+003 3.99e+003 1.29 1.29 0.381
145 4.08e+003 4.05e+003 1.28 1.28 0.377
146 4.14e+003 4.11e+003 1.25 1.25 0.37
147 4.2e+003 4.17e+003 1.24 1.24 0.365
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ142FH.slg Page 4
148 4.26e+003 4.23e+003 1.22 1.22 0.358
149 4.32e+003 4.29e+003 1.2 1.2 0.353
150 4.38e+003 4.35e+003 1.18 1.18 0.348
151 4.44e+003 4.41e+003 1.16 1.16 0.341
152 4.5e+003 4.47e+003 1.14 1.14 0.337
153 4.56e+003 4.53e+003 1.13 1.13 0.333
154 4.62e+003 4.59e+003 1.11 1.11 0.328
155 4.68e+003 4.65e+003 1.1 1.1 0.324
156 4.74e+003 4.71e+003 1.07 1.07 0.317
157 4.8e+003 4.77e+003 1.06 1.06 0.312
158 4.86e+003 4.83e+003 1.04 1.04 0.307
159 4.92e+003 4.89e+003 1.01 1.01 0.298
160 4.98e+003 4.95e+003 0.972 0.972 0.287
161 5.04e+003 5.01e+003 0.933 0.933 0.275
162 5.1e+003 5.07e+003 0.894 0.894 0.264
163 5.16e+003 5.13e+003 0.854 0.854 0.252
164 5.22e+003 5.19e+003 0.823 0.823 0.243
165 5.28e+003 5.25e+003 0.799 0.799 0.236
166 5.34e+003 5.31e+003 0.76 0.76 0.224
167 5.4e+003 5.37e+003 0.729 0.729 0.215
168 5.46e+003 5.43e+003 0.697 0.697 0.205
169 5.52e+003 5.49e+003 0.674 0.674 0.199
170 5.58e+003 5.55e+003 0.634 0.634 0.187
171 5.64e+003 5.61e+003 0.619 0.619 0.182
172 5.7e+003 5.67e+003 0.587 0.587 0.173
173 5.76e+003 5.73e+003 0.564 0.564 0.166
174 5.82e+003 5.79e+003 0.534 0.534 0.157
175 5.88e+003 5.85e+003 0.511 0.511 0.151
176 5.94e+003 5.91e+003 0.492 0.492 0.145
177 6.e+003 5.97e+003 0.466 0.466 0.137
178 6.06e+003 6.03e+003 0.448 0.448 0.132
179 6.12e+003 6.09e+003 0.42 0.42 0.124
180 6.18e+003 6.15e+003 0.405 0.405 0.119
181 6.24e+003 6.21e+003 0.391 0.391 0.115
182 6.3e+003 6.27e+003 0.375 0.375 0.111
183 6.36e+003 6.33e+003 0.356 0.356 0.105
184 6.42e+003 6.39e+003 0.34 0.34 0.1
185 6.48e+003 6.45e+003 0.327 0.327 9.64e-002
186 6.54e+003 6.51e+003 0.312 0.312 9.2e-002
187 6.6e+003 6.57e+003 0.296 0.296 8.73e-002
188 6.66e+003 6.63e+003 0.276 0.276 8.14e-002
189 6.72e+003 6.69e+003 0.263 0.263 7.75e-002
190 6.78e+003 6.75e+003 0.256 0.256 7.55e-002
191 6.84e+003 6.81e+003 0.234 0.234 6.9e-002
192 6.9e+003 6.87e+003 0.226 0.226 6.66e-002
193 6.96e+003 6.93e+003 0.218 0.218 6.43e-002
194 7.02e+003 6.99e+003 0.194 0.194 5.72e-002
195 7.08e+003 7.05e+003 0.186 0.186 5.48e-002
196 7.14e+003 7.11e+003 0.186 0.186 5.48e-002
197 7.2e+003 7.17e+003 0.167 0.167 4.92e-002
198 7.26e+003 7.23e+003 0.153 0.153 4.51e-002
199 7.32e+003 7.29e+003 0.146 0.146 4.3e-002
200 7.38e+003 7.35e+003 0.139 0.139 4.1e-002
201 7.44e+003 7.41e+003 0.12 0.12 3.54e-002
202 7.5e+003 7.47e+003 0.112 0.112 3.3e-002
203 7.56e+003 7.53e+003 0.115 0.115 3.39e-002
204 7.62e+003 7.59e+003 0.1 0.1 2.95e-002
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ142FH.slg Page 5
205 7.68e+003 7.65e+003 9.2e-002 9.2e-002 2.71e-002
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ148FH.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test August 17, 2021
Upper Piedmont Regional MSW Landfill Rougemont, NC
Project Number: 1003-81 for Republic Services of North Carolina, LLC.
Analysis by BLE
PZ-148B
Ho is 2.71 feet at 110 Seconds
0 1 2
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 1.97 ln(Re/Rw) = 2.788874e+000
Analysis starts at time 390 Seconds Analysis ends at time 76. minutes
88 Measurements analyzed from 29 to 116 47 Points not plotted because head ratio <= 0.0
These points are not included in the analysis
Hydraulic Conductivity = 3.88e-005 cm/sec Transmissivity = 1.15e-003 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ148FH.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill
Location:Rougemont, NC
Test Date:August 17, 2021
Client:Republic Services of North Carolina, LLC.
Project Number:1003-81
Import File:S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\
Well Label:PZ-148B
Aquifer Thickness:15.1 feet
Screen Length:10. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.344 feet
Static Water Level:0. feet
Water Table to Screen Bottom:15.1 feet
Anisotropy Ratio:2.
Time Adjustment:110 Seconds
Test starts with trial 0
There are 184 time and drawdown measurements
Maximum head is 2.71 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 110 0.2.71 2.71 1.
2 120 10.2.53 2.53 0.934
3 130 20.2.43 2.43 0.896
4 140 30.2.33 2.33 0.858
5 150 40.2.25 2.25 0.829
6 160 50.2.19 2.19 0.806
7 170 60.2.14 2.14 0.79
8 180 70.2.14 2.14 0.787
9 190 80.2.1 2.1 0.773
10 200 90.2.06 2.06 0.759
11 210 100 2.02 2.02 0.744
12 220 110 1.99 1.99 0.735
13 230 120 1.96 1.96 0.721
14 240 130 1.93 1.93 0.712
15 250 140 1.9 1.9 0.701
16 260 150 1.87 1.87 0.69
17 270 160 1.83 1.83 0.675
18 280 170 1.8 1.8 0.664
19 290 180 1.78 1.78 0.655
20 300 190 1.74 1.74 0.64
21 310 200 1.71 1.71 0.629
22 320 210 1.68 1.68 0.618
23 330 220 1.64 1.64 0.603
24 340 230 1.61 1.61 0.592
25 350 240 1.57 1.57 0.58
26 360 250 1.54 1.54 0.569
27 370 260 1.51 1.51 0.557
28 380 270 1.47 1.47 0.543
29 390 280 1.45 1.45 0.534
30 400 290 1.43 1.43 0.525
31 410 300 1.4 1.4 0.514
32 420 310 1.37 1.37 0.505
33 430 320 1.34 1.34 0.494
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ148FH.slg Page 2
34 440 330 1.31 1.31 0.482
35 450 340 1.29 1.29 0.476
36 460 350 1.25 1.25 0.462
37 470 360 1.23 1.23 0.453
38 480 370 1.21 1.21 0.444
39 490 380 1.18 1.18 0.436
40 500 390 1.16 1.16 0.427
41 510 400 1.14 1.14 0.421
42 520 410 1.12 1.12 0.413
43 530 420 1.1 1.1 0.404
44 540 430 1.07 1.07 0.395
45 550 440 1.05 1.05 0.387
46 560 450 1.02 1.02 0.378
47 570 460 1.01 1.01 0.372
48 580 470 0.986 0.986 0.363
49 590 480 0.97 0.97 0.357
50 600 490 0.947 0.947 0.349
51 660 550 0.846 0.846 0.312
52 720 610 0.736 0.736 0.271
53 780 670 0.665 0.665 0.245
54 840 730 0.588 0.588 0.217
55 900 790 0.533 0.533 0.196
56 960 850 0.478 0.478 0.176
57 1.02e+003 910 0.415 0.415 0.153
58 1.08e+003 970 0.376 0.376 0.139
59 1.14e+003 1.03e+003 0.336 0.336 0.124
60 1.2e+003 1.09e+003 0.305 0.305 0.112
61 1.26e+003 1.15e+003 0.281 0.281 0.104
62 1.32e+003 1.21e+003 0.25 0.25 9.21e-002
63 1.38e+003 1.27e+003 0.226 0.226 8.33e-002
64 1.44e+003 1.33e+003 0.203 0.203 7.48e-002
65 1.5e+003 1.39e+003 0.179 0.179 6.6e-002
66 1.56e+003 1.45e+003 0.171 0.171 6.3e-002
67 1.62e+003 1.51e+003 0.156 0.156 5.75e-002
68 1.68e+003 1.57e+003 0.14 0.14 5.16e-002
69 1.74e+003 1.63e+003 0.124 0.124 4.57e-002
70 1.8e+003 1.69e+003 0.124 0.124 4.57e-002
71 1.86e+003 1.75e+003 0.116 0.116 4.27e-002
72 1.92e+003 1.81e+003 0.108 0.108 3.98e-002
73 1.98e+003 1.87e+003 9.3e-002 9.3e-002 3.43e-002
74 2.04e+003 1.93e+003 8.5e-002 8.5e-002 3.13e-002
75 2.1e+003 1.99e+003 9.4e-002 9.4e-002 3.46e-002
76 2.16e+003 2.05e+003 7.8e-002 7.8e-002 2.87e-002
77 2.22e+003 2.11e+003 6.9e-002 6.9e-002 2.54e-002
78 2.28e+003 2.17e+003 7.e-002 7.e-002 2.58e-002
79 2.34e+003 2.23e+003 6.2e-002 6.2e-002 2.28e-002
80 2.4e+003 2.29e+003 6.2e-002 6.2e-002 2.28e-002
81 2.46e+003 2.35e+003 6.2e-002 6.2e-002 2.28e-002
82 2.52e+003 2.41e+003 5.5e-002 5.5e-002 2.03e-002
83 2.58e+003 2.47e+003 5.5e-002 5.5e-002 2.03e-002
84 2.64e+003 2.53e+003 5.3e-002 5.3e-002 1.95e-002
85 2.7e+003 2.59e+003 4.7e-002 4.7e-002 1.73e-002
86 2.76e+003 2.65e+003 4.5e-002 4.5e-002 1.66e-002
87 2.82e+003 2.71e+003 4.7e-002 4.7e-002 1.73e-002
88 2.88e+003 2.77e+003 4.7e-002 4.7e-002 1.73e-002
89 2.94e+003 2.83e+003 3.9e-002 3.9e-002 1.44e-002
90 3.e+003 2.89e+003 3.9e-002 3.9e-002 1.44e-002
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ148FH.slg Page 3
91 3.06e+003 2.95e+003 3.9e-002 3.9e-002 1.44e-002
92 3.12e+003 3.01e+003 3.9e-002 3.9e-002 1.44e-002
93 3.18e+003 3.07e+003 3.9e-002 3.9e-002 1.44e-002
94 3.24e+003 3.13e+003 3.9e-002 3.9e-002 1.44e-002
95 3.3e+003 3.19e+003 3.1e-002 3.1e-002 1.14e-002
96 3.36e+003 3.25e+003 3.9e-002 3.9e-002 1.44e-002
97 3.42e+003 3.31e+003 3.9e-002 3.9e-002 1.44e-002
98 3.48e+003 3.37e+003 3.1e-002 3.1e-002 1.14e-002
99 3.54e+003 3.43e+003 3.9e-002 3.9e-002 1.44e-002
100 3.6e+003 3.49e+003 3.1e-002 3.1e-002 1.14e-002
101 3.66e+003 3.55e+003 3.1e-002 3.1e-002 1.14e-002
102 3.72e+003 3.61e+003 2.3e-002 2.3e-002 8.47e-003
103 3.78e+003 3.67e+003 3.1e-002 3.1e-002 1.14e-002
104 3.84e+003 3.73e+003 2.3e-002 2.3e-002 8.47e-003
105 3.9e+003 3.79e+003 2.3e-002 2.3e-002 8.47e-003
106 3.96e+003 3.85e+003 2.3e-002 2.3e-002 8.47e-003
107 4.02e+003 3.91e+003 2.3e-002 2.3e-002 8.47e-003
108 4.08e+003 3.97e+003 2.3e-002 2.3e-002 8.47e-003
109 4.14e+003 4.03e+003 2.3e-002 2.3e-002 8.47e-003
110 4.2e+003 4.09e+003 2.3e-002 2.3e-002 8.47e-003
111 4.26e+003 4.15e+003 1.5e-002 1.5e-002 5.53e-003
112 4.32e+003 4.21e+003 2.3e-002 2.3e-002 8.47e-003
113 4.38e+003 4.27e+003 2.3e-002 2.3e-002 8.47e-003
114 4.44e+003 4.33e+003 2.3e-002 2.3e-002 8.47e-003
115 4.5e+003 4.39e+003 2.3e-002 2.3e-002 8.47e-003
116 4.56e+003 4.45e+003 1.5e-002 1.5e-002 5.53e-003
117 4.62e+003 4.51e+003 2.3e-002 2.3e-002 8.47e-003
118 4.68e+003 4.57e+003 2.3e-002 2.3e-002 8.47e-003
119 4.74e+003 4.63e+003 1.5e-002 1.5e-002 5.53e-003
120 4.8e+003 4.69e+003 1.5e-002 1.5e-002 5.53e-003
121 4.86e+003 4.75e+003 1.5e-002 1.5e-002 5.53e-003
122 4.92e+003 4.81e+003 1.5e-002 1.5e-002 5.53e-003
123 4.98e+003 4.87e+003 1.5e-002 1.5e-002 5.53e-003
124 5.04e+003 4.93e+003 1.5e-002 1.5e-002 5.53e-003
125 5.1e+003 4.99e+003 1.5e-002 1.5e-002 5.53e-003
126 5.16e+003 5.05e+003 1.5e-002 1.5e-002 5.53e-003
127 5.22e+003 5.11e+003 1.5e-002 1.5e-002 5.53e-003
128 5.28e+003 5.17e+003 7.e-003 7.e-003 2.58e-003
129 5.34e+003 5.23e+003 1.5e-002 1.5e-002 5.53e-003
130 5.4e+003 5.29e+003 7.e-003 7.e-003 2.58e-003
131 5.46e+003 5.35e+003 7.e-003 7.e-003 2.58e-003
132 5.52e+003 5.41e+003 1.5e-002 1.5e-002 5.53e-003
133 5.58e+003 5.47e+003 7.e-003 7.e-003 2.58e-003
134 5.64e+003 5.53e+003 7.e-003 7.e-003 2.58e-003
135 5.7e+003 5.59e+003 1.5e-002 1.5e-002 5.53e-003
136 5.76e+003 5.65e+003 7.e-003 7.e-003 2.58e-003
137 5.82e+003 5.71e+003 7.e-003 7.e-003 2.58e-003
138 5.88e+003 5.77e+003 1.5e-002 1.5e-002 5.53e-003
139 5.94e+003 5.83e+003 7.e-003 7.e-003 2.58e-003
140 6.e+003 5.89e+003 7.e-003 7.e-003 2.58e-003
141 6.06e+003 5.95e+003 7.e-003 7.e-003 2.58e-003
142 6.12e+003 6.01e+003 7.e-003 7.e-003 2.58e-003
143 6.18e+003 6.07e+003 1.5e-002 1.5e-002 5.53e-003
144 6.24e+003 6.13e+003 1.5e-002 1.5e-002 5.53e-003
145 6.3e+003 6.19e+003 7.e-003 7.e-003 2.58e-003
146 6.36e+003 6.25e+003 7.e-003 7.e-003 2.58e-003
147 6.42e+003 6.31e+003 7.e-003 7.e-003 2.58e-003
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ148FH.slg Page 4
148 6.48e+003 6.37e+003 7.e-003 7.e-003 2.58e-003
149 6.54e+003 6.43e+003 1.5e-002 1.5e-002 5.53e-003
150 6.6e+003 6.49e+003 7.e-003 7.e-003 2.58e-003
151 6.66e+003 6.55e+003 7.e-003 7.e-003 2.58e-003
152 6.72e+003 6.61e+003 1.5e-002 1.5e-002 5.53e-003
153 6.78e+003 6.67e+003 7.e-003 7.e-003 2.58e-003
154 6.84e+003 6.73e+003 1.5e-002 1.5e-002 5.53e-003
155 6.9e+003 6.79e+003 7.e-003 7.e-003 2.58e-003
156 6.96e+003 6.85e+003 7.e-003 7.e-003 2.58e-003
157 7.02e+003 6.91e+003 7.e-003 7.e-003 2.58e-003
158 7.08e+003 6.97e+003 7.e-003 7.e-003 2.58e-003
159 7.14e+003 7.03e+003 7.e-003 7.e-003 2.58e-003
160 7.2e+003 7.09e+003 7.e-003 7.e-003 2.58e-003
161 7.26e+003 7.15e+003 1.5e-002 1.5e-002 5.53e-003
162 7.32e+003 7.21e+003 7.e-003 7.e-003 2.58e-003
163 7.38e+003 7.27e+003 7.e-003 7.e-003 2.58e-003
164 7.44e+003 7.33e+003 7.e-003 7.e-003 2.58e-003
165 7.5e+003 7.39e+003 7.e-003 7.e-003 2.58e-003
166 7.56e+003 7.45e+003 7.e-003 7.e-003 2.58e-003
167 7.62e+003 7.51e+003 7.e-003 7.e-003 2.58e-003
168 7.68e+003 7.57e+003 7.e-003 7.e-003 2.58e-003
169 7.74e+003 7.63e+003 7.e-003 7.e-003 2.58e-003
170 7.8e+003 7.69e+003 7.e-003 7.e-003 2.58e-003
171 7.86e+003 7.75e+003 7.e-003 7.e-003 2.58e-003
172 7.92e+003 7.81e+003 7.e-003 7.e-003 2.58e-003
173 7.98e+003 7.87e+003 7.e-003 7.e-003 2.58e-003
174 8.04e+003 7.93e+003 7.e-003 7.e-003 2.58e-003
175 8.1e+003 7.99e+003 7.e-003 7.e-003 2.58e-003
176 8.16e+003 8.05e+003 7.e-003 7.e-003 2.58e-003
177 8.22e+003 8.11e+003 7.e-003 7.e-003 2.58e-003
178 8.28e+003 8.17e+003 7.e-003 7.e-003 2.58e-003
179 8.34e+003 8.23e+003 7.e-003 7.e-003 2.58e-003
180 8.4e+003 8.29e+003 7.e-003 7.e-003 2.58e-003
181 8.46e+003 8.35e+003 7.e-003 7.e-003 2.58e-003
182 8.52e+003 8.41e+003 7.e-003 7.e-003 2.58e-003
183 8.58e+003 8.47e+003 0.0.0.
184 8.64e+003 8.53e+003 0.0.0.
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ153FH.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test February 16, 2022
Upper Piedmont Regional MSW Landfill Rougemont, NC
Project Number: 1003-81 for Republic Services of North Carolina, LLC.
Analysis by BLE
PZ-153B
Ho is 2.78 feet at 12. Seconds
0 1 2 3
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 1.65
ln(Re/Rw) = 2.278255e+000 Analysis starts at time 26. Seconds
Analysis ends at time 167 minutes
246 Measurements analyzed from 15 to 260
Hydraulic Conductivity = 6.68e-006 cm/sec Transmissivity = 9.54e-005 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ153FH.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill
Location:Rougemont, NC
Test Date:February 16, 2022
Client:Republic Services of North Carolina, LLC.
Project Number:1003-81
Import File:S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\
Well Label:PZ-153B
Aquifer Thickness:7.26 feet
Screen Length:10. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.344 feet
Static Water Level:0. feet
Water Table to Screen Bottom:7.26 feet
Anisotropy Ratio:2.
Time Adjustment:12. Seconds
Test starts with trial 0
There are 277 time and drawdown measurements
Maximum head is 2.78 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 12.0.2.78 2.78 1.
2 13.1.02 2.24 2.24 0.808
3 14.1.98 2.17 2.17 0.779
4 15.3.2.12 2.12 0.762
5 16.4.02 2.09 2.09 0.754
6 17.4.98 2.09 2.09 0.751
7 18.6.2.06 2.06 0.74
8 19.7.02 2.06 2.06 0.74
9 20.7.98 2.07 2.07 0.745
10 21.9.2.05 2.05 0.739
11 22.10.2.05 2.05 0.737
12 23.11.2.03 2.03 0.731
13 24.12.2.02 2.02 0.728
14 25.13.2.02 2.02 0.725
15 26.14.2.01 2.01 0.722
16 27.15.1.99 1.99 0.717
17 28.16.1.99 1.99 0.717
18 29.17.1.98 1.98 0.714
19 30.18.1.98 1.98 0.713
20 31.19.1.97 1.97 0.711
21 32.20.1.97 1.97 0.708
22 33.21.1.96 1.96 0.705
23 34.22.1.96 1.96 0.705
24 35.23.1.96 1.96 0.705
25 36.24.1.95 1.95 0.702
26 37.25.1.96 1.96 0.705
27 38.26.1.95 1.95 0.702
28 39.27.1.94 1.94 0.699
29 40.28.1.94 1.94 0.699
30 41.29.1.94 1.94 0.699
31 42.30.1.95 1.95 0.702
32 43.31.1.94 1.94 0.697
33 44.32.1.93 1.93 0.696
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ153FH.slg Page 2
34 45.33.1.93 1.93 0.696
35 46.34.1.93 1.93 0.694
36 47.35.1.93 1.93 0.696
37 48.36.1.93 1.93 0.693
38 49.37.1.93 1.93 0.693
39 50.38.1.93 1.93 0.693
40 51.39.1.93 1.93 0.693
41 52.40.1.93 1.93 0.693
42 53.41.1.93 1.93 0.693
43 54.42.1.92 1.92 0.69
44 55.43.1.93 1.93 0.693
45 56.44.1.93 1.93 0.693
46 57.45.1.92 1.92 0.69
47 58.46.1.92 1.92 0.69
48 59.47.1.92 1.92 0.693
49 60.48.1.92 1.92 0.69
50 70.58.1.91 1.91 0.687
51 80.68.1.9 1.9 0.684
52 90.78.1.89 1.89 0.681
53 100 88.1.89 1.89 0.679
54 110 98.1.89 1.89 0.679
55 120 108 1.88 1.88 0.676
56 130 118 1.87 1.87 0.674
57 140 128 1.86 1.86 0.671
58 150 138 1.86 1.86 0.668
59 160 148 1.85 1.85 0.665
60 170 158 1.85 1.85 0.665
61 180 168 1.84 1.84 0.661
62 190 178 1.84 1.84 0.661
63 200 188 1.83 1.83 0.658
64 210 198 1.82 1.82 0.654
65 220 208 1.82 1.82 0.654
66 230 218 1.81 1.81 0.652
67 240 228 1.8 1.8 0.648
68 250 238 1.8 1.8 0.649
69 260 248 1.8 1.8 0.647
70 270 258 1.79 1.79 0.644
71 280 268 1.79 1.79 0.644
72 290 278 1.78 1.78 0.641
73 300 288 1.77 1.77 0.639
74 310 298 1.77 1.77 0.639
75 320 308 1.76 1.76 0.633
76 330 318 1.76 1.76 0.633
77 340 328 1.77 1.77 0.636
78 350 338 1.76 1.76 0.633
79 360 348 1.76 1.76 0.633
80 370 358 1.76 1.76 0.633
81 380 368 1.76 1.76 0.633
82 390 378 1.75 1.75 0.63
83 400 388 1.75 1.75 0.63
84 410 398 1.76 1.76 0.633
85 420 408 1.75 1.75 0.63
86 430 418 1.75 1.75 0.63
87 440 428 1.76 1.76 0.633
88 450 438 1.75 1.75 0.63
89 460 448 1.75 1.75 0.63
90 470 458 1.74 1.74 0.627
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ153FH.slg Page 3
91 480 468 1.74 1.74 0.627
92 490 478 1.74 1.74 0.625
93 500 488 1.74 1.74 0.625
94 510 498 1.73 1.73 0.622
95 520 508 1.72 1.72 0.619
96 530 518 1.72 1.72 0.619
97 540 528 1.71 1.71 0.616
98 550 538 1.71 1.71 0.616
99 560 548 1.7 1.7 0.613
100 570 558 1.7 1.7 0.611
101 580 568 1.7 1.7 0.611
102 590 578 1.69 1.69 0.608
103 600 588 1.69 1.69 0.608
104 660 648 1.66 1.66 0.598
105 720 708 1.64 1.64 0.59
106 780 768 1.61 1.61 0.579
107 840 828 1.59 1.59 0.574
108 900 888 1.57 1.57 0.566
109 960 948 1.56 1.56 0.563
110 1.02e+003 1.01e+003 1.54 1.54 0.554
111 1.08e+003 1.07e+003 1.53 1.53 0.551
112 1.14e+003 1.13e+003 1.52 1.52 0.546
113 1.2e+003 1.19e+003 1.51 1.51 0.543
114 1.26e+003 1.25e+003 1.48 1.48 0.534
115 1.32e+003 1.31e+003 1.47 1.47 0.53
116 1.38e+003 1.37e+003 1.47 1.47 0.528
117 1.44e+003 1.43e+003 1.45 1.45 0.522
118 1.5e+003 1.49e+003 1.44 1.44 0.517
119 1.56e+003 1.55e+003 1.42 1.42 0.512
120 1.62e+003 1.61e+003 1.41 1.41 0.508
121 1.68e+003 1.67e+003 1.4 1.4 0.503
122 1.74e+003 1.73e+003 1.39 1.39 0.5
123 1.8e+003 1.79e+003 1.37 1.37 0.495
124 1.86e+003 1.85e+003 1.36 1.36 0.489
125 1.92e+003 1.91e+003 1.35 1.35 0.486
126 1.98e+003 1.97e+003 1.34 1.34 0.481
127 2.04e+003 2.03e+003 1.33 1.33 0.478
128 2.1e+003 2.09e+003 1.31 1.31 0.472
129 2.16e+003 2.15e+003 1.3 1.3 0.469
130 2.22e+003 2.21e+003 1.3 1.3 0.467
131 2.28e+003 2.27e+003 1.29 1.29 0.464
132 2.34e+003 2.33e+003 1.28 1.28 0.46
133 2.4e+003 2.39e+003 1.26 1.26 0.455
134 2.46e+003 2.45e+003 1.25 1.25 0.45
135 2.52e+003 2.51e+003 1.24 1.24 0.447
136 2.58e+003 2.57e+003 1.22 1.22 0.438
137 2.64e+003 2.63e+003 1.21 1.21 0.435
138 2.7e+003 2.69e+003 1.19 1.19 0.429
139 2.76e+003 2.75e+003 1.18 1.18 0.424
140 2.82e+003 2.81e+003 1.16 1.16 0.418
141 2.88e+003 2.87e+003 1.15 1.15 0.412
142 2.94e+003 2.93e+003 1.13 1.13 0.407
143 3.e+003 2.99e+003 1.12 1.12 0.404
144 3.06e+003 3.05e+003 1.1 1.1 0.395
145 3.12e+003 3.11e+003 1.09 1.09 0.391
146 3.18e+003 3.17e+003 1.08 1.08 0.389
147 3.24e+003 3.23e+003 1.07 1.07 0.386
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148 3.3e+003 3.29e+003 1.07 1.07 0.387
149 3.36e+003 3.35e+003 1.06 1.06 0.381
150 3.42e+003 3.41e+003 1.05 1.05 0.378
151 3.48e+003 3.47e+003 1.04 1.04 0.375
152 3.54e+003 3.53e+003 1.03 1.03 0.373
153 3.6e+003 3.59e+003 1.03 1.03 0.371
154 3.66e+003 3.65e+003 1.02 1.02 0.369
155 3.72e+003 3.71e+003 1.01 1.01 0.365
156 3.78e+003 3.77e+003 1.01 1.01 0.364
157 3.84e+003 3.83e+003 1.01 1.01 0.364
158 3.9e+003 3.89e+003 1.1.0.361
159 3.96e+003 3.95e+003 0.996 0.996 0.359
160 4.02e+003 4.01e+003 0.988 0.988 0.356
161 4.08e+003 4.07e+003 0.98 0.98 0.353
162 4.14e+003 4.13e+003 0.972 0.972 0.35
163 4.2e+003 4.19e+003 0.964 0.964 0.347
164 4.26e+003 4.25e+003 0.958 0.958 0.345
165 4.32e+003 4.31e+003 0.957 0.957 0.344
166 4.38e+003 4.37e+003 0.949 0.949 0.342
167 4.44e+003 4.43e+003 0.941 0.941 0.339
168 4.5e+003 4.49e+003 0.933 0.933 0.336
169 4.56e+003 4.55e+003 0.925 0.925 0.333
170 4.62e+003 4.61e+003 0.917 0.917 0.33
171 4.68e+003 4.67e+003 0.909 0.909 0.327
172 4.74e+003 4.73e+003 0.909 0.909 0.327
173 4.8e+003 4.79e+003 0.894 0.894 0.322
174 4.86e+003 4.85e+003 0.886 0.886 0.319
175 4.92e+003 4.91e+003 0.862 0.862 0.31
176 4.98e+003 4.97e+003 0.854 0.854 0.307
177 5.04e+003 5.03e+003 0.839 0.839 0.302
178 5.1e+003 5.09e+003 0.822 0.822 0.296
179 5.16e+003 5.15e+003 0.809 0.809 0.291
180 5.22e+003 5.21e+003 0.788 0.788 0.284
181 5.28e+003 5.27e+003 0.782 0.782 0.281
182 5.34e+003 5.33e+003 0.76 0.76 0.274
183 5.4e+003 5.39e+003 0.744 0.744 0.268
184 5.46e+003 5.45e+003 0.729 0.729 0.262
185 5.52e+003 5.51e+003 0.729 0.729 0.262
186 5.58e+003 5.57e+003 0.721 0.721 0.26
187 5.64e+003 5.63e+003 0.713 0.713 0.257
188 5.7e+003 5.69e+003 0.697 0.697 0.251
189 5.76e+003 5.75e+003 0.682 0.682 0.246
190 5.82e+003 5.81e+003 0.674 0.674 0.243
191 5.88e+003 5.87e+003 0.666 0.666 0.24
192 5.94e+003 5.93e+003 0.65 0.65 0.234
193 6.e+003 5.99e+003 0.634 0.634 0.228
194 6.06e+003 6.05e+003 0.627 0.627 0.226
195 6.12e+003 6.11e+003 0.611 0.611 0.22
196 6.18e+003 6.17e+003 0.611 0.611 0.22
197 6.24e+003 6.23e+003 0.603 0.603 0.217
198 6.3e+003 6.29e+003 0.587 0.587 0.211
199 6.36e+003 6.35e+003 0.579 0.579 0.208
200 6.42e+003 6.41e+003 0.572 0.572 0.206
201 6.48e+003 6.47e+003 0.564 0.564 0.203
202 6.54e+003 6.53e+003 0.548 0.548 0.197
203 6.6e+003 6.59e+003 0.548 0.548 0.197
204 6.66e+003 6.65e+003 0.532 0.532 0.192
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205 6.72e+003 6.71e+003 0.524 0.524 0.189
206 6.78e+003 6.77e+003 0.517 0.517 0.186
207 6.84e+003 6.83e+003 0.509 0.509 0.183
208 6.9e+003 6.89e+003 0.509 0.509 0.183
209 6.96e+003 6.95e+003 0.501 0.501 0.18
210 7.02e+003 7.01e+003 0.493 0.493 0.177
211 7.08e+003 7.07e+003 0.477 0.477 0.172
212 7.14e+003 7.13e+003 0.477 0.477 0.172
213 7.2e+003 7.19e+003 0.477 0.477 0.172
214 7.26e+003 7.25e+003 0.462 0.462 0.166
215 7.32e+003 7.31e+003 0.462 0.462 0.166
216 7.38e+003 7.37e+003 0.454 0.454 0.163
217 7.44e+003 7.43e+003 0.446 0.446 0.161
218 7.5e+003 7.49e+003 0.446 0.446 0.161
219 7.56e+003 7.55e+003 0.438 0.438 0.158
220 7.62e+003 7.61e+003 0.438 0.438 0.158
221 7.68e+003 7.67e+003 0.43 0.43 0.155
222 7.74e+003 7.73e+003 0.422 0.422 0.152
223 7.8e+003 7.79e+003 0.422 0.422 0.152
224 7.86e+003 7.85e+003 0.422 0.422 0.152
225 7.92e+003 7.91e+003 0.414 0.414 0.149
226 7.98e+003 7.97e+003 0.407 0.407 0.147
227 8.04e+003 8.03e+003 0.407 0.407 0.147
228 8.1e+003 8.09e+003 0.407 0.407 0.147
229 8.16e+003 8.15e+003 0.399 0.399 0.144
230 8.22e+003 8.21e+003 0.399 0.399 0.144
231 8.28e+003 8.27e+003 0.399 0.399 0.144
232 8.34e+003 8.33e+003 0.391 0.391 0.141
233 8.4e+003 8.39e+003 0.391 0.391 0.141
234 8.46e+003 8.45e+003 0.391 0.391 0.141
235 8.52e+003 8.51e+003 0.391 0.391 0.141
236 8.58e+003 8.57e+003 0.391 0.391 0.141
237 8.64e+003 8.63e+003 0.383 0.383 0.138
238 8.7e+003 8.69e+003 0.383 0.383 0.138
239 8.76e+003 8.75e+003 0.383 0.383 0.138
240 8.82e+003 8.81e+003 0.375 0.375 0.135
241 8.88e+003 8.87e+003 0.367 0.367 0.132
242 8.94e+003 8.93e+003 0.375 0.375 0.135
243 9.e+003 8.99e+003 0.367 0.367 0.132
244 9.06e+003 9.05e+003 0.367 0.367 0.132
245 9.12e+003 9.11e+003 0.359 0.359 0.129
246 9.18e+003 9.17e+003 0.359 0.359 0.129
247 9.24e+003 9.23e+003 0.356 0.356 0.128
248 9.3e+003 9.29e+003 0.337 0.337 0.121
249 9.36e+003 9.35e+003 0.349 0.349 0.126
250 9.42e+003 9.41e+003 0.342 0.342 0.123
251 9.48e+003 9.47e+003 0.342 0.342 0.123
252 9.54e+003 9.53e+003 0.344 0.344 0.124
253 9.6e+003 9.59e+003 0.336 0.336 0.121
254 9.66e+003 9.65e+003 0.336 0.336 0.121
255 9.72e+003 9.71e+003 0.336 0.336 0.121
256 9.78e+003 9.77e+003 0.336 0.336 0.121
257 9.84e+003 9.83e+003 0.328 0.328 0.118
258 9.9e+003 9.89e+003 0.328 0.328 0.118
259 9.96e+003 9.95e+003 0.328 0.328 0.118
260 1.e+004 1.e+004 0.32 0.32 0.115
261 1.01e+004 1.01e+004 0.312 0.312 0.112
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262 1.01e+004 1.01e+004 0.312 0.312 0.112
263 1.02e+004 1.02e+004 0.304 0.304 0.109
264 1.03e+004 1.02e+004 0.304 0.304 0.109
265 1.03e+004 1.03e+004 0.304 0.304 0.109
266 1.04e+004 1.04e+004 0.297 0.297 0.107
267 1.04e+004 1.04e+004 0.297 0.297 0.107
268 1.05e+004 1.05e+004 0.297 0.297 0.107
269 1.06e+004 1.05e+004 0.297 0.297 0.107
270 1.06e+004 1.06e+004 0.289 0.289 0.104
271 1.07e+004 1.07e+004 0.281 0.281 0.101
272 1.07e+004 1.07e+004 0.289 0.289 0.104
273 1.08e+004 1.08e+004 0.289 0.289 0.104
274 1.09e+004 1.08e+004 0.277 0.277 9.97e-002
275 1.09e+004 1.09e+004 0.274 0.274 9.86e-002
276 1.1e+004 1.1e+004 0.28 0.28 0.101
277 1.1e+004 1.1e+004 0.274 0.274 9.86e-002
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ158BFH.slg Page 1
Bouwer and Rice GraphFalling Head Slug Test February 16, 2022
Upper Piedmont Regional MSW Landfill Rougemont, NC
Project Number: 1003-81 for Republic Services of North Carolina, LLC.
Analysis by BLE
PZ-158B
Ho is 4.86 feet at 13. Seconds
0 1 2
Adjusted Time (Hours)Head Ratio (Ht/Ho)1.e-002
0.1
1.
Bouwer and Rice parameter C = 1.38 ln(Re/Rw) = 2.260068e+000
Analysis starts at time 23. Seconds Analysis ends at time 138 minutes 220 Measurements analyzed from 11 to 230
Hydraulic Conductivity = 1.26e-006 cm/sec Transmissivity = 2.02e-005 ft2/min
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ158BFH.slg Page 1
Falling Head Slug Test
Site Name:Upper Piedmont Regional MSW Landfill
Location:Rougemont, NC
Test Date:February 16, 2022
Client:Republic Services of North Carolina, LLC.
Project Number:1003-81
Import File:S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\
Well Label:PZ-158B
Aquifer Thickness:8.15 feet
Screen Length:5. feet
Casing Radius:8.33e-002 feet
Effective Radius:0.344 feet
Static Water Level:0. feet
Water Table to Screen Bottom:8.15 feet
Anisotropy Ratio:2.
Time Adjustment:13. Seconds
Test starts with trial 0
There are 240 time and drawdown measurements
Maximum head is 4.86 feet
Minimum head is 0. feet
Trial Time Adjusted Time Drawdown Head Head Ratio
(Seconds)(Seconds)(feet)(feet)
1 13.0.4.86 4.86 1.
2 14.0.96 4.49 4.49 0.924
3 15.1.98 3.32 3.32 0.683
4 16.3.2.88 2.88 0.591
5 17.3.96 2.87 2.87 0.59
6 18.4.98 2.86 2.86 0.588
7 19.6.2.85 2.85 0.587
8 20.6.96 2.85 2.85 0.587
9 21.7.98 2.85 2.85 0.587
10 22.9.2.85 2.85 0.587
11 23.9.96 2.85 2.85 0.587
12 24.11.2.85 2.85 0.587
13 25.12.2.85 2.85 0.587
14 26.13.2.85 2.85 0.585
15 27.14.2.85 2.85 0.587
16 28.15.2.85 2.85 0.587
17 29.16.2.85 2.85 0.585
18 30.17.2.85 2.85 0.585
19 31.18.2.85 2.85 0.585
20 32.19.2.85 2.85 0.585
21 33.20.2.85 2.85 0.585
22 34.21.2.85 2.85 0.585
23 35.22.2.85 2.85 0.585
24 36.23.2.85 2.85 0.585
25 37.24.2.85 2.85 0.585
26 38.25.2.85 2.85 0.585
27 39.26.2.84 2.84 0.584
28 40.27.2.84 2.84 0.584
29 41.28.2.85 2.85 0.585
30 42.29.2.85 2.85 0.586
31 43.30.2.84 2.84 0.584
32 44.31.2.85 2.85 0.585
33 45.32.2.85 2.85 0.586
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34 46.33.2.84 2.84 0.584
35 47.34.2.85 2.85 0.586
36 48.35.2.84 2.84 0.584
37 49.36.2.85 2.85 0.586
38 50.37.2.85 2.85 0.586
39 51.38.2.85 2.85 0.586
40 52.39.2.85 2.85 0.586
41 53.40.2.84 2.84 0.584
42 54.41.2.84 2.84 0.584
43 55.42.2.84 2.84 0.584
44 56.43.2.84 2.84 0.584
45 57.44.2.84 2.84 0.584
46 58.45.2.84 2.84 0.584
47 59.46.2.84 2.84 0.584
48 60.47.2.84 2.84 0.584
49 70.57.2.84 2.84 0.583
50 80.67.2.84 2.84 0.583
51 90.77.2.84 2.84 0.583
52 100 87.2.84 2.84 0.583
53 110 97.2.83 2.83 0.582
54 120 107 2.83 2.83 0.583
55 130 117 2.84 2.84 0.583
56 140 127 2.83 2.83 0.582
57 150 137 2.84 2.84 0.583
58 160 147 2.83 2.83 0.582
59 170 157 2.84 2.84 0.584
60 180 167 2.83 2.83 0.582
61 190 177 2.83 2.83 0.582
62 200 187 2.83 2.83 0.582
63 210 197 2.83 2.83 0.582
64 220 207 2.83 2.83 0.583
65 230 217 2.83 2.83 0.583
66 240 227 2.83 2.83 0.583
67 250 237 2.83 2.83 0.581
68 260 247 2.83 2.83 0.581
69 270 257 2.83 2.83 0.581
70 280 267 2.84 2.84 0.583
71 290 277 2.83 2.83 0.581
72 300 287 2.83 2.83 0.581
73 310 297 2.82 2.82 0.58
74 320 307 2.83 2.83 0.582
75 330 317 2.83 2.83 0.582
76 340 327 2.83 2.83 0.582
77 350 337 2.82 2.82 0.58
78 360 347 2.82 2.82 0.58
79 370 357 2.82 2.82 0.58
80 380 367 2.82 2.82 0.58
81 390 377 2.82 2.82 0.58
82 400 387 2.82 2.82 0.58
83 410 397 2.82 2.82 0.58
84 420 407 2.81 2.81 0.579
85 430 417 2.81 2.81 0.579
86 440 427 2.82 2.82 0.58
87 450 437 2.81 2.81 0.579
88 460 447 2.82 2.82 0.58
89 470 457 2.81 2.81 0.579
90 480 467 2.81 2.81 0.579
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91 490 477 2.81 2.81 0.579
92 500 487 2.81 2.81 0.579
93 510 497 2.81 2.81 0.577
94 520 507 2.81 2.81 0.577
95 530 517 2.81 2.81 0.579
96 540 527 2.81 2.81 0.577
97 550 537 2.81 2.81 0.577
98 560 547 2.81 2.81 0.577
99 570 557 2.81 2.81 0.577
100 580 567 2.81 2.81 0.577
101 590 577 2.81 2.81 0.577
102 600 587 2.81 2.81 0.577
103 660 647 2.79 2.79 0.574
104 720 707 2.8 2.8 0.576
105 780 767 2.79 2.79 0.574
106 840 827 2.79 2.79 0.573
107 900 887 2.78 2.78 0.571
108 960 947 2.79 2.79 0.573
109 1.02e+003 1.01e+003 2.78 2.78 0.571
110 1.08e+003 1.07e+003 2.77 2.77 0.569
111 1.14e+003 1.13e+003 2.77 2.77 0.569
112 1.2e+003 1.19e+003 2.76 2.76 0.568
113 1.26e+003 1.25e+003 2.76 2.76 0.567
114 1.32e+003 1.31e+003 2.75 2.75 0.566
115 1.38e+003 1.37e+003 2.75 2.75 0.564
116 1.44e+003 1.43e+003 2.75 2.75 0.566
117 1.5e+003 1.49e+003 2.75 2.75 0.565
118 1.56e+003 1.55e+003 2.74 2.74 0.563
119 1.62e+003 1.61e+003 2.74 2.74 0.563
120 1.68e+003 1.67e+003 2.74 2.74 0.563
121 1.74e+003 1.73e+003 2.73 2.73 0.561
122 1.8e+003 1.79e+003 2.73 2.73 0.561
123 1.86e+003 1.85e+003 2.72 2.72 0.56
124 1.92e+003 1.91e+003 2.71 2.71 0.558
125 1.98e+003 1.97e+003 2.71 2.71 0.558
126 2.04e+003 2.03e+003 2.71 2.71 0.558
127 2.1e+003 2.09e+003 2.7 2.7 0.555
128 2.16e+003 2.15e+003 2.71 2.71 0.557
129 2.22e+003 2.21e+003 2.7 2.7 0.555
130 2.28e+003 2.27e+003 2.69 2.69 0.553
131 2.34e+003 2.33e+003 2.68 2.68 0.552
132 2.4e+003 2.39e+003 2.68 2.68 0.55
133 2.46e+003 2.45e+003 2.68 2.68 0.552
134 2.52e+003 2.51e+003 2.67 2.67 0.549
135 2.58e+003 2.57e+003 2.68 2.68 0.55
136 2.64e+003 2.63e+003 2.67 2.67 0.549
137 2.7e+003 2.69e+003 2.67 2.67 0.549
138 2.76e+003 2.75e+003 2.66 2.66 0.547
139 2.82e+003 2.81e+003 2.66 2.66 0.547
140 2.88e+003 2.87e+003 2.66 2.66 0.547
141 2.94e+003 2.93e+003 2.65 2.65 0.544
142 3.e+003 2.99e+003 2.65 2.65 0.544
143 3.06e+003 3.05e+003 2.65 2.65 0.544
144 3.12e+003 3.11e+003 2.64 2.64 0.542
145 3.18e+003 3.17e+003 2.64 2.64 0.542
146 3.24e+003 3.23e+003 2.64 2.64 0.542
147 3.3e+003 3.29e+003 2.63 2.63 0.541
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148 3.36e+003 3.35e+003 2.62 2.62 0.539
149 3.42e+003 3.41e+003 2.62 2.62 0.539
150 3.48e+003 3.47e+003 2.62 2.62 0.539
151 3.54e+003 3.53e+003 2.61 2.61 0.537
152 3.6e+003 3.59e+003 2.61 2.61 0.537
153 3.66e+003 3.65e+003 2.61 2.61 0.536
154 3.72e+003 3.71e+003 2.61 2.61 0.536
155 3.78e+003 3.77e+003 2.61 2.61 0.536
156 3.84e+003 3.83e+003 2.6 2.6 0.534
157 3.9e+003 3.89e+003 2.59 2.59 0.532
158 3.96e+003 3.95e+003 2.59 2.59 0.532
159 4.02e+003 4.01e+003 2.59 2.59 0.532
160 4.08e+003 4.07e+003 2.58 2.58 0.531
161 4.14e+003 4.13e+003 2.58 2.58 0.531
162 4.2e+003 4.19e+003 2.58 2.58 0.531
163 4.26e+003 4.25e+003 2.57 2.57 0.528
164 4.32e+003 4.31e+003 2.57 2.57 0.528
165 4.38e+003 4.37e+003 2.56 2.56 0.526
166 4.44e+003 4.43e+003 2.56 2.56 0.526
167 4.5e+003 4.49e+003 2.56 2.56 0.526
168 4.56e+003 4.55e+003 2.55 2.55 0.524
169 4.62e+003 4.61e+003 2.55 2.55 0.524
170 4.68e+003 4.67e+003 2.54 2.54 0.523
171 4.74e+003 4.73e+003 2.54 2.54 0.523
172 4.8e+003 4.79e+003 2.54 2.54 0.523
173 4.86e+003 4.85e+003 2.54 2.54 0.521
174 4.92e+003 4.91e+003 2.54 2.54 0.521
175 4.98e+003 4.97e+003 2.53 2.53 0.52
176 5.04e+003 5.03e+003 2.52 2.52 0.518
177 5.1e+003 5.09e+003 2.52 2.52 0.518
178 5.16e+003 5.15e+003 2.52 2.52 0.518
179 5.22e+003 5.21e+003 2.52 2.52 0.518
180 5.28e+003 5.27e+003 2.51 2.51 0.516
181 5.34e+003 5.33e+003 2.51 2.51 0.516
182 5.4e+003 5.39e+003 2.5 2.5 0.515
183 5.46e+003 5.45e+003 2.5 2.5 0.515
184 5.52e+003 5.51e+003 2.5 2.5 0.515
185 5.58e+003 5.57e+003 2.5 2.5 0.513
186 5.64e+003 5.63e+003 2.5 2.5 0.513
187 5.7e+003 5.69e+003 2.5 2.5 0.513
188 5.76e+003 5.75e+003 2.48 2.48 0.51
189 5.82e+003 5.81e+003 2.48 2.48 0.51
190 5.88e+003 5.87e+003 2.48 2.48 0.51
191 5.94e+003 5.93e+003 2.48 2.48 0.51
192 6.e+003 5.99e+003 2.47 2.47 0.508
193 6.06e+003 6.05e+003 2.47 2.47 0.508
194 6.12e+003 6.11e+003 2.46 2.46 0.507
195 6.18e+003 6.17e+003 2.46 2.46 0.505
196 6.24e+003 6.23e+003 2.46 2.46 0.505
197 6.3e+003 6.29e+003 2.46 2.46 0.505
198 6.36e+003 6.35e+003 2.46 2.46 0.505
199 6.42e+003 6.41e+003 2.46 2.46 0.505
200 6.48e+003 6.47e+003 2.45 2.45 0.504
201 6.54e+003 6.53e+003 2.45 2.45 0.504
202 6.6e+003 6.59e+003 2.44 2.44 0.502
203 6.66e+003 6.65e+003 2.44 2.44 0.502
204 6.72e+003 6.71e+003 2.43 2.43 0.5
S:\Upper Piedmont MSWLF - Person Co. NC\1003-81 DHR Cells 7-10\10 Slug Tests\Current Hydro\Final\UPPZ158BFH.slg Page 5
205 6.78e+003 6.77e+003 2.43 2.43 0.5
206 6.84e+003 6.83e+003 2.43 2.43 0.499
207 6.9e+003 6.89e+003 2.42 2.42 0.498
208 6.96e+003 6.95e+003 2.42 2.42 0.497
209 7.02e+003 7.01e+003 2.42 2.42 0.497
210 7.08e+003 7.07e+003 2.42 2.42 0.497
211 7.14e+003 7.13e+003 2.41 2.41 0.495
212 7.2e+003 7.19e+003 2.4 2.4 0.494
213 7.26e+003 7.25e+003 2.4 2.4 0.494
214 7.32e+003 7.31e+003 2.41 2.41 0.495
215 7.38e+003 7.37e+003 2.4 2.4 0.492
216 7.44e+003 7.43e+003 2.4 2.4 0.493
217 7.5e+003 7.49e+003 2.39 2.39 0.492
218 7.56e+003 7.55e+003 2.39 2.39 0.491
219 7.62e+003 7.61e+003 2.39 2.39 0.491
220 7.68e+003 7.67e+003 2.39 2.39 0.491
221 7.74e+003 7.73e+003 2.39 2.39 0.491
222 7.8e+003 7.79e+003 2.38 2.38 0.489
223 7.86e+003 7.85e+003 2.38 2.38 0.489
224 7.92e+003 7.91e+003 2.37 2.37 0.487
225 7.98e+003 7.97e+003 2.37 2.37 0.487
226 8.04e+003 8.03e+003 2.37 2.37 0.487
227 8.1e+003 8.09e+003 2.36 2.36 0.486
228 8.16e+003 8.15e+003 2.36 2.36 0.486
229 8.22e+003 8.21e+003 2.36 2.36 0.484
230 8.28e+003 8.27e+003 2.36 2.36 0.484
231 8.34e+003 8.33e+003 2.36 2.36 0.484
232 8.4e+003 8.39e+003 2.35 2.35 0.483
233 8.46e+003 8.45e+003 2.35 2.35 0.483
234 8.52e+003 8.51e+003 2.34 2.34 0.481
235 8.58e+003 8.57e+003 2.34 2.34 0.481
236 8.64e+003 8.63e+003 2.34 2.34 0.481
237 8.7e+003 8.69e+003 2.33 2.33 0.479
238 8.76e+003 8.75e+003 2.32 2.32 0.478
239 8.82e+003 8.81e+003 2.32 2.32 0.478
240 8.88e+003 8.87e+003 2.33 2.33 0.478

APPENDIX G
Soil Laboratory Test Procedures

APPENDIX G
Soil Laboratory Test Procedures

MOISTURE CONTENT AND UNIT WEIGHT
An undisturbed sample is trimmed in the laboratory into a right circular cylinder approximately three to six
inches long. The dimensions and weight of the specimen are determined and the total unit weight
calculated. Moisture contents are determined from representative portions of the specimen. The soil is
dried to a constant weight in an oven at 100 degrees C and the loss of moisture during the drying process is
measured. From this data, the moisture content and dry unit weight are computed.

ATTERBERG LIMITS
The Atterberg Limits Tests, Liquid Limit (LL), and Plastic Limit (PL), are performed to aid in the
classification of soils and to determine the plasticity and volume change characteristics of the materials.
The Liquid Limit is the minimum moisture content at which a soil will flow as a heavy viscous fluid. The
Plastic Limit is the minimum moisture content at which the solid behaves as a plastic material. The
Plasticity Index (PI) is the numeric difference of Liquid Limit and the Plastic Limit and indicated the range
of moisture content over which a soil remains plastic. These tests are performed in accordance with ASTM
D 4318.

PARTICLE SIZE DISTRIBUTION
The distribution of soils coarser than the No. 200 (75-um) sieve is determined by passing a representative
specimen through a standard set of nested sieves. The weight of material retained on each sieve is
determined and the percentage retained (or passing) is calculated. A specimen may be washed through only
the No. 200 sieve, if the full range of particle sizes is not required. The percentage of material passing the
No. 200 sieve is reported. The distribution of materials finer than No. 200 sieve is determined by use of
the hydrometer. The particle sizes and distribution are computed from the time rate of settlement of the
different size particles while suspended in water. These tests are performed in accordance with ASTM D
421, D 422, and D 1140.

HYDRAULIC CONDUCTIVITY
The ease with which water flows through a soil is characterized by its hydraulic conductivity. Two general
test methods are employed depending on the soil type.

The Constant Head method is used for coarse-grained materials (sands and gravels). The sample is confined
in permeameter chamber while water is allowed to flow through it from a constant head level. The quantity
of water flowing through the specimen in a given time period is used to calculate the hydraulic conductivity.
See ASTM D 2434 for a complete description of this test.

Fine-grained materials (silts and clays) require the use of a Flexible Wall Permeameter. The sample is
prepared in a similar manner as in the triaxial compression test. It is encased in a rubber membrane and
place inside a permeameter chamber. The specimen is back-pressure saturated and allowed to consolidate
under a specified effective stress. Water is then forced through the specimen under a controlled hydraulic
gradient. The quantity of water flowing into the sample in a given time period is used to calculate the
hydraulic conductivity. This test is performed in general accordance wit ASTM D 5084.

COMPACTION
Bulk samples of potential borrow soils from the project site were collected and transported to the laboratory
for compaction testing. A standard Proctor compaction test (ASTM D 698) was performed on each sample
to determine compaction characteristics, including the maximum dry density and optimum moisture
content. Test results are presented on the attached Compaction Test sheet.

CONSOLIDATION
A single section of the undisturbed sample was extruded from its sampling tube for consolidation testing.
The sample was then trimmed into a disc 2.4 inches in diameter and 1 inch thick. The disc was confined
in a stainless steel ring and sandwiched between porous plates. It was then subjected to incrementally
increasing vertical loads and the resulting deformations measured with a micrometer dial gauge. The test
results are presented in the form of a pressure versus percent strain curve on the accompanying
Consolidation Test sheet.

TRIAXIAL SHEAR
Multi-stage consolidated undrained triaxial compression tests were conducted on relatively undisturbed soil
samples. Each sample was trimmed and the initial moisture content and unit weight was determined. The
trimmed sample was placed into a waterproof membrane and loaded into the test cell. The sample was
subjected to an assigned confining pressure and allowed to consolidate. The sample was then subjected to
an axial compressive load, which was gradually increased until incipient failure, at which point the
confining pressure was increased and the process repeated. Pore pressures were measured during the test
to permit determination of the total stress and effective stress parameters. The test results are used to
estimate the strength parameters of the soil (angle of internal friction and cohesion). The test results are
presented in the form of Stress-Strain Curves and Mohr Diagrams on the accompanying Triaxial Shear Test
sheets.

APPENDIX H
Soil Laboratory Test Results

Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Light brown & light grey fi. sandy silty CLAY
#10
#20
#40
#60
#100
#200
100.0
98.6
94.6
90.2
85.6
74.0
21 27 6
0.2440 0.1424 0.0443
0.0310 0.0100 0.0032
0.0017 25.78 1.31
CL-ML A-4(3)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 8.0-10.0
Sample Number: PZ-140 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 5.4 20.6 52.8 21.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Grey silty clayey fi.-co. SAND
3/4
1/2
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
94.7
91.9
80.8
59.1
43.6
33.6
28.0
24.0
20.3
17 24 7
8.0638 5.8467 2.0763
1.2593 0.3079 0.0160
0.0070 295.65 6.50
SC-SM A-2-4(0)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 3.5-5.0
Sample Number: PZ-125 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 19.2 21.7 25.5 13.3 11.6 8.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Tan clayey fi.-med. SAND
3/4
1/2
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
91.8
90.1
81.9
73.9
63.5
53.6
46.7
39.7
31.3
17 30 13
9.2917 5.9659 0.6644
0.3222 0.0670 0.0118
0.0052 126.96 1.29
SC A-2-6(0)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 8.5-10.0
Sample Number: PZ-138 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 18.1 8.0 20.3 22.3 21.6 9.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Brown fi. sandy CLAY
#10
#20
#40
#60
#100
#200
100.0
99.8
99.4
98.2
93.8
83.4
25 53 28
0.1135 0.0827 0.0158
0.0103 0.0036
CH A-7-6(25)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 8.5-15.0
Sample Number: PZ-140 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.6 16.0 47.3 36.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Yellowish brown & black fi. sandy SILT
#10
#20
#40
#60
#100
#200
100.0
97.4
93.2
89.6
86.4
76.2
25 29 4
0.2665 0.1275 0.0453
0.0335 0.0137 0.0052
0.0036 12.46 1.14
ML A-4(2)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 23.0-24.5
Sample Number: PZ-140 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 6.8 17.0 62.0 14.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Reddish brown fi. sandy CLAY
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
99.2
98.8
95.9
90.7
87.4
84.2
80.6
28 56 28
0.3818 0.1721 0.0068
0.0039
CH A-7-6(25)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 1.0-2.5
Sample Number: PZ-147 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.8 0.4 8.1 10.1 26.5 54.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Tan fi.-med. sandy SILT
#10
#20
#40
#60
#100
#200
100.0
90.6
80.4
74.0
69.0
63.2
28 38 10
0.8137 0.5806 0.0498
0.0220 0.0059 0.0037
0.0030 16.61 0.23
ML A-4(5)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 13.5-15.0
Sample Number: PZ-147 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 19.6 17.2 38.3 24.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Tan clayey fi.-med. SAND
1/2
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
94.8
87.7
74.9
64.7
56.1
50.5
46.2
41.8
24 33 9
6.0633 3.8381 0.5832
0.2367 0.0128 0.0051
0.0037 155.78 0.08
SC A-4(1)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 28.5-30.0
Sample Number: PZ-147 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 12.3 12.8 18.8 14.3 27.1 14.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Yellowish brown SILT w/ some fi. sand
#10
#20
#40
#60
#100
#200
100.0
100.0
99.8
99.0
97.4
94.2
29 44 15
0.0501 0.0358 0.0090
0.0065 0.0025
ML A-7-6(17)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 3.0-5.0
Sample Number: PZ-148 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.2 5.6 51.9 42.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Yellowish brown fi. sandy SILT
#10
#20
#40
#60
#100
#200
100.0
100.0
99.4
96.8
93.2
86.8
32 46 14
0.1004 0.0660 0.0108
0.0075 0.0041
ML A-7-5(15)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 13.0-15.0
Sample Number: PZ-148 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 0.6 12.6 50.2 36.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Light brown, yellow & black fi. sandy elastic SILT
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
100.0
99.4
99.2
97.4
94.4
90.4
84.7
32 54 22
0.1428 0.0787 0.0096
0.0067 0.0042 0.0024
0.0018 5.41 1.02
MH A-7-5(22)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 23.0-25.0
Sample Number: PZ-148 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.6 2.0 12.7 47.5 37.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Light grey clayey fi.-med. SAND
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
91.4
81.8
66.9
55.3
48.4
43.4
38.0
19 32 13
4.1663 2.5774 0.5732
0.2860 0.0255 0.0039
0.0019 299.88 0.59
SC A-6(1)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 8.5-10.0
Sample Number: PZ-151 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 8.6 9.6 26.5 17.3 21.0 17.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Tan, light grey fi. sandy SILT
#10
#20
#40
#60
#100
#200
100.0
99.0
97.6
95.2
92.0
87.2
29 39 10
0.1036 0.0638 0.0125
0.0090 0.0054 0.0038
0.0033 3.72 0.69
ML A-4(10)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 3.5-5.0
Sample Number: PZ-155 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 2.4 10.4 60.6 26.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Grey, brown clayey fi.-co. SAND
1.0
3/4
1/2
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
93.0
89.4
79.4
69.6
59.2
51.7
45.7
41.9
38.8
35.4
19 32 13
13.0360 11.0579 2.1404
0.6953 0.0490 0.0068
0.0042 505.46 0.27
SC A-2-6(1)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 13.5-15.0
Sample Number: PZ-156 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 7.0 23.4 10.4 13.5 10.3 24.2 11.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Light brown fi. sandy silty CLAY
#10
#40
#60
#100
#200
100.0
97.6
87.8
73.2
54.2 22 27 5
0.2737 0.2254 0.0893
0.0676 0.0432 0.0183
0.0085 10.54 2.46
CL-ML A-4(1)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 3.0-5.0
Sample Number: PZ-157 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 2.4 43.4 47.3 6.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Grey clayey fi.-co. SAND
3/4
1/2
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
88.5
86.1
82.5
74.3
64.8
55.4
49.3
44.9
40.3
19 30 11
13.7179 7.2749 0.5952
0.2666 0.0138 0.0043
0.0020 298.52 0.16
SC A-6(1)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 2.0-8.0
Sample Number: PZ-159 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 17.5 8.2 18.9 15.1 23.5 16.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Brown CLAY w/sand
#10
#20
#40
#60
#100
#200
100.0
97.8
96.0
94.6
93.4
91.2
26 45 19
0.0609 0.0341 0.0082
0.0059 0.0025
CL A-7-6(19)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 2.0-7.0
Sample Number: PZ-160 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 0.0 0.0 4.0 4.8 46.5 44.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Tested By: JM
Bunnell Lammons Engineering, Inc.
Greenville, SC
(no specification provided)
PL=LL=PI=
D90=D85=D60=
D50=D30=D15=
D10=Cu=Cc=
USCS=AASHTO=
*
Grey & brown fi.-med. sandy CLAY
3/8
#4
#10
#20
#40
#60
#100
#200
100.0
95.1
90.5
87.9
86.3
85.0
83.6
81.2
27 47 20
1.7636 0.2453 0.0090
0.0059 0.0020
CL A-7-6(17)
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Material Description
Atterberg Limits
Coefficients
Classification
Remarks
Source of Sample: Boring Depth: 3.0-4.5
Sample Number: PZ-160 Date:
Client:
Project:
Project No:Figure
SIEVE PERCENT SPEC.*PASS?
SIZE FINER PERCENT (X=NO)PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.0 4.9 4.6 4.2 5.1 34.8 46.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report ASTM D6913/D422
Upper Piedmont MSW Landfill
Person Co., NC
BLE Project Number P21-1003-81
Min Max Min Max
<0.00625 0.03 0.77 <0.00625 0.03 0.77
D50 mm 1.2593 0.00625 to 0.025 0.04 0.87 D50 mm 0.2 USE →0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.12593 0.05 to 0.1 0.58 0.94 D50 cm 0.02000 0.05 to 0.1 0.58 0.94
USE →>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -2.072 Natural log of D50 -3.912
Max Calculation 0.323734464 Max Calculation 0.358103211
Total Porosity (Ø)0.341 Total Porosity (Ø)0.412
Min Calculation 0.177202022 Min Calculation 0.016464515
Average Øe 0.250 Average Øe 0.187
Min Max Min Max
USE →<0.00625 0.03 0.77 USE →<0.00625 0.03 0.77
D50 mm 0.0103 0.00625 to 0.025 0.04 0.87 D50 mm 0.0335 0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.00103 0.05 to 0.1 0.58 0.94 D50 cm 0.00335 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -6.878 Natural log of D50 -5.699
Max Calculation 0.404874135 Max Calculation 0.369910776
Total Porosity (Ø)0.526 Total Porosity (Ø)0.480
Min Calculation 0.015774317 Min Calculation 0.014412108
Average Øe 0.210 Average Øe 0.192
Min Max Min Max
USE →<0.00625 0.03 0.77 USE →<0.00625 0.03 0.77
D50 mm 0.0039 0.00625 to 0.025 0.04 0.87 D50 mm 0.022 0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.00039 0.05 to 0.1 0.58 0.94 D50 cm 0.00220 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -7.849 Natural log of D50 -6.119
Max Calculation 0.43366439 Max Calculation 0.382376587
Total Porosity (Ø)0.563 Total Porosity (Ø)0.497
Min Calculation 0.016896015 Min Calculation 0.014897789
Average Øe 0.225 Average Øe 0.199
Min Max Min Max
<0.00625 0.03 0.77 USE →<0.00625 0.03 0.77
D50 mm 0.2367 USE →0.00625 to 0.025 0.04 0.87 D50 mm 0.0065 0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.02367 0.05 to 0.1 0.58 0.94 D50 cm 0.00065 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -3.744 Natural log of D50 -7.339
Max Calculation 0.352460102 Max Calculation 0.418520965
Total Porosity (Ø)0.405 Total Porosity (Ø)0.544
Min Calculation 0.016205062 Min Calculation 0.016306012
Average Øe 0.184 Average Øe 0.217
Min Max Min Max
USE →<0.00625 0.03 0.77 USE →<0.00625 0.03 0.77
D50 mm 0.0075 0.00625 to 0.025 0.04 0.87 D50 mm 0.0067 0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.00075 0.05 to 0.1 0.58 0.94 D50 cm 0.00067 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -7.195 Natural log of D50 -7.308
Max Calculation 0.41427874 Max Calculation 0.417622563
Total Porosity (Ø)0.538 Total Porosity (Ø)0.542
Min Calculation 0.01614073 Min Calculation 0.016271009
Average Øe 0.215 Average Øe 0.217
Min Max Min Max
<0.00625 0.03 0.77 USE →<0.00625 0.03 0.77
D50 mm 0.286 0.00625 to 0.025 0.04 0.87 D50 mm 0.009 0.00625 to 0.025 0.04 0.87
USE →0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.02860 0.05 to 0.1 0.58 0.94 D50 cm 0.00090 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -3.554 Natural log of D50 -7.013
Max Calculation 0.362036602 Max Calculation 0.408873818
Total Porosity (Ø)0.398 Total Porosity (Ø)0.531
Min Calculation 0.12333115 Min Calculation 0.015930149
Average Øe 0.243 Average Øe 0.212
Effective Porosity (Øe)Effective Porosity (Øe)
Mean Particle Diameter cm Range of Ratio: Øe / Ø Mean Particle Diameter cm Range of Ratio: Øe / Ø
Calculation for Effective Porosity: PZ-148 (13.0' - 15.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)
Total Porosity Calc Total Porosity Calc
Calculation for Effective Porosity: PZ-151 (8.5' - 10.0')Calculation for Effective Porosity: PZ-155 (3.5' - 5.0')
Effective Porosity (Øe)
Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-147 (13.5' - 15.5')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-148 (23.0' - 25.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Calculation for Effective Porosity: PZ-138 (8.5' - 10.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Range of Ratio: Øe / ØMean Particle Diameter cm
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-140 (23.0' - 24.5')
Total Porosity Calc
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-148 (3.0' - 5.0')
Mean Particle Diameter cm
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-125 (3.5' - 5.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-147 (1.0' - 2.5')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Calculation for Effective Porosity: PZ-140 (8.0' - 10.0')
Calculation for Effective Porosity: PZ-147 (28.5' - 30.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)
UPRLF-DHR Cells 7-10.xlsx
D50 Calculation
Prepared By: RLB
Checked By: ZJD
Upper Piedmont MSW Landfill
Person Co., NC
BLE Project Number P21-1003-81
Min Max Min Max
<0.00625 0.03 0.77 <0.00625 0.03 0.77
D50 mm 0.6953 0.00625 to 0.025 0.04 0.87 D50 mm 0.0676 USE →0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91 0.025 to 0.05 0.31 0.91
D50 cm 0.06953 USE →0.05 to 0.1 0.58 0.94 D50 cm 0.00676 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95 >0.1 0.52 0.95
Natural log of D50 -2.666 Natural log of D50 -4.997
Max Calculation 0.34182243 Max Calculation 0.394435551
Total Porosity (Ø)0.364 Total Porosity (Ø)0.453
Min Calculation 0.210911712 Min Calculation 0.018134968
Average Øe 0.276 Average Øe 0.206
Min Max
USE →<0.00625 0.03 0.77
D50 mm 0.0059 0.00625 to 0.025 0.04 0.87
0.025 to 0.05 0.31 0.91
D50 cm 0.00059 0.05 to 0.1 0.58 0.94
>0.1 0.52 0.95
Natural log of D50 -7.435
Max Calculation 0.421392078
Total Porosity (Ø)0.547
Min Calculation 0.016417873
Average Øe 0.219
Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-160 (3.0' - 4.5')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Effective Porosity (Øe)Effective Porosity (Øe)
Calculation for Effective Porosity: PZ-157 (3.0' - 5.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
Calculation for Effective Porosity: PZ-156 (13.5' - 15.0')
Mean Particle Diameter cm Range of Ratio: Øe / Ø
Total Porosity Calc
UPRLF-DHR Cells 7-10.xlsx
D50 Calculation
Prepared By: RLB
Checked By: ZJD
Tested By: JM
Liquid and Plastic Limits Test Report (ASTM D4318)PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or
OL
CH or
O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
SOIL DATA
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Boring PZ-140 8.0-10.0 18.4 21 27 6 CL-ML
Boring PZ-125 3.5-5.0 11.5 17 24 7 SC-SM
Boring PZ-138 8.5-10.0 8.4 17 30 13 SC
Boring PZ-140 8.5-15.0 25 53 28 CH
Boring PZ-140 23.0-24.5 19.6 25 29 4 ML
Tested By: JM
Liquid and Plastic Limits Test Report (ASTM D4318)PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or
OL
CH or
O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
SOIL DATA
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Boring PZ-147 1.0-2.5 25.5 28 56 28 CH
Boring PZ-147 13.5-15.0 17.2 28 38 10 ML
Boring PZ-147 28.5-30.0 9.3 24 33 9 SC
Boring PZ-148 3.0-5.0 36.2 29 44 15 ML
Boring PZ-148 13.0-15.0 39.5 32 46 14 ML
Tested By: JM
Liquid and Plastic Limits Test Report (ASTM D4318)PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or
OL
CH or
O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
SOIL DATA
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Boring PZ-148 23.0-25.0 47.9 32 54 22 MH
Boring PZ-151 8.5-10.0 9.3 19 32 13 SC
Boring PZ-155 3.5-5.0 31.5 29 39 10 ML
Boring PZ-156 13.5-15.0 11.9 19 32 13 SC
Boring PZ-157 3.0-5.0 11.1 22 27 5 CL-ML
Tested By: JM
Liquid and Plastic Limits Test Report (ASTM D4318)PLASTICITY INDEX0
10
20
30
40
50
60
LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or
OL
CH or
O
H
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
47
SOIL DATA
SYMBOL SOURCE
NATURAL
USCSSAMPLEDEPTHWATERPLASTICLIQUIDPLASTICITY
NO.CONTENT LIMIT LIMIT INDEX
(%)(%)(%)(%)
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client:
Project:
Project No.:Figure
Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
1003-81
Boring PZ-159 2.0-8.0 19 30 11 SC
Boring PZ-160 2.0-7.0 26 45 19 CL
Boring PZ-160 3.0-4.5 23.1 27 47 20 CL
UPRLF CELLS 7 - 10
SAMPLE NO. DEPTH (Ft) DRY WEIGHT (g)MOISTURE CONTENT (%)
PZ-140 8.0 10.0 170.6 18.4
PZ-140 23.0 24.5 174.7 19.6
PZ-148 3.0 5.0 119.7 36.2
PZ-148 13.0 15.0 99.2 39.5
PZ-148 23.0 25.0 99.9 47.9
PZ-157 3.0 5.0 156.9 11.1
PZ-160 3.0 4.5 144.9 23.1
SAMPLE NO. DEPTH (Ft) WET DENSITY (PCF) DRY DENSITY (PCF)
LENGTH (IN)6.023
DIA. (IN)2.878
WT. (LB)2.95
LENGTH (IN)5.760
DIA. (IN)2.880
WT. (LB)2.78
LENGTH (IN)5.783
DIA. (IN)2.880
WT. (LB)2.42
LENGTH (IN)5.766
DIA. (IN)2.879
WT. (LB)2.36
LENGTH (IN)6.000
DIA. (IN)2.856
WT. (LB)2.35
LENGTH (IN)5.302
DIA. (IN)2.883
WT. (LB)2.88
LENGTH (IN)5.293
DIA. (IN)2.881
WT. (LB)2.49
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER III
DATE: 5/19/2021
PZ-157 3.0 5.0 144.0 129.6
PZ-160 3.0 4.5 124.5 101.1
PZ-148 13.0 15.0 108.8 78.0
PZ-148 23.0 25.0 105.9 71.5
PZ-140 23.0 24.5 128.1 107.1
PZ-148 3.0 5.0 111.0 81.5
SAMPLE PROPERTIES
PZ-140 8.0 10.0 130.0 109.8
LABORATORY UNIT WEIGHT DETERMINATION
163.0
138.4
147.8
174.3
178.4
J21-1003-81
LABORATORY MOISTURE CONTENT DETERMINATION (ASTM D2216)
WET WEIGHT (g)
202.0
209.0
COMPACTION TEST REPORT
Dry density, pcf90
95
100
105
110
115
Water content, %
5 10 15 20 25 30 35
ZAV for
Sp.G. =
2.70
Test specification:ASTM D 698-12 Method A Standard
8.5-15.0 CH A-7-6(25)53 28 0.0 83.4
Brown fi. sandy CLAY
1003-81 Republic Services of North Carolina, LLC
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: PZ-140
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 101.9 pcf
Optimum moisture = 18.0 %
Upper Piedmont Regional Landfill
Cells 7 - 10
COMPACTION TEST REPORT
Dry density, pcf105
110
115
120
125
130
Water content, %
0 5 10 15 20 25 30
ZAV for
Sp.G. =
2.70
Test specification:ASTM D 698-12 Method A Standard
2.0-8.0 SC A-6(1)30 11 17.5 40.3
Grey clayey fi.-co. SAND
1003-81 Republic Services of North Carolina, LLC
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: PZ-159
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 121.4 pcf
Optimum moisture = 11.9 %
Upper Piedmont Regional Landfill
Cells 7 - 10
COMPACTION TEST REPORT
Dry density, pcf90
95
100
105
110
115
Water content, %
5 10 15 20 25 30 35
ZAV for
Sp.G. =
2.70
Test specification:ASTM D 698-12 Method A Standard
2.0-7.0 CL A-7-6(19)45 19 0.0 91.2
Brown CLAY w/sand
1003-81 Republic Services of North Carolina, LLC
Elev/Classification Nat.Sp.G.LL PI % >% <
Depth USCS AASHTO Moist.#4 No.200
TEST RESULTS MATERIAL DESCRIPTION
Project No.Client:Remarks:
Project:
Source of Sample: Boring Sample Number: PZ-160
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Maximum dry density = 103.4 pcf
Optimum moisture = 19.5 %
Upper Piedmont Regional Landfill
Cells 7 - 10
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO. SAMPLE LOCATION:8.0-10.0'
TYPE SAMPLE DESCRIPTION:LIGHT BROWN & LIGHT GREY FI. SAND SILTY CLAY
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.554 7.534
Sample Diameter 7.267 7.247
Length/Diameter Ratio 1.04
Moisture Content (%)WW= 202.0 DW= 170.6 18.4 WW= 148.1 DW= 123.9 19.5
Sample Wet Weight (grams)
Wet Density (pcf) 130.0 131.2
Dry Density (pcf) 109.8 109.8
Saturation (%)ASSUMED SG= 2.7 93 99
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)70 Influent Pressure (psi)60 Effluent Pressure (psi) 60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N) (cm) (cm) ºC (cm/sec) Correction (cm/sec)
Y 7.6 1.77 22.0 10
0:03:25 6.5 1.82 22.0 8 4.7E-07 0.953 4.5E-07
0:03:46 6.4 1.82 22.0 8 4.7E-07 0.953 4.5E-07
0:04:09 6.3 1.82 22.0 8 4.7E-07 0.953 4.4E-07
0:04:31 6.2 1.83 22.0 8 4.7E-07 0.953 4.4E-07
HYDRAULIC CONDUCTIVITY (K20°C)4.4E-07 cm/sec
4-29-21 10:48:54
4-29-21 10:49:16
4-29-21 10:44:45
4-29-21 10:48:10
4-29-21 10:48:31
2.974 2.966
2.861 2.853
652.2 653.2
UPPER PIEDMONT REG. LANDFILL
CELLS 7 - 10
J21-1003-81
4-21-21
PZ-140
UNDISTURBED
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO. SAMPLE LOCATION:23.0-24.5
TYPE SAMPLE DESCRIPTION:YELLOWISH BROWN & BLACK FI. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.468 7.617
Sample Diameter 7.277 7.295
Length/Diameter Ratio 1.03
Moisture Content (%)WW= 209.0 DW= 174.7 19.6 WW= 199.9 DW= 163.1 22.6
Sample Wet Weight (grams)
Wet Density (pcf) 129.4 127.8
Dry Density (pcf) 108.2 104.3
Saturation (%)ASSUMED SG= 2.7 95 99
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)75 Influent Pressure (psi)60 Effluent Pressure (psi) 60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N) (cm) (cm) ºC (cm/sec) Correction (cm/sec)
Y 4.7 1.89 22.0 5
0:00:06 4.0 1.92 22.0 4 2.2E-05 0.953 2.1E-05
0:00:12 3.5 1.94 22.0 3 2.1E-05 0.953 2.0E-05
0:00:20 3.0 1.96 22.0 2 2.2E-05 0.953 2.1E-05
0:00:33 2.5 1.98 22.0 1 2.2E-05 0.953 2.1E-05
HYDRAULIC CONDUCTIVITY (K20°C)2.1E-05 cm/sec
4-29-21 1:35:33
4-29-21 1:35:46
4-29-21 1:35:13
4-29-21 1:35:19
4-29-21 1:35:25
2.940 2.999
2.865 2.872
643.8 651.9
UPPER PIEDMONT REG. LANDFILL
CELLS 7 - 10
J21-1003-81
4-21-21
PZ-140
UNDISTURBED
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO. SAMPLE LOCATION:3.0-5.0'
TYPE SAMPLE DESCRIPTION:YELLOWISH BROWN SILT w/some fi. Sand
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.445 7.419
Sample Diameter 7.257 7.267
Length/Diameter Ratio 1.03
Moisture Content (%)WW= 163.0 DW= 119.7 36.2 WW= 234.5 DW= 169.0 38.8
Sample Wet Weight (grams)
Wet Density (pcf) 112.2 113.1
Dry Density (pcf) 82.4 81.5
Saturation (%)ASSUMED SG= 2.7 93 98
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)70 Influent Pressure (psi)60 Effluent Pressure (psi) 60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N) (cm) (cm) ºC (cm/sec) Correction (cm/sec)
Y 7.5 1.77 22.0 10
0:00:49 6.5 1.82 22.0 8 1.8E-06 0.953 1.7E-06
0:01:04 6.2 1.83 22.0 8 1.8E-06 0.953 1.7E-06
0:01:15 6.0 1.84 22.0 7 1.8E-06 0.953 1.7E-06
0:01:26 5.8 1.84 22.0 7 1.8E-06 0.953 1.8E-06
HYDRAULIC CONDUCTIVITY (K20°C)1.7E-06 cm/sec
4-29-21 11:00:19
4-29-21 11:00:30
4-29-21 10:59:04
4-29-21 10:59:53
4-29-21 11:00:08
2.931 2.921
2.857 2.861
553.4 557.3
UPPER PIEDMONT REG. LANDFILL
CELLS 7 - 10
J21-1003-81
4-21-21
PZ-148
UNDISTURBED
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO. SAMPLE LOCATION:13.0-15.0'
TYPE SAMPLE DESCRIPTION:YELLOWISH BROWN FI. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.590 7.569
Sample Diameter 7.201 7.150
Length/Diameter Ratio 1.05
Moisture Content (%)WW= 138.4 DW= 99.2 39.5 WW= 222.8 DW= 156.8 42.1
Sample Wet Weight (grams)
Wet Density (pcf) 108.4 111.0
Dry Density (pcf) 77.7 78.1
Saturation (%)ASSUMED SG= 2.7 91 98
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)70 Influent Pressure (psi)60 Effluent Pressure (psi) 60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N) (cm) (cm) ºC (cm/sec) Correction (cm/sec)
Y 4.7 1.89 22.0 5
0:00:25 4.0 1.92 22.0 4 5.4E-06 0.953 5.2E-06
0:00:39 3.7 1.93 22.0 3 5.4E-06 0.953 5.1E-06
0:00:50 3.5 1.94 22.0 3 5.3E-06 0.953 5.1E-06
0:01:09 3.2 1.95 22.0 2 5.3E-06 0.953 5.1E-06
HYDRAULIC CONDUCTIVITY (K20°C)5.1E-06 cm/sec
4-29-21 11:10:25
4-29-21 11:10:44
4-29-21 11:09:35
4-29-21 11:10:00
4-29-21 11:10:14
2.988 2.980
2.835 2.815
536.5 540.2
UPPER PIEDMONT REG. LANDFILL
CELLS 7 - 10
J21-1003-81
4-21-21
PZ-148
UNDISTURBED
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO. SAMPLE LOCATION:3.0-5.0'
TYPE SAMPLE DESCRIPTION:LIGHT BROWN FI. SANDY SILTY CLAY
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.445 7.480
Sample Diameter 7.290 7.333
Length/Diameter Ratio 1.02
Moisture Content (%)WW= 174.3 DW= 156.9 11.1 WW= 212.0 DW= 174.7 21.4
Sample Wet Weight (grams)
Wet Density (pcf) 137.9 138.6
Dry Density (pcf) 124.1 114.2
Saturation (%)ASSUMED SG= 2.7 84 100
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)70 Influent Pressure (psi)60 Effluent Pressure (psi) 60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N) (cm) (cm) ºC (cm/sec) Correction (cm/sec)
Y 7.5 1.77 22.0 10
0:05:03 6.5 1.82 22.0 8 2.8E-07 0.953 2.7E-07
0:05:40 6.4 1.82 22.0 8 2.8E-07 0.953 2.7E-07
0:06:16 6.3 1.82 22.0 8 2.8E-07 0.953 2.7E-07
0:06:53 6.2 1.83 22.0 8 2.8E-07 0.953 2.6E-07
HYDRAULIC CONDUCTIVITY (K20°C)2.7E-07 cm/sec
4-29-21 10:31:01
4-29-21 10:31:38
4-29-21 10:24:45
4-29-21 10:29:48
4-29-21 10:30:25
2.931 2.945
2.870 2.887
686.3 701.3
UPPER PIEDMONT REG. LANDFILL
CELLS 7 - 10
J21-1003-81
4-21-21
PZ-157
UNDISTURBED
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT:TESTED BY:JOHN MATHEW
PROJECT NO.:CHECKED BY:PAUL YARBER
DATE RECEIVED:
SAMPLE NO. SAMPLE LOCATION:3.0-4.5'
TYPE SAMPLE DESCRIPTION:GREY & BROWN FI.-MED. SANDY CLAY
SAMPLE DIMENSIONS AND PROPERTIES
ITEM INITIAL FINAL
inches centimeters inches centimeters
Sample Length 7.539 7.610
Sample Diameter 7.303 7.320
Length/Diameter Ratio 1.03
Moisture Content (%)WW= 178.4 DW= 144.9 23.1 WW= 253.8 DW= 201.3 26.1
Sample Wet Weight (grams)
Wet Density (pcf) 125.1 125.6
Dry Density (pcf) 101.6 99.6
Saturation (%)ASSUMED SG= 2.7 95 102
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)70 Influent Pressure (psi)60 Effluent Pressure (psi) 60 B-Value 0.96
Reset Date Clock Time Elapsed Time HAOUT HAIN Temp Gradient K Temp K20°C
(Y/N) (cm) (cm) ºC (cm/sec) Correction (cm/sec)
Y 7.6 1.77 22.0 10
0:08:32 7.0 1.80 22.0 9 9.6E-08 0.953 9.2E-08
0:10:07 6.9 1.80 22.0 9 9.6E-08 0.953 9.1E-08
0:11:40 6.8 1.80 22.0 9 9.6E-08 0.953 9.1E-08
0:13:25 6.7 1.81 22.0 8 9.5E-08 0.953 9.0E-08
HYDRAULIC CONDUCTIVITY (K20°C)9.1E-08 cm/sec
4-29-21 1:22:18
4-29-21 1:24:03
4-29-21 1:10:38
4-29-21 1:19:10
4-29-21 1:20:45
2.968 2.996
2.875 2.882
632.9 644.5
UPPER PIEDMONT REG. LANDFILL
CELLS 7 - 10
J21-1003-81
4-21-21
PZ-160
UNDISTURBED
Tested By: PY IV
INCREMENTAL CONSOLIDATION TEST REPORT
Void Ratio0.75
0.80
0.85
0.90
0.95
1.00
1.05
1.10
1.15
1.20
1.25
Applied Pressure - psf
100 1000 10000
Natural Dry Dens.LL PI Sp. Gr.Overburden Pc Cc Cr Initial Void
Saturation Moisture (pcf)(psf)(psf)Ratio
89.0 %38.5 %77.1 46 14 2.65 7178 0.41 0.03 1.147
Yellowish brown fi. sandy SILT ML A-7-5(15)
1003-81 Republic Services of North Carolina, LLC
Upper Piedmont Regional Landfill
Cells 7 - 10
MATERIAL DESCRIPTION USCS AASHTO
Project No.Client:Remarks:
Project:
Source of Sample: Boring Depth: 13.0-15.0 Sample Number: PZ-148
Bunnell Lammons Engineering, Inc.
Greenville, SC Figure
Dial Reading vs. Time
Project No.:
Project:
Source of Sample: Boring Depth: 13.0-15.0 Sample Number: PZ-148
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
7.732 ft.2/day
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
7.688 ft.2/day
1003-81
Upper Piedmont Regional Landfill
2
500 psf
-0.3640
-0.3618
-0.3616
0.27 min.
3
1000 psf
-0.3620
-0.3585
-0.3582
0.28 min.Dial Reading (in.)-0.3597
-0.3600
-0.3603
-0.3606
-0.3609
-0.3612
-0.3615
-0.3618
-0.3621
-0.3624
-0.3627
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
Dial Reading (in.)-0.3560
-0.3564
-0.3568
-0.3572
-0.3576
-0.3580
-0.3584
-0.3588
-0.3592
-0.3596
-0.3600
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
FigureBunnell Lammons Engineering, Inc.
Dial Reading vs. Time
Project No.:
Project:
Source of Sample: Boring Depth: 13.0-15.0 Sample Number: PZ-148
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
7.285 ft.2/day
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
3.553 ft.2/day
1003-81
Upper Piedmont Regional Landfill
4
2000 psf
-0.3547
-0.3502
-0.3497
0.29 min.
5
4000 psf
-0.3408
-0.3355
-0.3349
0.57 min.Dial Reading (in.)-0.344
-0.345
-0.346
-0.347
-0.348
-0.349
-0.350
-0.351
-0.352
-0.353
-0.354
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
Dial Reading (in.)-0.330
-0.331
-0.332
-0.333
-0.334
-0.335
-0.336
-0.337
-0.338
-0.339
-0.340
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
FigureBunnell Lammons Engineering, Inc.
Dial Reading vs. Time
Project No.:
Project:
Source of Sample: Boring Depth: 13.0-15.0 Sample Number: PZ-148
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
3.752 ft.2/day
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
7.443 ft.2/day
1003-81
Upper Piedmont Regional Landfill
8
2000 psf
-0.3373
-0.3368
-0.3367
0.54 min.
9
4000 psf
-0.3342
-0.3318
-0.3315
0.27 min.Dial Reading (in.)-0.3354
-0.3356
-0.3358
-0.3360
-0.3362
-0.3364
-0.3366
-0.3368
-0.3370
-0.3372
-0.3374
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
Dial Reading (in.)-0.3292
-0.3296
-0.3300
-0.3304
-0.3308
-0.3312
-0.3316
-0.3320
-0.3324
-0.3328
-0.3332
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
FigureBunnell Lammons Engineering, Inc.
Dial Reading vs. Time
Project No.:
Project:
Source of Sample: Boring Depth: 13.0-15.0 Sample Number: PZ-148
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
6.818 ft.2/day
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
3.127 ft.2/day
1003-81
Upper Piedmont Regional Landfill
10
8000 psf
-0.3247
-0.3113
-0.3098
0.29 min.
11
16000 psf
-0.2836
-0.2684
-0.2668
0.58 min.Dial Reading (in.)-0.3015
-0.3030
-0.3045
-0.3060
-0.3075
-0.3090
-0.3105
-0.3120
-0.3135
-0.3150
-0.3165
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
Dial Reading (in.)-0.2550
-0.2575
-0.2600
-0.2625
-0.2650
-0.2675
-0.2700
-0.2725
-0.2750
-0.2775
-0.2800
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
FigureBunnell Lammons Engineering, Inc.
Dial Reading vs. Time
Project No.:
Project:
Source of Sample: Boring Depth: 13.0-15.0 Sample Number: PZ-148
Load No.=
Load=
D0 =
D90 =
D100 =
T90 =
Cv @ T90
2.838 ft.2/day
1003-81
Upper Piedmont Regional Landfill
12
32000 psf
-0.2378
-0.2137
-0.2110
0.57 min.Dial Reading (in.)-0.200
-0.203
-0.206
-0.209
-0.212
-0.215
-0.218
-0.221
-0.224
-0.227
-0.230
Square Root of Elapsed Time (min.)
0 4 8 12 16 20 24 28 32 36 40
t90
FigureBunnell Lammons Engineering, Inc.
Tested By: PY IV
TRIAXIAL SHEAR TEST REPORT
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client: Republic Services of North Carolina, LLC
Project: Upper Piedmont Regional Landfill
Cells 7 - 10
Source of Sample: Boring Depth: 23.0-25.0
Sample Number: PZ-148
Proj. No.: 1003-81 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type: Undisturbed
Description: Light brown, yellow & black fi. sandy
elastic SILT
LL= 54 PI= 22PL= 32
Specific Gravity= 2.65
Remarks:
Figure
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Total Pore Pr., psi
Total Pore Pr., psi
Strain rate, in./min.
Eff. Cell Pressure, psi
Fail. Stress, psi
Ult. Stress, psi
s1 Failure, psi
s3 Failure, psiInitialAt Test1
47.9
71.4
96.4
1.3175
2.856
6.000
51.3
70.1
100.0
1.3597
2.889
5.970
0.015
3.3
6.93
15.27
42.06
12.38
39.86
15.0
4.87
20.15
2
43.0
75.7
96.2
1.1859
2.845
6.000
45.9
74.6
100.0
1.2167
2.887
5.909
0.015
4.8
20.80
26.76
50.03
26.98
48.25
15.0
10.77
37.53
3
47.3
71.6
95.6
1.3111
2.855
6.000
41.0
79.2
100.0
1.0877
2.763
5.785
0.015
4.9
62.39
46.04
69.53
37.46
69.36
15.0
22.86
68.91Deviator Stress, psi0
10
20
30
40
50
60
Axial Strain, %
0 5 10 15 20
1
2
3Shear Stress, psi0
19
38
57
Total Normal Stress, psi
Effective Normal Stress, psi
0 19 38 57 76 95 114
C, psi
f, deg
Tan(f)
Total Effective
5.350
12.20
0.22
2.314
27.31
0.52
Tested By: PY IV
Client: Republic Services of North Carolina, LLC
Project: Upper Piedmont Regional Landfill
Source of Sample: Boring Depth: 23.0-25.0 Sample Number: PZ-148
Project No.: 1003-81 Figure Bunnell Lammons Engineering, Inc.q, psi0
20
40
60
p, psi
Stress Paths: Total Effective
0 20 40 60 80 100 120
Peak Strength
Total Effective
a=
a=
tan a=
5.229 psi
11.93 deg
0.21
2.056 psi
24.64 deg
0.46Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
1
Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
3 Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
2
Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
4
Tested By: JM Checked By: PY IV
TRIAXIAL SHEAR TEST REPORT
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client: Republic Services of North Carolina, LLC
Project: Upper Piedmont Regional Landfill
Cells 7 - 10
Source of Sample: Boring Depth: 2.0-8.0
Sample Number: PZ-159
Proj. No.: 1003-81 Date Sampled:
Type of Test:
CU with Pore Pressures
Sample Type:
Description: Grey clayey fi.-co. SAND
LL= 30 PI= 11PL= 19
Assumed Specific Gravity= 2.7
Remarks:
Figure
Sample No.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Water Content, %
Dry Density, pcf
Saturation, %
Void Ratio
Diameter, in.
Height, in.
Strain, %
Strain, %
Total Pore Pr., psi
Total Pore Pr., psi
Strain rate, in./min.
Eff. Cell Pressure, psi
Fail. Stress, psi
Ult. Stress, psi
s1 Failure, psi
s3 Failure, psiInitialAt Test1
13.9
115.4
81.3
0.4600
2.865
6.000
17.7
114.0
100.0
0.4782
2.886
5.986
0.015
5.3
6.99
10.72
62.71
13.83
60.62
15.0
4.28
15.00
2
13.9
115.4
81.6
0.4608
2.865
6.000
16.4
116.8
100.0
0.4432
2.855
5.968
0.015
6.0
20.80
22.40
71.01
26.99
67.96
14.9
9.79
32.19
3
13.2
116.1
79.1
0.4524
2.865
6.000
14.4
121.3
100.0
0.3892
2.812
5.958
0.015
7.7
62.67
57.65
73.42
68.61
69.50
14.8
27.25
84.91Deviator Stress, psi0
15
30
45
60
75
90
Axial Strain, %
0 5 10 15 20
1
2
3Shear Stress, psi0
30
60
90
Total Normal Stress, psi
Effective Normal Stress, psi
0 30 60 90 120 150 180
C, psi
f, deg
Tan(f)
Total Effective
1.787
17.24
0.31
0.634
30.30
0.58
Tested By: JM Checked By: PY IV
Client: Republic Services of North Carolina, LLC
Project: Upper Piedmont Regional Landfill
Source of Sample: Boring Depth: 2.0-8.0 Sample Number: PZ-159
Project No.: 1003-81 Figure Bunnell Lammons Engineering, Inc.q, psi0
20
40
60
p, psi
Stress Paths: Total Effective
0 20 40 60 80 100 120
Peak Strength
Total Effective
a=
a=
tan a=
1.707 psi
16.51 deg
0.30
0.547 psi
26.77 deg
0.50Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
1
Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
3 Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
2
Total Pore Pressure Deviator Stress psi0
20
40
60
80
100
0%8%16%
4

APPENDIX I
Fracture Trace Analysis Data

ROSE DIAGRAM OF FRACTURE TRENDS
Upper Piedmont Regional MSW Landfill, Person Co., NC
BLE Job Number J21-1003-81
rose diagram
1003-81 str-dip all data
0.0%
5.0%
10.0%
15.0%NORTH
SOUTH
EASTWEST
N =
N11-40E
144
N81-90W
N31-40W
Stereo 2
1003-81 str-dip all data
Southern Hemosphere Stereo Projection
Equal Angle
PLOT OF POLES TO GEOLOGIC FEATURES
Upper Piedmont Regional MSW Landfill -Person County, NC
BLE Job Number J21-1003-81
Joints
Joints & Foliation
Veins
Bedding
NORTH
N = 144
SOUTH
EASTWEST+

APPENDIX J
Surface Geophysical Methods and Data

APPENDIX J
Surface Geophysical Methods and Data

MAGNETOMETER
A magnetometer measures the earth's magnetic field. The value of the earth's field is measured in nanoteslas
(nT) with the total field typically being on the order of 50,000 nT in the United States. Buried conductive
sources, such as ferromagnetic associated minerals, may perturb the local magnetic field and produce short
wavelength anomalies. Anomaly shapes and amplitudes are dependent upon latitude of the site and shape
of the target. Superimposed anomalies may occur at locations of multiple sources. The magnetometer may
also be affected by cultural "noise" such as power lines, fences and buildings. If there is too much cultural
"noise," no useful data can be collected.

There are different types of magnetometers that measure the earth’s field (either total field or a component)
in various ways. Typically, a portable proton precession magnetometer is used. A Geometrics Portable
Proton Magnetometer Model G-856A was used for this study. This magnetometer is designed to use the
principle of spinning protons processing in a fluid to measure the total magnetic field. The spinning protons
are temporarily aligned by applying a local magnetic field generated by a current in a coil of wire. Removal
of the current causes the protons to process about the earth's magnetic field. The precession generates a
small signal in the coil of wire, which has a frequency proportional to the total magnetic field intensity.
Measurements are taken at discrete locations.

A magnetic gradiometer is often used instead of a conventional magnetometer. A magnetic gradiometer
measures the magnetic field in the same way but has two detectors at different distances above the ground.
Measurements from both detectors are taken simultaneously and the total field and the difference between
the detectors are recorded.

"Magnetic storms" are natural phenomena that occur from time to time. In order to test for magnetic storms
and magnetic drift a "base station" is typically reoccupied every 1 to 3 hours on longer surveys, or at the
beginning and end of a traverse on shorter surveys. Such a reoccupation generally yields values within a
few nanoteslas of the original reading. During a storm, data collected should be used with caution.