1403_Caldwell_Foothills_MSWLF_Permit_DesignHydro_Phase5_FID1286865_20190326

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BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
DESIGN HYDROGEOLOGIC REPORT
PHASE 5 (CELLS NO. C, 7� AND gB)
FOOTHILLS REGIONAL MSW LANDFILL
Caldwell County, North Carolina
Facility Permit Number 1403-MSWLF-1998
Prepared For:
REPUBLIC SERVICES OF NORTH CAROLINA, LLC
1070 Riverside Drive
Asheville, North Carolina 28804
R
W REPUBLIC
SERVICES
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BUNNELL-LAMMONS ENGINEERING, INC.
1043 0 6004 Ponders Court
O��,e� Greenville, South Carolina 29615
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YZ of14 BLE North Carolina Business Licenses C-284 & C-1538
BLE Project Number J15-1235-78/78A
October 20, 2017
(Revised March 20, 2019)
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BUNNELL-LAMMONS ENGINEERING, INC.
GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS
October 20, 2017 (Revised March 20, 2019)
Republic Services of North Carolina, LLC
1070 Riverside Drive
Asheville, North Carolina 28804
Attention: Mr. Derek Bouchard
Environmental Manager
Western North Carolina/Eastern Tennessee
Subject: Design Hydrogeologic Report — Phase 5 (Cells No. 6, 7, & 813)
Foothills Regional MSW Landfill
Facility Permit Number 1403-MSWLF-1998
Caldwell County, North Carolina
BLE North Carolina Business Licenses C-284 & C-1538
BLE Project Number J15-1235-78/78A
Mr. Bouchard:
As authorized, Bunnell-Lammons Engineering, Inc. (BLE) has completed the Design Hydrogeologic
Study (DHR) for Phase 5 at the Foothills Regional MSW Landfill. 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. The North Carolina Department of Environmental Quality (NCDEQ) reviewed the DHR
contained herein and provided their review comments in a letter dated March 8, 2018 to Republic
Services of NC, LLC. This DHR has been revised to address the NCDEQ comments.
We appreciate the opportunity to serve as your geological, hydrogeological, and geotechnical
consultant on this project and look forward to continue working with you at the Foothills Regional
MSW Landfill. If you have any questions, please contact us at [phone].
Sincerely, vil II/
BUNNELL-LAMMONS 1; T "F .
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Mark S. Preddy, P.G.'o�.9 °F�Q�`°°•'�j'��®�
Senior Geologist /�s44 S.
Registered, North Carolina 011(1� �
Tyler W. Moody, P.E.
Project Geotechnical En
Registered, North Carol.
cc: Mr. K. Matthew Cheek, P.E. — Hodges, Harbin, Newberry & Tribble, Inc.
Mr. Kevin Berry, P.E. — Hodges, Harbin, Newberry & Tribble, Inc.
Mr. Daniel B. Bunnell, P.E. — Bunnell-Lammons Engineering, Inc.
sAl msp projects foothills mswlf nc11235-78 dhr ph 517 dhr reportl1235-78 foothills if dhr ph 5 revl Adocx
6004 PONDERS COURT
GREENVILLE, SOUTH CAROLINA 29615
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'1'AEI ,
Foothills Regional MSW Landfill — Caldwell Co., NC October 20, 2017 (Revised March 20, 2019)
Design Hydrogeologic Report — Phase 5 BLE Project Number J1 5-1235- 78178A
TABLE OF CONTENTS
PAGE
LISTOF TABLES.................................................................................................................. iii
LISTOF FIGURES................................................................................................................ iii
LIST OF APPENDICES........................................................................................................ iii
REPORT CROSS-REFERENCE INDEX OF APPLICABLE NORTH CAROLINA
STATE SOLID WASTE REGULATIONS.......................................................................... A
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
FIELD RECONNAISSANCE......................................................................
4
3.0 RESULTS OF INVESTIGATION...........................................................................
5
3.1
REGIONAL GEOLOGY.............................................................................
5
3.2
REGIONAL HYDROGEOLOGY..............................................................
6
3.3
STUDY AREA PHYSIOGRAPHY AND TOPOGRAPHY ......................
6
3.4
STUDY AREA SUBSURFACE CONDITIONS ........................................
7
3.4.1 Geologic Unit Description...................................................................
7
3.4.1.1 Structural Fill Material......................................................
7
3.4.1.2 Residual Soil........................................................................
8
3.4.1.3 Partially Weathered Rock(PWR).....................................
8
3.4.1.4 Fractured Bedrock.............................................................
8
3.4.2 Fracture Trace Analysis..................................................................
9
3.4.3 Laboratory Testing Results............................................................
9
3.5
STUDY AREA HYDROGEOLOGY..........................................................
10
3.5.1 Piezometer Construction and Nomenclature ...................................
10
3.5.1.1 Residual Soil Piezometers..................................................
11
3.5.1.2 Partially Weathered Rock Piezometers ............................
11
3.5.1.3 Bedrock Piezometers..........................................................
11
3.5.2 Seasonal High Groundwater Elevations ...........................................
11
3.5.3 Estimated Long -Term Seasonal High Groundwater Elevations ....
12
3.5.4 Groundwater Flow Direction.............................................................
12
3.5.5 Man-made Influences to Groundwater Levels .................................
12
3.5.6 Hydraulic Coefficients and Groundwater Flow Velocity ................
13

'1'AEI "
Foothills Regional MSW Landfill — Caldwell Co., NC October 20, 2017 (Revised March 20, 2019)
Design Hydrogeologic Report — Phase 5 BLE Project Number J1 5-1235- 78178A
3.5.6.1 Hydraulic Conductivity.........................................................
13
3.5.6.2 Hydraulic Gradient................................................................
14
3.5.6.3 Effective Porosity and Specific Yield ...................................
14
3.5.6.4 Groundwater Flow Velocity ..................................................
14
3.6 GEOTECHNICAL
CONSIDERATIONS..................................................
14
3.6.1
Fault Areas.......................................................................................
15
3.6.2
Seismic Impact Zones......................................................................
15
3.6.3
Unstable Areas.................................................................................
15
3.6.4
Permeability of Potential On -Site Soils for Liner and Cover
Construction.....................................................................................
15
3.6.5
Earthwork Activities.......................................................................
16
4.0 CONCLUSIONS........................................................................................................ 17
5.0 ANNOTATED BIBLIOGRAPHY........................................................................... 19

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
LIST OF TABLES
Table 1— Monitoring Well, Piezometer, and Boring Survey Information
Table 2 — Monitoring Well and Piezometer Construction Details
Table 3 — Groundwater Elevation Measurements
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 Samples
Table 7 — Interstitial Groundwater Flow Velocity Calculations — Phase 5
Table 8 — Summary of Geologic and Hydrogeologic Characteristics of
Geologic Units — Phase 5
LIST OF FIGURES
Figure 1— Site Location Map
Figure 2 — Generalized Geologic Map of North Carolina
Figure 3 — Site Topography and Boring Location Plan
Figure 4 — Geologic Profiles: Cross -Sections A -A', B-B', and C-C'
Figure 5 — Top of Bedrock (Auger Refusal) Elevation Contour Map
Figure 6 — Water Table Elevation Contour Map — March 4, 2013
Figure 7 — Seasonal High Water Table Elevation Contour Map — 2012 to 2013
Figure 8 — Estimation of Long -Term Seasonal High Water Table Elevation Contour Map
Figure 9 — Location of Private Wells — 0.5-Miles Radius
LIST OF APPENDICES
Appendix A — Drilling and Sampling Procedures
Appendix B — Soil and Rock Boring Records, Well Diagrams, and Survey data
Appendix C — Piezometer Installation Procedures
Appendix D — Precipitation and Groundwater Level Data & Charts
Appendix E — Slug Test Procedures and Results
Appendix F — Soil Laboratory Test Procedures
Appendix G — Soil Laboratory Test Results
Appendix H — Fracture Trace Analysis Data
iii

11LEC
Foothills Regional MSWLandfill - Caldwell Co., NC October 20, 2017 (Revised March 20, 2019)
Design Hydrogeologic Report - Phase 5 BLE Project Number J1 5-1235- 78178A
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, 3.6.3; Table 3; Figures 5, 7; Appendix D
(b) (1) (B)
Section 3.4, 3.5; Tables 3, 4, 5, 6, 7, 8 Figures 4, 5, 6, 7, 8;
Appendices B, E, G, H
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, 3.4.3; Tables 5, 6, 8; Appendices F, G
a
4
C
Sections 3.4.1, 3.4.3; Tables 5, 6, 8; Appendices B, G
a
4
D
Sections 3.4; Tables 5, 6, 8; Appendices B
a
4
E
Sections 3.4.3, 3.5.6; Tables 4, 5, 8; Appendices E, G
a
5
Sections 2.4, 3.4.2; Appendix H
a
6
Figure 4
a
7
A
Table 3
a
7
B
Section 3.5.2; Table 3; Appendix D
a
7
C
Section 3.5.3; Table 3; Figure 8; Appendix D
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, 6; Figures 4, 6; Appendix E
a
9
Figures 6, 7, 8
a
10
Figure 3
a
11
Appendix B
a
12
Sections 3.3, 3.4.2, 3.5.4, 3.5.5; Appendix H
b
2 B
Sections 3.0, 4.1; Tables 3, 4, 5, 6, 7, 8; Figures 4, 5, 6, 7, 8
b
2 C
Sections 3.0, 4.1.2; Figures 4, 5, 6, 7, 8
b
2 D
Sections 2.1, 3.4.1.4, 3.4.2, 3.5.1.3; Figure 5; Appendices B, H
b
2 E
Figure 8
b
2 F
Figure 5
b
2 G
Figure 4
b
2 H
Section 3.5; Tables 3, 4, 6, 7, 8; Figures 4, 6, 7, 8
b
2 I
Section 2.2
(b) (3) (A-
C)
The Water Quality Monitoring Plan (WQMP) is provided as a
I separate standalone document
iv

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
1.0 PROJECT INFORMATION
The existing Foothills Regional Municipal Solid Waste (MSW) Landfill is located on Cheraw Road
approximately two miles northwest of Lenoir, North Carolina (Figure 1). The landfill is owned by
Caldwell County and operated by Republic Services of North Carolina, LLC (Republic). The
existing site consists of about 281.8 acres, which was formerly hardwood forest and abandoned plant
nursery. Currently, Phases 1, 2, 3, and 4 at the landfill consists of Cells No. 1A/B, 2A/B, 3A/B/C, 4
5A/B and 8A. Republic now plans to develop Phase 5, which will consist of Cells No. 6, 7, and 8B
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 5. 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 relevant to the Phase 5
area were compiled into this report. The previous investigations include the following:
• Revision I— Geologic/Hydrogeologic Report, Proposed Caldwell County Municipal Solid Waste
Landfill, dated 1996, prepared by Front Royal (Project No. 0012-95-066A).
- Site hydrogeologic report.
• Revision I — Design Hydrogeologic Report for the Proposed Caldwell County Municipal Solid
Waste Landfill, Cheraw Road, Lenoir, North Carolina, dated February 11, 1997, prepared by
Front Royal (Project No. 0012-95-066A).
- Design hydrogeologic report for Phase I at the landfill.
• Water Quality Monitoring Plan, Foothills Regional Landfill — Phase 3 Caldwell County, North
Carolina, dated August 2008, prepared by Hodges, Harbin, Newberry, & Tribble, Inc. (HHNT).
- The monitoring plan for Phase 3 at the landfill.
• Permit to Construct for Proposed Caldwell County Municipal Solid Waste Landfill Facility,
dated February 28, 1997, prepared by Dewberry and Davis Engineers.
- The document includes location restrictions, slope stability, and settlement calculations.
• Design Hydrogeologic Report: Cell 2, Foothills Regional MSW Landfill, dated February 28,
2000 (revised February 14, 2001), prepared by BLE (Project No. J98-1235-08).
- Design hydrogeologic report for Cell 2 at the landfill.
• Design Hydrogeologic Report: Phase 2, Foothills Regional MSW Landfill, dated December 3,
2004 (revised July 18, 2005), prepared by BLE (Project No. J03-1235-31).
- Design hydrogeologic report for Phase 2 (Cell No. 3) at the landfill.
• Site Hydrogeologic Report: Expanded Foothills Regional MSW Landfill, dated May 31, 2007,
prepared by BLE (Project No. J07-1235-42).
- Site hydrogeologic report for the expanded facility (additional property to the east).

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
• Design Hydrogeologic Report: Phase 3 (Cells No. 4 & 8A), Foothills Regional MSW Landfill,
dated January 21, 2008, prepared by BLE (Project No. J07-1235-43).
- Design hydrogeologic report for Phase 3 (Cells No. 4 & 8A) at the landfill.
• Design Hydrogeologic Report: Phase 4 (Cell No. 5), Foothills Regional MSW Landfill, dated
June 14, 2013 (last revised November 1, 2013), prepared by BLE (Project No. J13-1235-55).
- Design hydrogeologic report for Phase 4 (Cell No. 5) at the landfill.
Our geotechnical evaluation of Phase 5 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' cm/sec). The base liner slopes will be at a 3.5 horizontal to 1
vertical (3.5H:IV) inclination or flatter. The alternative closure cap final grading plan will have
slopes of 3.5H:1 V or flatter.
2.0 FIELD INVESTIGATION
The Phase 5 area field investigation was conducted from December 2007 to June 2016 in a similar
fashion as previous projects at the currently permitted Foothills Regional MSW Landfill. Including
previous phases, the investigation of Phase 5 has included:
• conducting soil test borings, rock coring borings, and air -hammer borings;
• installing temporary piezometers;
• measuring joint and bedding orientations from rock and saprolite outcrops;
• performing a fracture trace study for the site and surrounding area;
• performing settlement and slope stability evaluations; 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 below were performed under the direction of a North Carolina -licensed
geologist and engineer. A North Carolina licensed driller from BLE 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 (survey data of the new borings is
included in Appendix B).

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
2.1 TEST BORING AND SOIL SAMPLING
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
The North Carolina Solid Waste Section (Section) requires that Design Hydrogeologic Studies
include the drilling of one boring per acre of permitted cell area. The Phase 5 area is approximately
28.7 acres; therefore, at least 29 borings are needed for this investigation. Including previous phases
of work and this project, 37 borings have been performed within or adjacent to the Phase 5 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
SHR': Original Site
23
16
1
Phase 1 DHRZ: Cell lA/B
19
18
0
Phase 1 DHR: Cell 2A/B
17
13
0
Phase 2 DHR: Cells 3AB/C
17
12
0
SHR: Expansion
7
7
6
Phase 3 DHR: Cells 4 & 8A
23
23
1
Phase 4 DHR: Cell 5
9
8
0
Phase 5 DHR: Cell 6-8B
37(which includes
27 new and 10
existing)
25(which includes 16
new and 9 existing)
16 (which includes 13
new and 3 existing)
F�MLo=nitoringWells
14
14
12
TAL
156
127
33
The soil test boring locations and depths were selected to comply with the applicable Section rules.
The locations of the borings are indicated on Figure 3. 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, rock coring, and air -hammer rock 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 are included in Appendix B.
2.2 GROUNDWATER INVESTIGATION
Eighteen new piezometers were installed to monitor water table elevations and further characterize
the study area hydrogeology. The new piezometers supplement the six piezometers and one
monitoring well installed during prior work in the Phase 5 area. Piezometer installation records are
included with the boring logs in Appendix B, and field installation procedures are described in
Appendix C. Survey information for the piezometers and monitoring wells is presented on Table
1, and well/piezometer construction details are summarized on Table 2.
' Site Hydrogeology Report - One boring per 10-acres is required.
2 Design Hydrogeology Report - One boring per acre of cell footprint is required.

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
Groundwater elevations were measured in the new piezometers at the time of boring and after 24
hours (Table 3). Additionally, monthly measurements were taken in the piezometers and monitoring
wells on site during the period from September 2012 to October 2013 to determine the seasonal high
groundwater levels. Historical water level data from November 1995 through October 2007 are also
provided on Table 3 and precipitation data for the Caldwell County region is included in Appendix
D.
Field permeability (slug) tests were performed in one monitoring well and seven 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 E and the results are summarized
on Table 4.
The piezometers are intended only for investigative use, were not constructed as permanent
monitoring wells, and will not be part of the permanent groundwater monitoring system. Prior to
landfill cell construction activities, the piezometers will be permanently abandoned in accordance
with 15A NCAC 2C, Rule .0113(a)(2) by drilling them out and filling the resulting boreholes with a
grout mixture.
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 (undisturbed). The laboratory tests were performed in general accordance with
applicable ASTM specifications, where available. Brief descriptions of the test procedures are
included in Appendix F. Soil laboratory testing results are included in Appendix G 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. The data plots are included in Appendix H.
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 1.5-
mile radius of the site were measured from topographic maps and plotted as data on Rose diagrams.
2.5 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
4

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
phases of work. Bedrock fracture orientations were measured from the rock outcrops as part of the
fracture trace analysis.
3.0 RESULTS OF INVESTIGATION
3.1 REGIONAL GEOLOGY
The subject site is located within the Inner Piedmont Belt of the Piedmont Physiographic Province
(Figure 2). The crystalline rocks of the Inner Piedmont Belt occur in generally northeast -southwest
trending geologic belts in the Carolinas, and consist of a stack of highly metamorphosed thrust sheets
bound on the northwest by the Brevard Shear Zone and to the southeast by the Kings Mountain Shear
Zone.
The Inner Piedmont includes high-grade metamorphosed sedimentary and igneous rocks that have
been exposed to multiple deformations (Horton and Zullo, 1991). Rock types that resulted from the
multiple metamorphisms include gneiss, schist and amphibolite with northeast/southwest trending
foliation with varying degrees of dip. Quaternary -age sediments consisting of sand and gravel fill
the stream valleys.
The Brevard Zone is located about three miles to the northwest of the site. This shear zone is the
boundary between the Inner Piedmont and Blue Ridge Belts, and is composed of mylonite. Mylonite
fault zones form under high-pressure/moderate-temperature deformational conditions and results in
a fine-grained rock texture. Deformational features associated with the Brevard Zone can be
observed extending into the Inner Piedmont in the form of mylonitic zones within the gneiss and
schist bedrock.
Holocene and younger age faults were not indicated on site or within 200 feet of the site from the
literature review or from the field reconnaissance.
The typical residual soil profile consists of clayey soils near the surface, where soil weathering is
more advanced, underlain by micaceous 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 micaceous sand with large rock fragments and lesser amounts of clay and silt.
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 (PWR) is normally found overlying the parent
bedrock. Partially weathered rock is defined, for engineering purposes, as residual material with
standard penetration resistance (ASTM D 1586) 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.

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
3.2 REGIONAL HYDROGEOLOGY
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
Groundwater in the Piedmont usually occurs as unconfined, water table aquifers in four primary
geologic zones: 1) alluvium; 2) 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 alluvium, residual soil, and partially weathered rock zone, 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 Caldwell County, North Carolina, as shown in Figure 1. The Phase 5 area
is bounded on the south by existing landfill Cells No. 3C, 4, and 8A, future Cell No. 5B, and on the
east and north by undeveloped landfill property (Figure 3). Additionally, portions of the Phase 5
footprint have been used for soil borrow.
Cobble size float rock at the ground surface is common across the study area. Rock and saprolite
outcrops used for the fracture trace analysis were located in the Phase 5 area as well as on other areas
of the landfill property.
Topographically, the ground surface elevation in the Phase 5 area drops off from higher elevations
in the northeastern portion, to lower elevations in the southwestern portion of Phase 5. Relatively
steep slopes exist throughout the Phase 5 area and a north -south trending ridge is located in the
eastern portion of Phase 5. The highest elevation in the Phase 5 footprint is approximately 1520 feet
above mean sea level (msl) located at the northeastern phase boundary, and the lowest elevation is
approximately 1210 feet msl located at the southwestern phase boundary next to existing Cell No.
8A. The relief across the Phase 4 area is approximately 310 feet.
The north -south trending ridge that covers the eastern portion of Phase 5 serves as a hydraulic divide.
Via surface drainage and unnamed streams, flow to the southeast ultimately reaches Greasy Creek
and flow to the southwest ultimately reaches Abingdon Creek. Approximately 2.5 miles south of the
site, both creeks converge with the southwestward flowing Lower Creek. Abingdon Creek, Greasy
Creek, and Lower Creek are considered Class "C" water bodies in the Catawba River Basin,
according to the North Carolina NCAC T15A 02B .308 (amended through March 1, 2013).
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11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC October 20, 2017 (Revised March 20, 2019)
Design Hydrogeologic Report — Phase 5 BLE Project Number J1 5-1235- 78178A
The NCDEQ reviewed the DHR contained herein and one of their recommended items to include in
the DHR was updated information on residential groundwater and surface water intakes within a
two-mile radius of the site. This requirement is normally addressed during Site Hydrogeologic
Reports (SHRs) under Rule 15A NCAC 13B .1618(c)(1)(C) and was fulfilled accordingly with the
most recent SHR (Site Hydrogeologic Report: Expanded Foothills Regional MSW Landfill, dated
May 31, 2007, prepared by BLE (Project No. J07-1235-42)). Therefore, BLE contacted the NCDEQ
for direction. It was mutually agreed to only do a 0.5-mile radius in hydraulically downgradient
areas form the landfill and that the reconnaissance would only include a vehicular drive -by and a
forensic internet database search.
A drive -by and internet database inventory of private drinking water supply sources within 0.5-miles
hydraulically downgradient of the site's property boundary was performed by BLE on January 31,
2019. The site is located two miles west of the city of Lenoir in a rural setting in which most
residences are connected to the public water system (Caldwell County Water System) and/or have
private water supply wells. Figure 9 shows the locations of the confirmed and suspected locations
of private drinking water sources along with roads with public water supply lines. In summary, 33
confirmed wells, 23 suspected wells (56 total wells), and no surface water intakes were located during
our reconnaissance within the 0.5-mile radius downgradient from the site's boundary. The public
water systems in the county obtain their drinking water from sources greater than two miles from the
site (North Carolina Public Water Supply Section, public information).
3.4 STUDY AREA SUBSURFACE CONDITIONS
Thirty-seven (37) borings have been performed in, and adjacent to, Phase 5 at the locations shown
on Figure 3. Phase 5 is in an upland location north of, and adjacent to, existing waste cells at the
facility. The cell footprint is underlain by residual soils, partially weathered rock (PWR), and
bedrock at depth. Subsurface geology at the site is shown on three cross -sections designated A -A',
B-B', and C-C' on Figure 4. A description of the subsurface materials encountered is provided
below.
3.4.1 Geologic Unit Description
3.4.1.1 Structural Fill Material
Fill soils were encountered at the following five locations:
• MW-8 (approximately 8.0 feet of structural fill soil that was placed for the construction of
Wet Detention Basin No. 3);
• PZ-102C and PZ-103C (approximately 42.5 and 52.0 feet, respectively, of structural fill soil
that was placed for the construction of Cell No. 8A to fill a topographic ravine); and
• PZ-110C and PZ-116C (approximately 5.5 and 3.0 feet, respectively, of fill soil placed along
site haul roads. Since the time these two original boring were performed in 2009 and 2010,
site grading activities have removed these fill soils).
Where encountered, the fill soils consist of brown, micaceous, silty -sand and sandy -silt, with varying
amounts of clay and gravel. USCS classifications of these soils are SM and SC. Standard
penetration resistance values (N-values) range from 2 to 25 with an average value of 9, indicating a
loose (SM) average consistency.

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
3.4.1.2 Residual Soil
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
Residual soils are the result of in -place weathering of gneiss and schist 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, brown, and yellowish -brown, micaceous silty
clay, sandy clayey silt, and silty clayey sand. Where encountered, the thickness of this component
ranges from 2.5 to 12 feet below ground surface, with an average thickness of 5.7 feet. USCS
classifications of these soils are CL, MH, and ML. N-values range from 4 to 19 with an average
value of 9, indicating a stiff average consistency.
The upper soil component grades with depth into a coarser grained, less plastic, brown, gray, and
white micaceous sandy silt and silty sand which extends to the depth of the partially weathered rock
and/or auger refusal. Where encountered, the thickness of this component ranges from 2.5 to 54 feet,
with an average thickness of 26.8 feet. USCS classifications of these soils are ML and SM. N-values
range from 2 to 100 with an average of 25, indicating a very stiff (ML) or very firm (SM) average
consistency.
3.4.1.3 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 consists primarily of gray, micaceous to very
micaceous, 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 1.5 to 34.6 feet, with an average thickness of 12.8 feet. This zone also includes
various float rock and boulders indicative of the varying weathering patterns.
3.4.1.4 Fractured Bedrock
The upper bedrock profile is fractured, severely to slightly weathered, biotite-quartz-feldspar gneiss.
Alternating rock seams and partially weathered rock zones were commonly encountered in the rock
core samples. The metamorphic foliation is moderate to shallow dipping and the bedrock fractures
(joints) are steeply dipping.
Bedrock coring has been performed at six different locations (PZ-107C, PZ-108C, PZ-109C, PZ-
116C, PZ-120C, and PZ-122C) for a total of 82.5 feet. The bedrock core had generally "good"
recovery (range of 20 to 100 percent; average of 84 percent) and "fair" rock quality designation
(RQD; range of 0 to 92 percent; average of 48 percent). In general, the bedrock becomes more
competent with depth. The upper bedrock is typically highly fractured and often boulders were
encountered in the core holes above the general bedrock depth.
A map of the approximate bedrock surface (auger refusal) is shown as Figure 5. 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 5.

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
3.4.2 Fracture Trace Analysis
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
A fracture trace analysis was performed for this phase of work. The data plots for the fracture trace
analysis are in Appendix H and a summary of the fracture trace analysis is provided below.
The trend of 45 topographic fracture traces and lineaments within 1.5 miles of the site were measured
and plotted on a Rose diagram utilizing a 10' interval. Two primary fracture trace trends were
observed: N31°-70°E; N31°-60°W.
The orientations and trends of 68 open joint surfaces and bedrock foliation surfaces were measured
in the field from rock and saprolite outcrops at the site, and then plotted on a Schmidt equal area
projection and a Rose diagram. The plots consist of one Schmidt net for plotting poles to the joints
and foliation, and one Rose diagram utilizing a 10' interval for joint and foliation trends. One
primary joint orientation was observed: approximately N41°-60°W, dipping approximately 58°-
80°NE and 58°-90°SW. Gneiss and schist foliation strikes approximately N21°-65°E and dips
approximately 15°-65° southeast.
Our analysis of the local and regional fracture trace trends, regional lineament trends, and bedrock
joint orientations indicate that the prevailing fracture trends are northeast and northwest. A northwest
trend is present as indicated by topographic fracture traces and joint trends. A northeast trend is
present as indicated by the topographic fracture traces and the metamorphic foliation.
3.4.3 Laboratory Testing Results
Thirteen (13) split -spoon samples, 10 undisturbed Shelby Tube samples, and two remolded samples
were collected and tested in the laboratory to measure natural soil conditions in the Phase 5 area.
The laboratory test results are summarized in Tables 5 and 6. Laboratory data sheets are in Appendix
G.
Testing results of the five samples collected from the upper residual soil component consisted of:
• Natural moisture content values ranging from 11.4 to 28.6 percent;
• Liquid Limit (LL) values ranging from 43 to 64;
• Plasticity Index (PI) values ranging from 8 to 16;
• Average gravel, sand, silt, and clay contents of 1.5, 48.1, 34.9, and 15.5 percent, respectively;
• In -situ hydraulic conductivity values ranging from 5.2 x 10-4 to 4.6 x 10' cm/sec;
• Total porosity values ranging from 44.3 to 62.1 percent;
• Effective porosity values ranging from 4.9 to 25.0 percent;
• A Standard Proctor result with an optimum moisture content of 18.3 percent and a MDD of 103.4
pcf; and
• A remolded hydraulic conductivity value of 6.5 x 10-7 (at 4.9 percent wet of optimum and 95.1
percent of the maximum dry density [MDD]).
Testing results of the eleven samples collected from the deeper residual soil component consisted of:
• Natural moisture content values ranging from 6.6 to 15.6 percent;
LL values ranging from 29 to 51;

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
• PI values ranging from 1 to 12;
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
• Average gravel, sand, silt, and clay contents of 0.8, 61.9, 30.8, and 6.5 percent, respectively;
• In -situ hydraulic conductivity values ranging from 4.2 x 10-4 to 2.6 x 10-6 cm/sec;
• Total porosity values ranging from 37.5 to 53.8 percent;
• Effective porosity values ranging from 17.0 to 29.0 percent;
• A Standard Proctor result with an optimum moisture content of 16.4 percent and a MDD of 107.5
pcf,
• Triaxial testing of a remolded sample indicated total and effective cohesive strength (C) of
0.3709 and 0.073 kips per square foot (ksf), respectively, and a total and effective Phi (�) angle
of 17.84 and 29.94 degrees, respectively; and
• Consolidation testing of a remolded sample indicated a preconsolidation pressure (Pp) of 6.639
ksf, a virgin slope (c,,) of 0.28, and a void ratio (eo) of 0.701.
Testing results of the seven samples collected from the partially weathered rock component consisted
o£
• A natural moisture content value of 4.8 percent;
• LL values ranging from 28 to 32;
• PI values ranging from 1 to 4;
• Average gravel, sand, silt, and clay contents of 10.2, 59.8, 26.5, and 3.5 percent, respectively;
• Total porosity values ranging from 44.5 to 52.0 percent; and
• Effective porosity values ranging from 25.5 to 35.0 percent.
3.5 STUDY AREA HYDROGEOLOGY
Thirty-seven (37) borings were performed in the Phase 5 area as shown on Figure 3. Of those 37
borings, 25 borings were used for piezometer/monitoring well installation, which included 24
piezometers and 1 monitoring well. Groundwater is present above the bedrock surface in the lower
elevation areas of the site, but occurs at or below the bedrock surface in higher elevation areas. The
water -table aquifer in the Phase 5 area consists of the residual saprolitic soil, partially weathered
rock, and fractured gneiss and schist 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 configuration of the
water table surface is a subdued replica of the ground surface (Figure 6). The hydrogeologic
conditions encountered in the Phase 5 area are consistent with the conditions encountered during
previous phases of 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
10

IRLE.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J15-1235-78178A
designation. The monitoring wells and piezometers installed by others (FR) 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
Two (2) piezometers and one monitoring well were installed with screened intervals in the saprolitic
residual soils. These piezometers and monitoring well include the following: MW-8, FR-10, and
PZ-97A (abandoned).
3.5.1.2 Partially Weathered Rock Piezometers
Four (4) piezometers were installed with screened intervals in the partially weathered rock. These
piezometers include the following: PZ-97B (abandoned), PZ-98AB (abandoned), PZ-99, and PZ-
10013.
3.5.1.3 Bedrock Piezometers
Eighteen (18) piezometers were installed with screened intervals in the bedrock zone. These
piezometers include the following: PZ-73C, PZ-74C (abandoned), PZ-101C, PZ-102C, PZ-103C,
PZ-104C, PZ-105 C, PZ-106C (abandoned), PZ-107C, PZ-108C, PZ-109C, PZ-110C, PZ-111 C, PZ-
113C (abandoned), PZ-116C (abandoned), PZ-120C, PZ-122C (abandoned), and PZ-123C
(abandoned).
3.5.2 Seasonal High Groundwater Elevations
The relationship between precipitation and groundwater level trends at the site was evaluated from
1995 to 2016. The following sources of data were used to evaluate the seasonal high water level at
the site:
1. Historical National Oceanic and Atmospheric Administration (NOAA) precipitation data were
obtained to establish seasonal trends for the Caldwell County area
(hgp://www.ncdc.noaa.gov/oa/climate%limatedata.html ;
2. Historical water level measurements from pre-existing piezometers and monitoring wells (parts
of prior hydrogeologic studies at the facility) between November 1995 and July 2016; and
3. Monthly water level measurements from the piezometers and monitoring wells at the facility
between September 2012 and October 2013.
Historical NOAA monthly precipitation data were obtained from Division 2, North Carolina for the
period of January 1995 through June 2016. The data are summarized seasonally in Appendix D
such that January -March represents winter, April -June represents spring, July -September represents
summer, and October -December represents fall.
Historically in the Caldwell County area, spring and summer months will experience relatively equal
amounts of precipitation, with slightly less precipitation in the fall and winter months. The effects
of evapotranspiration during the summer months offset the contribution of this precipitation to
recharge of the aquifer. The winter and spring months will experience maximum water infiltration
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Foothills Regional MSWLandfill — Caldwell Co., NC October 20, 2017 (Revised March 20, 2019)
Design Hydrogeologic Report — Phase 5 BLE Project Number J1 5-1235- 78178A
efficiency to recharge the uppermost aquifer because the effects of evapotranspiration are limited
(i.e., cooler weather and less plant uptake). Because of these natural trends, the amount of
groundwater recharge and subsequent increase in the water table level is typically greatest during
winter and spring months of January through June. The winter, spring and summer months of 2013
generally experienced well above normal amounts of precipitation in the Carolinas (see Palmer
Drought Severity Index in Appendix D) and other southeastern states, resulting in seasonal high
water levels in the summer and early fall months and are reflected in the observed higher water levels
summarized on Table 3.
Figure 7 is the seasonal high water table for the water levels collected between September 2012 and
October 2013. The groundwater elevations in the wells and piezometers, and the groundwater
elevation contours on Figure 7 should be used for landfill subgrade design, along with the bedrock
(auger refusal) elevations shown on Figure 5.
3.5.3 Estimated Long -Term Seasonal High Groundwater Elevations
Groundwater levels were periodically recorded in piezometers and monitoring wells at the site
between November 1995 and July 2016 (Table 3). The groundwater levels have typically varied on
the average of 4.2 feet. Also, as indicated in the Front Royal's DHR for Cell No. 1, NCDEQ
monitored a well south of the site, and historical water levels varied about 2 feet each year. Based
on these natural water level trends, an estimated long-term seasonal high water table elevation
contour map was prepared (Figure 8). This map was prepared by adding 4.2 feet (typical seasonal
variation in the piezometers and wells that have been measured at least six times) to the maximum
observed water level (from November 1995 through July 2016) in each piezometer/well at the site.
3.5.4 Groundwater Flow Direction
A north -south trending hydraulic divide exists in the Phase 5 footprint from which groundwater flows
to the southeast, southwest, and west. The water table surface has a configuration similar to the site
topography (Figures 6, 7, and 8). Recharge to the unconfined aquifer occurs at the higher elevations
at the site, such as the Phase 5 area and the upland areas north of Phase 5. The southeastwardly
groundwater flow discharges to the unnamed drainage feature near PZ-75A/PZ-75B that leads to
Greasy Creek. The westerly and southwesterly groundwater flow discharges to the on -site unnamed
drainage features at the southern and western 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 5
area include existing and proposed lined waste cells, ditches next to roads, existing and proposed
sediment basins.
Currently, Cells No. 1A/B, 2A/B, and 3A/3B/3C, 4, 5A, and 8A have been constructed next to Phase
5 and are topographically sidegradient or downgradient to the Phase 5 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.
12

IRLE.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J15-1235-78178A
Six sediment ponds have been built on site, which raise the groundwater levels in their vicinity.
Sediment Basin No. 1 and Wet Detention Basins No. IA, 1B, 3, and 3A are located to the west of
cell construction areas, and Wet Detention Basin No. 5 is located to the south of existing Cell No.
5A (Figure 3). Slight mounding of the water table will also occur in the future in the vicinity of
proposed additional basins. Additionally, there is a small pond upgradient of piezometers PZ-75A
and PZ-75B, which artificially mounds the water table in its vicinity.
There are no groundwater receptors located between the Phase 5 area and the unnamed streams
southeast and southwest of the site, which are the downgradient groundwater discharge areas.
3.5.6 Hydraulic Coefficients and Groundwater Flow Velocity
The velocity of groundwater flow is derived from the equation:
Where
V=
Ki
ne
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 5 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 E). The slug tests performed at the site include:
• Two tests in wells/piezometers set in the deep residuum soil unit (MW-8 and PZ-97A);
• Two tests in piezometers set in the partially weathered rock unit (PZ-97B and PZ-100B); and
• Four tests in piezometers set in the bedrock unit (PZ-73C, PZ-107C, PZ-116C, and PZ-123C).
Based on the slug tests conducted in the Phase 5 area, the range of hydraulic conductivity values is
as follows:
• 2.1 x 104 cm/sec (MW-8) to 2.5 x 10-4 cm/sec (PZ-97A) in the deep residuum soil unit;
• 1.7 x 10-5 cm/sec (PZ-100B) to 6.0 x 10-4 cm/sec (PZ-97B) in partially weathered rock unit; and
• 1.9 x 104 cm/sec (PZ-107C) to 1.7 x 10-3 cm/sec (PZ-73C) in the bedrock unit.
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11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
3.5.6.2 Hydraulic Gradient
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
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.
Hydraulic gradients were measured from the March 4, 2013 water table elevation contour map
(Figure 6).
In the Phase 5 area, hydraulic gradients range from approximately 0.057 ft/ft near PZ-107C, to
approximately 0.588 ft/ft near PZ-120C.
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 that drains from
saturated sediment owing to the attraction of gravity 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 G).
Based on soil laboratory data and published geologic literature, effective porosity measurements in
the Phase 5 area range from about:
• 17.0% to 29.0% (average = 24.8%) in the deep residuum soil unit;
• 25.5% to 35.0% (average = 29.1%) 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
Based on these parameters and the data provided above, the geometric mean horizontal movement
of groundwater across the Phase 5 area is approximately:
• 0.14 to 2.0 (average 0.85) feet/day in the deeper residual soil unit;
• 0.11 to 1.9 (average 0.31) feet/day in the partially weathered rock unit; and
• 2.7 to 20.2 (average 6.5) 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
groundwater seepage velocity calculations.
3.6 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 two Site Hydrogeologic Reports and five Design Hydrogeologic Reports referenced above in
Section 1.0. These items are briefly reviewed below to provide a background for our geotechnical
evaluation.
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11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
3.6.1 Fault Areas
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
No Holocene faults are located within 200 feet of the subject site (Horton and Zullo, 1991; Howard
et al. 1978).
3.6.2 Seismic Impact Zones
According to the definition of seismic impact zones in 15A NCAC 13B .1622 (5), this site is in a
seismic impact zone. The maximum horizontal acceleration expressed as a percentage of the earth's
gravity (g), in rock is approximately 0.124g with a 10 percent probability of being exceeded in 250
years (Petersen et al. 2014). The landfill should be designed to resist the maximum horizontal
acceleration in lithified earth material at the site.
A seismic stability analysis for the design of Phase 5, prepared by BLE, titled Geotechnical
Evaluation — Planned Phase 5, Foothills Regional Landfill, (BLE Project No. J17-1235-78A)
indicates that the maximum horizontal acceleration at the site will not significantly impact the landfill
design. Typical design slopes and conditions, such as those planned for Phase 5, will be stable in the
design seismic event.
3.6.3 Unstable Areas
An unstable area according to 15A NCAC 1313.1622 (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 karst area. Soils susceptible to dynamic liquefaction were not encountered and are not
typical for the region. No unstable conditions were present. BLE has evaluated settlement and slope
stability conditions for the Phase 5 areas which is provided in the report titled Geotechnical
Evaluation — Planned Phase 5, Foothills Regional Landfill, (BLE Project No. J17-1235-78A). The
result of the geotechnical evaluation is that the site is stable under the planned landfill configuration.
Sediment resulting from storm water flow is deposited along ravines and 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.
3.6.4 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. Additionally, extensive soil laboratory tests have been performed on
samples from across the site during prior cell construction (CQA) activities. Low permeability
surficial soils that could be used to construct a regulatory clay liner (k <— 1.0 x 10' cm/sec), or an
alternative base soil liner or final cover cap (k <— 1.0 x 10 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.
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IBLE.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J15-1235-78178A
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 construction.
3.6.5 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 5 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 locations where refusal to augering
occurred. Continuous rock was found with varying recovery and Rock Quality Designation (RQD)
as discussed above in Section 3.4.1.4. Due to its typically varying surface, the actual occurrence of
hard rock during site grading may vary from that presented in Figure 5.
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 presence of boulders in the
residual surface soils was noted in the ravine slopes. 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 = 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. When
following the design considerations and recommendations outlined in BLE's geotechnical report for
Phase 5 (BLE Project No. J17-1235-78A), the residual soils, the firm existing fill in earthwork cut,
and the planned new engineered fill will form stable slopes and provide acceptable base liner
interface friction.
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
16

IBLE.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J15-1235-78178A
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.
Earthwork cut or fill slopes less than or equal to 60 vertical feet tall can be constructed as steep as
2H:1V. Taller slopes have been analyzed for stability and are the subject of analysis in BLE's
geotechnical report for Phase 5 (BLE Project No. J17-1235-78A). Where the cell embankment is to
be constructed on natural or existing structural fill slopes steeper than 411:1 V, the fill soils must be
keyed into the slopes using horizontal benches to facilitate placement and compaction of structural
fill and to prevent formation of a potential slip surface.
4.0 CONCLUSIONS
Proposed Phase 5 (Cells No. 6, 7, and 8B) is the area of higher elevation north and east of existing
Cells No. lA/B, 2A/B, and 3A/B/C, 4, 5AB, and 8A. The Phase 5 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 5 area.
A north -south trending hydraulic divide exists in the Phase 5 footprint from which groundwater flows
to the southeast, southwest, and west. The water table surface has a configuration similar to the site
topography. Recharge to the unconfined aquifer occurs at the higher elevations at the site, such as
the Phase 5 area and the upland areas north of Phase 5. The southeastwardly groundwater flow
discharges to the unnamed drainage feature that leads to Greasy Creek. The westerly and
southwesterly groundwater flow discharges to the on -site unnamed drainage features at the southern
and western property boundary. Other than these natural features, there are no groundwater receptors
to this landfill phase.
New and existing groundwater, surface water, and underdrain sampling locations were selected to
effectively monitor the existing Phases (1, 2, 3, and 4) and proposed Phase 5 cell areas. Four new
downgradient well locations around Phase 5 were selected based on the location of landfill
components and areas of convergent groundwater flow. The new monitoring wells will be installed
in association with new cell construction in Phase 5. Once constructed, the landfill's water quality
monitoring system will include fifteen monitoring wells, seven surface water sampling locations, and
two underdrain sampling locations.
The geotechnical aspects of the site are favorable for landfill development and are detailed in a
separate report prepared by BLE titled Geotechnical Evaluation — Planned Phase 5, Foothills
Regional MSWLandfill (BLE Project No. J15-1235-78/78A). Although the site is in a seismic impact
zone, the landfill structural components can be designed using conventional construction to resist the
design seismic event. The existing residuum or stronger materials and planned structural fill will
form a stable foundation for the landfill. Anticipated subgrade total and differential settlements of
the completed waste cells are expected to be well within acceptable limits of the structural
components and leachate collection system of a MSW landfill. The on -site residual soils are suitable
for use as structural fill. The residual soils and the planned new engineered fill within the cell will
form stable slopes and provide acceptable base liner interface friction. 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/or use of these clayey soils will be required during landfill cell development.
17

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC October 20, 2017 (Revised March 20, 2019)
Design Hydrogeologic Report — Phase 5 BLE Project Number J1 5-1235- 78178A
The landfill subgrade design should maintain a minimum four -foot post -settlement vertical
separation between the bottom elevation of the base liner system and the elevations of the bedrock
(Figure 5) and the 2012-2013 seasonal high groundwater (Figure 7). If bedrock is removed by
mechanical means during cell construction to levels below that shown on Figure 5, 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 5, 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 5 study area is geologically, hydrogeologically, and geotechnically
suitable for municipal solid waste landfill cell development.
Updated comprehensive plans for water monitoring (Water Quality Monitoring Plan [WQMP]) and
landfill gas monitoring (Landfill Gas Monitoring Plan [LGMP]) are provided as separate standalone
documents, which include procedures and locations for groundwater, underdrain, surface water, and
landfill gas monitoring for landfill Phases 1, 2, 3, 4, and 5 in accordance with North Carolina Title
15A NCAC 13B Rules .0601 and .1630 through .1637 (groundwater), 15A NCAC 13B Rule .0602
(surface water), and 15A NCAC 13B Rule .1624(4) (landfill gas).
18

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
5.0 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, fault locations, and diabase dike locations.
Bunnell-Lammons Engineering, Inc., February 28, 2000 (revised February 14, 2001), Design
Hydrogeologic Report: Cell 2, Foothills Regional MSWLandfill, BLE Project No. J98-1235-
08.
- Design hydrogeologic report for Cell 2 at the landfill.
Bunnell-Lammons Engineering, Inc., December 3, 2004 (revised July 18, 2005), Design Hydrogeologic
Report: Phase 2, Foothills Regional MSWLandfill, BLE Project No. J03-1235-31.
- Design hydrogeologic report for Phase 2 (Cell No. 3) at the landfill.
Bunnell-Lammons Engineering, Inc., May 31, 2007, Site Hydrogeologic Report: Expanded Foothills
Regional MSWLandfill, BLE Project No. J07-1235-42.
- Site hydrogeologic report for the expanded facility (additional property to the east).
Bunnell-Lammons Engineering, Inc., January 21, 2008, Design Hydrogeologic Report: Phase 3 (Cells
No. 4 & 8A), Foothills Regional MSWLandfill, BLE Project No. J07-1235-43.
- Design hydrogeologic report for Phase 3 (Cells No. 4 & 8A) at the landfill.
Bunnell-Lammons Engineering, Inc., June 14, 2013 (last revised November 1, 2013), Design
Hydrogeologic Report: Phase 4 (Cell No. 5), Foothills Regional MSW Landfill, BLE Project
No. J13-1235-55.
- Design hydrogeologic report for Phase 4 (Cell No. 5) at the landfill.
Bunnell-Lammons Engineering, Inc., October 20, 2017 Geotechnical Evaluation — Planned Phase 5,
Foothills Regional MSWLandfill, BLE Project No. J15-1235-78/78A.
- Geotechnical evaluation of Phase 5.
Dewberry and Davis Engineers, February 28, 1997, Permit to Construct for Proposed Caldwell County
Municipal Solid Waste Landfill Facility
- The document includes location restrictions, slope stability, and settlement calculations.
Fetter, C.W., 1988, Applied Hydrogeology: Merrill Publishing Company, Columbus, Ohio.
- Basic hydrogeologic principles and estimates of effective porosity in soils.
Front Royal, 1996, Revision I — Geologic/Hydrogeologic Report, Proposed Caldwell County Municipal
Solid Waste Landfill, Front Royal Project No. 0012-95-066A.
- Site hydrogeologic report.
19

11 L E.C.
Foothills Regional MSWLandfill — Caldwell Co., NC
Design Hydrogeologic Report — Phase 5
October 20, 2017 (Revised March 20, 2019)
BLE Project Number J1 5-1235- 78178A
Front Royal, February 11, 1997, Revision I — Design Hydrogeologic Report for the Proposed Caldwell
County Municipal Solid Waste Landfill, Cheraw Road, Lenoir, North Carolina, Front Royal
Project No. 0012-95-066A.
- Design hydrogeologic report for Phase I at the landfill.
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.
Howard, K.A., Aaron, J.M., Brabb, ,E.E., Borck, M.R., Gower, H.D., Hunt, S.J., Milton, D.J.,
Muehlberger, W.R., Nakata, J.K., Plafker, G., Prowell, D.C., Wallace, R.E., and Witkind, I.J.,
1978, Preliminary Map of Young Faults in the United States as a Guide to Possible Fault
Activity, United States Geological Survey Miscellaneous field Studies Map MF-916, scale
1:5,000,000.
- Holocene faults in the United States.
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.
Petersen, M.D., Moschetti, M.P., Powers, P.M., Mueller, C.S., Haller, K.M., Frankel, A.D., Zeng,
Yuehua, Rezaeian, Sanaz, Harmsen, S.C., Boyd, O.S., Field, Ned, Chen, Rui, Rukstales, K.S.,
Luco, Nico, Wheeler, R.L., Williams, R.A., and Olsen, A.H., 2014, Documentation for the 2014
update of the United States national seismic hazard maps: U.S. Geological Survey Open -File
Report 2014-1091, 243 p.
- Seismic impact zones.
Stucky, J.L., North Carolina: Its Geology and Mineral Resources, Department of Conservation and
Development, Raleigh, North Carolina.
- Regional geology and topographic description.
20

TABLES

TABLE 1
MONITORING WELL, PIEZOMETER, AND BORING SURVEY INFORMATION
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Soil Test
Boring
Piezometers &
Monitoring Wells
Ground
Elevation
TOC
Elevation
Northing
Easting
Status of
Wel]/Piezometer
---
MW-1
1387.68
1390.68
799,344.17
1,232,222.60
Abandoned
---
MW-1R
1591.17
1594.11
801,388.03
1,232,163.05
Present
---
MW-2
1249.72
1252.34
798,215.87
1,231,626.66
Abandoned
---
MW-2R
1250.18
1253.36
798,219.93
1,231,629.74
Present
---
MW-3
1239.53
1242.95
798,097.54
1,231,308.42
Present
---
MW-3R
1239.80
1242.69
798,085.97
1,231,333.90
Present
---
MW-3R2
1238.66
1242.04
798,085.28
1,231,105.81
Present
---
MW4
1168.95
1171.18
798,361.75
1,230,578.80
Present
---
MW-5
1172.26
1175.07
798,613.07
1,230,537.21
Present
---
MW-6
1173.75
1176.82
798,998.77
1,230,460.41
Present
---
MW-7
1180.36
1183.13
799,591.48
1 1,230,261.50
Present
--
MW-8
1192.35
1195.18
800,317.45
1,230,064.42
Present
---
MW-9
1288.10
1290.79
798,515.11
1,231,973.00
Present
---
MW-10
1355.08
1358.53
799,077.81
1,232,405.55
Present
---
B-3
1280.98
1284.73
NA
NA
Abandoned
---
B-12
1153.26
1155.41
NA
NA
Abandoned
---
B-13A
1122.70
1125.75
NA
NA
Abandoned
---
FR-1
1241.61
1246.01
NA
NA
Abandoned
---
FR-2
1218.44
1220.64
NA
NA
Abandoned
---
FR-3
1184.94
1188.04
NA
NA
Abandoned
FR-4
---
1273.47
---
NA
NA
Abandoned
FR-5
---
1293.49
---
NA
NA
Abandoned
---I
FR-7
1209.31
1211.61
NA
I NA
Abandoned
FR-8
1386.68
--
NA
I NA
Abandoned
FR-9
-
1358.35
--
NA
NA
Abandoned
--
FR-10
1291.92
1296.02
NA
NA
Present
---
FR-11
1319.15
1322.89
NA
NA
Abandoned
---
FR-12
1253.26
1253.36
NA
NA
Abandoned
---
FR-13
1257.40
1258.68
NA
NA
Abandoned
FR-14
--
1280.87
--
NA
NA
Abandoned
FR-16
---
1296.42
---
NA
NA
Abandoned
---
FR-17
1175.05
1178.13
NA
NA
Abandoned
---
FR-17R
1175.05
1176.23
798,934.35
1,230,636.94
Abandoned
---
FR-17A
1201.69
1202.59
NA
NA
Abandoned
---
FR-17AR
1205.72
1208.74
799,477.31
1,230,681.65
Abandoned
---
FR-19
1145.99
1148.09
NA
NA
Abandoned
FR-20
-
1436.72
---
NA
NA
Abandoned
---
FR-21
1124.10
NA
NA
NA
Abandoned
---
FR-22
1128.50
NA
NA
NA
Abandoned
---
FR-23
1129.10
NA
NA
NA
Abandoned
---
FR-24
1129.40
NA
NA
NA
Abandoned
---
FR-25
1146.20
NA
NA
NA
Abandoned
---
FR-26
1221.80
NA
NA
NA
Abandoned
---
FR-27
1235.10
NA
NA
NA
Abandoned
---
FR-28
1223.00
NA
NA
NA
Abandoned
---
FR-29
1243.30
NA
NA
NA
Abandoned
---
FR-30
1284.80
NA
NA
NA
Abandoned
---
FR-31
1265.60
NA
NA
NA
Abandoned
---
FR-32
1305.30
NA
NA
NA
Abandoned
---
FR-33
1386.80
NA
NA
NA
Abandoned
---
FR-34
1126.50
NA
NA
NA
Abandoned
---
FR-35
1145.40
NA
NA
NA
Abandoned
FR-36
---
1163.40
---
NA
NA
Abandoned
---
FR-37
1156.40
1159.13
NA
NA
Abandoned
---
FR-38
1162.60
NA
NA
NA
Abandoned
---
FR-39
1126.79
NA
NA
NA
Abandoned
---
PZ-40AB
1308.25
1310.86
799,170.47
1,231,762.66
Abandoned
---
PZ-41AB
1303.32
1305.61
799,155.28
1,231,616.36
Abandoned
---
PZ-42AB
1310.34
1312.48
799,331.01
1,231,359.63
Abandoned
---
PZ-43C
1264.55
1267.27
799,191.44
1,231,020.36
Abandoned
B-44
---
1233.03
---
798,819.33
1,231,177.43
Abandoned
---
PZ-45AB
1166.13
1169.29
798,686.82
1,230,682.74
Abandoned
---
PZ-46AB
1169.47
1171.72
798,837.12
1,231,008.39
Abandoned
---
PZ-47A
1189.18
1191.61
799,001.63
1,231,130.29
Abandoned
---
PZ-47B
1188.39
1191.10
799,000.20
1,231,126.59
Abandoned
B-48
---
1284.65
---
799,002.65
1,231,713.55
Abandoned
B-49
---
1277.66
---
798,916.74
1,231,537.04
Abandoned
---
PZ-50C
1259.45
1261.42
798,842.83
1,231,381.25
Abandoned
---
PZ-51
1307.68
1310.82
799,326.39
1,231,170.86
Abandoned
B-52
---
1327.08
---
799,350.34
1,231,698.34
Abandoned
---
PZ-53AB
1152.15
1154.71
798,771.66
1,230,501.17
Abandoned
---
PZ-54C1
1293.41
1295.89
798,955.91
1,231,486.23
Abandoned
---
PZ-54C2
1293.56
1296.63
798,957.41
1,231,493.87
Abandoned
---
PZ-55B
1188.38
1191.76
799,091.58
1,230,764.48
Abandoned
---
P7-56B
1211.25
1212.43
799,415.31
1,230,584.79
Abandoned
---
P7-57AB
1199.40
1202.54
799,435.42
1,230,252.24
Abandoned
---
P7-58B
1251.92
1255.29
799,666.67
1,230,752.62
Abandoned
---
P7-59AB
1246.10
1249.38
799,686.80
1,230,943.47
Abandoned
---
P7-60C
1262.61
1265.68
799,580.16
1,231,050.78
Abandoned
B-61
---
1284.42
---
799,661.17
1,231,331.41
Abandoned
B-62
---
1316.70
---
799,771.70
1,231,742.11
Abandoned
---
PZ-63B
1391.91
1393.60
799,589.33
1,231,808.78
Abandoned
---
PZ-64AB
1337.28
1338.59
799,557.80
1,231,552.37
Abandoned
---
PZ-65AB
1270.56
1271.55
799,457.11
1,231,191.13
Abandoned
B-66
---
1263.98
---
799,445.15
1,230,989.19
Abandoned
---
PZ-67C
1206.16
1210.15
799,249.87
1,230,859.67
Abandoned
---
PZ-68AB
1293.48
1295.07
799,473.68
1,231,457.48
Abandoned
---
PZ-69B
1180.35
1182.01
799,213.58
1,230,563.34
Abandoned
B-70
---
1194.47
---
799,237.02
1,230,435.32
Abandoned
B-71
---
1273.20
---
799,385.61
1,231,354.53
Abandoned
---
PZ-72C
1267.92
1270.57
800,029.93
1 1,231,211.20
Abandoned
-
PZ-73C
1342.15
1345.25
800,719.53
1,231,091.99
Present
--
PZ-74C
1276.80
1278.60
800,416.11
1,230,578.26
Abandoned
---
PZ-75A
1218.54
1221.51
799,070.94
1,233,090.75
Present
---
PZ-75B
1219.37
1222.76
799,064.01
1,233,093.17
Present
---
PZ-76C
1364.89
1368.20
799,661.91
1,232,449.90
Abandoned
---
PZ-77C
1374.98
1378.18
800,090.02
1,232,738.98
Present
---
PZ-78C
1409.72
1412.77
800,358.38
1,232,496.26
Present
---
PZ-79C
1592.75
1595.63
801,261.40
1,231,991.40
Present
---
PZ-80C
1317.70
1321.05
801,356.34
1,231,093.20
Present
---
PZ-81AB
1189.39
1192.61
800,193.98
1,231,113.23
Abandoned
---
PZ-82B
1187.65
1190.40
800,177.36
1,230,925.73
Abandoned
---
PZ-83B
1225.23
1228.36
800,358.71
1,231,084.64
Abandoned
---
PZ-84B
1176.21
1178.79
800,086.51
1 1,230,765.76
Abandoned
---
PZ-85B
1212.10
1215.21
800,341.57
1,231,221.43
Abandoned
---
PZ-86AB
1222.72
1226.56
799,753.05
1,230,610.52
Abandoned
---
PZ-87C
1209.75
1213.28
799,646.11
1,230,408.38
Abandoned
---
PZ-88C
1256.27
1259.90
800,216.23
1,230,366.17
Abandoned
---
PZ-89C
1243.17
1247.08
800,132.45
1,230,194.59
Abandoned
---
PZ-90C
1287.67
1290.38
800,072.18
1,231,328.08
Abandoned
---
PZ-91C
1233.04
1237.34
800,349.66
1,230,704.08
Abandoned
---
PZ-92C
1205.17
1210.13
800,007.72
1,230,352.58
Abandoned
---
PZ-93
1216.91
1221.67
800,178.56
1,230,535.91
Abandoned
---
PZ-94B
1226.30
1230.29
800,020.96
1,231,032.50
Abandoned
---
PZ-95A
1162.68
1166.97
799,991.54
1,230,759.96
Abandoned
---
PZ-96A
1142.14
1146.04
799,725.86
1,230,116.88
Abandoned
---
P7-96B
1142.45
1146.56
799,721.95
1,230,123.35
Abandoned
-
PZ-97A
1164.09
1167.77
800,404.63
1,230,081.99
Abandoned
-
PZ-97B
1164.86
1168.40
800,409.24
1,230,088.26
Abandoned
-
PZ-98AB
1209.63
1212.37
800,395.75
1,230,356.12
Abandoned
-
PZ-99
1292.09
1295.09
800,553.83
1,230,527.29
Present
-
PZ-100B
1269.52
1273.21
800,781.85
1,230,259.14
Present
-
PZ-101C
1298.25
1301.25
800,791.80
1,230,638.42
Present
-
PZ-102C
1270.27
1272.88
800,685.17
1,230,785.75
Present
-
PZ-103C
1262.25
1265.74
800,526.91
1,230,808.76
Present
-
PZ-104C
1350.22
1353.22
800,946.20
1,231,103.02
Present
-
PZ-105C
1303.58
1306.90
800,623.39
1,231,083.00
Present
-
PZ-106C
1229.44
1232.57
800,498.33
1,231,244.82
Abandoned
-
PZ-107C
1354.98
1358.09
800,794.92
1,231,357.96
Present
-
PZ-108C
1395.52
1398.52
800,604.15
1,231,723.64
Present
-
PZ-109C
1361.15
1364.17
800,718.06
1,231,567.57
Present
-
PZ-110C
1367.71
1370.55
800,403.18
1,231,748.46
Present
-
PZ-111C
1334.35
1337.09
800,483.95
1,231,517.21
Present
B-112
--
1362.0
--
Abandoned
-
PZ-113C
1352.27
1355.27
800,078.96
1,231,533.26
Abandoned
B-114
-
1305.68
--
799,872.76
1,231,507.08
Abandoned
B-115
--
1424.0
--
Abandoned
-
PZ-116C
1332.13
1335.15
799,994.11
1,231,770.47
Abandoned
B-117
-
1384.0
--
Abandoned
B-118
-
1423.60
--
800,336.54
1,231,912.51
Abandoned
B-119
-
1465.60
--
800,719.88
1,231,989.39
Abandoned
-
PZ-120C
1518.65
1521.48
800,729.01
1,232,207.11
Present
B-121
-
1495.58
--
800,557.78
1,232,235.30
Abandoned
-
PZ-122C
1474.49
1477.54
800,368.65
1,232,166.73
Abandoned
-
PZ-123C
1459.59
1463.65
800,165.35
1,232,050.24
Abandoned
B-124
-
1434.30
--
800,182.20
1,232,251.05
Abandoned
B-125
-
1442.82
--
799,978.49
1,232,077.22
Abandoned
---
PZ-126C
1437.49
1440.31
799,818.90
1,232,066.47
Abandoned
---
P7-127
1420.0
1423.0
799,614.83
1,231,985.58
Abandoned
B-128
---
1409.15
---
799,658.80
1,232,260.62
Abandoned
---
P7-129C
1403.12
1406.34
799,505.16
1,232,241.50
Abandoned
---
PZ-130AB
1380.0
1383.0
799,302.26
1,232,118.81
Abandoned
---
PZ-131AB
1304.52
1307.41
799,274.00
1,231,881.97
Abandoned
---
PZ-132C
1373.21
1376.07
799,107.42
1,232,306.96
Abandoned
---
PZ-133B
1288.54
1292.16
799,024.17
1,231,965.38
Abandoned
PZ-134B
1271.57
1274.50
798,749.43
1,232,192.54
Abandoned
NOTES:
1. Bold borings represent those in the Phase 5 Area.
2. Measurements are in feet; elevations are relative to mean sea level (MSL).
3. TOC = Top Of Casing
4. NA = Not Available. Information was not provided in previous SHR & DHR reports performed by Front Royal, Inc.
5. Surveying for locations PZ-40 through B-71 and MW-1 through MW-5 was performed by
Donaldson, Garrett, & Assoc., Inc. of Charlotte, NC.
6. Surveying for locations MW-I I?, MW-6, MW-7, MW-8, MW-9, and MW-11 and piezometers PZ-72 through PZ-134
was performed by Wright & Fields of Troy, NC.
7. Piezometers PZ-127 and PZ-130 and Borings B-112, B-115, and B-117 were abandoned prior to being as -built surveyed.
Their locations and ground elevations are estimated based on the site topographic map at the time of drilling.
1235-78 FHLF-DHR Ph 5.xls Prepared By: MSP
Tab 1 Survey Checked By: LCD/TJB/PJVH

TABLE 2
MONITORING WELL AND PIEZOMETER CONSTRUCTION DETAILS
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Soil Test
Boring
Piezometers &
Monitoring Wells
Ground
Elev.
TOC
Elev.
Unit
Screened
Auger
Refusal Depth
Auger
Refusal Elev.
Bedrock Drilling
Depth
Screened
Interval Depth
Screened
Interval Elevation
---
MW-1
1387.68
1390.68
Bedrock
---
---
51.0 - 102.0
72.0 - 92.0
1315.7 - 1295.7
---
MW-1R
1591.17
1594.11
Bedrock
33.0
1558.2
33.0 - 77.8
59.9 - 74.9
1531.2 - 1516.2
---
MW-2
1249.72
1252.34
Partially Weathered Rock
---
---
---
31.9 - 41.9
1217.8 - 1207.8
---
MW-2R
1250.18
1253.36
Bedrock
---
---
30.0 - 60.5
45.5 - 60.5
1204.7 - 1189.7
---
MW-3
1239.53
1242.95
Bedrock
---
---
58.0 - 76.4
66.2 - 76.2
1173.3 - 1163.3
---
MW-3R
1239.80
1242.69
Bedrock
---
---
56.0 - 74.9
59.9 - 74.9
1179.9 - 1164.9
---
MW-3R2
1238.66
1242.04
Bedrock
36.0
1202.7
36.0 - 69.0
59.0 - 69.0
1179.7 - 1169.7
MW-4
1168.95
1171.18
Bedrock
---
---
47.0 - 51.0
40.0 - 50.0
1129.0 - 1119.0
---
MW-5
1172.26
1175.07
Partially Weathered Rock
52.0
1120.3
---
41.7 - 51.7
1130.6 - 1120.6
---
MW-6
1173.75
1176.82
Residuum
Not Encountered
---
---
35.4 - 50.4
1138.4 - 1123.4
---
MW-7
1180.361
1183.13
Bedrock
8.0
1172.4
8.0 - 45.0
22.4 - 32.4
1 1158.0 - 1148.0
MW-8
1192.351
1195.18
Residuum
Not Encountered
--
--
28.7 - 43.7
1163.7 - 1148.7
---
MW-9
1288.10
1290.79
Partially Weathered Rock
69.0
1219.1
69.0 - 75.0
59.6 - 74.6
1228.5 - 1213.5
---
NM-10
1355.08
1358.53
Bedrock
54.0
1301.1
54.0 - 94.5
69.6 - 84.6
1285.5 - 1270.5
---
B-3
1280.98
1284.73
Residuum
Not Encountered
---
---
NA - 65.0
NA - 1216.0
---
B-12
1153.26
1155.41
Residuum
Not Encountered
---
---
NA - 16.5
NA - 1136.8
---
B-13A
1122.70
1125.75
Residuum
Not Encountered
---
---
NA - 24.0
NA - 1098.7
---
FR-1
1241.61
1246.01
Residuum
36.5
1205.1
---
25.0 - 35.0
1216.6 - 1206.6
---
FR-2
1218.44
1220.64
Residuum
42.5
1175.9
---
28.5 - 38.5
1189.9 - 1179.9
---
FR-3
1184.94
1188.04
Partially Weathered Rock
9.0
1175.9
---
4.0 - 9.0
1180.9 - 1175.9
FR-4
---
1273.47
---
---
46.5
1227.0
---
---
---
FR-5
---
1293.49
---
---
16.5
1277.0
---
---
---
---
I FR-7
1209.31
1 1211.61
Partially Weathered Rock
71.5
1137.8
---
60.0 - 70.0
1149.3 - 1139.3
FR-8
--
1386.68
--
-
26.0
1360.7
--
--
--
FR-9
--
1358.35
--
-
25.5
1332.9
--
--
--
FR-10
1291.921
1296.02
Residuum
61.0
1230.9
50.0 - 60.0
1241.9 - 1231.9
---
FR-11
1319.15
1322.89
Residuum
51.5
1267.7
---
40.0 - 50.0
1279.2 - 1269.2
---
FR-12
1253.26
1253.36
Partially Weathered Rock
81.0
1172.3
---
69.0 - 79.0
1184.3 - 1174.3
---
FR-13
1257.40
1258.68
Partially Weathered Rock
65.0
1192.4
---
55.0 - 65.0
1202.4 - 1192.4
FR-14
--
1280.87
--
-
51.0
1229.9
--
--
--
FR-16
---
1296.42
---
---
56.5
1239.9
---
---
---
---
FR-17
1175.05
1178.13
Residuum
41.5
1133.6
---
29.5 - 39.5
1145.6 - 1135.6
---
FR-17R
1175.05
1176.23
Residuum
Not Encountered
---
---
38.8 - 43.8
1136.2 - 1131.2
---
FR-17A
1201.69
1202.59
Residuum
26.5
1175.2
---
5.0 - 25.0
1196.7 - 1176.7
---
FR-17AR
1205.72
1208.74
Residuum
Not Encountered
---
---
43.5 - 48.5
1162.2 - 1157.2
---
FR-19
1145.99
1148.09
Partially Weathered Rock
40.0
1106.0
---
10.0 - 40.0
1136.0 - 1106.0
FR-20
---
1436.72
---
---
50.0
1386.7
---
---
---
---
FR-21
1124.10
NA
Residuum
35.0
1089.1
35.0 - 45.0
5.0 - 15.0
1119.1 - 1109.1
---
FR-22
1128.50
NA
Residuum
37.0
1091.5
37.0 - 47.0
5.0 - 15.0
1123.5 - 1113.5
---
FR-23
1129.10
NA
Bedrock
34.5
1094.6
34.5 - 45.5
40.0 - 45.0
1089.1 - 1084.1
---
FR-24
1129.40
NA
Residuum
34.0
1095.4
---
9.0 - 34.0
1120.4 - 1095.4
---
FR-25
1146.20
NA
Residuum
42.0
1104.2
42.0 - 52.0
5.0 - 20.0
1141.2 - 1126.2
---
FR-26
1221.80
NA
Residuum
35.0
1186.8
35.0 - 45.0
10.0 - 30.0
1211.8 - 1191.8
---
FR-27
1235.10
NA
Bedrock
49.0
1186.1
49.0 - 62.0
42.0 - 62.0
1193.1 - 1173.1
---
FR-28
1223.00
NA
Bedrock
9.5
1213.5
9.5 - 62.0
42.0 - 62.0
1181.0 - 1161.0
---
FR-29
1243.30
NA
Bedrock
19.5
1223.8
19.5 - 26.5
11.5 - 26.5
1231.8 - 1216.8
---
FR-30
1284.80
NA
Bedrock
71.0
1213.8
71.0 - 81.0
71.0 - 81.0
1213.8 - 1203.8
---
FR-31
1265.60
NA
Bedrock
28.0
1237.6
28.0 - 42.0
20.0 - 40.0
1245.6 - 1225.6
---
FR-32
1305.30
NA
Bedrock
47.0
1258.3
47.0 - 62.0
42.0 - 62.0
1263.3 - 1243.3
---
FR-33
1386.80
NA
Bedrock
46.0
1340.8
46.0 - 102.0
62.0 - 102.0
1324.8 - 1284.8
---
FR-34
1126.50
NA
Residuum
30.0
1096.5
---
4.0 - 29.0
1122.5 - 1097.5
---
FR-35
1145.40
NA
Residuum
25.0
1120.4
---
15.0 - 25.0
1130.4 - 1120.4
FR-36
---
1163.40
---
---
23.0
1140.4
---
---
---
---
FR-37
1156.40
1159.13
Alluvium
Not Encountered
---
---
0.0 - 2.5
1156.4 - 1153.9
---
FR-38
1162.60
NA
Alluvium
Not Encountered
---
---
1.5 - 3.5
1161.1 - 1159.1
---
FR-39
1126.79
NA
Alluvium
Not Encountered
---
---
0.0 - 4.2
1126.8 - 1122.6
---
PZ-40AB
1308.25
1310.86
Partially Weathered Rock
55.0
1253.2
---
44.7 - 54.7
1263.5 - 1253.5
---
PZ-41AB
1303.32
1305.61
Partially Weathered Rock
63.0
1240.3
---
52.7 - 62.7
1250.6 - 1240.6
---
PZ-42AB
1310.34
1312.48
Partially Weathered Rock
65.0
1245.3
---
54.7 - 64.7
1255.6 - 1245.6
---
PZ-43C
1264.55
1267.27
Bedrock
51.5
1213.1
51.5 - 75.0
51.5 - 75.0
1213.1 - 1189.6
B-44
---
1233.03
---
---
65.0
1168.0
---
---
---
---
PZ-45AB
1166.13
1169.29
Partially Weathered Rock
34.0
1132.1
---
28.0 - 33.0
1138.1 - 1133.1
---
PZ-46AB
1169.47
1171.72
Partially Weathered Rock
21.0
1148.5
---
16.0 - 21.0
1153.5 - 1148.5
---
PZ-47A
1189.18
1191.61
Residuum
Not Encountered
---
---
14.0 - 19.0
1175.2 - 1170.2
---
PZ-47B
1188.39
1191.10
Partially Weathered Rock
40.0
1148.4
---
22.3 - 32.3
1166.1 - 1156.1
B-48
---
1284.65
---
---
14.5
1270.1
---
---
---
B-49
---
1277.66
---
---
2.5
1275.2
---
---
---
---
PZ-50C
1259.45
1261.42
Bedrock
25.0
1234.5
25.0 - 34.5
25.0 - 34.5
1234.5 - 1225.0
---
PZ-51
1307.68
1310.82
Partially Weathered Rock
72.0
1235.7
---
61.7 - 71.7
1246.0 - 1236.0
B-52
---
1327.08
---
---
48.5
1278.6
---
---
---
---
PZ-53AB
1152.15
1154.71
Partially Weathered Rock
35.0
1117.2
---
24.7 - 34.7
1127.5 - 1117.5
---
PZ-54C1
1293.41
1295.89
Bedrock
26.7
1266.7
26.7 - 37.5
26.7 - 37.5
1266.7 - 1255.9
---
PZ-54C2
1293.56
1296.63
Bedrock
31.0
1262.6
31.0 - 50.5
26.7 - 46.7
1266.9 - 1246.9
---
PZ-55B
1188.38
1191.76
Partially Weathered Rock
37.1
1151.3
---
31.9 - 36.9
1156.5 - 1151.5
---
PZ-56B
1211.25
1212.43
Partially Weathered Rock
67.0
1144.2
---
58.8 - 63.8
1152.4 - 1147.4
---
PZ-57AB
1199.40
1202.54
Residuum
48.3
1151.1
---
43.1 - 48.1
1156.3 - 1151.3
---
PZ-58B
1251.92
1255.29
Residuum
89.0
1162.9
---
83.8 - 88.8
1168.1 - 1163.1
---
PZ-59AB
1246.10
1249.38
Partially Weathered Rock
68.0
1178.1
---
61.5 - 66.5
1184.6 - 1179.6
---
PZ-60C
1262.61
1265.68
Bedrock
51.0
1211.6
51.0 - 66.4
61.2 - 66.2
1201.4 - 1196.4
B-61
---
1284.42
---
---
26.0
1258.4
---
---
---
B-62
---
1316.70
---
---
18.0
1298.7
---
---
---
---
PZ-63B
1391.91
1393.60
Partially Weathered Rock
70.1
1321.8
---
64.9 - 69.9
1327.0 - 1322.0
---
PZ-64AB
1337.28
1338.59
Partially Weathered Rock
73.6
1263.7
---
68.4 - 73.4
1268.9 - 1263.9
---
PZ-65AB
1270.56
1271.55
Partially Weathered Rock
38.6
1232.0
---
33.4 - 38.4
1237.2 - 1232.2
B-66
---
1263.98
---
---
16.0
1248.0
---
---
---
---
PZ-67C
1206.16
1210.15
Bedrock
28.0
1178.2
28.0 - 48.0
39.4 - 44.4
1166.8 - 1161.8
---
PZ-68AB
1293.48
1295.07
Partially Weathered Rock
53.3
1240.2
---
48.1 - 53.1
1245.4 - 1240.4
---
PZ-69B
1180.35
1182.01
Partially Weathered Rock
53.3
1127.1
---
48.1 - 53.1
1132.3 - 1127.3
B-70
---
1194.47
---
---
55.0
1139.5
---
---
---
B-71
---
1273.20
---
---
38.0
1235.2
---
---
---
---
PZ-72C
1267.92
1 1270.57
Bedrock
45.5
1222.4
45.5 - 145.5
135.3 - 145.3
1 1132.6 - 1122.6
PZ-73C
1342.15
1345.25
Bedrock
34.5
1307.7
34.5 - 72.4
62.2 - 72.2
1280.0 - 1270.0
---
PZ-74C
1276.80
1278.60
Bedrock
60.0
1216.8
60.0 - 97.0
86.8 - 96.8
1190.0 - 1180.0
---
PZ-75A
1218.54
1221.51
Alluvium
Not Encountered
---
---
7.2 - 17.2
1211.3 - 1201.3
---
PZ-75B
1219.37
1222.76
Partially Weathered Rock
38.6
1180.8
---
33.4 - 38.4
1186.0 - 1181.0
---
PZ-76C
1364.89
1368.20
Bedrock
44.0
1320.9
44.0 - 97.4
87.1 - 97.1
1277.8 - 1267.8
---
PZ-77C
1374.98
1378.18
Bedrock
58.0
1317.0
58.0 - 76.3
66.1 - 76.1
1308.9 - 1298.9
---
PZ-78C
1409.72
1412.77
Bedrock
44.0
1365.7
44.0 - 95.3
85.1 - 95.1
1324.6 - 1314.6
---
PZ-79C
1592.75
1595.63
Bedrock
54.0
1538.8
54.0 - 96.4
86.2 - 96.2
1506.6 - 1496.6
---
PZ-80C
1317.70
1321.05
Bedrock
38.0
1279.7
38.0 - 76.9
66.7 - 76.7
1251.0 - 1241.0
---
PZ-81AB
1189.39
1192.61
Partially Weathered Rock
5.0
1184.4
---
3.0 - 5.0
1186.4 - 1184.4
---
PZ-82B
1187.65
1190.40
Partially Weathered Rock
32.5
1155.2
---
22.1 - 32.1
1165.6 - 1155.6
PZ-83B
1225.23
1228.36
Partially Weathered Rock
49.7
1175.5
39.5 - 49.5
1185.7 - 1175.7
---
PZ-8413
1176.21
1178.79
Partially Weathered Rock
44.3
1131.9
---
34.1 - 44.1
1142.1 - 1132.1
---
PZ-85B
1212.10
1215.21
Partially Weathered Rock
32.2
1179.9
---
27.0 - 32.0
1185.1 - 1180.1
---
PZ-86AB
1222.72
1226.56
Partially Weathered Rock
>60.0
<1162.7
---
49.4 - 59.4
1173.3 - 1163.3
---
PZ-87C
1209.75
1213.28
Bedrock
44.0
1165.8
44.0 - 82.5
71.9 - 81.9
1137.9 - 1127.9
---
PZ-88C
1256.27
1259.90
Bedrock
70.0
1186.3
70.0 - 108.0
97.4 - 107.4
1158.9 - 1148.9
---
PZ-89C
1243.17
1247.08
Bedrock
40.0
1203.2
40.0 - 107.0
90.8 - 100.8
1152.4 - 1142.4
---
PZ-90C
1287.67
1290.38
Bedrock
48.5
1239.2
48.5 - 108.0
97.6 - 107.6
1190.1 - 1180.1
---
PZ-91C
1233.04
1237.34
Bedrock
49.5
1183.5
49.5 - 71.0
59.8 - 69.8
1173.3 - 1163.3
---
PZ-92C
1205.17
1210.13
Bedrock
66.0
1139.2
66.0 - 86.0
71.8 - 81.8
1133.4 - 1123.4
---
PZ-93
1216.91
1221.67
Partially Weathered Rock
46.0
1170.9
---
35.7 - 45.7
1181.2 - 1171.2
---
PZ-94B
1226.30
1230.29
Residuum
>70.0
<1156.3
---
59.3 - 69.3
1167.0 - 1157.0
---
PZ-95A
1162.68
1166.97
Alluvium
Not Encountered
---
---
2.8 - 4.8
1159.9 - 1157.9
---
PZ-96A
1142.14
1146.04
Alluvium
Not Encountered
---
---
5.1 - 10.1
1137.0 - 1132.0
---
I PZ-96B
1142.45
1 1146.56
Partially Weathered Rock
32.7
1109.8
---
27.4 - 32.4
1115.1 - 1110.1
PZ-97A
1164.09
1167.77
Residuum
Not Encountered
7.8 - 12.8
1156.3 - 1151.3
PZ-97B
1164.86
1168.40
Partially Weathered Rock
>35.0
<1129.9
24.5 - 34.5
1140.4 - 1130.4
PZ-98AB
1209.63
1212.37
Partially Weathered Rock
36.0
1173.6
25.6 - 35.6
1184.0 - 1174.0
---
PZ-99
1292.09
1295.09
Partially Weathered Rock
76.6
1215.5
--
66.3 - 76.3
1225.8 - 1215.8
-
PZ-100B
1269.52
1273.21
Partially Weathered Rock
86.5
1183.0
--
76.0 - 86.0
1193.6 - 1183.6
-
PZ-101C
1298.25
1301.25
Bedrock
54.0
1244.3
54.0 - 96.0
76.5 - 86.5
1221.8 - 1211.8
-
PZ-102C
1270.27
1272.88
Bedrock
42.5
1227.8
42.5 - 51.5
40.0 - 50.0
1230.3 - 1220.3
-
PZ-103C
1262.25
1265.74
Bedrock
62.4
1199.9
62.4 - 71.5
61.0 - 71.0
1201.3 - 1191.3
-
PZ-104C
1350.22
1353.22
Bedrock
29.5
1320.7
29.5 - 96.0
81.2 - 91.2
1269.1 - 1259.1
-
PZ-105C
1303.58
1306.90
Bedrock
23.0
1280.6
23.0 - 61.5
51.0 - 61.0
1252.6 - 1242.6
-
PZ-106C
1229.44
1232.57
Bedrock
7.0
1222.4
7.0 - 21.5
11.3 - 21.3
1218.2 - 1208.2
-
PZ-107C
1354.98
1358.09
Bedrock
8.0
1347.0
8.0 - 52.0
41.6 - 51.6
1313.4 - 1303.4
-
PZ-108C
1395.52
1398.52
Bedrock
31.5
1364.0
31.5 - 46.5
25.6 - 40.6
1370.0 - 1355.0
-
PZ-109C
1361.15
1364.17
Bedrock
14.0
1347.2
14.0 - 40.0
24.9 - 34.9
1336.3 - 1326.3
-
PZ-110C
1367.71
1370.55
Bedrock
16.5
1351.2
16.5 - 37.5
27.3 - 37.3
1340.5 - 1330.5
-
PZ-111C
1334.35
1337.09
Bedrock
29.0
1305.4
29.0 - 60.6
50.4 - 60.4
1284.0 - 1274.0
B-112
1362.0
36.5
1325.5
PZ-113C
1352.27
1355.27
Bedrock
43.5
1308.8
43.5 - 70.0
57.9 - 67.9
1294.4 - 1284.4
B-114
1305.68
41.0
1264.7
B-115
1424.0
40.5
1383.5
-
PZ-116C
1332.13
1335.15
Bedrock
13.0
1319.1
13.0 - 25.0
14.7 - 24.7
1317.5 - 1307.5
B-117
--
1384.0
--
-
53.0
1331.0
--
--
--
B-118
--
1423.60
--
-
47.0
1376.6
--
--
--
B-119
--
1465.60
--
-
38.5
1427.1
--
--
--
-
PZ-120C
1518.65
1521.48
Bedrock
58.0
1460.7
58.0 - 94.0
74.6 - 89.6
1444.1 - 1429.1
B-121
--
1495.58
--
-
49.0
1446.6
--
--
--
-
PZ-122C
1474.49
1477.54
Bedrock
18.0
1456.5
18.0 - 72.0
54.7 - 69.7
1419.8 - 1404.8
-
PZ-123C
1459.59
1463.65
Bedrock
57.0
1402.6
57.0 - 80.0
66.1 - 76.1
1393.5 - 1383.5
B-124
--
1434.30
--
-
39.5
1394.8
--
--
--
B-125
--
1442.82
--
---
44.0
1398.8
--
--
--
---
PZ-126C
1437.49
1440.31
Bedrock
55.0
1382.5
55.0 - 71.0
55.7 - 70.7
1381.8 - 1366.8
---
PZ-127
1420.0
1423.0
Partially Weathered Rock
70.6
1349.4
---
60.3 - 70.3
1359.7 - 1349.7
B-128
---
1409.15
---
---
53.0
1356.2
---
---
---
---
PZ-129C
1403.12
1406.34
Bedrock
61.0
1342.1
61.0 - 96.0
81.3 - 91.3
1321.9 - 1311.9
---
PZ-130A 3
1380.0
1383.0
Residuum
81.2
1298.8
---
71.0 - 81.0
1309.1 - 1299.1
---
PZ-131AB
1304.52
1307.41
Residuum
33.8
1270.7
---
23.6 - 33.6
1281.0 - 1271.0
---
PZ-132C
1373.21
1376.07
Bedrock
57.6
1315.6
57.6 - 96.0
81.2 - 91.2
1292.1 - 1282.1
---
PZ-133B
1288.54
1292.16
Partially Weathered Rock
36.0
1252.5
---
25.8 - 35.8
1262.8 - 1252.8
PZ-134B
1271.57
1274.50
Partially Weathered Rock
44.3
1227.3
34.0 - 44.0
1237.6 - 1227.6
NOTES:
1. Bold borings represent those in the Phase 5 Area.
2. Measurements are in feet; elevations are relative to mean sea level (MSL).
3. TOC = Top Of Casing
4. NA = Not Available. Information was not provided in previous SHR & DHR reports performed by Front Royal, Inc.
5. Surveying for locations PZ-40 through B-71 and MW-1 through MW-5 was performed by Donaldson, Garrett, & Assoc., Inc. of Charlotte, NC.
6. Surveying for locations MW-1R, MW-6, MW-7, MW-8, MW-9, and MW-11 and piezometers PZ-72 through PZ-134 was performed by Wright & Fields of Troy, NC.
7. Piezometers PZ-127 and PZ-130 and Borings B-112, B-115, and B-117 were abandoned prior to being as -built surveyed. Their locations and ground elevations
are estimated based on the site topographic map at the time of drilling.
1235-78 FHLF-DHR Ph 5.xls Prepared By: MSP
Tab 2 PZ Constr Checked By: LCD/TJB/PJVH

TABLE 3
GROUNDWATER ELEVATION MEASUREMENTS
Foothills Regional MSW Landfill - Phase 4 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Groundwater Elevation Data
Data from 1995 to 2016
Piezometer/
Ground
TOCon
1995
1996
1997
1999
2000
2003
2004
2006
2007
2012
2013
2012-2013 Seasonal Cell Subgrade
Vertical
Maximum
Minimum
Head
Estimated Long -Term
Piezometer/
Well
Elevation
Elevati
TOB
24-hr
11/27/95
12/22/95
4/22/96
6/6/96
7/30/96
9/5/96
10/17/96
1/15/97
12/1/99
12/14/99
1/18/00
2/16/00
3/31/00
5/16/00
7/14/00
12/12/00
8/23/03
2/8/04
2/14/04
3/19/04
4/23/04
6/2/04
9/29/04
4/6/06
1/9/07
2/27/07
3/22/07
4/27/07
5/22/07
6/28/07
7/30/07
8/30/07
10/17/07
9/24/12
10/17/12
12/6/12
1/7/13
2/6/13
3/4/13
3/28/13
4/17/13
5/9/13
6/12/13
7/12/13
8/6/13
9/4/13
10/4/13
10/31/13
1/30/14
7/22/14
1/26/15
7/28/15
1/28/16
7/28/16
Hi g h Groundwater
Elevation 13
Separation
P
Elevation
Elevation
Difference
Seasonal Hi g h Groundwater
Well
MW-1
1387.68
1390.68
1300.68
1320.68
NP
NP
NP
NP
NP
NP
NP
NP
NP
1311.78
1311.66
1311.45
1311.16
1310.85
1310.59
NM
NM
1316.85
1316.82
1316.91
1317.02
1316.62
1315.71
1315.18
NM
1312.91
1312.83
1312.65
1312.41
1312.58
1312.53
1312.46
1312.26
1310.04
1310.10
1309.97
1309.86
1309.94
1310.29
1310.83
1311.13
1311.45
1312.04
1312.87
1313.92
1314.88
1314.97
1315.02
1310.23
1313.73
1313.33
1312.23
A
A
1315.02
-
-
1317.02
1309.86
7.16
1321.2
MW-1
MW-1R
1591.17
1594.11
1516.17
1527.37
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1527.45
1528.46
1528.46
-
-
1528.46
1527.45
1.01
1532.7
MW-1R
MW-2
1249.72
1252.34
1208.52
1211.80
NP
NP
NP
NP
NP
NP
NP
NP
NP
1210.20
1210.05
1209.86
1209.66
1209.55
1209.61
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
-
1210.20
1209.55
0.65
1214.4
MW-2
MW-2R
1250.18
1253.36
1193.93
1204.26
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NM
1213.53
1213.47
1213.31
1213.33
1213.19
1212.78
NM
NM
1210.39
1210.46
1210.43
1210.29
1210.50
NM
1210.23
1209.80
1210.87
1210.82
1210.84
1210.63
1210.55
1210.86
1211.10
1211.21
1211.43
1211.86
1212.27
1212.76
1213.17
1213.35
1213.44
1210.95
1213.47
1212.42
1211.68
1211.38
1211.41
1213.47
-
-
1213.53
1209.80
3.73
1217.7
MW-2R
MW-3
1239.53
1242.95
1165.92
1172.90
NP
NP
NP
NP
NP
NP
NP
NP
NP
1184.30
1188.97
1186.47
1189.36
1189.92
1190.06
NM
NM
1171.58
1178.89
1187.78
1190.69
1168.79
1190.55
1170.85
NM
1191.20
1191.25
1191.24
1190.80
1190.21
1189.84
1189.25
1188.44
1190.27
1190.04
1189.57
1189.27
1189.20
1189.60
1189.95
1190.30
1190.64
1191.35
1192.03
1192.75
1193.25
1193.44
1193.23
1194.03
1192.97
1191.30
1190.53
1190.80
1 1191.75
1194.03
-
-
1194.03
1168.79
25.24
1198.2
MW-3
MW-3R
1239.80
1242.69
1167.09
1179.41
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
I NP
NP
NP
I NP
NP
NM
1188.95
1188.70
1188.87
1188.52
1188.52
1190.00
1187.69
NM
1187.87
1187.40
1 1186.93
1186.66
1 1186.28
1185.88
1 1185.54
1184.89
1 1186.17
1186.07
1185.94
1185.65
1187.04
1187.42
1187.98
1187.79
1188.23
1 1189.14
1190.55
1190.72
1189.75
1189.29
1188.99
1187.00
1189.19
1188.08
1186.99
1188.94
1187.41
1190.72
-
-
1190.72
1184.89
5.83
1194.9
MW-3R
MW-3R2
1238.66
1242.04
NA
NA
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NM
NM
1211.02
1209.96
1209.36
1208.73
1205.33
1206.55
1205.58
1208.78
1208.94
1208.02
1207.93
1210.16
1211.44
1212.06
1212.06
1212.86
1213.66
1214.55
1214.38
1212.59
1211.01
1210.27
1209.56
1210.99
1210.49
1208.74
1214.08
1201.03
1214.55
-
-
1214.55
1201.03
13.52
1218.8
MW-3R2
MW-4
1168.95
1171.18
1128.15
1127.90
NP
NP
NP
NP
NP
NP
NP
NP
NP
1127.55
1127.70
1127.81
1127.88
1127.84
1127.63
NM
NM
1128.84
1128.90
1128.69
1128.78
1128.56
1129.01
1129.03
NM
1128.69
1129.33
1128.60
1128.45
1128.00
1128.20
1127.75
1126.63
1128.73
1128.81
1128.51
1128.68
1129.13
1129.38
1129.56
1129.58
1129.78
1130.10
1130.73
1130.88
1128.65
1127.97
1127.95
1129.17
1128.03
1128.63
1128.03
1129.53
1129.28
1130.88
-
-
1130.88
1126.63
4.25
1135.1
MW-4
MW-5
1172.26
1175.07
1125.66
1126.59
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NM
1127.95
1129.02
1127.82
1127.87
1127.62
1127.76
1127.07
NM
1126.44
1126.78
1126.17
1125.79
1125.82
1125.75
1125.42
1124.71
1126.74
1126.88
1126.57
1126.49
1126.75
1127.03
1127.26
1127.26
1127.39
1127.72
1127.99
1128.17
1127.55
1126.97
1126.93
1126.90
1126.97
1127.37
1126.57
1127.42
1127.60
1128.17
-
-
1129.02
1124.71
4.31
1133.2
MW-5
MW-6
1173.75
1176.82
1131.50
1132.95
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NM
NM
1132.09
1132.04
1131.65
1131.73
1131.42
1131.10
1130.93
1130.48
1132.20
1132.57
1132.00
1131.47
1131.78
1132.14
1132.58
1132.89
1133.37
1133.77
1134.44
1134.78
1134.37
1134.01
1133.82
1129.03
1132.96
1132.93
1132.22
1133.84
1133.62
1134.78
-
-
1134.78
1129.03
5.75
1139.0
MW-6
MW-7
1180.36
1183.13
1 1150.36
1157.07
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1150.83
1150.68
1 1149.28
1148.60
1150.93
1 1153.47
1154.96
1155.53
1156.78
1158.53
1159.89
1159.89
1156.33
1153.88
1153.78
1150.58
1152.80
1151.45
1150.78
1153.68
1151.40
1159.89
-
-
1159.89
1148.60
11.29
1164.1
MW-7
MW-8
1192.35
1195.18
1160.80
1161.45
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
I NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1 1161.45
1162.91
1164.73
1168.15
1168.68
1 1166.77
1166.24
1 1162.13
1162.38
1 1163.81
1162.78
1164.78
1163.43
1 1168.68
Not In Footprint
-
1168.68
1161.45
7.23
1 1172.9
MW-8
MW-9
1288.10
1290.79
1221.60
1226.90
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1226.79
1226.79
-
-
1226.79
1226.79
-
1231.0
MW-9
MW-10
1355.08
1358.53
Dry
1281.58
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1283.42
1285.13
1285.13
-
-
1285.13
1283.42
1.71
1289.3
MW-10
B-3
1280.98
1284.73
NA
NA
1234.66
1229.59
1228.83
1228.70
NM
1228.21
1228.04
1231.46
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1234.66
1228.04
6.62
1238.9
B-3
B-12
1153.26
1155.41
NA
NA
1139.59
1139.61
1139.70
1139.79
NM
1142.91
1139.85
1139.68
NM
1148.25
1148.18
1148.28
1148.29
1148.35
1147.84
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
-
-
-
1148.35
1139.59
8.76
1152.6
B-12
B-13A
1122.70
1125.75
NA
NA
1117.07
1117.13
1117.03
1116.95
NM
1116.98
1116.86
1116.89
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
-
-
-
1117.13
1116.86
0.27
1121.3
B-13A
FR-1
1241.61
1246.01
NA
NA
I Dry
1211.21
1211.21
1211.49
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
-
-
-
1211.49
1211.21
1 0.28
1215.7
FR-1
FR-2
1218.44
1220.64
NA
NA
Dry
Dry
Dry
Dry
I Dry
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
I -
-
-
Dry
-
FR-2
FR-3
1184.94
1188.04
NA
NA
1179.96
1180.75
1180.85
1180.78
1180.69
1180.68
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1180.85
1 1179.96
1 0.89
1185.1
FR-3
FR-7
1209.31
1 1211.61
NA
NA
1151.54
1151.51
1151.71
1151.05
1150.83
1150.50
1150.41
1150.43
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1151.71
1 1150.41
1 1.30
1155.9
FR-7
FR-10
1291.92
1296.02
NA
NA
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
NM
Dry
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
NM
NM
NM
NM
NM
NM
-
1256.54
-
Dry
-
FR-10
FR-11
1319.15
1322.89
NA
NA
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
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
-
-
-
Dry
-
FR-11
FR-12
1253.26
1253.36
NA
NA
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
NM
Dry
Dry
Dry
Dry
NM
Dry
NM
NM
NM
NM
NM
Dry
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
-
-
-
Dry
-
FR-12
FR-13
1257.40
1258.68
NA
NA
I Dry
Dry
Dry
Dry
Dry
Dry
I Dry
Dry
NM
NM
NM
NM
NM
NM
NM
NM
NM
I NM
NM
NM
NM
I NM
NM
I NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
I NM
NM
NM
NM
NM
NM
NM
I NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
I -
-
-
Dry
-
FR-13
FR-17
1175.05
1178.13
NA
NA
1145.26
1144.94
1145.15
1144.70
1144.10
1143.81
1 1143.93
1144.17
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1145.26
1143.81
1 1.45
1149.5
FR-17
FR-17R
1175.05
1176.23
NA
1142.38
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
1144.67
1143.50
1143.50
1 1143.06
1143.08
1142.78
1142.02
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1144.67
1142.02
2.65
1148.9
FR-17R
FR-17A
1201.69
1202.59
NA
1178.00
1178.69
1178.00
1179.10
1177.94
1176.69
1177.31
1177.97
1177.81
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1179.10
1176.69
2.41
1183.3
FR-17A
FR-17AR
1205.72
1208.74
NA
1166.96
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1167.90
1170.12
1170.06
1170.04
1170.21
1170.14
1169.76
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1170.21
1167.90
2.31
1174.4
FR-17AR
FR-19
1145.99
1148.09
NA
NA
1138.36
1138.34
1138.61
1138.34
1137.33
1137.68
1137.58
1138.07
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1138.61
1137.33
1.28
1142.8
FR-19
FR-21
1124.10
NA
NA
NA
NP
NP
NP
NP
1119.72
1120.90
1120.85
1120.93
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1120.93
1119.72
1.21
1 1125.1
FR-21
FR-22
1128.50
NA
NA
NA
I NP
NP
NP
NP
1124.22
1124.66
1124.63
1124.80
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1124.80
1124.22
0.58
1129.0
FR-22
FR-23
1129.10
NA
NA
NA
NP
NP
NP
NP
1116.23
1118.21
1 1118.20
1118.39
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1118.39
1 1116.23
2.16
1122.6
FR-23
FR-24
1129.40
NA
NA
NA
NP
NP
NP
NP
1 1117.75
1117.99
1117.97
1118.21
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1118.21
1117.75
0.46
1122.4
FR-24
FR-25
1146.20
NA
NA
NA
NP
NP
NP
NP
1140.28
1139.19
1139.22
1139.46
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1140.28
1139.19
1.09
1144.5
FR-25
FR-26
1221.80
NA
NA
NA
NP
NP
NP
NP
1207.88
1207.45
1207.23
1207.17
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1207.88
1207.17
0.71
1212.1
FR-26
FR-27
1235.10
NA
NA
NA
NP
NP
NP
NP
NM
NM
NM
NM
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
NM
-
FR-27
FR-28
1223.00
NA
NA
NA
NP
NP
NP
NP
1198.46
1198.14
1198.10
1198.00
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1198.46
1198.00
0.46
1202.7
FR-28
FR-29
1243.30
NA
NA
NA
NP
NP
NP
NP
1236.11
1236.07
1236.13
1236.40
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1236.40
1236.07
0.33
1240.6
FR-29
FR-30
1284.80
NA
NA
NA
NP
NP
NP
NP
1232.14
1233.60
1 1231.75
1231.30
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1233.60
1231.30
2.30
1237.8
FR-30
FR-31
1265.60
NA
NA
NA
NP
NP
I NP
NP
1 1251.43
1252.78
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
A
A
A
A
A
A
A
A
-
-
-
1252.78
1251.43
1.35
1257.0
FR-31
FR-32
1305.30
NA
NA
NA
NP
NP
NP
NP
1262.65
1262.09
1262.19
1261.08
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1262.65
1261.08
1.57
1266.9
FR-32
FR-33
1386.80
NA
NA
NA
NP
NP
NP
NP
1314.98
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
A
A
A
A
A
A
A
A
-
-
-
1314.98
-
-
1319.2
FR-33
FR-34
1126.50
NA
NA
NA
NP
NP
NP
NP
1122.76
1123.34
1123.73
1124.18
1 A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
I -
-
-
1124.18
1122.76
1.42
1 1128.4
FR-34
FR-35
1145.40
NA
NA
NA
NP
NP
NP
NP
1131.34
1131.35
1131.64
1132.08
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1132.08
1131.34
0.74
1136.3
FR-35
FR-37
1156.40
1159.13
NA
NA
NP
NP
NP
NP
1154.25
1155.16
1155.07
NM
NM
1 1155.21
1155.09
NM
NM
NM
NM
NM
NM
1155.17
NM
1155.06
1 1154.93
1154.86
1154.93
1 1155.13
1155.43
1155.68
1156.28
1156.55
1156.49
1156.45
1156.50
1156.45
NM
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1156.55
1154.25
2.30
1160.8
FR-37
FR-38
1162.60
NA
NA
NA
NP
NP
NP
NP
1159.86
1161.37
1 NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
I NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1161.37
1159.86
1.51
1165.6
FR-38
FR-39
1126.79
NA
NA
NA
NP
NP
NP
NP
I NP
NP
NP
1123.84
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1123.84
-
-
1128.0
FR-39
PZ-40AB
1308.25
1310.86
1257.85
1264.75
NP
NP
NP
NP
NP
NP
NP
NP
1264.50
1264.69
1264.64
1264.19
1263.78
1263.96
1263.70
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
-
-
-
1264.69
1263.70
0.99
1268.9
PZ-40AB
PZ-41AB
1303.32
1305.61
1256.16
1256.28
NP
NP
NP
NP
NP
NP
NP
NP
1255.97
1255.93
1255.94
1255.88
1255.76
1257.65
1256.80
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
I A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1257.65
1 1255.76
1.89
1261.9
PZ-41AB
PZ-42AB
1310.34
1312.48
1248.23
1247.92
NP
NP
NP
NP
NP
NP
NP
NP
1247.70
1247.49
1247.20
1246.94
1246.58
1246.19
1245.96
1245.90
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
1247.70
1245.90
1.80
1251.9
PZ-42AB
PZ-43C
1264.55
1267.27
NS
NM
NP
NP
NP
NP
NP
NP
NP
NP
1190.04
1191.45
1191.69
1191.67
1191.55
1191.45
1 1191.29
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
-
-
-
1191.69
1190.04
1.65
1195.9
PZ-43C
PZ-45AB
1166.13
1169.29
1142.29
1140.91
NP
NP
NP
NP
NP
NP
NP
NP
1138.99
1 1138.96
1138.78
1138.82
1139.93
1139.94
1138.99
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
-
-
-
1139.94
1138.78
1.16
1144.1
PZ-45AB
PZ-46AB
1169.47
1171.72
1154.59
1155.25
NP
NP
NP
NP
NP
NP
I NP
NP
1154.94
1155.18
1155.30
1155.38
1155.57
1155.46
1154.92
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
-
-
-
1155.57
1154.92
0.65
1159.8
PZ-46AB
PZ-47A
1189.18
1191.61
1170.53
NM
NP
NP
NP
NP
NP
NP
NP
NP
1173.86
1173.69
1173.69
1173.27
1 1172.63
1172.26
1172.00
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
I A
A
A
A
A
A
A
A
-
-
-
1173.86
1172.00
1.86
1178.1
PZ-47A
PZ-47B
1188.39
1191.10
1168.55
1171.69
NP
NP
NP
NP
NP
NP
NP
NP
1171.56
1171.56
1171.58
1171.33
1170.66
1170.31
1169.85
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
-
-
-
1171.58
1169.85
1.73
1175.8
PZ-47B
PZ-50C
1259.45
1261.42
NS
Dry
I NP
NP
NP
NP
NP
NP
NP
NP
Dry
1225.02
1225.10
1225.13
1225.14
1225.10
1225.06
1225.15
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1225.15
1 1225.02
0.13
1 1229.3
PZ-50C
PZ-51
1307.68
1310.82
Dry
Dry
NP
NP
NP
NP
NP
NP
NP
NP
Dry
Dry
Dry
Dry
Dry
Dry
Dry
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
I -
-
-
Dry
-
PZ-51
PZ-53AB
1152.15
1154.71
1122.65
NM
NP
NP
NP
NP
NP
NP
NP
NP
1123.34
1123.34
1123.41
1123.53
1123.62
1123.67
1 1123.23
NM
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1123.67
1123.23
1 0.44
1127.9
PZ-53AB
PZ-54C1
1293.41
1295.89
NS
Dry
NP
NP
I NP
NP
NP
NP
NP
NP
Dry
NM
1258.53
Dry
Dry
Dry
Dry
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
-
-
-
1258.53
-
-
1262.7
PZ-54C1
PZ-54C2
1293.56
1296.63
NS
NM
NP
NP
NP
NP
NP
NP
NP
NP
1252.40
1248.46
1248.48
1248.38
1248.18
1247.93
1249.33
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
-
-
-
1252.40
1247.93
4.47
1256.E
PZ-54C2
PZ-55B
1188.38
1191.76
Dry
1156.80
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
1159.41
1156.38
1156.70
1155.82
1156.07
1155.50
1154.36
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1159.41
1154.36
5.05
1163.6
PZ-55B
PZ-56B
1211.25
1212.43
1147.75
1158.91
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1160.30
1162.53
1162.47
1162.50
1162.67
1162.59
1162.08
A
A
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1162.67
1160.30
2.37
1166.9
PZ-56B
PZ-57AB
1199.40
1202.54
Dry
Dry
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
Dry
1150.81
1150.79
Dry
1150.9E
1 Dry
Dry
1150.94
Dry
Dry
Dry
NM
NM
NM
NM
NM
Dry
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1150.96
1150.79
0.17
1155.2
PZ-57AB
PZ-58B
1251.92
1255.29
Dry
1172.62
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
I NP
1173.94
1 1177.09
1176.85
1 1176.68
1176.67
1176.31
1175.89
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
-
-
-
1177.09
1 1173.94
3.15
1181.3
PZ-58B
PZ-59AB
1246.10
1249.38
Dry
1179.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1179.69
1179.50
1179.44
Dry
Dry
Dry
Dry
I A
A
A
A
A
A
A
A
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1179.69
1179.44
1 0.25
1183.9
PZ-59AB
PZ-60C
1262.61
1265.68
NS
1199.56
NP
NP
I NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1199.91
1199.81
1199.77
1199.69
1199.72
1199.55
1196.78
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
1199.91
1196.78
3.13
1204.1
PZ-60C
PZ-63B
1391.91
1393.60
Dry
1327.66
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
1329.73
1328.88
1328.47
1327.93
1327.64
1327.13
1324.67
1322.40
Dry
Dry
Dry
Dry
Dry
NM
NM
Dry
Dry
A
A
A
A
A
A
A
A
A
A
A
A
A
A
I A
A
A
A
A
A
A
-
-
-
1329.73
1322.40
7.33
1333.9
PZ-63B
PZ-64AB
1337.28
1338.59
Dry
1264.28
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
1264.28
1265.90
1265.85
1265.83
1266.03
1265.93
1265.63
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1266.03
1264.28
1.75
1270.2
PZ-64AB
PZ-65AB
1270.56
1271.55
Dry
1237.24
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1237.24
1234.92
1234.69
1234.02
1233.72
1233.31
1237.00
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1237.24
1233.31
3.93
1241.4
PZ-65AB
PZ-67C
1206.1E
1210.15
NS
1173.98
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1175.26
1172.20
1172.04
1171.66
1171.01
1 1170.39
1169.80
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1175.26
1169.80
5.46
1179.5
PZ-67C
PZ-68AB
1293.48
1295.07
1249.98
1250.74
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
I NP
1250.74
1 1252.58
1252.4E
1 1252.33
1252.31
1252.26
1251.89
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
-
-
-
1252.58
1250.74
1.84
1256.8
PZ-68AB
PZ-69B
1180.35
1182.01
Dry
1141.87
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1141.87
1142.52
1142.47
1142.37
1142.37
1142.19
1141.81
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1142.52
1141.81
0.71
1146.7
PZ-69B
PZ-72C
1267.92
1270.57
Dry
1138.92
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
1209.47
1211.23
1212.26
NM
1196.11
1195.98
1216.44
1217.59
1215.77
1214.08
1 A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1217.59
1195.98
1 21.61
1221.8
PZ-72C
PZ-73C
1342.15
1345.25
1280.15
1277.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1277.25
1276.39
1276.46
1276.37
1276.55
1276.29
1276.87
1277.12
1277.22
1277.25
1279.43
1279.38
1279.19
1278.97
1278.83
1278.97
1280.09
1280.54
1280.86
1281.19
1281.54
1 1281.85
1281.74
1281.28
1280.99
NM
NM
NM
NM
NM
NM
1281.85
1334.05
52.20
1281.85
1276.29
5.56
1286.1
PZ-73C
PZ-74C
1276.80
1278.60
1185.80
1188.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1188.40
1186.16
1185.82
1185.73
1 1185.69
1185.81
1185.99
1186.20
1186.36
1186.52
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
1223.32
-
1188.40
1185.69
2.71
1192.6
PZ-74C
PZ-75A
1218.54
1221.51
1211.94
1212.84
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1212.99
1213.11
1213.22
1213.21
1209.95
1208.73
1207.06
1203.08
1210.63
1210.98
1208.99
1211.97
1212.41
1212.98
1213.05
1212.91
1214.59
1214.73
1213.62
1213.29
1213.12
1212.51
1212.41
NM
NM
NM
NM
NM
NM
1214.73
-
-
1214.73
1203.08
11.65
1218.9
PZ-75A
PZ-75B
1219.37
1222.76
1210.47
1210.77
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1210.73
1211.36
1211.24
1211.20
1208.63
1207.62
1205.05
1203.32
1206.95
1207.21
1205.39
1207.64
1209.92
1210.43
1210.62
1210.89
1212.51
1213.39
1213.51
1213.43
1213.19
1212.35
1212.08
NM
NM
NM
NM
NM
NM
1213.51
-
-
1213.51
1203.32
10.19
1217.7
PZ-75B
PZ-76C
1364.89
1368.20
1274.29
1321.49
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
1321.75
1321.71
1321.84
1321.81
1322.09
1322.25
1322.17
1322.02
1319.35
1319.43
1319.23
1319.31
1319.64
1319.97
1319.83
1319.93
1320.33
1321.02
1321.84
1322.32
1322.70
1322.70
1322.65
NM
NM
NM
A
A
A
1322.70
-
-
1322.70
1319.23
3.47
1326.9
PZ-76C
PZ-77C
1374.98
1378.18
1299.08
1317.78
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
1317.79
1317.73
1318.09
1318.05
1318.77
1319.19
1319.53
1319.45
1317.47
1317.74
1318.16
1318.27
1318.30
1318.38
1318.21
1318.50
1318.74
1319.49
1320.81
1322.23
1323.39
1323.73
1323.38
NM
NM
NM
NM
NM
NM
1323.73
-
-
1323.73
1 1317.47
6.26
1327.9
PZ-77C
PZ-78C
1409.72
1412.77
1314.72
1365.92
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1366.41
1366.79
1367.58
1367.53
1367.66
1367.02
1366.35
1365.47
1 1364.52
1364.32
1 1363.90
1363.77
1364.92
1365.80
1366.90
1367.86
1369.20
1371.92
1 1373.20
1373.64
1 1372.77
1371.72
1370.97
NM
NM
NM
NM
NM
NM
1373.64
-
-
1373.64
1363.77
1 9.87
1377.8
PZ-78C
PZ-79C
1592.75
1595.63
1526.65
1521.25
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1521.05
1520.44
1519.70
1519.36
1519.00
1518.87
1518.82
1518.90
1524.77
1525.12
1525.63
1525.64
1525.57
1525.71
1525.44
1525.52
1525.78
1526.78
1527.57
1527.78
1527.96
1527.72
1 1527.61
NM
NM
NM
NM
NM
NM
1527.96
-
-
1527.96
1518.82
9.14
1532.2
PZ-79C
PZ-80C
1317.70
1321.05
1266.40
1267.90
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1267.88
1268.20
1268.35
1267.86
1267.89
1267.43
1266.87
1266.27
1267.35
1267.68
1267.46
1267.54
1268.97
1269.06
1269.67
1269.78
1270.71
1271.05
1271.57
1271.65
1270.98
1270.10
1269.68
1 NM
NM
I NM
NM
NM
NM
1271.65
-
-
1271.65
1266.27
5.38
1275.9
PZ-80C
PZ-81AB
1189.39
1192.61
1186.01
1187.29
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1187.29
1187.48
1186.88
1187.64
1187.42
1187.31
1187.19
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1187.64
1186.88
0.76
1191.8
PZ-81AB
PZ-82B
1187.65
1190.40
1171.95
1172.97
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
1172.97
1172.80
1172.61
1171.59
1172.55
1172.08
1171.79
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1172.97
1171.59
1.38
1177.2
PZ-82B
PZ-83B
1225.23
1228.36
1191.53
1191.85
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1191.53
1191.85
1191.81
1191.95
1191.99
1191.89
1191.67
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1191.99
1191.53
0.46
1196.2
PZ-83B
PZ-84B
1176.21
1178.79
1160.91
1162.18
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1162.18
1162.13
1162.12
1162.10
1161.84
1161.74
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1162.18
1161.74
0.44
1166.4
PZ-8413
PZ-85B
1212.10
1215.21
1188.60
1204.53
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1204.53
1203.94
1203.67
1203.68
1203.12
1202.59
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1204.53
1202.59
1 1.94
1208.7
PZ-85B
PZ-86AB
1222.72
1226.56
1179.22
1171.22
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
1171.22
1171.38
1170.57
1 1171.57
1171.46
1170.14
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1171.57
1170.14
1.43
1175.8
PZ-86AB
PZ-87C
1209.75
1213.28
Dry
1153.55
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
1156.82
1154.84
1154.14
1153.88
1153.62
1153.10
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1156.82
1153.10
3.72
1161.0
PZ-87C
PZ-88C
1256.27
1259.90
1153.07
1156.79
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1156.79
NM
1156.53
1156.52
1156.01
1156.50
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1156.79
1156.01
0.78
1161.0
PZ-88C
PZ-89C
1243.17
1247.08
1151.17
1157.66
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
1157.66
1157.57
1157.60
1157.60
1157.61
1157.45
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1157.66
1157.45
0.21
1161.9
PZ-89C
PZ-90C
1287.67
1290.38
1193.97
1218.77
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1227.05
1226.81
1226.43
1226.30
1225.86
1225.61
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1227.05
1225.61
1.44
1231.3
PZ-90C
PZ-91C
1233.04
1237.34
1183.74
1183.92
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1183.92
1183.96
1184.02
1183.88
1183.57
1183.04
1 A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1184.02
1183.04
0.98
1188.2
PZ-91C
PZ-92C
1205.17
1210.13
1151.37
1152.56
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
1152.56
1149.27
1148.80
1148.78
1148.65
1148.58
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1152.56
1148.58
1 3.98
1156.8
PZ-92C
PZ-93
1216.91
1221.67
Dry
Dry
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I Dry
Dry
Dry
Dry
Dry
Dry
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
Dry
-
PZ-93
PZ-94B
1226.30
1230.29
1179.20
1179.79
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1179.79
1172.43
1179.45
1179.20
1178.80
1178.41
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1179.79
1 1172.43
7.36
1184.0
PZ-94B
PZ-95A
1162.68
1166.97
1162.27
1162.25
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1162.21
1162.25
1162.07
1162.00
1162.09
1162.22
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1162.25
1162.00
0.25
1166.5
PZ-95A
PZ-96A
1142.14
1146.04
1137.24
1137.24
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1137.24
1136.75
1136.94
1136.43
1136.75
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1137.24
1136.43
0.81
1141.4
PZ-96A
PZ-96B
1142.45
1146.56
1136.80
1 1137.11
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
NP
I NP
NP
I NP
NP
NP
I NP
NP
NP
NP
NP
NP
1137.11
1136.97
1137.05
1136.78
1 1136.91
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
1137.11
1136.78
0.33
1141.3
PZ-96B
PZ-97A
1164.09
1167.77
1154.39
1157.19
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1157.58
1157.22
1157.05
1156.48
1156.12
NM
NM
NM
NM
NM
1159.05
1159.13
1 A
A
A
A
A
A
A
A
A
A
A
A
A
A
1159.13
Not In Footprint
-
1159.13
1156.12
3.01
1163.3
PZ-97A
PZ-97B
1164.86
1168.40
1153.61
1153.76
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1154.30
1153.30
1 1153.29
1152.72
1152.71
NM
NM
NM
NM
NM
1155.61
1155.55
A
A
A
A
A
A
A
A
A
A
A
A
A
A
1155.61
Not In Footprint
-
1155.61
1152.71
2.90
1159.8
PZ-97B
PZ-98AB
1209.63
1212.37
1176.33
1176.33
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
I NP
1176.47
1176.84
1176.92
1176.63
1175.85
A
A
A
A
A
I A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
1225.29
-
1176.92
1175.85
1 1.07
1181.1
PZ-98AB
PZ-99
1292.09
1295.09
1217.44
1217.29
NP
NP
NP
NP
NP
NP
NP
NP
NP
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
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
I Dry
NM
NM
NM
NM
NM
NM
-
1230.14
-
Dry
-
PZ-99
PZ-10011
1269.52
1273.21
1188.07
1187.83
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
1194.87
1195.13
1195.09
1194.89
1195.04
1195.09
1195.26
1195.45
1195.81
1196.70
1197.73
1199.01
1200.40
1201.36
1201.36
NM
NM
NM
NM
NM
NM
1201.36
Not In Footprint
-
1201.36
1194.87
6.49
1205.6
PZ-100B
PZ_I0IC
1298.25
1301.25
NM
1246.23
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NM
I NM
NM
NM
1252.23
1246.25
1241.70
1238.55
Dry
Dry
Dry
Dry
I Dry
NM
NM
NM
NM
NM
NM
NM
NM
1252.23
Not In Footprint
-
1252.23
1238.55
13.68
1256.4
PZ_101C
PZ-102C
1270.27
1272.88
Dry
1228.27
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
1225.20
1225.25
1224.93
1224.78
1224.78
1224.94
1224.82
1224.91
1225.03
1225.28
1225.42
1225.48
1225.53
1225.46
1225.38
NM
NM
NM
NM
NM
NM
1225.53
1271.97
46.44
1225.53
1224.78
0.75
1229.7
PZ-102C
PZ-103C
1262.25
1265.74
1206.65
1209.89
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1209.08
1209.35
1208.88
1208.47
1208.67
1208.55
1208.11
1208.18
1208.56
1209.25
1209.84
1210.40
1210.94
1210.87
1211.84
NM
NM
NM
NM
NM
NM
1211.84
1240.64
28.80
1211.84
1208.11
3.73
1216.0
PZ-103C
PZ-104C
1350.22
1353.22
NM
1253.29
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1259.29
1259.61
NM
NM
NM
1260.27
1259.85
1259.83
1263.00
1262.56
1262.38
1261.22
1261.03
1260.83
1260.87
NM
NM
NM
NM
NM
NM
1263.00
Not In Footprint
-
1263.00
1259.29
3.71
1267.2
PZ-104C
PZ-105C
1303.58
1306.90
1245.36
1250.74
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1249.11
1249.21
1249.83
1248.82
1 1248.85
1247.07
1247.15
1247.46
1248.54
1248.96
1249.50
1250.13
1249.96
1249.56
1249.31
NM
I NM
NM
NM
NM
NM
1250.13
1310.94
60.81
1250.13
1247.07
3.06
1254.3
PZ-105C
PZ-106C
1229.44
1232.57
1211.29
1223.38
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1223.26
1223.19
1222.76
1224.04
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
1224.04
1311.69
87.65
1224.04
1 1222.76
1.28
1228.2
PZ-106C
PZ-107C
1354.98
1358.09
NS
1315.09
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
1321.31
1321.46
1320.50
1321.09
1323.09
1323.48
1323.83
NM
1323.30
1323.57
1323.78
1 1323.06
1322.38
1321.52
1321.24
NM
NM
NM
NM
NM
NM
1323.83
1394.80
70.97
1323.83
1320.50
3.33
1328.0
PZ-107C
PZ-108C
1395.52
1398.52
NS
1376.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NM
NM
NM
NM
1366.41
1366.36
1366.12
1365.90
1366.85
1366.29
1366.20
1365.40
NM
NM
NM
NM
NM
NM
NM
NM
NM
1366.85
1420.54
53.69
1366.85
1365.40
1.45
1371.1
PZ-108C
PZ-109C
1361.15
1364.17
NS
1340.27
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
1346.31
1346.44
1345.61
1346.07
1351.51
1351.08
1350.75
1 1350.37
1351.97
1354.87
1350.28
1348.94
1348.81
1348.76
1349.38
NM
NM
I NM
NM
NM
NM
1354.87
1418.18
63.31
1354.87
1345.61
9.26
1359.1
PZ-109C
PZ-110C
1367.71
1370.55
NM
1344.53
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1350.21
1350.40
1349.40
1350.41
1353.18
1351.33
1350.85
1350.61
1352.45
1352.61
1352.81
1353.03
1352.81
1351.16
1350.87
NM
NM
NM
NM
NM
NM
1353.18
1377.73
24.55
1353.18
1349.40
3.78
1357.4
PZ-110C
PZ-111C
1334.35
1337.09
1286.95
1286.95
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1288.96
1289.14
1288.78
1289.15
1289.52
1289.55
1289.51
1289.63
1289.77
1289.75
1289.84
1289.82
1289.89
1289.81
1289.67
NM
NM
NM
NM
NM
NM
1289.89
1356.84
66.95
1289.89
1288.78
1.11
1294.1
PZ-111C
PZ-113C
1352.27
1355.27
NM
1286.24
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NM
NM
NM
NM
1 1292.24
1293.62
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
Dry
NM
NM
NM
A
A
A
1293.62
1300.21
6.59
1293.62
1292.24
1.38
1297.8
PZ-113C
PZ-116C
1332.13
1335.15
NS
1320.03
1 NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1325.32
1 1325.24
1323.62
1324.83
1 1326.21
1325.81
1325.25
1324.40
1326.75
1 1326.97
1327.30
1325.80
1 1325.28
1324.53
1 1322.87
NM
NM
NM
A
A
A
1327.30
1339.11
11.81
1327.30
1322.87
4.43
1331.5
PZ-116C
PZ-120C
1518.65
1 1521.48
NS
1431.34
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1437.00
1438.11
1438.37
1438.44
1438.51
1438.59
1438.55
1438.47
1438.54
1438.64
1438.88
1439.11
1439.76
1440.78
1441.40
NM
NM
NM
NM
NM
I NM
1441.40
Not In Footprint
-
1441.40
1437.00
4.40
1445.6
PZ-120C
PZ-122C
1474.49
1477.54
NS
1412.72
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
1418.82
1418.52
1417.88
1417.86
1417.68
1417.63
1 1417.59
1418.08
1418.59
1419.68
1420.71
1421.94
1422.94
1423.06
1422.83
NM
I NM
NM
A
A
A
1423.06
1466.14
43.08
1423.06
1417.59
5.47
1427.3
PZ-122C
PZ-123C
1459.59
1463.65
1 NM
1397.29
NP
NP
I NP
NP
I NP
NP
I NP
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
I NP
NP
NP
NP
1396.82
1396.89
1396.91
1396.85
1396.75
1396.69
1396.61
1396.63
1396.69
1396.88
1397.14
1397.4E
1397.95
1398.45
1398.8E
NM
NM
NM
A
A
A
1398.8E
1412.50
13.64
1398.8E
1396.61
2.25
1403.1
PZ-123C
PZ-126C
1437.49
1440.31
NS
1373.01
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
I NP
NP
NP
NP
NP
NP
NP
NP
1378.65
1378.60
1378.43
1378.01
1378.63
1379.44
1379.78
1379.83
1379.75
1380.61
1381.06
1381.52
1381.05
1380.41
1379.95
NM
NM
NM
A
A
A
1381.52
-
-
1381.52
1378.01
3.51
1385.7
PZ-126C
PZ-127
1420.0
1423.0
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
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
Not Present
-
PZ-127
PZ-129C
1403.12
1406.34
NM
1325.71
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1332.15
1332.09
1331.93
1331.83
1331.97
1332.11
1331.98
1332.08
1332.25
1332.64
1333.09
1333.59
1333.89
1334.04
1334.16
NM
NM
NM
A
A
A
1334.16
-
-
1334.16 1331.83 2.33
1338.4
PZ-129C
PZ-130AB
1380.0
1383.0
1300.10
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
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
-
-
-
Not Present
-
PZ-130AB
PZ-131AB
1304.52
1307.41
1278.22
1278.22
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1274.47
1274.53
1273.84
1274.04
1280.02
1280.95
1281.13
1280.16
1287.08
1289.31
1292.95
1291.86
1288.33
1284.30
1 1282.17
NM
NM
NM
A
A
A
1292.95
-
-
1292.95
1273.84
19.11
1297.2
PZ-131AB
PZ-132C
1373.21
1376.07
1291.91
1289.05
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
I NP
NP
I NP
NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
11NP
1291.79
1291.80
1291.72
1291.52
1291.57
1291.73
1 1291.84
1 1291.97
1292.18
1292.81
1293.58
1294.52
1295.43
1296.01
1 1296.42
1 NM
NM
NM
A
A
A
1296.42
1 -
-
1296.42
1291.52
4.90
1300.6
PZ-132C
PZ-133B
1288.54
1292.1E
1260.94
1271.24
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
1270.06
1271.06
1268.90
1269.19
1272.74
1273.4E
1273.62
1273.04
1274.14
1274.87
1275.26
1274.86
1273.80
1272.14
1271.45
NM
NM
NM
A
A
A
1275.2E
-
1275.26
1268.90
6.36
1279.5
PZ-133B
PZ-134B
1 1271.57
1 1274.50
1 1241.17
1 1241.17
1 NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
NP
NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
I NP
NP
I NP
NP
I NP
I NP
I NP
I NP
I NP
1241.83
1242.95
1240.37
1238.97
1242.65
1243.3E
1 1244.14
1 1244.08
1246.30
1247.68
1248.82
1248.40
1246.62
1 1244.98
1 1244.12
1 NM
I NM
NM
A
A
A
1 1248.82
-
1248.82
1238.97
9.85
1253.0
PZ-134B
(u) Average Fluctuation = 4.2 I
NOTES:
1. Elevations are in FEET above mean sea level (MSL); depths are in FEET.
6.
A = Abandoned
11. Only the piezometers and wells for which water levels have been measured at least six times and have been at the site longer than one year were used to calculate tMmerage Fluctuation.
2. TOC = Top Of Casing
7.
Bold water elevations represent the highest water level measuremenfin each well/piezometer.
The Estimated Long -Term Seasonal High Groundwater Elevation was calculated by adding the Average Fluctuation (4.2 feet) to the historical highest measured groundwater water elevation in each piezometer or well.
3. NM = Not Measured
8.
TOB = Time Of Boring water level
12. Bold borings represent those in the Phase 5 Area
4. NP = Not Present
9.
24-hr = water level collected24-Hours after drilling.
13. Cell Subgrade Elevation is from HHNT's Sheet 6 of 21 titled "Top of Soil Liner Plan of the Enginnering Plans, Phase 5 Permit to Construct, Foothills Regional Landfill" dated June 2018 (HHNT Project No. 6703-766-01).
5. NA = Not Available
10.
NS = water level Not Stable due to water added to the borehole during rock coring.
1235-78 FHLF-DHR Ph 5.x1s Prepared By: MSP
Tab 3 WLM (UPDATE Rev 1) Checked By: RAM/fDL/PJVH

TABLE 4
SUMMARY OF IN -SITU HYDRAULIC CONDUCTIVITY TESTING - SLUG TEST RESULTS
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Well
Method
Data Type
Aquifer
Unit
K(ft/min)
K(cm/sec)
K(ft/day)
MW-1
Bouwer-Rice
Rising Head Bedrock
4.2E-05
2.1E-05
0.060
MW-lR
Bouwer-Rice
Falling Head
Bedrock
4.6E-04
1.9E-05
0.66
MW-2
Bouwer-Rice
Rising Head
Partially Weathered Rock
4.6E-04
2.3E-04
0.66
MW-2R
Bouwer-Rice
Falling Head
Bedrock
6.2E-05
3.1E-05
0.089
MW-3
Bouwer-Rice
Falling Head
Bedrock
4.9E-05
2.5E-05
0.071
MW-3R
Bouwer-Rice
Falling Head
Bedrock
4.6E-05
2.3E-05
0.066
MW-4
Bouwer-Rice
Falling Head
Bedrock
3.5E-04
1.8E-04
0.50
MW-5
Bouwer-Rice
Rising Head
Partially Weathered Rock
1.4E-03
7.1E-04
2.0
MW-6
Bouwer-Rice
Rising Head
Deep Residuum
6.6E-04
3.4E-04
0.96
MW-7
Bouwer-Rice
Rising Head
Bedrock
4.8E-04
2.4E-04
0.69
MW-8
Bouwer-Rice
Rising Head
Deep Residuum
4.1E-04
2.1E-04
0.59
MW-9
Bouwer-Rice
Rising Head
Partially Weathered Rock
1.3E-04
6.6E-05
0.19
MW-10
Bouwer-Rice
Falling Head
Bedrock
5.7E-05
2.9E-05
0.08
FR-3
Neuman
Rising Head
Partially Weathered Rock
1.4E-04
7.3E-05
0.21
FR-7
Neuman
Rising Head
Partially Weathered Rock
1.5E-03
7.8E-04
2.2
FR-17
Neuman
Rising Head
Deep Residuum
1.1E-04
5.7E-05
0.16
FR-21
Neuman
Rising Head
Deep Residuum
5.8E-04
2.9E-04
0.83
FR-23
Neuman
Rising Head
Bedrock
1.0E-03
5.2E-04
1.5
FR-24
Neuman
Rising Head
Deep Residuum
1.3E-04
6.4E-05
0.18
FR-25
Neuman
Rising Head
Deep Residuum
5.4E-04
2.7E-04
0.78
FR-26
Neuman
Rising Head
Deep Residuum
7.7E-05
3.9E-05
0.11
FR-27
Neuman
Rising Head
Bedrock
2.2E-04
1.1E-04
0.32
FR-32
Neuman
Rising Head
Bedrock
5.3E-05
2.7E-05
0.076
PZ-41AB
Bouwer-Rice
Rising Head
Partially Weathered Rock
6.1E-04
3.1E-04
0.88
PZ-45AB
Bouwer-Rice
Rising Head
Partially Weathered Rock
4.0E-04
2.0E-04
0.57
PZ-47B
Bouwer-Rice
Rising Head
Deep Residuum
1.3E-04
6.4E-05
0.18
PZ-58B
Bouwer-Rice
Falling Head
Deep Residuum
1.1E-04
5.7E-05
0.16
PZ-67C
Bouwer-Rice
Falling Head
Bedrock
2.8E-04
1.4E-04
0.40
PZ-68AB
Bouwer-Rice
Falling Head
Partially Weathered Rock
2.9E-04
1.5E-04
0.41
PZ-69B
Bouwer-Rice
Falling Head
Partially Weathered Rock
2.9E-04
1.5E-04
0.42
PZ-73C
Bouwer-Rice
Rising Head
Bedrock
3.3E-03
1.7E-03
4.72
PZ-75A
Bouwer-Rice
Falling Head
Alluvium
1.5E-03
7.6E-04
2.2
PZ-75B
Bouwer-Rice
Falling Head
Partially Weathered Rock
6.5E-04
3.3E-04
0.94
PZ-77C
Bouwer-Rice
Falling Head
Bedrock
1.1E-05
5.4E-06
0.02
PZ-78C
Bouwer-Rice
Falling Head
Bedrock
2.9E-06
1.5E-06
0.0042
PZ-84B
Bouwer-Rice
Falling Head
Partially Weathered Rock
2.3E-04
1.2E-04
0.33
PZ-87C
Bouwer-Rice
Falling Head
Bedrock
5.0E-08
2.5E-08
0.000072
PZ-91C
Bouwer-Rice
Falling Head
Bedrock
3.5E-04
1.8E-04
0.50
PZ-95A
Bouwer-Rice
Falling Head
Alluvium
1.2E-03
6.1E-04
1.7
PZ-96A
Bouwer-Rice
Falling Head
Alluvium
5.8E-04
2.9E-04
0.83
PZ-96B
Bouwer-Rice
Falling Head
Partially Weathered Rock
4.5E-04
2.3E-04
0.65
PZ-97A
Bouwer-Rice
Falling Head
Deep Residuum
5.0E-04
2.5E-04
0.71
PZ-97B
Bouwer-Rice
Falling Head
Partially Weathered Rock
1.2E-03
6.0E-04
1.71
PZ-100B
Bouwer-Rice
Falling Head
Partially Weathered Rock
3.3E-05
1.7E-05
0.048
PZ-107C
Bouwer-Rice
Falling Head
Bedrock
3.8E-04
1.9E-04
0.55
PZ-116C
Bouwer-Rice
Falling Head
Bedrock
1.2E-03
6.2E-04
1.75
PZ-123C
Bouwer-Rice
Falling Head
Bedrock
7.7E-04
3.9E-04
1.11
PZ-126C
Bouwer-Rice
Falling Head
Bedrock
3.6E-04
1.9E-04
0.52
PZ-131AB
Bouwer-Rice
Falling Head
Deep Residuum
1.1E-04
5.4E-05
0.15
PZ-132C
Bouwer-Rice
Rising Head
Bedrock
8.5E-03
4.3E-03
12.2
PZ-133B
Bouwer-Rice
Falling Head
Partially Weathered Rock
2.8E-04
1.4E-04
0.41
PZ-134B
Bouwer-Rice
Falling Head
Partially Weathered Rock
5.0E-04
2.6E-04
0.73
The Values Presented Below Refer To The Phase 5 Area Only
Maximum Hydraulic Conductivity
5.0E-04
2.5E-04
0.71
Deep Residuum Only
Geometric Mean Hydraulic Conductivity
4.5E-04
2.3E-04
0.65
Minimum Hydraulic Conductivity
4.1E-04
2.1 E-04
0.59
Maximum Hydraulic Conductivity
1.2E-03
6.0E-04
1.71
PWR Only
Geometric Mean Hydraulic Conductivity
2.0E-04
1.0E-04
0.28
Minimum Hydraulic Conductivity
3.3E-05
1.7E-05
0.048
Maximum Hydraulic Conductivity
3.3E-03
1.7E-03
4.72
Rock Only
Geometric Mean Hydraulic Conductivity
1.0E-03
5.3E-04
1.50
Minimum Hydraulic Conductivity
3.8E-04
1.9E-04
0.55
Maximum Hydraulic Conductivity
3.3E-03
1.7E-03
4.72
All Units
Geometric Mean Hydraulic Conductivity
5.6E-04
2.8E-04
0.80
Minimum Hydraulic Conductivity
3.3E-05
1.7E-05
0.048
NOTES:
1. Bold borings represent those in the Phase 5 Area.
2. K = Hydraulic Conductivity
3. The "FR" slug tests were performed by Front Royal, Inc.
1235-78 FHLF-DHR Ph 5.xls Prepared by: MSP
Tab 4 Slug Checked by: PJVH/DPO

TABLE 5
SUMMARY OF SOIL LABORATORY RESULTS - SPLIT SPOON AND SHELBY TUBE SAMPLES
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Consolidation I Triaxial Shear
Boring
Split -Spoon
Depth (it)
Shelby Tube
Depth (fit)
Nat. Moisture
Content (%)
Hydraulic Cond.
(cm/sec)
Precon. Press.
Pc (ksf)
Virgin Slope
Cc
Void Ratio
(e°)
C (ksf)
(deg)
Specific
Gravity
Wet Unit
Weight (pcf)
Dry Unit
Weight (pcf)
Effective
Porosity (%)
Total
Porosity (%)
Atterberg Limits
Grain Size (% by wt)
% Pass
200 Sieve
USCS
total
effective
total
effective
LL
PL
PI
Gravel
Sand
Silt
Clay
MW-2
38.0 - 40.0
22.0%
0.4%
57.1%
36.9%
5.6%
42.5%
SM
MW-4
38.0 - 40.0
16.0%
3.7%
48.3%
34.6%
13.4%
48.0%
SM
MW-5
43.5 - 45.0
24.0%
0.0%
67.6%
24.9%
7.5%
32.4%
SM
MW-8
33.5 - 35.0
-
28.0%
0.0%
68.9%
28.3%
2.8%
31.1%
SM
MW-9
63.5 - 65.0
26.5%
4.7%
56.0%
35.1%
4.2%
39.377
SM
FR-3
0.5 - 3.0
23.8%
6.1E-05
93.5
-
-
-
SM
FR-17
2.0 - 4.0
14.4%
2.7E-04
96.0
SM
FR-17A
4.0 - 6.0
29.3%
3.9E-05
86.2
SM
FR-19
2.0 - 4.0
24.4%
1.2E-04
-
-
93.2
SM
FR-21
3.0 - 5.0
23.8%
5.0E-06
2.72
123.9
100.0
40.0%
SM
FR-23
3.0 - 5.0
20.6%
4.6E-04
2.73
116.0
96.2
39.0%
ML
FR-29
3.0 - 5.0
23.8%
1.1E-06
2.76
124.7
100.7
39.0%
ML
PZ-41
3.5 - 5.0
17.6%
-
-
-
-
42
NP
NP
2.9%
55.6%
41.5%
41.5%
SM
PZ41
58.5 - 60.0
11.5%
-
24.0%
-
-
-
0.2%
64.2%
31.5%
4.1%
35.6%
SM
PZ42
1.0 - 2.5
27.3%
-
11.0%
57
52
5
0.0%
32.0%
51.0%
17.0%
68.0%
MH
PZ-42
53.5 - 55.0
17.7%
17.0%
-
-
-
0.0%
45.9%
43.4%
10.7%
54.1%
ML
PZ-43
1.0 - 2.5
19.1%
-
-
39
35
4
2.1%
60.6%
37.3%
37.3%
SM
PZ-46
13.0 - 15.0
22.6%
2.7E-06
117.4
95.7
10.0%
42.2%
-
-
-
0.9%
46.5%
31.2% T21.4%
52.6%
ML
PZ47
2.5 - 4.5
22.1%
-
-
-
0.1
0.2
15.3
32.1
-
103.8
-
-
-
45
33
12
0.8%
50.6%
48.6%
48.6%
SM
PZ47
10.5 - 12.5
23.7%
1.0
0.15
0.66
-
-
-
-
2.63
122.2
98.8
-
39.8%
39
28
11
3.8%
48.1%
48.1%
48.1%
SM
PZ47
18.5 - 20.0
15.4%
-
-
-
-
-
25.0%
-
-
-
-
16.5%
61.2%
15.5% 6.8%
22.3%
SM
PZ-51
18.5 - 20.0
11.8%
-
47
NP
NP
0.4%
64.0%
35.6%
35.6%
SM
B-52
18.5 - 20.0
13.8%
-
21.0%
-
0.5%
56.9%
36.3%
6.3%
42.6%
SM
PZ-53
28.5 - 30.0
14.2%
24.0%
-
9.8%
61.9%
22.0%
6.3%
28.3%
SM
PZ-58
28.5 - 30.0
15.2%
-
-
35
32
3
0.0%
62.5%
37.5%
37.5%
SM
PZ-58
73.5 - 75.0
13.6%
26.0%
47.0%
31
28
3
5.7%
70.4%
18.4%
5.5%
23.9%
SM
PZ-59
6.0 - 7.5
23.9%
0.32
0.09
17.4
33.7
-
-
25.0%
49.0%
42
40
2
0.6%
67.8%
27.9%
3.7%
31.6%
SM
PZ-59
23.0 - 25.0
32.2%
1.6E-04
-
-
-
-
2.85
115.9
87.7
22.5%
50.7%
39
35
4
0.0%
61.4%
34.6%
4.0%
38.6%
SM
B-61
0.0 - 2.0
31.4%
3.3E-06
2.66
105.5
80.3
3.0%
51.7%
50
31
19
0.0%
34.9%
27.6%
37.5%
65.1%
MH
PZ-63
3.5 - 5.0
20.5%
-
-
-
20.0%
49.5%
43
39
4
0.6%
59.6%
32.9%
6.9%
39.8%
SM
PZ-63
68.5 - 70.0
20.4%
27.0%
50.5%
33
31
2
0.0%
63.6%
33.5%
2.9%
36.4%
SM
PZ-64
1.0 - 3.0
16.6%
20.5%
46.0%
37
29
8
8.2%
63.1%
18.3%
1 10.4%
28.7%
SM
PZ-64
8.5 - 10.0
35.0%
15.0%
54.5%
54
49
5
0.0%
38.6%
51.7%
9.7%
61.4%
MH
PZ-67
3.5 - 5.0
12.7%
28.5%
48.5%
38
36
2
4.7%
66.9%
25.7%
2.7%
28.4%
SM
PZ-68
8.5 - 10.0
19.0%
20.0%
52.0%
51
44
7
0.0%
54.2%
39.3%
6.5%
45.8%
SM
PZ-68
18.5 - 20.0
8.2%
-
-
-
-
-
40
38
2
0.0%
64.3%
35.7%
35.7%
SM
PZ-69
1.0 - 3.0
21.6%
2.7E-06
2.71
120.7
99.3
16.0%
41.4%
41
31
10
4.2%
55.1%
27.9%
12.8%
40.7%
SM
PZ-69
18.0 - 20.0
15.0%
5.7E-04
2.67
90.3
78.5
26.0%
52.7%
44
42
2
L2%
70.6%
22.8%
5A%
28.2%
SM
PZ-69
48.5 - 50.0
14.0%
-
-
-
24.0%
50.0%
36
32
4
0.3%
63.2%
32.6%
3.9%
36.5%
SM
B-71
3.5 - 5.0
21.6%
-
-
-
24.0%
52.0%
40
34
6
6.0%
55.5%
35.1%
3.4%
38.5%
SM
PZ-75
-
8.5 - 10.0
34.5%
2.4E-07
2.672
116.7
86.7
4.9%
48.0%
46
31
15
0.6%
37.2%
33.8%
28.4%
62.2%
ML
PZ-75
28.5 - 30.0
-
17.4%
-
-
26.0%
52.0%
32
29
3
2.0%
56.1%
37.9%
4.0%
41.9%
SM
PZ-76
1.0 - 3.0
27.7%
3.3E-04
2.666
102.1
79.9
18.0%
52.1%
45
38
7
0.0%
46.1%
40.9%
13.0%
53.9%
ML
PZ-76
18.5 - 20.0
18.8%
-
-
-
23.0%
55.0%
47
41
6
0.0%
47.8%
48.3%
3.9%
52.2%
ML
PZ-76
38.5-40.0
10.3%
26.0%
49.0%
32
26
6
10.5%
55.3%
28.1%
6.1%
34.2%
SM
PZ-77
1.0 - 2.5
29.5%
-
-
-
15.5%
51.0%
60
43
17
0.7%
43.4%
40.6%
15.3%
55.9%
MH
PZ-78
23.5 - 25.5
8.5%
2.8E-04
2.733
103.2
95.1
30.0%
44.5%
47
39
8
0.2%
81.9%
13.0%
4.9%
17.9%
SM
PZ-79
1.0 - 3.0
25.9%
5.0E-05
2.693
106.8
82.5
3.9%
51.0%
42
35
7
0.0%
31.8%
33.3%
34.9%
68.2%
MH
PZ-79
23.5 - 25.0
20.9%
6.0E-05
2.703
101.2
83.7
24.5%
50.2%
44
35
9
0.0%
52.2%
44.1%
3.7%
47.8%
SM
PZ-79
48.5 - 50.0
7.5%
-
-
-
28.0%
49.5%
35
30
5
1.7%
66.4%
28.8%
3.1%
31.9%
SM
PZ-80
13.5 -15.0
13.0%
28.0%
50.0%
41
38
3
0.4%
66.0%
30.5%
3.1%
33.6%
SM
PZ-82
6.0 - 8.0
11.7%
5.03
0.12
0.611
25.0%
37.9%
28
22
6
3.1%
76.9%
10.9%
9.1%
20.0%
SC-SM
PZ-82
23.5 - 25.0
12.4%
-
-
-
28.5%
47.0%
33
28
5
21.7%
55.4%
18.7%
4.2%
22.9%
SM
PZ-83
38.5 - 40.0
8.8%
-
-
-
28.5%
46.5%
26
23
3
13.5%
62.9%
18.5%
5.1%
23.6%
SM
PZ-86
-
13.5 - 15.5
17.8%
1.1E-04
2.7
105.4
89.5
29.0%
47.1%
36
34
2
0.8%
66.9%
29.4%
2.9%
32.3%
SM
PZ-86
48.5 - 50.0
-
12.4%
-
-
28.0%
48.5%
35
32
3
8.0%
61.8%
25.9%
4.3%
30.2%
SM
PZ-87
0.0 - 1.0
18.7%
1.0E-04
2.7
95.9
80.8
4.0%
51.8%
48
31
17
5.7%
35.6%
23.0%
35.7%
58.7%
ML
PZ-88
1.0 - 2.5
17.5%
-
-
24.5%
48.5%
50
42
8
2.2%
62.9%
28.2%
6.7%
34.9%
SM
PZ-88
13.5 - 15.5
12.9%
4.0E-04
2.7
90.0
79.7
30.0%
52.9%
58
39
19
0.1%
69.6%
1 28.7%
1.6%
30.3%
SM
PZ-90
0.0 - 1.0
26.8%
3.0E-04
2.7
100.0
78.9
ANS
53.1%
46
32
14
0.0%
37.0%
25.2%
37.8%
63.0%
ML
PZ-92
0.0 - 2.0
24.8%
7.1E-05
0.314
0.088
15.93
35.15
2.7
111.8
89.6
21.0%
46.8%
53
45
8
0.0%
52.0%
40.2%
7.8%
48.0%
SM
PZ-92
58.5 - 60.0
-
1.1%
-
-
-
-
-
-
35.0%
45.0%
30
27
3
49.7%
37.0%
12.5%
0.8%
13.3%
GM
PZ-93
13.5 - 15.5
16.8%
7.0E-05
2.7
112.9
96.7
33.0%
42.6%
46
40
6
0.0%
80.4%
19.2%
0.4%
19.6%
SM
PZ-94
0.5 - 2.5
32.8%
5.8E-07
2.7
115.1
86.7
2.8%
48.5%
52
29
23
0.3%
30.2%
27.7%
41.8%
69.5%
MH
PZ-96
1.0 - 3.0
31.0%
3.9E-07
2.7
117.6
89.8
7.5%
46.6%
45
41
4
2.6%
37.9%
33.3%
26.2%
59.5%
ML
PZ-96
4.0 - 6.0
25.1%
-
-
17.5%
48.0%
30
23
7
8.9%
51.6%
27.2%
12.3%
39.5%
SM
PZ-96
8.5 - 10.5
23.4%
9.1E-05
2.7
119.0
96.4
32.0%
42.6%
49
26
23
1 0.7%
77.2%
20.8%
1 1.3%
22.1%
SC
PZ-97
1.0 - 3.0
28.6%
4.6E-07
2.7
113.4
88.2
8.0%
47.6%
43
29
14
7.5%
43.4%
24.4%
24.7%
49.1%
SM
PZ-97
33.5 - 35.0
15.6%
-
-
29.0%
48.0%
37
31
6
4.3%
66.5%
26.1%
3.1%
29.2%
SM
PZ-98
28.5 - 30.0
4.8%
-
31.0%
47.5%
28
27
1
20.2%
56.2%
21.9%
1.7%
23.6%
SM
PZ-99
63.5 - 65.0
29.0%
49.5%
30
28
2
0.0%
69.6%
27.4%
3.0%
30.4%
SM
PZ-100
38.5 - 40.0
-
27.0%
49.7%
39
34
5
0.2%
66.4%
30.4%
3.0%
33.4%
SM
PZ-104
23.5-25.0
-
-
-
-
-
27.0%
51.0%
31
29
2
1.1%
57.4%
36.1%
5.4%
41.5%
SM
PZ-105
7.5-9.5
8.0%
2.5E-04
-
2.71
112.0
103.8
29.0%
38.9%
32
29
3
2.8%
66.1%
28.2%
2.9%
31.1%
SM
PZ-106
0.0 - 2.0
15.1%
2.6E-06
-
2.73
119.1
103.5
17.0%
39.2%
36
25
11
0.9%
55.6%
25.5%
18.0%
43.5%
SM
PZ-109
8.5 - 10.5
14.6%
4.7E-05
-
2.71
121.1
105.6
20.0%
37.5%
36
28
8
0.0%
61.6%
27A%
11.0%
38.4%
SM
PZ-110
13.5 - 15.0
35.0%
44.5%
28
25
3
41.1%
45.4%
11.8%
1.7%
13.5%
SM
PZ-111
0.0-2.0
19.5%
4.7E-06
2.73
113.5
95.0
4.9%
44.3%
45
31
14
0.2%
43.1%
28.4%
28.3%
56.7%
ML
PZ-111
23.5 - 25.0
25.5%
49.5%
28
24
4
6.2%
57.8%
29.6%
6.4%
36.0%
SM
B-115
6.0 - 8.0
11.4%
5.2E-04
2.73
72.0
64.6
25.0%
62.1%
62
53
9
0.0%
58.8%
35.3%
5.9%
41.2%
SM
PZ-116
8.5 - 10.0
27.5%
51.5%
29
28
1
0.0%
60.2%
36.8%
3.0%
39.80%
SM
B-117
1.0 - 3.0
19.4%
1.6E-04
2.71
88.9
74.5
17.59/6
56.2016
47
39
8
0.0%
47A%
40.8%
11.8%
52.60/6
ML
B-118
8.5 - 10.0
21.5%
53.0%
64
48
16
0.0%
48.0%
45A%
6.6%
52.0%
MH
B-119
0.0 - 2.0
8.7%
4.2E-04
2.68
100.8
92.8
26.0%
44.6%
34
31
3
0.6%
64.8%
28.8%
5.8%
34.6%
SM
PZ-120
1.0 - 3.0
9.9%
1.9E-04
-
2.7
85.5
77.8
26.0%
53.8%
40
34
6
0.4%
60.5%
34.2%
4.9%
39.1%
SM
PZ-120
53.5 - 55.0
-
28.5%
48.5%
32
30
2
2.3%
68.3%
25.4%
4.0%
29.4%
SM
B-121
1.0 - 2.5
-
19.0%
50.0%
51
39
12
0.0%
52.6%
35.6%
11.8%
47.4%
SM
PZ-122
-
13.5 - 15.5
6.6%
3.4E-04
-
2.7
86.5
81.2
24.0%
51.2%
43
38
5
0.0%
57.0%
37.1%
5.9%
43.0%
SM
PZ-123
48.5 - 50.0
-
27.5%
52.0%
31
29
2
0.7%
63.8%
32.8%
2.7%
35.5%
SM
PZ-126
18.5 - 20.0
26.0%
50.0%
54
51
3
0.0%
61.8%
32.7%
5.5%
38.2%
SM
PZ-128
-
18.5 - 20.5
2.7E-04
2.71
91.1
85.4
24.5%
48.9%
44
38
6
0.0%
49.2%
48.8%
2.0%
50.8%
ML
PZ-129
58.5 - 60.0
25.0%
50.5%
31
29
2
0.6%
55.5%
37.7%
6.2%
43.9%
SM
PZ-130
13.5 - 15.5
6.3E-06
2.72
117.5
96.9
11.0%
42.9%
52
26
26
1.4%
35.0%
43.5%
20.1%
63.6%
CH
PZ-131
13.0 - 15.0
1.3E-05
2.72
117.3
96.3
18.5%
43.2%
40
35
5
7.6%
45.1 /
35.8%
11.5%
47.3%
SM
PZ-132
1.0 - 2.5
-
-
17.5%
56.0%
44
39
5
0.0%
31.8%
59.6%
8.6%
68.2%
ML
PZ-132
I -
8.5 - 10.5
3.6E-04
2.72
1 88.0
83.4
1 27.0%
1 50.4%
1 41
1 40
1 1
1 0.0%
1 60.7%
1 37.3%
20
393%o
SM
PZ-132
23.5 - 25.0
30.0%
49.5%
33
33
NP
0.9%
70.3%
27.4%
/
SM.%.
PZ-134
28.5 - 30.0
1
1
1
1
1
25.5%
1 52.5%
1 31
1 29
1 2
1 0.0%
54.9%
1 41.9%
3.2%
1 45.1%
1 SM
NOTES:
1. Bold borings represent those in the Phase 5 Area.
2. Effective Porosity (Specific Yield) is based on grain size analyses and Figure 4.11 (Fetter, 1994).
3. Total Porosity values in italic case are based on grain size analyses (Rawls and Brankensiek, 1989). Other values are based on laboratory tests.
4. USCS = Unified Soil Classification System. Refer to Appendix C for a description of the abbreviations.
5. NP = Not Plastic
6. NV = Not Viscous
7. ANS = Area of No Samples
1235-78 FHLF-DHR Ph 5.xls Prepared by: MSP
Tab 5 Lab Checked by: TJB/PJVH/DPO

TABLE 6
SUMMARY OF LABORATORY RESULTS - REMOLDED SAMPLES
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Standard Proctor
Remolded Permeability Conditions
Triaxial Shear
Consolidation
Sample
ID
Bag Sample
Depth (it)
Nat. Moisture
Content (%)
Opt. Moisture
Content (%)
Max. Dry
Density (pcf)
Pressure
Moisture Content
Dry Density
Hydraulic
Cohesion (ksf)
(D (degree)
Precon. Press.
Pc (ksf)
Virgin Slope
Void Ratio
Atterberg Limits
Grain Size (% by wt)
USCS
Interface Friction
Angle
Gradient (PSI)
%
% Wet of Opt.
pcf
% of MDD
Cond. (cm/sec)
Total
Effective
Total
Effective
C,
(eo)
LL
PL
PI
Gravel
Sand
Silt Clay
FR-1/FR-4/FR-5
Composite
-
25.8%
94.0
8.3
26.1%
0.3%
90.6
96.4%
2.5E-06
-
-
-
-
-
-
-
47
33
14
-
-
50.0%
MUSM
-
FR-11/FR-16/FR-17/FR-20
Composite
20.0%
100.0
8.5
22.2%
2.20%
96.3
96.30%
4.3E-06
NV
NP
NP
31.0%
SM
FR-8/FR-10
Composite
25.0%
94.3
18.3
27.21/.
2.21/6
90.0
95.41%
2.7E-07
52
36
16
46.0%
SM
FR-12
Composite
-
19.5%
104.2
9.1
19.5%
0.0%
99.8
95.8%
6.2E-07
-
-
-
-
-
-
-
-
-
-
-
-
- -
ML
-
A (FR-21 & FR-22)
Composite
17.1 %
110.2
uncertain
19.2 %
2.1 %
106.3
96.5%
4.2E-07
29
28
1
37.9 %
SM
B (FR-27, FR-29, & FR-32)
Composite
-
21.21/o
103.7
uncertain
23.61%
2.4%
99.0
95.5%
2.3E-06
-
-
-
-
-
-
-
38
33
5
-
-
58.4%
ML
-
C (FR-23, FR-25, & FR-26)
Composite
19.8 %
104.3
uncertain
22.3 %
2.5 %
99.6
95.5 %
4.8E-07
35
31
4
61.6 %
ML
D (FR-35 & FR-36)
Composite
-
23.8 %
97.0
uncertain
26.0 %
2.2%
92.1
94.9%
1.4E-06
38
34
1 4
78.2%
ML
PZ-46
13.0 - 17.0
23.5 %
-
-
-
-
-
-
-
-
0.3
0.4
20.5
38.9
-
-
-
-
-
-
-
-
- -
ML
-
B-51
1-6
-
19.8 %
100.8
-
-
-
-
-
51
46
5
7.1 %
42.1 %
44.0 %
SM
PZ-56
0-5
34.5%
17.4%
103.6
10
21.91%
4.51/.
98.9
95.5%
6.6E-06
-
-
-
-
-
-
-
-
-
-
1.1%
57.8%
32.8%
8.3%
SM
-
PZ-59
15-20
12.2%
13.2%
112.8
-
-
-
-
-
-
-
-
-
-
-
-
-
37
32
5
3.6%
64.9%
27.1%
4.4%
SM
-
B-61
0-6
19.7%
17.2%
106.7
-
-
-
-
-
-
1.03
0.08
14.4
35.1
47
36
11
6.91/.
51.011.
24.21/.
17.9%
SM
PZ-64
0-5
28.1 %
23.4 %
95.9
10
27.7 %
4.3 %
90.9
94.8 %
4.7E-07
-
-
-
-
-
-
-
-
-
-
0.1%
34.2 %
42.81/o
22.9 %
ML
-
B-70
0-10
22.5%
19.9%
99.4
-
-
-
-
-
-
40
37
3
1.3%
55.6%
32.91/.
10.2%
SM
PZ-76
11-14
-
18.0%
104.8
15
22.2%
4.2%
99.5
94.9%
8.9E-07
-
-
-
-
-
-
-
42
32
1 10
0.9%
1 52.3%
35.2%
11.61/o
SM
-
PZ-77
1.5-6.5
-
21.9%
99.0
15
25.8%
3.9%
94.1
95.1%
1.3E-06
-
-
-
-
48
33
15
1.7%
34.6%
42.7%
21.00/.
ML
PZ-79
1.0 - 5.0
17.0 %
105.8
15
22.0 %
5.0 %
100.5
95.01/6
7.1E-07
0.2451
0.037
19.44
32.39
42
31
11
0.0 %
43.8 %
39.3 %
16.9 %
ML
PZ-83
1.0-6.0
-
27.7%
91.3
10
33.0%
5.3%
87.0
95.3%
8.4E-08
-
-
-
-
-
-
-
70
40
30
1.3%
29.61/o
30.1%
39.0%
MH
-
PZ-88
6.0 - 10.0
-
-
-
-
-
-
-
-
-
-
57
38
19
0.8 %
39.2 %
38.0 %
22.0 %
MH
PZ-90
2.0 - 9.0
23.2%
96.1
15
27.9%
4.7%
91.4
95.1%
3.1E-07
0.549
0.358
17.97
30.93
49
36
13
0.11/o
35.0%
37.31%
27.6%
ML
PZ-94
11.0 - 14.0
-
-
-
-
-
-
-
-
-
-
-
55
37
18
0.3 %
33.3 %
41.7%
24.7 %
MH
PZ-98
21.0 - 24.0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
26
24
2
1.5%
65.2 %
1 26.6%
6.7%
SM
-
PZ-113
14.0 -17.0
16.4 %
107.5
0.3709
0.073
17.84
29.94
6.939
0.28
0.701
45
31
14
0.0 %
42.3 %
38.0 %
19.7 %
ML
B-121
1.0 - 6.0
18.3 %
103.4
15
23.2 %
4.9 %
98.3
95.1 %
6.5E-07
-
-
-
-
-
-
-
53
36
17
0.0 %
42.5 %
37.1 %
20.4 %
MH
Protective Cover Gravel (ASTM
78M stone) vs. Cushion Fabric
(12 oz. Nonwoven Geotextile)
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
34.2
Geosynthetic Clay Liner (GCL;
Serrot Roll # 11977) vs. Soil
Liner (B-51)
20.6
NOTES:
1. Bold borings represent those in the Phase 5 Area
2. pcf -pounds per cubic foot
3. USCS = Unified Soil Classification System. Refer to Appendix C for a description of the abbreviations.
4. The above tests only reference those performed for Site and Design Hydrogeologic investigations. Many more tests have been performed during cell construction activities (CQA).
1235-78 FHLF-DHR Ph 5.x1s Prepared by: MSP
Tab 6 Lab 2 Checked by: TJB/DPO

TABLE 7
INTERSTITIAL GROUNDWATER FLOW VELOCITY CALCULATIONS - PHASE 5
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Geologic Unit
Part of
Water Table Aquifer
Velocity Calculation
Hydraulic
Conductivity (K)
(feet per day)
Hydraulic
Gradient (i)
(unitless)
Effective
Porosity (ne)
(unitless)
Groundwater
Flow Velocity (V)
(feet per day)
Shallow Residuum
No; above water table
---
---
---
---
---
Deep Residuum
Yes
Max K, Max n e , & Min i
0.71
0.057
0.290
0.14
Geometric Mean K, and Average n e & i
0.65
0.323
0.248
0.85
Max K, and Average n e & i
0.71
0.323
0.248
0.92
Min K, Min n e , & Max i
0.59
0.588
0.170
2.0
Partially Weathered Rock
Yes
Max K, Max n e , & Min i
1.7
0.057
0.350
0.28
Geometric Mean K, and Average n e & i
0.28
0.323
0.291
0.31
Max K, and Average n e & i
1.7
0.323
0.291
1.9
Min K, Min n e , & Max i
0.048
0.588
0.255
0.11
Bedrock
Yes
Max K, Max n e , & Min i
4.7
0.057
0.100
2.7
Geometric Mean K, and Average n e & i
1.5
0.323
0.075
6.5
Max K, and Average n e & i
4.7
0.323
0.075
20.2
Min K, Min n e , & Max i
0.55
0.588
0.050
6.5
Notes:
1. Groundwater Flow Velocity is derived from V = Ki/ne where:
V = Groundwater Flow Velocity, K = Hydraulic Conductivity, i = Hydraulic Gradient, and ne = Effective Porosity.
2. The hydraulic conductivity values in the Deep Residuum, Partially Weathered Rock, and Bedrock are from slug tests (Table 4).
3. Effective porosity values in the Deep Residuum and Partially Weathered Rock are from soil laboratory tests (Table 5).
Effective porosity values in the Bedrock are from published values (5 to 10 percent) (Kruseman & deRidder, 1989).
4. Hydraulic gradient information is from the March 4, 2013 Water Table Elevation Contour Map (Figure 6).
The shallowest hydraulic gradient measured in the Phase 5 area is approximately 0.057 ft/ft (near PZ-107C, between groundwater contours 1420 and 1440).
The steepest hydraulic gradient measured in the Phase 5 area is approximately 0.588 ft/ft (near PZ-120C and PZ-122C, between between groundwater contours 1320 and 1360).
Tab 7 Flow Prepared By: MSP
1235-78 FHLF-DHR Ph 5.xls Checked By: DPO

TABLE 8
SUMMARY OF GEOLOGIC AND HYDROGEOLOGIC CHARACTERISTICS OF GEOLOGIC UNITS - PHASE 4
Foothills Regional MSW Landfill - Phase 5 DHR
Caldwell County, North Carolina
BLE Project Number J15-1235-78
Geologic Unit
USCS
Grain Size
Total Porosity
Effective Porosity
K (cm/sec) via Slug Tests
K (cm/sec) via Lab Tests
gravel
sand
silt
clay
max
min
l;eomeai
max
min
zeomeai
max
min
geomean
max
min
geomean
Shallow Residuum
SC, ML, CH
1.5%
48.1%
34.9%
15.5%
62.1%
44.3%
52.3%
25.0%
4.9%
13.0%
-
-
-
5.2E-04
4.6E-07
2.1E-05
Deep Residuum
SM, ML
0.8%
61.9%
30.8%
6.5%
53.8%
37.5%
46.1%
29.0%
17.0%
24.4%
2.5E-04
2.1E-04
2.3E-04
4.2E-04
2.6E-06
9.7E-05
Partially Weathered Rock
SM
10.2%
59.8%
26.5%
3.5%
52.0%
44.5%
48.9%
35.0%
25.5%
28.9%
6.0E-04
1.7E-05
1.0E-04
-
-
-
Bedrock
Gneiss & Schist
I -
-
-
-
10.0%
5.0%
7.1%
10.0%
5.0%
7.1%
11.7E-03
1.9E-04
5.3E-04
-
-
-
Notes:
1. Values are summarized from Table 4 (Summary of Slug Test Results) and Table 5 (Summary of Soil Laboratory Results) and only represent those from the Phase 5 Area.
2. Grain size values are averages
3. geomean = Geometric Mean
4. K = Hydraulic Conductivity
Values of porosity in Bedrock are from published values (Kruseman & deRidder, 1989).
Tab 8 Summary Prepared by: MSP
1235-78 FHLF-DHR Ph 5.xls Checked by: DPO

FIGURES

'oaoF_�+ jii r
(S+164
Ir
�j � `� � � , - ] �' it 7 � ti r �'��.: _ - � �� � � ��--� � ; ' , � � L_, �_�---• � 1
cl
�,� - 'r• r� �^ :, � I�--- _.. ��� ��y �~1l `;4���4 f, �,r Lj i� � jl q •3)r51�- -
I ��4,.J ` 11��' - �+ j •j 1. ` �� ' ����'� �� � L � � \'. � ,j..i' _ _ - � -_ '' 1 11
EXISTING
FACILITY L
1 �
200
.At3ingdon
��:• � �`�t�: '���_ �f `=.1`�.-�+,off., •._r.�- '� • ` . E . Q � • .. ":�•,
•1cb`� 4
Ronk k
ZAf
-1'n
r'Z
2000
1000
0
2000
4000
APPROXIMATE SCALE IN FEET
DRAWN:
ACE
DATE:
10-20-17
NIL 13
BUNNELL-LAMMONS ENGINEERING, INC.
CHECKED: MSP
CAD: FHLF78-SLM
APPROVED:
JOB NO:
J15-1235-78
6004 PONDERS COURT
GREENMLLE, SOUTH CAROLINA 29615
PHONE: [phone] FAX: [phone]
REFERENCE:
USGS TOPOGRAPHIC MAP, 7.5 MINUTE SERIES,
LENOIR, N.C. QUADRANGLE, 1956.
FIGURE
SITE LOCATION MAP
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA

GENERALIZED GEOLOGIC MAP OF NORTH CAROLINA
iF
1� SWAIN
r GRAHAM '
'r �� JACjfS`
io E A MACON ]�
� �-- - - LEGHA—NY - - -- - -
r /ASHE SDR, STOKES
WI
-A\ricRY
5
SON
NCEy t ! ;fr j VIE -
rDI�
y<.i P� IREDELL f'
r _$Flo.
v '- NCOMBE M
SYYj(DOD�
!i E
Sedimentary and Metamorphic Rocks
® Sedimentary rocks - sandstone, dolomite, shale and siltstone.
F7Metasedimentary and metavolcanic rocks of the Kings Mountain belt - schist, phyllite, marble,
a. metavolcanic rock, quartzite and gneiss,
21
w Metamorphic rocks of the Inner Piedmont, Milton belt and Raleigh belt -gneiss, schist and
amphibolite.
Metavolcanic rocks of the Carolina slate belt and eastern slate belt - felsic metavolcanic rock
Q with mafic and intermediate volcanic rock.
a.
® Metasedimentary rocks of the Carolina slate belt and eastern slate belt - metamudstone,
argillite and epiclastic rock.
71 Clastic and carbonate metasedimentary rocks of the Murphy belt - schist, phyllite, quartzite,
marble, slate and metasiltstone.
^ - Brevard fault zone - schist, marble and phyllonite.
N
v Clastic metasedimentary and metavolcanic rocks of the Ocoee Supergroup, Grandfather
Mountain Formation, Mount Rogers Formation and quartzite of the Sauratown Mountains
v anticlinorium - slate, metasiltstone, schist, metagraywacke, cafe -silicate granofels, quartzite
and felsic metavolcanic rock.
Clastic metasedimentary rock and mafic and felsic metavolcanic rock of the Ashe
Metamorphic Suite, Tallulah Falls Formation and Alligator Back Formation - gneiss, schist,
metagraywacke, amphibolite and talc -silicate granofels.
N
Felsic gneiss derived from sedimentary and igneous rocks in the northern outcrop area; biodte
gneiss in the southern outcrop area; locally migmatitic and mylonitic. Locally and variably
o interlayered with amphibolite, talc -silicate granofels and rare marble. Intruded by Late
Proterozoic matte and felsic plutons.
Intrusive Rocks
D O
0 0Granitic
rocks - unfoliated to weakly Foliated.
:3°3 R
Syenite - Concord ring dike.
'a J
a
.p
Metamorphosed gabbro and diorite - foliated to weakly foliated.
o y
Metamorphosed granitic rocks - foliated to weakly foliated; locally migmatitic,
a�
v
Q b
o, :o
Henderson Gneiss -uneven-grained monzonitic to granodioritic.
v �
2
Meta-ultramafic rocks.
.
r—
"ti, : N I
. � l]' 1 5©N . �
�- r RAJ�OLF,i
AN 4 i
O`C
2r
j' STANLY
I
UNION + RI HMU�
' W-um � GJ/ AN r� ,
O GE r
RAP
i ..
� purhwn
lL,
E i
,HATHAMf
)RE
c
r �
CU
lls SAMPSON
BIA EN
Sedimentary Rocks
Surficial deposits, undivided - sand, clay and gravel. \ Ui
(Shown only below 25 feet of elevation.)
OO'
71
Pinehurst Formation - unconsolidated sand.
EMTerrace
deposits and upland sediment - gravel, clayey sand and sand.
Waccamaw Formation - fossiliferous sand with silt and clay.
Yorktown Formation and Duplin Formation, undivided -
Yorktown Formation- fossiliferous clay and sand.
Duplin Formation- shelly sand, sandy marl and limestone.
Belgrade Formation, undivided -
Pollocksville Member- oyster -shell mounds in sand matrix.
Haywood Landing Member- fossiliferous clayey sand.
River Bend Formation - sandy, molluscan -mold limestone.
Castle Hayne Formation -
®
Spring Garden Member- molluscan -mold limestone.
Comfort Member and New Hanover Member, undivided -
Comfort Member - Iimestone with bryozoan and echinoid skeletons.
New Hanover Member - phosphate-pehble conglomerate.
®
Beaufort Formation, undivided -
Unnamed upper member - glauconitic, fossiliferous sand and silty clay.
Jericho Run Member - siliceous mudstone with sandstone lenses.
EAPeedec
Formation - marine sand, clayey sand and clay.
cF__j
Black Creek Formation - lignitic sand and clay.
Middendorf Formation - sand, sandstone and clay.
U
-
Cape Fear Formation - sandstone and sandy mudstone.
IPTON 3 -
HERTFORD
GATEST1
, I '%Iel,�7
BERTIE 4�
1I EDGEC BE
1 L MARTIN
Prl? ,�, it -ow
/ P MLIC
;
s i
A
0
V
Nj
0
Caps Fear
�
Dan River Group, undivided -
Stoneville Formation - conglomerate, sandstone and mudstone.
Cow Branch Formation - mudstone.
Pine Hall Formation - sandstone, mudstone and conglomerate.
Chatham Group, undivided -
Sanford Formation - conglomerate, sandstone and mudstone.
Cumnock Formation-- sandstone and mudstone.
Pekin Formation - conglomerate, sandstone and mudstone.
50 Miles
O
'4ly .MARLE- SOUNp '
�( / TYRRE . { DARE `
f
T
HYDE
/ \ 0
1
Cape
Hatteras
� P
4
Cape Lookout
1991
Reprinted, 1996

Physiography
GEOLOGIC TIME SCALE FOR NORTH CAROLINA
Commercial Gem- and Mineral -Collecting Sites
North Carolina can bed ivided into three physiographie provinces, the Coastal Plain,
the Piedmont and the Blue Ridge. Each province is characterized by particular types of
landforms.
The Coastal Plain is characterized by flat land to gently rolling hills and valleys.
Elevations range from sea level near the coast to about 600 feet in the Sand Hills of the
southern Inner Coastal Plain.
The Piedmont Province lies between the Coastal Plain and the Blue Ridge Mountains.
The Piedmont occupies about 45 percent of the area of the state. Along the border between
the Piedmont and the Coastal Plain, elevations range from 300 to 600 feet above sea level.
To the west, elevations gradually rise to about 1,500 feet above sea level at the foot of the
Blue Ridge. The Piedmont is characterized by gently rolling, well rounded hills and long
low ridges with a few hundred feet of elevation difference between the hills and valleys. The
Piedmont includes some relatively low mountains including the South Mountains and the
Uwharrie Mountains.
The Blue Ridge Is a deeply dissected mountainous area of numerous steep mountain
ridges, intermontane basins and trench valleys that intersect at all angles and give the area
its rugged mountain character. The Blue Ridge contains the highest elevations and the
most rugged topography in the Appalachian Mountain system of eastern North America.
The North Carolina portion of the Blue Ridge is about 200 hundred miles long and ranges
from 15 to 55 miles wide. It contains an area of about 6,000 square miles, or about 10
percent of the area of the state.
Within North Carolina, 43 peaks exceed 6,000 feet in elevation and 82 peaks are
between 5,000 and 6,000 feet. On the west, the Great Smoky Mountains is the dominant
range with several peaks that reach marathon 6000 feet. On the eastern side of the North
Carolina Blue Ridge, the highest range is the Black Mountains which extend for some 15
miles and contain a dozen peaks that exceed 6,000 feet in elevation. This group includes
Mount Mitchell. At an elevation of 6,684 feet, it is the highest peak of eastern North
America. Other prominent ranges from northeast to southwest are the Pisgah Mountains,
Newfound Mountains, Balsam Mountains, Cowee Mountains, Nantahala Mountains,
Snowbird Mountains and the Valley River Mountains.
Geology
Three major classes of rocks common to North Carolina are igneous, metamorphic and
sedimentary. North Carolina has a long and complex geologic history. Although much
remains to be learned, detailed geologic studies provide a general understanding of
regional geological relationships. The state is best described in terms of geological belts;
that is, areas with similar rock types and geologic history.
Blue Ridge Belt: This mountainous region is composed of rocks from over one billion to
about one-half billion years old. This complex mixture of igneous, sedimentaryand
metamorphic rock has repeatedly been squeezed, fractured, faulted and twisted into folds.
The Blue Ridge belt is well known for its deposits of feldspar, mica and quartz basic
materials used in the ceramic, paint and electronic industries. Olivine is mined for use as
refractory material and foundry molding sand.
Inner Piedmont Belt: The Inner Piedmont belt is the most Intensely deformed and
metamorphosed segment of the Piedmont. The metamorphic rocks range from 500 to 750
million years in age. They include gneiss and schist that have been intruded by younger
granitic rocks. The northeast -trending Brevard fault zone forms much of the boundary
between the Blue Ridge and Inner Piedmont belts. Although this zone of strongly deformed
rocks is one of the major structural features in the southern Appalachians, its origin is
poorly understood. Crushed stone for road aggregate and building construction is the
principal commodity produced.
Geologic Belts From West To East
Blue Ridge Belt
and Murphy Belt
Carolina Slate Belt
inner Piedmont Belt
'Irlassie Basins
Kings Mountain Belt
Raleigh Belt
Milton Belt
Haelern Slate Belt
®
Charlotte Belt
F-1 Coastal Plain
Kings Mountain Belt: The belt consists of moderately deformed and metamorphosed
volcanic and sedimentary rocks. The rocks are about 400-500 million yearls old. Lithium
deposits here provide raw materials for chemical compounds, ceramics, glass, greases,
batteries and TV glass.
Milton Belt: This belt consists of gneiss, schist and metamorphosed intrusive rocks. The
principal mineral resource is crushed stone for road aggregate and for building construction.
Charlotte Belt: The belt consists mostly of igneous rocks such as granite, diorite and
gabbro. These are 300-500 million years old. The igneous rocks are good sources for
crushed and dimension stone for road aggregate and buildings.
Carolina Slate Belt: This belt consists of heated and deformed volcanic and sedimentary
rocks. It was the site of a series of oceanic volcanic islands about 550-650 million years
ago. This belt is known .for its numerous abandoned gold mines and prospects. North
Carolina led the nation in gold production before the California Gold Rush of 1849. In
recent decades, only minor gold mining has taken place, but mining companies continue
to show interest in the area. Mineral production is crushed stone for road aggregate and
pyrophyllite for refractories, ceramics, tiller, paint and insecticide carriers.
Triassic Basins: The basins are filled with sedimentary rocks that formed about 200-190
million years ago. Streams carried mud, silt, sand and gravel from adjacent highlands into
rift valleys similar to those of Africa today. The mudstones are mined and processed to
make brick, sewer pipe, structural tile and drain tile.
Raleigh Belt: The Raleigh belt contains granite, gneiss and schist. In the 19th century,
there were a number of small building stone quarries in this region, but today the main
mineral product is crushed stone for construction and road aggregate.
Eastern Slate Belt: This belt contains slightly metamorphosed volcanic and sedimentary
rocks similarity those of the Carolina slate belt. The rocks are poorly exposed and partially
covered by Coastal Plain sediments. The metamorphic rocks, 500-600 million years old,
are intruded by younger, approximately 300 million year old, granitic bodies. Gold was
once mined in the belt, and small occurrences of molybdenite, an ore of molybdenum, have
been prospected here. Crushed stone, clay, sand and gravel are currently mined in this
belt.
Coastal Plain: The Coastal Plain is a wedge of, mostly marine sedimentary rocks that
gradually thickens to the east. The Coastal Plain is the largest geologic belt in the state,
covering about 45 percent of the land area. The most common sediment types are sand
and clay, although a significant amount of limestone occurs in the southern part of the
Coastal Plain. In the Coastal Plain, geology is best understood from studying data
gathered from well drilling. The state's most important mineral resource in terms of dollar
value is phosphate, an important fertilizer component, mined near Aurora, Beaufort
County. Industrial sand for making container and flat glass and ferrosilicon and used for
filtration and sandblasting is mined in the Sand Hills area.
Mineral Industry
North Carolina has important deposits of many minerals and annually leads the nation
in the production of feldspar, lithium minerals, scrap mica, olivine and pyrophyllite. The
state ranks second in phosphate rock production and ranks in the top five in clay and
crushed granite production. North Carolina does not produce significant quantities of
metallic minerals.
j
EON
ERA
PERIOD
GEOLOGIC EVENTS IN NORTH CAROLINA
AGE'
Quaternary
Deposition ofaedlments in Carrot Pluin.
Erosion ofPledmnnt and Ap,dorhim
1.7
Mnnntmns to archpresentrugged framre,
5
VR,cvh�
Phoshate deposited in ntalern Nmt24
Carolina(Beaufort and Pamlico G,undes).Tertiary
Lhncdone deposited in Coastal Plain. Weathering
and erosion contlmte In Piedmont and Mountains.
66
Dcposldoa of esmadns and marine sedimenk in
Late
the Coastal Plain.
Continued erosion of the Piedmont end Mountains.
Sedlmeata deposited in northern half of the
early
Coastal Plain. Cape Pear Arch begins to develop.
Piedmont and Mountains eroded.
138
Marine sediments deposited on enter co o neural
Lam
shelf.
Piedmont and mountains srodetl.
NJurassic
Middle
to
Weathering and enssinn of lbu Blue Ridge
to
to
and the Piedmont areas.
G
Carly
Emplacement of arbase dikes and slicers.
205
Faulting and rifting crwte Deep River, Dan River,
N
Late
and Davie County basins. Basins fill with continental clastic
,riin,enm' known as "red beds'.
Triassic
Middle
Forgotten of the Atlantic Ocean av North
A done, and Afaca chdied apart, weamer-
Early
C
ing and erosion of Piratical and Mountains.
240
es
Pinta collision of Ninth Arecrira and AfdcaThmst
Permian
tanning in west; deformation In eastern Podmonr.
290
L
Pennsylvmdon
True of upliftand thesen
330
Mississippian
'lame of upliftend ewun,
360
emplacement of finical. miup and feldsparrleh
C
Devonian
proarths,p,mainly in the Kings Mennlaln and
es
nP2
So Ire Pine dixnick. Memmoryhism of Comlina
p,
0
Z
slatrfrol. Pe,9odoferosion.
410
CBOurimi
Period of uplift and erosion.
435
Condnemal collision and beginnin,ufmmmt,in
w
building proc(n ess--uking, folding, and
Ordovician
recent, often cf,ansexiahng rocks.
E
eW
sandstone. ShNe, and limestone deposited in the
mountain area. Continued aepoaiton of Carolina
Cambrian
w
slate belt'mks. gold depoaila of the slum bell fond
570
Sedheettoy and volcanic rocks deposited Ia the
Lnle
nountains mid Piedmont. Local inmosions of
o
igneous rocks.
91xi
0
sedlmenmry, volcanic, and Igneous rinks tattled
of
Middle
o fie Blue Ever andnandrurphosrd to gner,v,
F
and sehlats.
16M
a
early
Oldest dared rock In North Crooine is 1,800
'21N1
million years old,
Bstimnmd ngc lnnallions
Oldestknoworocklnfl.S. 3,600arifionyeersod.
of years.
Olden, known orka in world-3,850 million years old.
Porm,aionoftheenrtlr dl rd4,500minioayearsago.
SYMBOLS
Clay
CS-
crushed stone
DGr-
dimension granite
DSI-
dimenion slate
Fel-
feldspar
Gems- gemstones
Kai
kaolin
Li- lithium
Mi- mica
OI- olivine
Phosphate
Peat
Pyr- pyrophyllite
SG- sand & gravel
Garnet moonstone ruby and sapphire- Convene Valley mines;
8 miles north of Franklin, Macon Co., on NC 28. Panners
Creek Gem Lines; southwest of Raleigh off Old Apex Road
(gems are from western N.C.) -
Emerald, aquamarine and amethyst - mines in the Spruce
Pine -Little Switzerland area, Mitchell County.
Emerald hiddenite rutile and quartz - mines at Hiddenite,
Alexander Co., 15 miles northwest of Statesville off NC 90.
S01d - Reed Gold Mine State Historic Site; off NC 200, 6
miles southeast of Concord, Cabarrus County. Cotton Patch
Gold Mine; off US 52, 2 miles southeast of New London.
Sapphir - Pressley Mine; off Interstate 40, near Canton,
west of Asheville, Haywood Co.
The State Precious Stone - Emerald
The General Assembly of 1973 designated the emerald
as the official State precious stone. Emerald is found in
North Carolina near Hiddenite in Alexander County and
southwest of Spruce Pine in Mitchell County. The largest
single emerald crystal found in North America was found at
the Rist Mine at Hiddenite in 1969. This crystal weighed
1,438 carats. The Carolina Emerald, a 13.14 carat, emerald-
cut gem, was also found at the Rist Mine.
The State Rock - Granite
The General Assemblyof 1979designated aranite asthe
official State rock. North Carolina is blessed with an abun-
dance of granite. When granite is crushed, it is used as an
aggregate for road and building construction. It granite has
the right physical properties, it can be cut into blocks and
used for monuments, curb stone and stone for building
facings. The largest open -face granite quarry in the world is
located at Mount Airy, North Carolina.
STATE OF NORTH CAROLINA
James B. Hunt, Jr., Governor
Department of Environment, Health
and Natural Resources
Jonathan B. Howes, Secretary
Division of Land Resources
Charles H. Gardner
Director and State Geologist
North Carolina Geological Survey
P.O. Box 27687, Raleigh, N.C. 27611-7687
Telephone [phone]; FAX [phone]
e-mail: [e-mail]
http://www, ehnr.state.rc. us/EHNR/DLR/JEFF/mckl . htm
PRINCIPAL MINERAL -PRODUCING AREAS
O
yr
OCI.yClay
sit
lay
SGSG

MONITORING LOCATION LEGEND
\\1
N
m
17
.
I �
\ FR14 P3•� —
` Pz _l�c D
B
PZ,99
♦ �,, PZ—
♦
O PZ•
SW -1
/ PZ-
•1 i � T-
�� • ♦ r
■
J ■
PZ-131AB
m
SW-6
ELL
O
�s
—o PZ— "IML V fi
11 — 9 F 29
-113C P
8-11
PZ-54C1
Z-68
a PZ— F 16
I O of
I
s — PZ-42A PZ-5
B—s _ 1 1
C L NO. FR2
I
—V APZ-72C —
gNPZ-81 AB A —47R
3BE
—5 Z
g PZ-94B
_ PZ— AB Z-43C I
LL 0
Z-67C
— 48 FIR
/
Z-586 ■
91 P _ �° _ B 17AR G Z-45AB eel
3 b
—
7C
m . FR2 n
ENION
_jljE
3
—7
—88C 2C ���
o
,
ET DETENTION
cu
BASIN 4P. 1mww
_
-+ B12
J
3
/
Z_ ET DFTEl*woo
PZ-5
�•../'
yoelt
BASIN N
ro
—G
Von —
J r
�••
ET DETENTION Z—
D— �
BASIN NO. $
tj
18
1 ti
o
N� F
m �
S &
S LEHOUSE
FIR
m
J 0�
3R '
3
® O
o
�J
D-
3 V 1 7
SEDIMEN
BASIN N% 1
ja
3�
rjNc
A
FQ
♦ s��F
4
ONO
'1I01_ M
rl
4
FR35
000
LA
■
PZ-42
SURVEYED LOCATION
OF PIEZOMETER OR BORING
PERFORMED BY BLE
FR17
SURVEYED LOCATION
OF PIEZOMETER AND BORING
PERFORMED BY FRONT ROYAL
PT-1
O
SURVEYED LOCATION
OF PIEZOTUBE
�Z-55
X
ABANDONED WELL, PIEZOMETER,
OR BORING
WW-1
®
SURVEYED LOCATION
OF WATER SUPPLY WELL
MW-1
A
SURVEYED LOCATION
OF GROUNDWATER MONITORING WELL
GP-1
SURVEYED LOCATION
OF METHANE MONITORING PROBE
SW-1
APPROXIMATE LOCATION
OF SURFACE WATER MONITORING POINT
UD-1
e
APPROXIMATE LOCATION
OF UNDERDRAIN MONITORING POINT
MW-12
A
PROPOSED LOCATION
OF GROUNDWATER MONITORING WELL
SW-6
PROPOSED LOCATION
OF SURFACE WATER MONITORING POINT
GP-16
QO
PROPOSED LOCATION
OF LANDFILL GAS MONITORING PROBE
TOPOGRAPHIC & GEOLOGIC LEGEND
��116o TOPOGRAPHIC SURFACE CONTOUR IN FEET ABOVE MSL
CONTOUR INTERVAL = 2 FEET
" - STREAM OR CREEK
ROAD
--Uo--Vo--Vo--Vo-- Do D- EXISTING UNDERDRAIN
■ ■ ■ ■ PROPERTY BOUNDARY
300 FOOT BUFFER
SW-4
■ NOTES:
1. MEAN SEA LEVEL ELEVATION (MSL) IS REFERENCED TO THE NATIONAL GEODETIC VERTICAL
DATUM OF 1929 (NGVD).
GENERAL MAP REFERENCE
\ ♦ ♦ 200 100 0 200 400
10
i ♦ / APPROXIMATE SCALE IN FEET
♦♦
♦ ♦ '
REFERENCES:
1. TOPOGRAPHIC INFORMATION SHOWN FROM AN AERIAL SURVEY BY COOPER AERIAL
SURVEYS CO., DATE OF PHOTOGRAPHY FEBRUARY 10, 2016. MAPPING CONTROL BASED
ON HISTORICAL LANDFILL CONTROL POINTS.
2. WETLAND AND STREAM BOUNDARIES IN LANDFILL AREA BASED ON SURVEY
BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED AUGUST 28, 2002.
3. WETLAND AND STREAM BOUNDARIES IN CONSERVATION AREA BASED ON
SURVEY BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED OCTOBER 7,
2002.
4. PROPERTY BOUNDARY TAKEN FROM A BOUNDARY SURVEY PREPARED BY
WRIGHT & FIELDS LAND SURVEYING, DATED AUGUST 14, 2007.
5. CELL BOUNDARIES FOR CELLS 1-8A WERE TAKEN FROM THE ENGINEERING
DRAWINGS — PHASE NO. 3 PLANS PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC., DATED JULY 2008.
6. PHASE 5 WASTE LIMITS WERE TAKEN FROM PRELIMINARY (MARCH 2O17)
PERMIT TO CONSTRUCT PLANS BEING PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC.
REVISIONS
No. DESCRIPTION BY
DRAWN:
ACE
CHECKED: MSP
APPROVED:
DATE: 10-20-17
CAD FILE:
FHLF78—BLP AS —BUILT
JOB NO: J15-1235-78
SITE TOPOGRAPHY AND BORING LOCATION PLAN
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA
FIGURE NO.
3

PROFILE LOCATIONS
.8 t9 D Y r
® _ FUT W 13OU
N '1'01.
88 0
m p� CAO N N N
PROPOSED
CELL NO. 813
N
N N 0 ♦� N
N 200ca j w w 1
N 118 & fi j o c c CELOLPOSNOE7 $
co
Ca oil
co
W coM N°O /i N � 9 W
N� aa SOo/ > 3 �' N
w W $
I 0 _
0o cog 14
emu°-00
o I SA Iw V
N I n
N , � W PROPOSED N
A - w A
OD
Z CELL NO. 6 � `A
p 00
CI
N
N IV I C7
D D
200 400
No VOXIMATE SCALE IN FEET
GEOLOGIC LEGEND
SEASONAL HIGH WATER TABLE SURFACE
STRUCTURAL FILL
HIGH ENTlAL LINES (FEET MSL)
SEASONA1200—
CONTOURLINTERVAOLUIPO
0 FEET
UPPER RESIDUAL SOIL; CLAYEY SAND, CLAYEY SILT
AND SILTY CLAY (SC, ML, CH)
----�
GROUNDWATER FLOW DIRECTION
—
DEEPER RESIDUAL SOIL, SAND SILT
—
AND SILTY SAND (ML, SM)
PROPOSED TOP OF BASE LINER SYSTEM
PARTIALLY WEATHERED ROCK
®
SCREENED INTERVAL OF PIEZOMETER OR WELL
BEDROCK
1191.95
SEASONAL HIGH GROUNDWATER ELEVATION (FEET MSL)
BT
BORING TERMINATED
AR
AUGER REFUSAL
NOTE:
TOPSOIL IS PRESENT OVER PORTIONS OF THE
PHASE 5 AREA AT THICKNESSES OF 6 TO 12 INCHES,
BUT IS NOT SHOWN ON THE GEOLOGIC PROFILES.
N L
L- C
CD VERTICAL EXAGGERATION = 2X
LO
REFERENCE:
1 Inch
PROPOSED SUBGRADE TOPOGRAPHY PROVIDED BY HODGES, HARBIN, NEWBERRY AND 100 Feet
TRIBBLE, INC. (TOP OF SOIL LINER GRADING PLAN, ENGINEERING PLANS — PHASE 5)
PROFILE SCALE
►►�{ NI�li1��,
— 1043
GFaI CX��
S.4pR
(WEST) C
1550 --1
1500
1450
W 1300
1250
1200
1150
1100
(WEST) A
1600
il.7iIt;
cn
F-- 1450
L1J
LiJ
Li
II
w
L1J
1400
�PZ
1113C
1350 I
1250
PROS 4b CA�Dq< CAP
117 44Cf%
PZ-123C
A' (EAST) (NORTH) B
1600 1 1600
BF (SOUTH)
r— 1600
1550 1
1500 1500 / 1500
B-124 1450 L 1450 1450
1400 O 1400 PZ-108C Sf0 egSF FR s
�LS/t 1400
� NBT
< B-117
LJJ Z-109C CURRENT GROUND SURFACE PZ-11 OC
----- 1366.
/ 1350 1350 AR — \�lo BT �� iN 1350
0 100 200 300 400 500 600 700 800
DISTANCE (FEET)
1300 1300
1250 1250
0 100 200 300 400 500 600 700 800
DISTANCE (FEET)
V (EAST)
1550
C
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300
DISTANCE (FEET)
1300 1
1250 1
1500
1450
i 97 5
1350
1300
1250
1200
1150
EI
REVISIONS DRAWN: MSP DATE: 10-20-17 FIGURE NO.
No. DESCRIPTION BY BUNNELL-LAMMONS ENGINEERING, INC. GEOLOGIC PROFILES: CROSS -SECTIONS A -A', B-B', AND C-C'
CHECKED: DPO CAD FILE: FHLF78-PROFILES 6004 PONDERS COURT FOOTHILLS REGIONAL MSW LANDFILL
SOUTH
VILLE
APPROVED: JOB N0:
INC. PHON& ((8,84 28�8-1 65 FAXO(884)288-44S0 CALDWELL COUNTY, NORTH CAROLINA 4
J15-1235-78

MONITORING LOCATION LEGEND
■
1460
u
ry�o
a
1260 •
PZ-113C
� a*
0
a
�O
O
O
N
r
SW-6
L
O
B
r?oo
SW-3
0
INV
J �
3
C�
■
SW-4
PZ-42
SURVEYED LOCATION
OF PIEZOMETER OR BORING
PERFORMED BY BLE
FR17
SURVEYED LOCATION
OF PIEZOMETER AND BORING
PERFORMED BY FRONT ROYAL
PT-1
O
SURVEYED LOCATION
OF PIEZOTUBE
'Z-55
X
ABANDONED WELL, PIEZOMETER,
OR BORING
ww-1
®
SURVEYED LOCATION
OF WATER SUPPLY WELL
MW-1
SURVEYED LOCATION
OF GROUNDWATER MONITORING WELL
GP-1
.
SURVEYED LOCATION
OF METHANE MONITORING PROBE
Sw-1
®
APPROXIMATE LOCATION
OF SURFACE WATER MONITORING POINT
UD-1
0
APPROXIMATE LOCATION
OF UNDERDRAIN MONITORING POINT
MW-12
QQ
PROPOSED LOCATION
OF GROUNDWATER MONITORING WELL
SW-6
PROPOSED LOCATION
OF SURFACE WATER MONITORING POINT
GP-16
QO
PROPOSED LOCATION
OF LANDFILL GAS MONITORING PROBE
TOPOGRAPHIC &GEOLOGIC LEGEND
�_�116o TOPOGRAPHIC SURFACE CONTOUR IN FEET ABOVE MSL
CONTOUR INTERVAL = 2 FEET
/ STREAM OR CREEK
ROAD
-- Uo- EXISTING UNDERDRAIN
■ ■ ■ ■ PROPERTY BOUNDARY
300 FOOT BUFFER
TOP OF BEDROCK (AUGER REFUSAL) CONTOUR (FEET MSL)
CONTOUR INTERVAL = 20 FEET
1096.5 TOP OF BEDROCK ELEVATION (FEET MSL)
VALUES WITH THE "*" DESIGNATION WERE NOT
USED FOR CONTOURING. SEE NOTE 3 BELOW.
NOTES:
1. THIS MAP REPRESENTS THE APPROXIMATE BEDROCK SURFACE (AUGER REFUSAL OR >50%
ROCK CORE RECOVERY). THE TOP OF ROCK DEPTHS MAY REPRESENT COMPETENT
BEDROCK OR POSSIBLY BOULDERS OF HARD ROCK WITHIN THE RESIDUAL SOIL AND
PARTIALLY WEATHERED ROCK UNITS. THE DEPTH TO THE TOP OF ROCK CAN VARY EVEN
OVER SHORT HORIZONTAL DISTANCES DUE TO FRACTURES, JOINTS AND THE PRESENCE OF
LESS RESISTANT ROCK TYPES. THEREFORE, THE ACTUAL DEPTH TO CONTINUOUS
BEDROCK WILL VARY SOMEWHAT FROM THAT PRESENTED ON THIS FIGURE.
2. PARTIALLY WEATHERED ROCK WITH BLOW -COUNT VALUES OF 50 BPF S 3-INCHES OF
PENETRATION MAY EXIST ABOVE THIS LEVEL THAT WILL RESULT IN DIFFICULT EXCAVATION.
3. ROCK BLASTING AND REMOVAL HAS BEEN PERFORMED IN THE VICINITY OF B-112,
PZ-113C, B-115, AND B-117 AND THE VALUES SHOWN ARE THE ORIGINAL BORING
ELEVATIONS (NOT USED FOR CONTOURING).
4. MEAN SEA LEVEL ELEVATION (MSL) IS REFERENCED TO THE NATIONAL GEODETIC VERTICAL
DATUM OF 1929 (NGVD).
GENERAL MAP REFERENCE
200 100 0 200 400
APPROXIMATE SCALE IN FEET
REFERENCES:
1. TOPOGRAPHIC INFORMATION SHOWN FROM AN AERIAL SURVEY BY COOPER AERIAL
SURVEYS CO., DATE OF PHOTOGRAPHY FEBRUARY 10, 2016. MAPPING CONTROL BASED
ON HISTORICAL LANDFILL CONTROL POINTS.
2. WETLAND AND STREAM BOUNDARIES IN LANDFILL AREA BASED ON SURVEY
BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED AUGUST 28, 2002.
3. WETLAND AND STREAM BOUNDARIES IN CONSERVATION AREA BASED ON
SURVEY BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED OCTOBER 7,
2002.
4. PROPERTY BOUNDARY TAKEN FROM A BOUNDARY SURVEY PREPARED BY
WRIGHT & FIELDS LAND SURVEYING, DATED AUGUST 14, 2007.
5. CELL BOUNDARIES FOR CELLS 1-8A WERE TAKEN FROM THE ENGINEERING
DRAWINGS - PHASE NO. 3 PLANS PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC., DATED JULY 2008.
6. PHASE 5 WASTE LIMITS WERE TAKEN FROM PRELIMINARY (MARCH 2O17)
PERMIT TO CONSTRUCT PLANS BEING PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC.
REVISIONS
No. DESCRIPTION BY
DRAWN:
MSP
CHECKED: PJVH/AWA
APPROVED:
DATE: 10-20-17
CAD FILE: FHLF78-BEDROCK
JOB NO: J15-1235-78
TOP OF BEDROCK (AUGER REFUSAL) ELEVATION CONTOUR MAP
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA
FIGURE NO.
5

I
I
SW-3
A
Fq��rr
Fp
e0
0
I
r
MONITORING LOCATION LEGEND
PZ-42
SURVEYED LOCATION
OF PIEZOMETER OR BORING
PERFORMED BY BLE
FR17
SURVEYED LOCATION
OF PIEZOMETER AND BORING
PERFORMED BY FRONT ROYAL
PT-1
O
SURVEYED LOCATION
OF PIEZOTUBE
2-55
X
ABANDONED WELL, PIEZOMETER,
OR BORING
ww-1
®
SURVEYED LOCATION
OF WATER SUPPLY WELL
MW-1
SURVEYED LOCATION
OF GROUNDWATER MONITORING WELL
GP-1
.
SURVEYED LOCATION
OF METHANE MONITORING PROBE
Sw-1
®
APPROXIMATE LOCATION
OF SURFACE WATER MONITORING POINT
UD-1
0
APPROXIMATE LOCATION
OF UNDERDRAIN MONITORING POINT
MW-12
QQ
PROPOSED LOCATION
OF GROUNDWATER MONITORING WELL
SW-6
Q
PROPOSED LOCATION
OF SURFACE WATER MONITORING POINT
GP-16
QO
PROPOSED LOCATION
OF LANDFILL GAS MONITORING PROBE
TOPOGRAPHIC &GEOLOGIC LEGEND
�_�116o TOPOGRAPHIC SURFACE CONTOUR IN FEET ABOVE MSL
CONTOUR INTERVAL = 2 FEET
STREAM OR CREEK
ROAD
— Uo — UDUD EXISTING UNDERDRAIN
PROPERTY BOUNDARY
300 FOOT BUFFER
GROUNDWATER EQUIPOTENTIAL CONTOUR (FEET MSL)
CONTOUR INTERVAL = 20 FEET
GROUNDWATER FLOW DIRECTION
1190.30 GROUNDWATER ELEVATION (FEET MSL)
ABAND PIEZOMETER HAD BEEN ABANDONED AT THAT TIME
NOTES:
1. THE CONFIGURATION OF THE GROUNWATER CONTOURS BENEATH THE EXISTING CELL
FOOTPRINT IS BASED ON HISTORICAL WATER TABLE MAPS OF THE SITE.
SW-4 2. MEAN SEA LEVEL ELEVATION (MSL) IS REFERENCED TO THE NATIONAL GEODETIC VERTICAL
® DATUM OF 1929 (NGVD).
GENERAL MAP REFERENCE ]I
200 100 0 200 400
APPROXIMATE SCALE IN FEET
REFERENCES:
1. TOPOGRAPHIC INFORMATION SHOWN FROM AN AERIAL SURVEY BY COOPER AERIAL
SURVEYS CO., DATE OF PHOTOGRAPHY FEBRUARY 10, 2016. MAPPING CONTROL BASED
ON HISTORICAL LANDFILL CONTROL POINTS.
2. WETLAND AND STREAM BOUNDARIES IN LANDFILL AREA BASED ON SURVEY
BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED AUGUST 28, 2002.
3. WETLAND AND STREAM BOUNDARIES IN CONSERVATION AREA BASED ON
'.`j{H�!!!►��r SURVEY BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED OCTOBER 7,
CAR /� 2002.
(j" 4. PROPERTY BOUNDARY TAKEN FROM A BOUNDARY SURVEY PREPARED BY
WRIGHT & FIELDS LAND SURVEYING, DATED AUGUST 14, 2007.
�• F
1043 aft
5. CELL BOUNDARIES FOR CELLS 1-8A WERE TAKEN FROM THE ENGINEERING
DRAWINGS — PHASE NO. 3 PLANS PREPARED BY HODGES, HARBIN,
'-FartoQ�'••'�y�. NEWBERRY, & TRIBBLE, INC., DATED JULY 2008.
...p0p; ��ti 6. PHASE 5 WASTE LIMITS WERE TAKEN FROM PRELIMINARY (MARCH 2O17)
f�►►Ifi 11 t{�, PERMIT TO CONSTRUCT PLANS BEING PREPARED BY HODGES, HARBIN,
jf7f (yr NEWBERRY, & TRIBBLE, INC.
REVISIONS
No. DESCRIPTION BY
DRAWN:
MSP
CHECKED: PJVH
APPROVED:
DATE: 10-20-17
CAD FILE: FHLF78—POTENT 030413
JOB NO: J15-1235-78
BUNNELL-LAMMONS ENGINEERING, INC.
6004 PONDERS COURT
GREENVILLE, SOUTH CAROLINA 29615
INC. PHONES [phone] FAXi [phone]
GROUNDWATER ELEVATION CONTOUR MAP - MARCH 4, 2013
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA
FIGURE NO.
6

MONITORING LOCATION LEGEND
A
I
�V SW-6
I
SW-3
SAO
♦ 'po,90
-5
iftr
A
Fq��rr
Fp
e0
0
I
jmjii'www�'
r
PZ-42
SURVEYED LOCATION
OF PIEZOMETER OR BORING
PERFORMED BY BLE
FR17
SURVEYED LOCATION
OF PIEZOMETER AND BORING
PERFORMED BY FRONT ROYAL
PT-1
O
SURVEYED LOCATION
OF PIEZOTUBE
2-55
X
ABANDONED WELL, PIEZOMETER,
OR BORING
ww-1
®
SURVEYED LOCATION
OF WATER SUPPLY WELL
MW-1
SURVEYED LOCATION
OF GROUNDWATER MONITORING WELL
GP-1
.
SURVEYED LOCATION
OF METHANE MONITORING PROBE
Sw-1
®
APPROXIMATE LOCATION
OF SURFACE WATER MONITORING POINT
UD-1
0
APPROXIMATE LOCATION
OF UNDERDRAIN MONITORING POINT
MW-12
QQ
PROPOSED LOCATION
OF GROUNDWATER MONITORING WELL
SW-6
PROPOSED LOCATION
OF SURFACE WATER MONITORING POINT
GP-16
QO
PROPOSED LOCATION
OF LANDFILL GAS MONITORING PROBE
TOPOGRAPHIC &GEOLOGIC LEGEND
�_�116o TOPOGRAPHIC SURFACE CONTOUR IN FEET ABOVE MSL
CONTOUR INTERVAL = 2 FEET
STREAM OR CREEK
ROAD
— Uo — UDUD EXISTING UNDERDRAIN
PROPERTY BOUNDARY
300 FOOT BUFFER
GROUNDWATER EQUIPOTENTIAL CONTOUR (FEET MSL)
CONTOUR INTERVAL = 20 FEET
1190.30 SEASONAL HIGH GROUNDWATER ELEVATION (FEET MSL)
NM NOT MEASURED
NOTES:
1. THIS MAP REPRESENTS THE HIGHEST OBSERVED GROUNDWATER ELEVATION AT EACH
PIEZOMETER OR MONITORING WELL BETWEEN SEPTEMBER 2012 AND OCTOBER 2013
(TABLE 3 OF THE PHASE 5 DHR).
SW-4
2. THE CONFIGURATION OF THE GROUNWATER CONTOURS BENEATH THE EXISTING CELL
® FOOTPRINT IS BASED ON HISTORICAL WATER TABLE MAPS OF THE SITE.
3. MEAN SEA LEVEL ELEVATION (MSL) IS REFERENCED TO THE NATIONAL GEODETIC VERTICAL
DATUM OF 1929 (NGVD).
GENERAL MAP REFERENCE ]I
200 100 0 200 400
APPROXIMATE SCALE IN FEET
REFERENCES:
1. TOPOGRAPHIC INFORMATION SHOWN FROM AN AERIAL SURVEY BY COOPER AERIAL
SURVEYS CO., DATE OF PHOTOGRAPHY FEBRUARY 10, 2016. MAPPING CONTROL BASED
ON HISTORICAL LANDFILL CONTROL POINTS.
2. WETLAND AND STREAM BOUNDARIES IN LANDFILL AREA BASED ON SURVEY
BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED AUGUST 28, 2002.
CrAR��i 3. WETLAND AND STREAM BOUNDARIES IN CONSERVATION AREA BASED ON
^� SURVEY BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED OCTOBER 7,
�060 � � 2002.
•� ��I `�� 4. PROPERTY BOUNDARY TAKEN FROM A BOUNDARY SURVEY PREPARED BY
A WRIGHT & FIELDS LAND SURVEYING, DATED AUGUST 14, 2007.
1043 = 5. CELL BOUNDARIES FOR CELLS 1-8A WERE TAKEN FROM THE ENGINEERING
DRAWINGS - PHASE NO. 3 PLANS PREPARED BY HODGES, HARBIN,
i fIj9roto \0. A' NEWBERRY, & TRIBBLE, INC., DATED JULY 2008.
oil
6. PHASE 5 WASTE LIMITS WERE TAKEN FROM PRELIMINARY (MARCH 2O17)
+ PERMIT TO CONSTRUCT PLANS BEING PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC.
REVISIONS
No. DESCRIPTION BY
DRAWN:
MSP
CHECKED: PJVH/AWA
APPROVED:
DATE: 10-20-17
CAD FILE: FHLF78-SHWTM2013
JOB No: J15-1235-78
BUNNELL-LAMMONS ENGINEERING, INC.
6004 PONDERS COURT
GREENVILLE, SOUTH CAROLINA 29615
INC. PHONES [phone] FAXi [phone]
SEASONAL HIGH GROUNDWATER ELEVATION CONTOUR MAP - 2012 TO 2013
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA
FIGURE NO.
7

MONITORING LOCATION LEGEND
17
u
0 of,
co
T
J
13
15,
N
O r
m
B-
B-61
71
NO.
SW-6
L
a
B
J
fU
lo
o r
—GP-6 er
uo —
SW-3
\e
J N
Qyl
-5 \
S \
♦
C�
■
SW-4
►11F�Iff111/
�1 ►
v
1043 �•
'rsi ipR
PZ-42
SURVEYED LOCATION
OF PIEZOMETER OR BORING
PERFORMED BY BLE
FR17
SURVEYED LOCATION
OF PIEZOMETER AND BORING
PERFORMED BY FRONT ROYAL
PT-1
O
SURVEYED LOCATION
OF PIEZOTUBE
2-55
X
ABANDONED WELL, PIEZOMETER,
OR BORING
ww-1
®
SURVEYED LOCATION
OF WATER SUPPLY WELL
MW-1
SURVEYED LOCATION
OF GROUNDWATER MONITORING WELL
GP-1
.
SURVEYED LOCATION
OF METHANE MONITORING PROBE
Sw-1
®
APPROXIMATE LOCATION
OF SURFACE WATER MONITORING POINT
UD-1
0
APPROXIMATE LOCATION
OF UNDERDRAIN MONITORING POINT
MW-12
QQ
PROPOSED LOCATION
OF GROUNDWATER MONITORING WELL
SW-6
PROPOSED LOCATION
OF SURFACE WATER MONITORING POINT
GP-16
QO
PROPOSED LOCATION
OF LANDFILL GAS MONITORING PROBE
TOPOGRAPHIC &GEOLOGIC LEGEND
�_�116o TOPOGRAPHIC SURFACE CONTOUR IN FEET ABOVE MSL
CONTOUR INTERVAL = 2 FEET
/- STREAM OR CREEK
ROAD
-- Uo- EXISTING UNDERDRAIN
■ ■ ■ ■ PROPERTY BOUNDARY
300 FOOT BUFFER
GROUNDWATER EQUIPOTENTIAL CONTOUR (FEET MSL)
CONTOUR INTERVAL = 20 FEET
1190.30 ESTIMATED LONG-TERM SEASONAL HIGH
GROUNDWATER ELEVATION (FEET MSL)
NM NOT MEASURED
NOTES:
1. THE LONG-TERM SEASONAL HIGH VALUES PRESENTED ON THIS FIGURE WERE
GENERATED BY TAKING THE HIGHEST WATER LEVEL MEASURED FROM 1995 THROUGH
OCTOBER 2013 AND ADDING 4.1 FEET (REFER TO TABLE 3 OF THE PHASE 5 DHR).
2. SINCE 1995, 4.2 FEET IS THE AVERAGE AMOUNT OF WATER LEVEL FLUCTUATION
OBSERVED IN THE WELLS AND PIEZOMETERS AT THE SITE.
3. THE CONFIGURATION OF THE GROUNWATER CONTOURS BENEATH THE EXISTING CELL
FOOTPRINT IS BASED ON HISTORICAL WATER TABLE MAPS OF THE SITE.
4. MEAN SEA LEVEL ELEVATION (MSL) IS REFERENCED TO THE NATIONAL GEODETIC VERTICAL
DATUM OF 1929 (NGVD).
GENERAL MAP REFERENCE
200 100 0 200 400
APPROXIMATE SCALE IN FEET
REFERENCES:
1. TOPOGRAPHIC INFORMATION SHOWN FROM AN AERIAL SURVEY BY COOPER AERIAL
SURVEYS CO., DATE OF PHOTOGRAPHY FEBRUARY 10, 2016. MAPPING CONTROL BASED
ON HISTORICAL LANDFILL CONTROL POINTS.
2. WETLAND AND STREAM BOUNDARIES IN LANDFILL AREA BASED ON SURVEY
BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED AUGUST 28, 2002.
3. WETLAND AND STREAM BOUNDARIES IN CONSERVATION AREA BASED ON
SURVEY BY DONALDSON, GARRETT & ASSOCIATES, INC. DATED OCTOBER 7,
2002.
4. PROPERTY BOUNDARY TAKEN FROM A BOUNDARY SURVEY PREPARED BY
WRIGHT & FIELDS LAND SURVEYING, DATED AUGUST 14, 2007.
5. CELL BOUNDARIES FOR CELLS 1-8A WERE TAKEN FROM THE ENGINEERING
DRAWINGS - PHASE NO. 3 PLANS PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC., DATED JULY 2008.
6. PHASE 5 WASTE LIMITS WERE TAKEN FROM PRELIMINARY (MARCH 2O17)
PERMIT TO CONSTRUCT PLANS BEING PREPARED BY HODGES, HARBIN,
NEWBERRY, & TRIBBLE, INC.
REVISIONS
No. DESCRIPTION BY
DRAWN:
MSP
CHECKED: PJVH
APPROVED:
DATE: 10-20-17
CAD FILE: FHLF78-ELTSHWTM
JOB NO: J15-1235-78
ESTIMATED LONG-TERM SEASONAL HIGH GROUNDWATER ELEVATION CONTOUR MAP
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA
FIGURE NO.
8

I 4/
C0 o
cr� . O
45
�FFiO epuNo����
0440443 46 FPO\\�
48 90 O O ; ; 470
38 ® i /
36
ROAD TON 350 ® \ , SITE O< 0
\ •\ ® 4 3 % CHERAW
17 Oa �
ROAD
2 16 .0 0
30 29 3 ! 12 PISGAH
BROOKSHIRE 9 56j0
4 41 1 22 jr� ROAD
(1j3D{
ROAD 50 27 2 23 4 �� 5 (:P 51
28 20 15 \ , 0 7 O
26 19 520
® 3�' 6
53110 (9 \ 0 O
540 0 10 LEGEND
55
2000 1000 0 2000 4000
APPROXIMATE SCALE IN FEET
0
A
X
URCH
LOCATION OF FIRE HYDRANT
LOCATED PRIVATE DRINKING WATER SUPPLY WELL
SUSPECTED PRIVATE DRINKING WATER SUPPLY WELL
1. 2700 CHERAW ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
2. 2716 CHERAW ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
3. 2716 CHERAW ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
4. 2734 CHERAW ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
5. 2725 PISGAH CHURCH ROAD - ONE PRIVATE
DRINKING WATER WELL LOCATED - PUBLIC WATER
SUPPLY PROVIDED
6. 803 ABINGTON ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
7. 2853 CHERAW ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED - PUBLIC WATER SUPPLY
PROVIDED
8. 875 ABINGTON ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
9. 3205 DEERBROOK ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
10. 3207 DEERBROOK ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
11. 3218 DEERBROOK ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
12. 3202 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
13. 3216 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
14. 3218 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
15. 3220 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
16. 3215 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
17. 3211 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
18. 3227 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
19. 3234 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
20. 1166 UNICORN PLACE - SUSPECTED PRIVATE
DRINKING WATER WELL
21. 1140 UNICORN PLACE - SUSPECTED PRIVATE
DRINKING WATER WELL
22. 3240 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
23. 3244 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
24. 3250 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
25. BROOKSHIRE ROAD - SUSPECTED PRIVATE DRINKING
WATER WELL (UNKNOWN ADDRESS)
26. 3270 BROOKSHIRE ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
27. 3283 BROOKSHIRE ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
28. 3279 BROOKSHIRE ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
LOCATED PRIVATE DRINKING WATER SUPPLY WELL WITH
NOTED PUBLIC WATER SUPPLY METER
29. 1225 THATWAY ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
30. 1233 THATWAY ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
31. 1222 THATWAY ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
32. 1205 THATWAY ROAD - SUSPECTED PRIVATE
DRINKING WATER WELL
33. 943 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
34. 1515 PENNY LANE - SUSPECTED PRIVATE DRINKING
WATER WELL
35. 1535 PENNY LANE - SUSPECTED PRIVATE DRINKING
WATER WELL
36. 2670 CHERAW ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED - PUBLIC WATER SUPPLY
PROVIDED
37. 3173 DEERBROOK ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED - PUBLIC WATER SUPPLY
PROVIDED
38. ABINGTON ROAD - ONE PRIVATE DRINKING WATER
WELL LOCATED - PUBLIC WATER SUPPLY PROVIDED
39. 1075 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
40. 3319 BROOKSHIRE ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
41. 3329 BROOKSHIRE ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
42. 1140 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
43. 1148 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
44. 1178 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
45. 1200 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
46. 1070 ABINGTON ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
47. 2606 CHERAW ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
48. 3275 MABEL LANE - ONE PRIVATE DRINKING WATER
WELL LOCATED
49. 3359 BROOKSHIRE ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
50. 3335 BROOKSHIRE ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
51. 2698 PISGAH CHURCH ROAD - ONE PRIVATE
DRINKING WATER WELL LOCATED
52. 2665 PISGAH CHURCH ROAD - ONE PRIVATE
DRINKING WATER WELL LOCATED
53. 3266 DEERBROOK ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
54. 3268 DEERBROOK ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
55. 3266 DEERBROOK ROAD - ONE PRIVATE DRINKING
WATER WELL LOCATED
56. 1399 NELLYS WAY - ONE PRIVATE DRINKING WATER
WELL LOCATED
REFERENCES:
1. USGS TOPOGRAPHIC MAP, 7.5 MINUTE SERIES,
LENOIR, NC QUADRANGLE, 1983.
2. VEHICULAR RECONNAISSANCE ON
JANUARY 31, 2019.
DRAWN BY: IAI
DATE: 03-20-19
REVISIONS
BUNNELL-LAMMONS ENGINEERING, INC.
6004 PONDERS COURT
NILINC. PHONER(864)288S0UTH CAROLINA 265 FAX: [phone]
LOCATION MAP OF PRIVATE WELLS - 0.5 MILE RADIUS
FOOTHILLS REGIONAL MSW LANDFILL
CALDWELL COUNTY, NORTH CAROLINA
FIGURE
No.
DESCRIP110N
BY
CHECKED BY: MSP
FILE: FHLF78 WELL RECON
APPROVED BY:
JOB N0: J15-1235-78

APPENDICES

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 a Test Boring Record (see
Appendix B).
AIR -HAMMER DRILLING
Where consolidated subsurface material was encountered that was impenetrable to hollow -stem
augers, a 6-inch OD down -hole pneumatic air -hammer was used to advance the borehole. The
pneumatic drill hammer advanced through the subsurface materials by rapidly striking the rock
while the drill pipe was slowly rotated; compressed air was used to remove the soil and rock
cuttings from the borehole. The drill hammer was constructed of alloy steel with tungsten -carbide
inserts that provide the chipping or cutting surfaces. An in -line air filter was attached to the air
compressor on the rig to remove oil from the air and to prevent oil contamination in the borehole.

APPENDIX B
SOIL AND ROCK BORING RECORDS, WELL DIAGRAMS,
AND SURVEY DATA

APPENDIX B
SOIL AND ROCK BORING RECORDS, WELL DIAGRAMS, AND SURVEY DATA
Timing and Drilling Contractors
Piezometers and monitoring wells have been installed at the site since 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 and monitoring wells have been installed by AE Drilling, Inc., BLE,
Front Royal, Metro Drilling, Inc., SAEDACCO, and Superior 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.
Piezometer Nomenclature
„ I, V. ,. ��,I If C fl
Gn=4 SuKam
yaa` pia' �'V
' q yy ^s V n
s.
Water Table
9edrock

DEPTH DESCRIPTION
FT.
4.0 - 5.5
6.0 - 7.5
9.0 - 10.5
14.0-15.5
t Q 0-20.5
{
24.0-25.5
EL.EV. PENETRATION-BLCWS PER FT.
0 10 20 30 40 60, 80 100
Micaceous clayey sandy silt (ML)
516110
2.5 YR 4/6-
4.0 - 4.5 Micaceous clayey sandy silt (ML)
4.5 - 5.5 Micaceous sandy silt (ML) with remnant rock structure
10/12/IS
5 YR 5/3
Micaceous sandy silt with remnant foliation
8/9/13
(ML) 7.5 YR 5/3
Fine sandy silt, with remnant strucutre (ML)
7/8/10
5 YR 6/1
Fine sandy silt, weathered rock with remnant foliation,
15/10/11
quartz and orthoclase rich layer at 15.0' less weathered
with coarse sand to fine gravel size fragments (ML)
Silty medium to coarse sand, weathered rock with remnant
17/17/20
foliation, less weathered than above (SM)
Same lithology as above
33/50/50
1 1
Auger refusal at 26.0 ft. BGS
Ground surface elevation 1,386.68 ft. above mean sea levei
TEST BORING RECORD
'ORING AND SAMPLING MEETS ASTM 0-1586
ORE DRILLING MEETS ASTM 0-2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER.
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.O. SAMPLER I FT.
UNDISTURBED SAMPLE — WATER TABLE-24HR.
oc�n%icnv WATER TAELE-I HR.
BORING NO. FR-8
DATE DRILLED:--
.1 O B NO. 0012-95-066
Frnnt -Pnv�

ELEV. PENETRATION -BLOWS PER FT.
DEPTH DESCRIPTION
F T.
4.0 - 5.5
6.0 - 7.5
9.0 - 9.5
9.5 - 10.0
15.0 - 16.'
20.0 - 20.'
25.0 - 25.'
0 10 20 30 40 60. SO 100
Gray micaceous silty sand (ML)
17/19/31
'
White medium sand, weathered quartz (SW)
Brown silty sand (ML)
/13/21
Light brown and white mottled fine to medium silty sand
9/26/24
with quartz rich veins weathered to medium sand
Gray sandy silt (ML)
9/12/25
Light brown and brown mottled sandy silt (ML)
Light brown micaceous silty sand with coarse white sand layer
30/24/21
from 15.5 to 15.75' weathered quartz layer (SM)
Light brown weathered rock, friable medium to coarse sand (SM)
50150
5 3
Light brown weathered bedrock,
friable micaceous medium to coarse sand (SM)
50150
4 2.5
Boring terminated at 25.5' BGS
I,
Ground surface elevation 1,358.35 ft. above mean sea level
TEST BORING RECORD
?ORING AND SAMPLING MEETS ASTM 0-1586 _
ARE DRILLING MEETS ASTM 0-2113 BORING NO. FR-9
'. PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER. DATE DRILLED 1-15,105
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.O. SAMPLER I FT. JOB NO. 0012-95-066
UNDISTURBED SAMPLE = WATER TABLE-24HR.
ISC�% ROCK CORE RECOVERY WATER TABLE-IHR. Front Rova

DEPTH DESCRIPTION
FT
4.0 - 5.5
6.0 - 7.5
8.0 - 9.5
20.0 - 21.'
i
25.0 - 25.'
25.5 - 26.'
30.0 - 3 L'
34.5 - 35.(
35.0 - 36.(
ELEV, PENETRATION -BLOWS PER FT.
0 10 20 30 40 60. BO 1CO
Red brown clayey micaceous silt (ML)
/6/10
Red brown micaceous silt (ML)
1/10I6
/9/10
Red brown micaceous silt (ML)
Red brown micaceous silt with some remnant structure (ML)
/9/10
Red brown micaceous sandy silt with remnant foliation (ML)
10/8/10
Imp
Light brown micaceous sandy silt with remnant foliation
Light brown micaceous sandy silt with remnant foliation (ML)
/9/13
Light brown micaceous sandy silt
Black and white weathered gneiss with remnant foliation (ML)
11/13/19
Black and white weathered gneiss with some quartz rich
13/12/12
less weathered veining parallel to foliation
Black and white weathered gneiss with remnant foliation
17/20/20
Light brown weathered silty sand with less
weathered quartz rich vein at 35.5'
Ground surface elevation 1,291.92 ft. above mean sea level
TEST 80RING RECORD
'ORING AND SAMPLING MEETS ASTM 0-1586
JRE (DRILLING MEETS ASTM 0-ZI13 FR-10
.� BORING N0.
PENETRATION IS THE NUMBER OF BLOWS OF 140 L8. HAMMER. DATE DRILLED 11/14-1i/95
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.O. SAMPLER I FT. 0012-95-066
JOB NO.
00 UNDISTURBED SAMPLE _ `NATER TABLE-24HR.
I—jln/ ......., —,c WATER TAELE-IHR.

DEPTH DESCRIPTION
F T.
44.5-45.5
45.5-46.0
49.5-50.5
50.5-51.0
54.5-56.0
59.5-61.0
ELEV. @ PENETRATION -SLOWS PER FT.
301
10 20 30 40 60 80 100
I
Medium yellow brown to dark red brown silty fine sand,
rich in iron oxide
Light brown weathered sandy silt
Light brown and white mottled fine silty sand with remnant foliation
Light brown and white mottled fine silty sand with remnant foliatio
Gray sandy silt
Light brown and white mottled fine sandy silt with remnant foliatio
Same lithology as above
Boring terminated at 61.0 ft. BGS
/21/23
17/9/16
0/41/27
15/31/34
50150
5.5 1.5
ORING AND SAMPLING .MEETS ASTM 0-1586
)RE DRILLING MEETS ASTM 0-2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 L8. HAMMER,
FALLING 30 IN, REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT.
UNDISTURBED SAMPLE = WATER TABLE-24HR.
I_ 1 WATER TABLE -I HR.
TEST BORING RECORD
FR-10
BORING NO. ---
DATE DRILLED 11/14-15/95
0012-95-066
JOB NO.

PIEZOMETER SCHEMATIC
4
EXPANSION PLUG
AND LOCK
* BOREHOLE
O.D.
8.25"
* MATERIAL
O.D.
2.375"
MATERIAL TYPE
PVC
* SCREEN SLOT
SIZE
0.010"
* Dimensions
in
Inches
T
NATIVE SOIL _
BACKFILLED SOIL
BENTONITE
SAND PACK
NOTES:
NOT TO SCALE
ALL DEPTHS REFERENCED
FROM FINISH GRADE IN FEET
,EZOMETER FR-10 -
DATE DRILLED 11-14-95
HOLLOW
DRILLING METHOD STEM AUGER
GEOLOGIST B. Kroll
STATIC WATER LEVEL dry
DATE MEASURED 12-22-95
FINISH GRADE
DEPTH TO TOP OF
BENTONITE
DEPTH TO TOP OF
SAND _ 48.
DEPTH TO TOP OF
SCREEN 90.0`
DEPTH TO BOTTOM OF
SCREEN 60.0'
TOTAL DEPTH 61.0`
PROP-OSED CALDWELL
FRONT ROYAL COUNTY LANDFILL
LENOIR, NORTH CAROLINA
ENVIRONMENTAL SERVICES, INC. PROD. # 0012-95-066

DEPTH DESCRIPTION
FT
4.0 - 5.5
6.0 - 7.5
9.0 - 10.-
14.5-16.0
19.5-21.0
24.5-26.0
29.5-30.0
34.5-36.0
ELEV. PENETRATION -BLOWS PER FT
0 10 20 30 40 CO. 80 ICO
Light red brown micaceous sandy silt (ML)
4/4/6
Aft
low
I
�
10 YR 6/3
Light brown micaceous silty sand (SM)
7/6/7
10 YR 5/2
Black and white fine silty sand with remnant foliation (SM)
7/10/5
2.5 Y 5/2
Black and white fine silty sand, remnant foliation,
7/7/12
iron staining at 10.0' with neck cementation (SM)
Black and white silty fine sand, friable weathered rock
15/10/14
with remnant foliation (SM)
Black and white silty fine sand, friable weathered rock
15/17/20
with remnant foliation
Black and white silty fine sand, friable weathered rock
21/24/31
with remnant foliation
Black and white silty fine sand, friable weathered rock
33/19/33
with remnant foliation
-
Same lithology as above
19/23/23
Ground surface elevation 1,280.87 ft. above mean sea level
TEST BORING RECORD
'ORING AND SAMPLING MEETS ASTM 0-1586
'RE DRILLING' MEETS ASTM 0-2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER.
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN, I.Q. SAMPLER I FT.
UNDISTURBED SAMPLE = WATER TABLE-24HR.
I501% RCCX CORE RECOVERY WATER TABLE-IHR.
BORING NO. FR-14 —
11716T9
DATE DRILLED
JOB NO. 0012-95-066
Front Roval

DEPTH DESCRIPTION
F T.
44.5-46.0
49.5-51.0
EL EV. PENS T RATION-SLCWS PER F'
0 10 20 30 40 GO. BO iCO
Same lithology as above
Same lithology as above
Same lithology as above
Boring terminated at 51.0 ft. BGS
�
I
17/31/35 .'
i
I
l
i l
I
17/37/50
5
237 IGO
—
5
�
I
I
I
-ORING AND SAMPLING MEETS ASTM 0-1586
)RE DRILLING MEETS ASTM 0-2113
✓PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER,
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. 1.0. SAMPLER I FT.
UNDISTURBED SAMPLE = WATER TABLE--Z4HR.
Ir,Aa/_ arrs< rnRF RFCnVFRY _ = WATER TABLE-lHR.
I+
I+
TEST BORING RECORD
BORING NO. FR-14
DATE DRILLED 1.L11 Lq5 --
0012-95-066
JOB NO. -------
ii Frnnt ROVa

KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
Penetration Resistance*
Blows per Foot
SANDS
Oto4
5 to 10
11 to 20
21 to 30
31 to 50
over 50
BUNNELL-LAMMONS ENGINEERING, INC.
GREENVILLE, SOUTH CAROLINA
Relative
Density
Very Loose
Loose
Firm
Very Firm
Dense
Very Dense
Penetration Resistance* Consistency
Blows per Foot
SILTS and CLAYS
S
Particle Size Identification
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
0 to 2 Very Soft
5104 Soft 12 Number of blows in first 6-inches
5 to 8 Firm 15 Number of blows in second 6-inches
9 to 15 Stiff 16 Number of blows in third 6-inches
16 to 30 Very Stiff
31 to 50 Hard
over 50 Very Hard
*ASTM D 1586
KEY TO DRILLING SYMBOLS
Grab Sample
Split Spoon Sample
Undistrurbed Sample
Groundwater Table at Time of Drilling
Groundwater Table 24 Hours after Completion of Drilling
KEY TO SOIL CLASSIFICATIONS
Well -graded Gravel
GW
Poorly -graded Gravel
GP
Partially Weathered Rock
BLDRCBBL
High Plasticity Clay
CH
Low Plasticity Clay
CL
Sandy Clay
CLS
Silty Clay
CL-ML
Clayey Silt
MH
Sandy Silt
MLS
Sand
SW
Clayey Sand
SC
Silty Sand
SM
Topsoil
TOPSOIL
Bedrock
BEDROCK
Fill
FILL

,ILMINC.
PIEZOMETER NO. PZ-73c
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-42
CLIENT: Republic START: 3-13-06 END: 3-14-06
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1342.15
DRILLER: BILE, Inc., J. Gorman LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV hollow stem auger and 4-inch air hammer
DEPTH TO - WATER> INITIAL: 62.0 AFTER 24 HOURS: 1 64.5 CAVING>3m
Cn
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
No topsoil
SURFACE COMPLETION
Dense, dark gray and brown,
g
.....:.........:..
3.10-foot stick-up
u
slightly moist, very micaceous,
::
:.
18
1340
slightly clayey, silty, fine to
`::::
20
coarse SAND - (residuum)
..
Firm to dense, brown and light
14
brown, slightly moist,
18
5
micaceous, slightly clayey, silty,
15
•
fine to coarse SAND
..
4
1335
7
g
:
4
Firm, brown, slightly moist, very
micaceous, slightly clayey, silty,
g
fine to medium SAND
7
10
:.
....:...:....:..:..:....:....:...:...:..:..:...
1330
.
4
. .
6
15
:..:....:....:......:..:.....
Cement grout, 0 to 34.6 foot
1325
..
.
............... .................................._.....
23
50/4"
50/4"
...... ......... ................
PARTIALLY WEATHERED ROCK
20
which sampled as gray and light
= =
brown, slightly moist,
..................................
micaceous, silty, fine to medium
1320
SAND
..........:......:.
50/5"
....
W/6.
25
.........
1315......
PARTIALLY WEATHERED ROCK
:......... :..:..:....:....:...:...:.
which sampled as gray and light
.....:...:....:..
/^
brown, slightly moist,
50/5"
micaceous, silty, fine to coarse
........................:.:.:..
30
SAND with gravel size gneiss
rock fragments
1310
.....:...:....:..:..:....:....:...:...:..:..:.:..
35
Auger refusal at 34.5 feet. Swith
to 4-inch air hammer.
.....:...:....:..:..:....:....:...:...:..:..:.:..
Bentonite seal, 34.6 to 60.0 feet
Gray GNEISS bedrock
1305
PIEZOMETER NO. PZ-73C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-73c
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-42
CLIENT: Republic START: 3-13-06 END: 3-14-06
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1342.15
DRILLER: BILE, Inc., J. Gorman LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV hollow stem auger and 4-inch air hammer
DEPTH TO - WATER> INITIAL: 62.0 AFTER 24 HOURS: 1 64.5 CAVING>3m
Cn
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Gray GNEISS bedrock
1300
:..:....:....:...:...:..:..:.:..
45
.........
Gray GNEISS bedrock with
yellowish -brown, weathered
1295
rock seams
.....:...:....:..:..:....:....:...:...:..:..:.:..
50
..........:......:
B t t 46t 600en oni a seal, 3 . o feet
1290
:..:....:....:...:...:..:..:.:..
Gray SCHIST bedrock with
brown weathered rock seams
.....:...:....:.. = =
55
.........
1285
..............:....:....:...:............ ..
60
"""""""""..........................Filter
sand 724f t
i ter pack, san o feet
Gray GNEISS bedrock
1280
:..:....:....:...:...:..:..:.:..
..
65
..........:......:..:..:...
1275
.......................
2 inch diameter, 0.010 inch slotted
...... ......... .. .. .... .................. ..
PVC well scree 2.2
Schedule 40 n 6
to 72.2 feet
70
.....................................
1270
...... :......... :..:..:....:....:...:...:
Pipe cap
Boring terminated at 72.4 feet.
Groundwater encountered at
.... .. = ...
Total well depth, 72.4 feet
62.0 feet at time of drilling and at
N
75
64.5 feet after 24 hours.
a
P 1265
.....:...:....:..:..:....:....:...:...:..:..:.:..
N
M
N
J
J
W
�I
PIEZOMETER NO. PZ-73C
LU Sheet 2 of 2
01

,ILMINC.
PIEZOMETER NO. PZ-74c
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-42
CLIENT: Republic START: 3-14-06 END: 3-16-06
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1276.80
DRILLER: BLE, Inc., J. Gorman LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV hollow stem auger and 4-inch air hammer
DEPTH TO - WATER> INITIAL: 91.0 AFTER 24 HOURS: 1 88.15 CAVING>3m
Cn
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
Stiff, reddish -brown, moist,
SURFACE COMPLETION
slightly micaceous, fine sandy,
3
..
u
7.8o-foot suck p
1275
clayey SILT - (residuum)
4
s
2
Firm, reddish -brown, slightly
moist, micaceous, clayey, fine
3
x
sandy SILT
3
5
2
Loose, gray and light brown,
:
1270
slightly moist, very micaceous,
3
slightly clayey, silty, fine to
.::::.
3..
..................:...:..:..:.
medium SAND
"
:
" '
Loose, reddish -brown and
2
brown, slightly moist,
2
10
micaceous, silty, clayey, fine to
3
medium SAND
1265
Firm, reddish -brown and brown,
slightly moist, clayey, fine sandy
.....:...:....:.. = =
SILT
3
:..:....:....:...:...:
3
4
•
15
1260
3
:...:...:
3
4
.........................
•
20
1255
......
Firm, light yellowish -brown,
slightly moist, slightly
.....:...:....:............:......:..:..:...
micaceous, clayey, fine sandy
3
:..:.:..
SILT
4
:...........:....:...:......
25
4
..............• .:..
C t 504f t
Cement grout, 0 0 o0
1250
Firm, gray, slightly moist,
micaceous, slightly clayey, silty,......
.......... . ....... =
fine to medium SAND
:.:
4
:..:.
:
g
30
1245
4
10
•.
35
:.:
:..:....:.....................
1240
_
..................................
Very firm to dense, gray, slightly
moist, micaceous, silty, fine to
= =
medium SAND
10
12
11
•
PIEZOMETER NO. PZ-74C
Sheet 1 of 3

,I L MINC.
PIEZOMETER NO. PZ-74c
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-42
CLIENT: Republic START: 3-14-06 END: 3-16-06
LOCATION: Caldwell County, North Carolina ELEVATION: 1276.80
DRILLER: BLE, Inc., J. Gorman LOGGED BY: M. Preddy
DRILLING METHOD: CME 750 ATV hollow stem auger and 4-inch air hammer
DEPTH TO - WATER> INITIAL: V 91.0 AFTER 24 HOURS: 1 88.15 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Very firm to dense, gray, slightly
:..:.
moist, micaceous, silty, fine to
.:.:.:
Cement grout, 0 to 50.4 foot
1235
medium SAND
:
12
:....:
17
45
:.
32
1230
15
31
:..:............... ......... 5okt"
50
50/4..
............
PARTIALLY WEATHERED ROCK
which sampled as gray and
white, slightly moist, micaceous,
.. -
1225
silty, fine to medium SAND
..........:
50/4'
Bentonite seal, 50.4 to 57.8 feet
50/4"
55
...............................:..:...
1220
.............
PARTIALLY WEATHERED ROCK
which sampled as brown, gray
-
s 0/4
Filter pack, sand 57.8 to 97.0 feet
and white, slightly moist,
50/4"
: :
micaceous, silty, fine to coarse
...................................................
60
SAND
.........
Auger refusal at 60.0 feet.
Switch over to air hammer.
1215
Dark gray GNEISS bedrock
.....:..... ......................
65
..........:......:..:..:...
1210
70
..........:......:..:..:...
1205
75
.........:.............................
1200
..............................................._.....
Gray and light brown GNEISS
bedrock with weathered rock......
:......... 7... = =
layers
PIEZOMETER NO. PZ-74c
Sheet 2 of 3

,ILMINC. PIEZOMETER NO. PZ-74c
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-42
BUNNELL-LAMMCNS CLIENT: Republic START: 3-14-06 END: 3-16-06
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1276.80
GEOTECHNICALANDENVIRONMENTAL DRILLER: BILE, Inc., J. Gorman LOGGED BY: M. Preddy
CONSULTANTS DRILLING METHOD: CME 750 ATV hollow stem auger and 4-inch air hammer
DEPTH TO - WATER> INITIAL: V 91.0 AFTER 24 HOURS: 1 88.15 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Gray and light brown GNEISS
Filter pack, sand 57.8 to 97.0 feet
1195
bedrock with weathered rock......
:......... 7...
layers
Dark gray GNEISS bedrock
85
...............................:..:...
1190
90
..........:......:..:..:...
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
1185
..........:......:..:..:...
Schedule 40 PVC well screen, 86.8
to 96.8 feet
PARTIALLY WEATHERED ROCK
which sampled as brown
:..:....:....:...:...:..:..:.:..
..
weathered rock
95
Dark gray GNEISS bedrock
= =
1180
.........................................:..:...
Pipe cap
Boring terminated at 97.0 feet.
Groundwater encountered at
Total well depth, 97.0 feet
91.0 feet at time of drilling and at
100
88.15 feet after 24 hours.
1175
105
..........................
1170
110
..........:......:..:..:...
1165
115
..........:......:..:..:...
1160
PIEZOMETER NO. PZ-74C
Sheet 3 of 3

,ILMINC.
PIEZOMETER NO. PZ-97a
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-43
CLIENT: Republic START: 5-3-07 END: 5-3-07
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1164.09
DRILLER: BILE, Inc., T. Gradwell LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: 9.7 AFTER 24 HOURS: 1 6.9 CAVING>3m
Cn
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
6-inches Of TOPSOIL
'
'
SURFACE COMPLETION
Very loose to loose, brown,
LID
:....:...:...:
moist, clayey, silty, fine SAND -
(residuum)
Bentonite seal, 0 to 5.4 feet
1160
UD
........:..:..:....:....:...:.
5
.
IF
Filter pack, sand 5.4 to 15.0 feet
..................................
Loose, gray and brown, moist,
1155
micaceous, slightly clayey, silty,
:..:
2-inch diameter, 0.010 inch slotted
10
fine to medium SAND
:.
••,
.........:..:..:.... ....:. ...............
PVC well scree .8
.' Schedule n 7
to 12.8 feet
Firm to dense, gray and brown,
..................................
slightly moist, micaceous, silty,
:.•:......
......... ............:
Pipe cap
fine to medium SAND
•
1150
. .........
de th, 1
Total well p 3 feet
15
Boring terminated at 15.0 feet.
.....:......... :.. .. .... ....:...
Borehole diameter 8 -' .25 inches
Groundwater encountered at 9.7
feet at time of drilling and at 6.9
SURFACE COMPLETION
feet after 24 hours.
......:.:.:. ..
3.68-foot stick-up
1145
Ground surface elev. 4 09
roun . = 1,16 .
20
..........:......:.
feet
..........:......:..:..:...
f PVC casing elev. _ 67.7 Top o �n a 1 1 7
feet
.....:...:....:..:..:....:....:...:...:..:..:.:..
Northing = 800,404.63'
1140
..........:......:
Easti g = 81.99 n 1 230 0
25
.........
1135
...... ......... :............:......:..:..:...
30
..................... ........:......:........ ..
1130
..........:......:..:..:...
35
.....................................
1125
...... ......... :............:......:..:..:...
PIEZOMETER NO. PZ-97a
Sheet 1 of 1

,ILMINC.
PIEZOMETER NO. PZ-97b
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-43
CLIENT: Republic START: 5-1-07 END: 5-1-07
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1164.86
DRILLER: BILE, Inc., T. Gradwell LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: �Z 11.25 AFTER 24 HOURS: 1 11.1 CAVING>3m
Cn
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
2 5 10 20 30 40 50 70 90
6-inches of TOPSOIL
'
' `—'
SURFACE COMPLETION
-
3.54 foot stick-up
Very loose to loose, brown,
:
;
2
moist, clayey, silty, fine SAND -
2
:. ..
.....�.
Ground surface elev. = 1,164.86
(residuum)
2
feet
............
Top of PVC casing elev. = 1,168.40
:
..
2
.........................................:..
feet
1160
5
..•.
2
3
........:..:.. .... ....:... :.....
Northing = 800,409.24'
Fasting - 1,230,088.26'
:
..
4
3
Loose, gray and brown, moist,
micaceous, slightly clayey, silty,
:
q
•.....
Grout, to 10.3 feet
1155
10
fine to medium SAND
.::
:.
q
Firm to dense, gray and brown,
..................................
slightly moist, micaceous, silty,
fine to medium SAND
3
4
Bentonite seal, 10.3 to 22 feet
1150
15
7
5
10
.....
1145
11
Filter pack, sand 22 to 35 feet
..
9
'
14
....
1140
25
`'
'
18
:..:..........:..............
PARTIALLY WEATHERED ROCK
which sampled as brown,
.....:...:....:..
slightly moist, micaceous, silty,
40
fine to medium SAND
50/11,
...............................................
2-inch diameter, 0.010 inch slotted
1135
3p
..........:......:
Schedule 40 PVC well screen, 24.5
to 34.5 feet
Very firm, brown and gray,
slightly moist, micaceous, silty,......
.......... 7.. -.. _.... _....:...:...:
fine to medium SAND
14
14
1130
35
15
Pipe cap
Boring terminated at 35.0 feet.
Groundwater encountered at
Total well depth, 34.7 feet
11.25 feet at time of drilling and
at 11.1 feet after 24 hours.
Borehole diameter, 8 .25 inches
-'
PIEZOMETER NO. PZ-97b
Sheet 1 of 1

,ILMINC.
PIEZOMETER NO. PZ-98ab
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J07-1235-43
CLIENT: Republic START: 5-2-07 END: 5-2-07
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1209.63
DRILLER: BLE, Inc., T. Gradwell LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: 33.3 AFTER 24 HOURS: 1 33.3 CAVING>3m
Cn
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
6-inches of TOPSOIL
' ' `—'
SURFACE COMPLETION
"" ......
2.74-foot stick-up up
Soft, brown, moist, fine sandy,
2
clayey SILT - (residuum)
2
..........:............:......:..:..:...
Ground surface elev.=1,209.63
feet
of PVC casing elev.=1,212.37
Very stiff, grayish -brown,
slightly moist, fine sandy SILT
7
y
"
feet
1205
5
12
.......................................
Northing = 8 5.75
n
10
.: .........
Easting=1,230,356.12'
PARTIALLY WEATHERED ROCK
which sampled as light brown,
18
50/4"
slightly moist, silty, fine to
50/4"
medium SAND with gravel size
..........:......:..:..:...
rock fragments
21
PARTIALLY WEATHERED ROCK
22
1200
10
which sampled as gray, slightly
35
Grout, 0 to 10.4 feet
moist, silty, fine to medium
:...:....:................ :...............
SAND......
..
18
50/T
50l3"
.....:...:....:..:..:....:..........
1195
15
.....:...:....:..:..:....:....:...:............:..
Bentonite seal, 10.4 to 23.4 feet
21
25
..........:......:
1190
20
50/5"
Very firm, gray and brown,
slightly moist, micaceous, silty,
= =
fine to medium SAND
9
Filter pack, sand 23.4 to 36.0 feet
1185
:
11
12
..............:..:..:..
25
A••
...............
PARTIALLY WEATHERED ROCK
which sampled as gray, slightly
.....:...:....:.. = =
moist, micaceous, silty, fine to
10
.....................................:.
medium SAND
W/3"
1180
30
..........:......:
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
Schedule 40 n 2
PVC well scree 5.6
to 35.6 feet
9
39
1175
35
50/2"
...... ......... :.. .. .... ....:............... ..
Pipe p
Pi ca
Auger refusal at 36.0 feet.
Groundwater encountered at
Total well depth, 35.8 feet
33.3 feet at time of drilling and at
33.3 feet after 24 hours.
." ..." ...":..."..:.":..:" ..
Borehole diameter, 8.25-inches
1170
PIEZOMETER NO. PZ-98ab
Sheet 1 of 1

,ILMINC. PIEZOMETER NO. PZ-99
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 1-10-08 END: 1-14-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1292.09
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V 74.65 AFTER 24 HOURS: 1 74.8 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a
STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U)
2 5 10 20 30 40 50 70 90
Firm, red, gray and brown,
micaceous, fine sandy, clayey
g
""'."''""=" ......
SILT (MH) - residuum
3
...................................:..:...
1290
4
Loose, red, gray and brown, very
::
3
micaceous, silty, fine to coarse
3
""""'-""
SAND (SM)
:.::
:.
3
•
5
-
.
1285
5
........:. ............:...:...........:..
2
4
6
...........:....
10
:..:....:.....................
1280
..
.
2
Loose, grayish -brown, very
4
.................... .
15
micaceous, silty, fine to medium
""-"" " " "" """'
SAND (SM)
::
' .
o'ezorne
wered tandr easurveyedd
1275
4
5
....:...:...:..:..:.:..
20
1270
.....:...:....:..:..:....:....:....
PARTIALLY WEATHERED ROCK
which sampled as gray,
.....:...:....:............:......:..:..:...
micaceous, silty, fine to coarse
14
SAND with partially weathered
37
25
rock fragments of biotite gneiss
50/3"
(SM)
1265--
Firm, brown, micaceous, silty,
fine to medium SAND (SM)......
.......... ...................:...:...:..:..:.:..
8
:....:...:...:
9
10
30
1260
..............
PARTIALLY WEATHERED ROCK
which sampled as
""
grayish -brown, very micaceous,
50/5"
silty, fine to coarse SAND (SM)
......... .... .... ........... .................. ..
35
.........
1255--
irm, grayish -brown, very
eous, silty, fine to coarse
.....
rSANDwith fine angular gravel
::
'::.
5
12
•
9
PIEZOMETER NO. PZ-99
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-99
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-10-08 END: 1-14-08
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1292.09
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V 74.65 AFTER 24 HOURS: 1 74.8 CAVING>3m
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Very firm, grayish -brown, very
micaceous, silty SAND (SM)
1250
--
Firm to very firm, brown, very
.....:.........:..:... .
micaceous, silty, fine to medium
= =
SAND with trace medium angular
::.
::::.
6
gravel (SM)
..
:,.
•
6
45
8
... ........:..:...:....:...
Piezometer area excavated,
:..:....:....:......:..:..:. ..
lowered and re -surveyed
1245
:.:.
12
.
13
15
....:
50
:..
SURFACE COMPLETION
2 54 foot stick
1240
:..:........:...
op of PVC casing e lev. - 6.7 n
PARTIALLY WEATHERED ROCK
feet
which sampled as gray, very
.....:...:....:.. .
micaceous, silty, fine SAND with
50/4"
_/
Ground surface elev. = 1,234.16
partially weathered rock
feet
55
fragments of severely weathered
biotite gneiss (SM)
Northing = 800,553.83'
.....:...:....:..:..:....:....:...:...:..:..:.:..
Easting = 1,230,527.29'
1235
.....:.....................:......:..:..:...
31
50/5"
Bentonite seal, 57.9 to 63.9 feet
60
..........................
1230
PARTIALLY WEATHERED ROCK
.....:...:....:............:....
which sampled as white and
.....:...:....:.. = =
grayish -brown, very micaceous,
32
50/4"
silty, fine to medium SAND (SM)
W/4"
............... ....... _...
Filter pack, #2 sand 63.9 to 76.55
65
..........:......:..:..:...
feet
1225
.....:...:....:............:......:..:..:...
19
50/3"
2-inch diameter, 0.010-inch slotted
70
..........:......:..:..:...
II screen,
Schedule 40 PVC we n
66.30 to 76.30 feet
1220
PARTIALLY WEATHERED ROCK
.....:...:....:............:....
which sampled as gray, very
.....:...:....:.. ................. 50/
micaceous, silty, fine to medium
50/3"
SAND(SM)
.................................................:.:..
75
.... :......... :............:......:..:..:...
Pipe cap
1215
Auger refusal at 76.55 feet.
Groundwater encountered at
.. =
depth, 7
Total well p 6.55 feet
74.65 feet at time of drilling and
...................:.:..
at 74.8 feet after 24 hours.
PIEZOMETER NO. PZ-99
Sheet 2 of 2

,ILMINC. PIEZOMETER NO. PZ-100B
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BUNNELL-LAMMCNS CLIENT: Republic START: 1-14-08 END: 1-17-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1269.52
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V 81.45 AFTER 24 HOURS: 1 81.69 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
� 2 5 10 20 30 40 50 70 90
r
il
Loose, brown, micaceous, silty,
fine to medium SAND (SM) -
3
residuum
3
...... ............................_.....
4
Neat cement, 0 to 5.0 feet
UD
............
1265
5
:.
...:....:..:..:....:....:......:..:..:...
Firm, grayish -brown, very
micaceous, silty, fine to medium
•:
.;:.:
j
•
SAND (SM)
:.
............
SURFACE COMPLETION
4
..................... .....
3 69 foot stick-up
1260
4
6
•
10
f PVC I1,273.21 Top o casing a ev. =
..............................................:..
feet
..............
Ground surface elev. = 1,269.52
Loose, brownish -gray and
brown, very micaceous, silty,
feet
fine to medium SAND (SM)
:::
4
............. ..
Northing = 800,781.85'
1255
15
4
5
Easting = 1,230,259.14'
4
1250
5
5
.............
20
;:
:... .
B t t Ot 735en oni a seal, 5. o feet
Firm, grayish -white, micaceous,
silty, fine to medium SAND (SM)
.................................:...:...:..:..:.:..
4
1245
8
or
25
Firm, grayish -brown, very
micaceous, silty, fine to medium
= =
SAND (SM)
5
1240
:
6
8
..........................................:.
•
30
---------------.
Firm, gray, micaceous, silty, fine
to coarse SAND (SM)
5
1235
5
7
35
—
Very firm, grayish -brown,
..................................
micaceous, silty, fine to coarse
= =
SAND (SM)
::
::.
10
:..:....:....:...:.
1230
10
12
PIEZOMETER NO. PZ-100B
Sheet 1 of 3

,ILMINC.
PIEZOMETER NO. PZ-100B
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-14-08 END: 1-17-08
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1269.52
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V 81.45 AFTER 24 HOURS: 1 81.69 CAVING>3m
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Very firm, grayish -brown,
micaceous, silty, fine to coarse
SAND (SM)
.;
:..:........:......:..:..:...
8
1225
14
•
45
:.
....:........:..:..:....:....:................
Very firm, light brown,
micaceous, silty, fine to medium
= =
SAND (SM)
::
:.
6
1220
9
12
............................................
50
:........:....:...
B t t Ot 735en oni a seal, 5. o feet
Very dense, light white to gray,
micaceous, silty, fine to coarse
= =
SAND (SM)
::
::.
22
1215
45
39
55
...............
PARTIALLY WEATHEED ROCK
which sampled as light white to......
:......... 7... = =
gray, micaceous, silty, fine to
15
40/4-
1210
medium SAND (SM)
50/4
60
..........:......:..:..:...
Dense, brownish -gray, silty, fine
to medium SAND (SM)
.................................:...:...:..:..:.:..
10
:........:...:
1205
16
2g
65
......................
PARTIALLY WEATHERED ROCK
which sampled as white, silty,
.....:...:....:.. = =
fine to coarse SAND with quartz
40/5„
1200
partially weathered rock
50/5
70
fragments (SM)
:..:........:......:..:..:...
Very dense, brownish -gray,
micaceous, silty, fine to medium
= =
SAND (SM)
:::
20
..:..:....:....:... :
Filter pack, #2 sand 73.5 to 86.5
1195
:
;
40
45
_�
feet
75
:.;.
2-inch diameter, 0.010-inch slotted
:..:....:....:... ......:..:. ..
II screen,
Schedule 40 PVC we n
PARTIALLY WEATHERED ROCK
75.95 to 85.95 feet
which sampled as gray, wet,
.....:...:....:.. . ... = ..
micaceous, silty, fine to medium
40
:..:.
1190
SAND (SM)
50/2
PIEZOMETER NO. PZ-100B
Sheet 2 of 3

,ILMINC. PIEZOMETER NO. PZ-100B
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BUNNELL-LAMMCNS CLIENT: Republic START: 1-14-08 END: 1-17-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1269.52
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V 81.45 AFTER 24 HOURS: 1 81.69 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK
which sampled as gray, wet,
2-inch diameter, 0.010-inch slotted
micaceous, silty, fine to medium
.....:...:....:............:...
II screen,
Schedule 40 PVC we n
SAND (SM)
.........................
75.95 to 85.95 feet
50/5"
50/5
...............
1185
85
.........
.....:...:....:..:..:....:....:...:...:..:..:. :
Pipe cap
Auger refusal at 86.5 feet.
.....:...:....:..:..:....:....:...:...:
Total well depth, 86.2 feet
Groundwater encountered at......
:......... 7... = =
81.45 feet at time of drilling and
1180
at 81.69 feet after 24 hours.
90
.............:............:................
1175
95
.....................................
1170
100
..................... ........:......:........ ..
1165
...............
105
.....................................
1160
110
......... .. .... ....:......:..:..:. ..
1155
...............
115
..........:......:..:..:...
1150
PIEZOMETER NO. PZ-100B
Sheet 3 of 3

,ILMINC. PIEZOMETER NO. PZ-101C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 12-10-09 END:12-10-09
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1298.25
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: -V NM AFTER 24 HOURS: 1 52.02 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
2 BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
Very loose, reddish -brown,
micaceous, silty, fine SAND (SM)
1
- residuum
1295
j
UD
5
:Loose,
..2
brown, slightly moist,
very micaceous, silty, fine to
3
medium SAND (SM)
:.:4
.......... .... :...:...:..:..:.:..
1290
.
:.
2
4
5
...... .......... ............:....
10
Piezometer area excavated,
, and re -surveyed d a
lowered
1285
:....
3
4
...... ......... .. .. .
15
:.
:..:....:....:......:..:..:...
Firm, white to light
1280
grayish -brown, slightly moist,
very micaceous (muscovite),
:.
4
silty, fine to medium SAND (SM)
6
—20
9
..:....:... :
SURFACE COMPLETION
Firm, light brown, moist,
1275
micaceous, silty, fine to coarse
:..:. ..
5.26 foot stick-up
SAND (SM)
::
:.
3
6
.�.
Top of PVC casing elev. = 1,281.95
25
6
............:....:...:...:..:..:.:..
feet
Ground surface elev. = 1,276.69
...... .......... .................................._....
feet
Very firm, grayish -brown,
1270
slightly moist, micaceous, silty,
Northing = 800,791.80'
fine to medium SAND (SM)
:::
9
Fasting = 1,203,638.42
12
30
..
.
7
:....:
.
10
13
35
:.:
..:....:... :
Bentonite seal, 21.6 to 72.0 feet
Very firm, brown, slightly moist,
1260
very micaceous, silty, fine to
medium SAND (SM)
7
:....:...:...:
9
12
PIEZOMETER NO. PZ-101 C
Sheet 1 of 3

,I L MINC.
PIEZOMETER NO. PZ-101 C
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-10-09 END:12-10-09
LOCATION: Caldwell County, North Carolina ELEVATION: 1298.25
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: -V NM AFTER 24 HOURS: 1 52.02 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Very firm, brown, slightly moist,
.........................
very micaceous, silty, fine to
medium SAND (SM)
' '
Very firm, light brown, moist,
1255—
very micaceous, silty, fine to
medium SAND (SM)
:.
12
15
... .
10
•:.
45
..
.
7
10
....:
50
:.
15
:..:....:.......
IF
B t t 16t 720en oni a seal, 2 o feet
1245
:...
ro
Auger refusal at 54.0 feet
50/0"
.. = =
4-inch daimeter air -hammer
55
boring
GNEISS Bedrock......
:......... :............:......:..:..:...
1240
:..:....:..................:.:..
60
..........:......:..:..:...
1235
:..:....:....:...:...:..:..:.:..
65
.........
1230
................................. :...:...:..:..:.:..
70
..........:......:..:..:...
.....:...:....:..:..:....:....:...:...:..:..:.:..
Filter pack, #2 sand 72.0 to 96.0
..........:................
feet
1225
75
.........
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen,
....:...:....:............:......:..:..:...
76.45 to 86.45 feet
1220
PIEZOMETER NO. PZ-101 C
Sheet 2 of 3

,I L MINC.
PIEZOMETER NO. PZ-101 C
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-10-09 END:12-10-09
LOCATION: Caldwell County, North Carolina ELEVATION: 1298.25
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: -V NM AFTER 24 HOURS: 1 52.02 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
II scree ,
Schedule 40 PVC we n
76.45 to 86.45 feet
1215
:..:.........:...:....... :..:.:..
85
..........................
.. .... ....:.............. ..
Pipe ca
p p
1210
Total well depth, 86.7 feet
90
..........:......:..:..:...
1205
:..:....:....:...:...:..:..:.:..
95
..........:......:..:..:...
Boring terminated at 96.0 feet.
Time of drilling water level was
1200
not measured. Groundwater
was encountered at 52.02 feet
..........:......:..:..:...
after 24 hours.
100
..........:......:..:..:...
1195
:..:....:....:...:...:..:..:.:..
105
.........
1190
:..:....:....:...:...:..:..:.:..
110
..........:......:..:..:...
1185
:..:....:....:...:...:..:..:.:..
115
......... .. .... ....:......:..:..:. ..
1180
:......................: ..:..:...
PIEZOMETER NO. PZ-101 C
Sheet 3 of 3

,ILMINC.
PIEZOMETER NO. PZ-102C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-9-11 END:12-12-11
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1270.27
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 42.0 CAVING>3W
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
1270
Loose, light brown, micaceous,
silty, fine to medium SAND (SM) -
2
. .
fill
2
�... .. .. ....:....:...:........... ..
3
2
............
Grout, 0 to 5.0 feet
Loose, brown, micaceous,
slightly clayey, silty, fine to
3
........ ...........
5
coarse SAND with trace fine,
•
5
1265
angular gravel (SM)- fill
Loose, grayish -brown,
2......
......... :..:..:....:....:...:...:
micaceous, silty, fine to coarse
3
-
SAND (SM) -fill
3
SURFACE COMPLETION
.:...:....:............:......:..:..:.:..
2 -foot k
61 -oo stick-up
Stiff, brown, moist, micaceous,
4
fine sandy SILT (ML) - fill
4
Top of PVC casing elev. = 1,272.88
1260
10
5
•................ ..... ...........
feet
.....:...:....:..:..:....:....:...:...:..:..:.:..
Ground surface elev. = 1,270.27
....:...:....:............:......:..:..:...
feet
Loose, light orangish-brown,
silty, fine to medium SAND with
........... 7..:..:....:....:...:...: : =
_
Northing - 800685.17 n
trace fine, angular gravel (SM) -
4
:..:.:. .
Fasting = 1,230,785.75'
fill
4
1255
15
6
:...:..
...
Firm, grayish -brown, slightly
QQ
micaceous, silty, fine to coarse
....:...:...:
......7..:..:....:00
SAND (SM) - fill
6
00
7
9
................:...:..:..:.:..
1250
20
00
00
Bentonite seal, 5.0 to 35.0 feet
Loose, grayish -brown, slightly
......... ..................................
micaceous, silty, fine to medium
00
...... :......... :..:..:....:....:...:...:
SAND with trace fine to medium,
00T4
angular gravel (SM) - fill
4
�...
1245
25
DOO
DOO
6
:...:..
...
Firm, light orangish-brown,
moist, micaceous, slightly
:..
.....:.........00
clayey, silty, fine to medium
4
SAND (SM) - fill
s
.......................:..:..:.:..
1240
30
6
...........................:...:...:..:...:..
00
Loose to firm, grayish -brown,
moist, micaceous, silty, fine to
00
coarse SAND with fine to coarse
3
angular gravel (SM) - fill
.'.
3
........... �... _.. _.... _.....
1235
35
00
00
5
Filter pack, sand 35.0 to 51.5 feet
:.
6
6
.. .... ....
PIEZOMETER NO. PZ-102C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-102C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-9-11 END:12-12-11
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1270.27
DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 42.0 CAVING>3W
U)
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
1230
Loose to firm, grayish -brown,
moist, micaceous, silty, fine to
"" .........
coarse SAND with fine to coarse
angular gravel (SM) - fill
Auger refusal at 42.5 feet
.....:.....................:...
4-inch diameter air -hammer
..........:......:..:..:...
boring
1225
45
GNEISS Bedrock
2-inch diameter, 0.010-inch slotted
..........:......:..:..:...
Schedule 40 n 4
PVC well scree 0.0
to 50.0 feet
1220
50
;... ;.... ..........:.
:. Pipe cap
Total well depth, 50.25 feet
Boring terminated at 51.5 feet.
No groundwater encountered at
.....:...:....:.. .........:.:..
time of drilling, but was
encountered at 42.0 feet after 24
1215
55
hours.
...............
1210
fi0
.............................
1205
fi5
..........:......:.
1200
70
.........
N 1195
o
75
...... ....:...:...:..:..:.:..
.....:...:....:.. .. .... ....:... ........... ..
a
M
N
J
J
W
0 PIEZOMETER NO. PZ-102C
LU Sheet 2 of 2

,ILMINC.
PIEZOMETER NO. PZ-103C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-8-11 END: 12-9-11
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1262.25
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: 55.6 AFTER 24 HOURS: 1 52.36 CAVING>3W
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
Loose, light brown, slightly
micaceous, silty, fine to coarse
3
:..:..:....:....:...:...:
..............00
SAND with fine to medium
OC..
3
1260
angular gravel (SM) - fill
4
00
00.
00
4
5
.. .. ....:....:...
5
:..:..:........:......:..:..:...
....:...:....CQ
3
. . ........................
Loose, light brown with dark
:
brown, silty, fine to coarse SAND
X3
1255
with trace fine angular gravel
00:*2
(SM) - fill
00
00 00
:
00
4
3
...... ......... ..:..:....:....
•
10
1250
— — —
Loose, brown, moist, micaceous,
00
.....:......... :..:..:....:....:
silty, fine to medium SAND (SM) -
00
00
fill
3
:
00
00
2......
3
......... ..:..:....:....
15
00
Piezometer area excavated,
00.
...... ......... .. .. .... .................. ..
lowered and re -surveyed
1245:...:....:..:..:....:....:
— — —
Loose, brown to grayish-brown,00
.....
moist, micaceous, silty, fine to
..
:..:..:....:....:...
.....:.........00
medium SAND with trace fine
4
angular gravel (SM) - fill
00
.'.
3
:.......
20
00
00
00
q
1240
00
.....:.........:..:..:....:....:...:...:.
00
:..:....:....:...
00
2
4
.
•
25
..............:
SURFACE COMPLETION
00
3 20 foot stick
..... ...:....:.... ...:..........:
f PVC casing elev. _ 0.7
Top o �n e 1 24 4
Loose, light grayish -brown,
1235
feet
micaceous, silty, fine to medium
..
.....:.........:..:..:....:....:...:...:
SAND (SM) - fill
00
4q
_
Ground surface elev. = 1,237.74
5
feet
30
.. ...
Northing 8 6 91
o ing = 00,52 . '
:....:..:..:....:........:...........:..
Fasting = 1,230,808.76'
1230
Loose, light orangish-brown,
...... :...:....................:
slightly micaceous, silty, fine to
...... :......... :..:..:....:....:...:...:
coarse SAND (SM) -fill
4
5
4
......................:...:
35
:.. .
B t t 45t 550f t
en oni a seal, 2 o feet
1225-
Firm, light brown, slightly
micaceous, silty, fine to coarse
......7..:..:....:....:...:....
SAND (SM) - fill
5
5
6
.. .... ........:...:
PIEZOMETER NO. PZ-103C
FSheet
1 of 2

,ILMINC.
PIEZOMETER NO. PZ-103C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-8-11 END: 12-9-11
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1262.25
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: 55.6 AFTER 24 HOURS: 1 52.36 CAVING>3W
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Firm, light brown, slightly
.................................:...:...:
micaceous, silty, fine to coarse
00
1220
SAND (SM) - fill
00.
OC...
00
.....:...:....:............:....
001.
5
001
5
6
.....:...:.... .. .... ....:...
45
:..:....:....:......:
B t t 45t SSOen oni a seal, 2 o feet
1215—
Firm, brown with grayish -brown,
moist, micaceous, silty, fine to
..
.....:......... :..:..:....:....:...
coarse SAND with trace fine
00
5
angular gravel (SM) - fill
00
.'.
7
50
00
00
8
1210
----
Very firm, grayish -brown,
00
:..:....:....:
micaceous, silty, fine to coarse
SAND with fine to coarse
>0<
9
angular gravel (SM) - fill
X.
11
x
55
14
...........................:...:...:..:..
Filter sand 715f t
i er pack, san o feet
1205
:..:....:....:...:.... .
PARTIALLY WEATHERED ROCK
which sampled as light......
:...:....:.. .....................:.
orangish-brown to
10
50/T
grayish -brown, micaceous, silty,
50/3"
60
fine to coarse SAND (SM) -
residuum
1200
A uger refusal at 62.4 feet
:..:....:....:...:...:.
4-inch diameter air -hammer
:..:.......... :...:....... :..:.:..
boring
..........:.
GNEISS Bedrock
65
.... :........ :..............................
2-inch diameter, 0.010-inch slotted
...... ......... .. .. .... ............... ..
Schedule 40 n 6
PVC well scree 1.0
to 71.0 feet
1195
:..:....:....:....................
70
..........................:................
.....:...:....:..:..:....:....:...:...:..:..:.:..
Pipe cap
1190—
Boring terminated at 71.5 feet.
Total well depth, 71.25 feet
Groundwater encountered at......
:......... 7... = =
55.6 feet at time of drilling and at
- -
52.36 feet after 24 hours.
75
..........................
1185
:..:....:.........................
PIEZOMETER NO. PZ-103C
Sheet 2 of 2

,ILMINC.
PIEZOMETER NO. PZ-104C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-9-08 END: 1-9-08
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1350.22
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 96.93 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
1350-
Stiff, reddish -brown, micaceous,
clayey, fine to medium sandy
2
""' "''"" " " "" """' "'="="=' "
SILT (ML) - residuum
4
...................................:..:...
6
Neat cement, 0 to 5.0 feet
Loose, brown, micaceous, silty,
3
fine to coarse SAND (SM)
3
:....:
•
1345
5
......... .
ORIGINAL SURFACE COMPLETION
....
3
....._�..................
u
3.O foot stick-up
4
:.:
.
............
Top of PVC casing elev. = 1,353.22
2
feet
5
1340
10
Ground surface elev. = 1,350.22
:
..
.
Very dense, grayish -brown, very
micaceous, silty, fine to coarse
""' "'=""=" " ""
CE
SAND (SM)
::
' :.
15
..........:...
COMPLETIONRFA
25
29
4.47-foot stick-up
1335
15
Top of PVC casing elev. = 1,355.38
.................................:...:..:..:.:..
feet
:. .:...:....
Ground surface elev. = 1,350.91
Very firm, brown, micaceous,
silty, fine to coarse SAND (SM)
.......................................:..:.:..
feet
:
•.
15
Northing - 8 n 00 946.20
20
16
14
:...:..
Easting = 1,231,103.02'
1330
PARTIALLY WEATHERED ROCK
which sampled as
.....:......................................
grayish -brown, micaceous, silty,
30
fine to coarse SAND (SM)
33......
........ .............................s0/
1325
25
50/5"
Bentonite seal, 5.0 to 79.15 feet
PARTIALLY WEATHERED ROCK
which sampled as white,
................ .. .... ....:......... ..M/ ^
micaceous, silty, fine to coarse
50/1.1
SAND with weathered pieces of
1320
30
quartz (SM)
AAuger
..........:
refusal at 29.5 feet
4-inch diameter air -hammer
.....:...:....:..:..:....:....:...:...:..:..:.:..
boring......
......... :............:......:..:..:...
GNEISS Bedrock
1315
35
..........:......:.
PIEZOMETER NO. PZ-104C
Sheet 1 of 3

,ILMINC.
PIEZOMETER NO. PZ-104C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-9-08 END: 1-9-08
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1350.22
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 96.93 CAVING>3w
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock
1305
45
.........
1300
50
Bentonite seal, 5.0 to 79.15 feet
1295
55
........:....:............:......:.
1290
fi0
..........:......:.
1285
fi5
..........:......:.
1280
70
........:....:............:......:.
1275
N
O_
75
.........
.....:...:....:..:..:....:....:...:...:...........
M
N
J
Lu
PIEZOMETER NO. PZ-104C
Sheet 2 of 3

,ILMINC. PIEZOMETER NO. PZ-104C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 1-9-08 END: 1-9-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1350.22
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: -V NM AFTER 24 HOURS: 1 96.93 CAVING>=
ELEVATION/ SOIL a STANDARD PENETRATION RESULTS MONITOR WELL INSTALLATION
DEPTH (FT) DESCRIPTION TYPE BLOWS/FOOT DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock Filter pack, #2 sand 79.15 to 96.0
...... :......... :.. .. .... ....:......:..:..:. .. feet
1265 85 2-inch diameter, 0.010-inch slotted
......... .. .... ....:......:..:..:. .. II scree ,
Schedule 40 PVC we n
81.15 to 91.15 feet
1260 90.... :................ ........:...............
Pipe cap
....Total well :...:....:............:......:..:..:...depth,1.4 feet
9
1255 95....:...:....:............:......:.
Boring terminated at 96.0 feet.
Time of drilling water level was
not measured. Groundwater
was encountered at 96.93 feet ..........:......:..:..:...
after 24 hours.
1250 100 .........
1245 105..........................:........
1240 110 .............................
1235 115 ..........:......:.
PIEZOMETER NO. PZ-104C
Sheet 3 of 3

,ILMINC.
PIEZOMETER NO. PZ-105C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-12-11 END:12-13-11
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1303.58
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: V 58.22 AFTER 24 HOURS: 1 52.84 CAVING>3W
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Very firm, grayish -brown with
dark brown, moist, micaceous,......
.......... = =
slightly clayey, silty, fine to
coarse SAND with trace angular
fine gravel (SM) - residuum
1300
5
iezome er area excavated,
.....:.........:.. .. .... :....:...:...:..:.
lowere and re -surveyed
d a
11
14
5
:.
:..... .......:...:...:..:..:...
9
..
Dense, light brown with light
orangish-brown, micaceous,
15
slightly cayey, silty, fine to
::::.
21
- .
coarse SAND with trace angular
`:::'
UD
1295
fine gravel (SM)
SURFACE COMPLETION
10
:..:....:....:...:...:..:..:...
2.05 foot stick-up
-----------------
Dense, grayish -brown with dark
.. . . .. =.
Top of PVC casing elev. _ 7.0 129 6
:
; :;
brown, micaceous, silty, fine to
feet
medium SAND with trace angular
:.
"" .........
fine gravel (SM)
`:
;'
." ...
Ground surface elev. = 1,295.1 feet
1290
:.
9
15
•.....
Northing = 800,623.39'
15
21
.........
E t -
as ing - 1,231,83 000
1285
11
17
21
20
:..:....
B t t 6t 450en oni a seal, 8. o feet
Auger refusal at 23.0 feet
1280
4-inch diameter air -hammer
....:................................:
boring
25
GNEISS Bedrock
.........
1275
30
..........:......:..:..:...
1270
35
..........:......:..:..:...
1265
PIEZOMETER NO. PZ-105C
Sheet 1 of 2

,ILMINC. PIEZOMETER NO. PZ-105C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 12-12-11 END:12-13-11
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1303.58
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: V 58.22 AFTER 24 HOURS: 1 52.84 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock
.....:...:....:..:..:....:....:...:...:..:..:.:..
Bentonite seal, 8.6 to 45.0 feet
1260
45
..........:......:
Filter sand 615i er pack, san o feet
1255
Fracture at 49 feet
50
..........................:................
1250
Fracture from 54 to 55 feet
55
..........................:................
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
Schedule 40 n 5
PVC well scree 1.0
to 61.0feet
1245
60
.... :......... :...................:..:..:...
.....:...:....:..:..:....:....:...:...........:..
Pipe cap
Boring terminated at 61.5 feet.
Total well depth, 61.25 feet
Groundwater encountered at
.....:...:....:.. = =
1240
58.22 feet at time of drilling and
.....:...:....:..:..:....:....:........:..:..:.:..
at 52.84 feet after 24 hours.
65
.... :......... :............:......:..:..:...
1235
70
.....................................
1230
75
..................... ........:......:........ ..
1225
PIEZOMETER NO. PZ-105C
Sheet 2 of 2

,ILMINC.
SOIL TEST BORING NO. PZ-106C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-12-11 END:12-13-11
BUNNELL-LAMMMS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1229.44
DRILLER: Landprobe, R. Banks LOGGED BY: M. Preddy
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: V 18.15 AFTER 24 HOURS: 1 6.06 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
Firm, dark brown, damp,
micaceous, slightly clayey, silty,
fine to coarse SAND with fine
angular gravel (SM) - residuum
:.:::
.. .... ....:......:..:..:. ..
Bentomte seal 0 to 5.0 feet
3
1225
5
...................................:..:.. .
5oio"
Fited50t 215f t
i er pack, san o ee
PARTIALLY WEATHERED ROCK
3
W/o
which sampled as dark
:..:....:....:...:...:..:..:.:..
grayish -brown, damp,
micaceous, slightly clayey, silty,
fine to coarse SAND with trace
angular gravel (SM)
.....:.........:..
1220
uger refusal at 7 feet
10
....:...:....:..:..:....:....:......:..:..:...
4-inch diameter air -hammer
boring.....:...:....:............:......:
GNEISS Bedrock
1215
15
....:...:....:............:......:
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
II scree ,
Schedule 40 PVC we n
11.25to 21.25feet
1210
20
..........:......:..:..:...
Pipe cap
Boring terminated at 21.5 feet.
Groundwater encountered at
...:
depth 2
Total well 1.5 feet
18.15 feet at time Of drilling and
SURFACE COMPLETION
1205
at 6.06 feet after 24 hours.
3.13-foot stick-up
25
..........:......:
I 32 5 Top of PVC casing a ev. = 1,2 7
..........:......:..:..:...
feet
.....:...:....:..:..:....:....:...:...:..:..:.:..
Ground surface elev. = 1,229.44
..........:......:..:..:...
feet
....:...:....:............:......:..:..:...
00 = 84 Northing 98.33
1200
30
........... .. .... ....:...............
1
Easti g = 82 n 231 244 '
1195
......................
35
.....................................
1190
SOIL TEST BORING NO. PZ-106C
Sheet 1 of 1

,ILMINC.
PIEZOMETER NO. PZ-107C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 5-5-10 END: 5-6-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1354.98
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 39.89 CAVING>3m
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
Very firm, brown, very
micaceous, silty, fine to medium
5
............... = =
SAND (SM) - residuum
::
:.
10
14
Neat cement, 0 to 5.0 feet
Dense, light tannish -brown,
10
slightly clayey, silty, fine to
15
........ ... ..
1350
5
coarse SAND with trace fine
::
:.
22
angular gravel (SM)
50W-
................".."..50[4
PARTIALLY WEATHERED ROCK
which sampled as
_
grayish -brown, micaceous, silty,
SURFACE COMPLETION
fine to coarse SAND (SM)
R-1
.: ... .... =.
3.11 foot stick-up
Auger refusal at 8.0 feet
Top of PVC casing elev. = 1,358.09
Moderately hard, moderate to
feet
1345
10
very slight weathered fine to
.. = = =
coarse grained, grayish -black
Ground surface elev. = 1,354.98
biotite mylonitic augen GNEISS
feet
with very thin shallow foliations......
: ..
and close shallow joints
Northing = 800,794.92'
R-1 recovery = 86%, RQD = 58
R-2
.....
Easting = 1,231,357.96'
Moderately hard, slight to very
..... :......... = =
slight weathered fine to coarse
1340
15
grained biotite mylonitic augen
...............................:...:...:..:...:..
GNEISS with very thin shallow
..........:......:..:..:...
foliations and close shallow iron
stained joints
..........:......:
R-2 recovery = 80%5 RQD = 74
4-inch diameter air -hammer
boring
:..:....:....:...:...:..:..:.:..
1335
20
GNEISS Bedrock
g t t O t en oni a seal, 5. o 39 5 feet
1330
25
..........:......:..:..:...
1325
30
............:......:..:..:...
1320
35
..........:......:..:..:...
Filter Dack, #2 sand 39.5 to 52.0
PIEZOMETER NO. PZ-107C
Sheet 1 of 2

,ILMINC. PIEZOMETER NO. PZ-107C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 5-5-10 END: 5-6-10
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1354.98
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: V NS AFTER 24 HOURS: 1 39.89 CAVING>=
ELEVATION/ SOIL a STANDARD PENETRATION RESULTS MONITOR WELL INSTALLATION
DEPTH (FT) DESCRIPTION TYPE BLOWS/FOOT DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock feet
1310 45 .........
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:... II scree ,
Schedule 40 PVC we n
41.55to 51.55feet
1305 50........:............:......:..:..:...
..........:......:..:..:... Pipe a cap
Boring terminated at 52.0 feet.
Time of drilling water level was Total well depth, 51.8 feet
not stable due to rock coring.
1300 55 Groundwater was encountered
at 39.89 feet after 24 hours.
1295 60........:............:......:..:..:...
1290 65........:............:......:..:..:...
1285 70.........
1280 75........:............:......:..:..:...
PIEZOMETER NO. PZ-107C
Sheet 2 of 2

,ILMINC.
PIEZOMETER NO. PZ-108C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-28-10 END: 4-29-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1395.52
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 2-7/8 inch OD NQ rock coring
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 18.58 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
1395
Firm, red to reddish -brown,
micaceous, clayey, fine sandy
3
..............:..
SILT (ML) - residuum
3
..................................:..:...
4
4
Piezometer area excavated,
Firm, light brown, micaceous,
fine sandy, clayey SILT (ML)
.... ...............................:..:.....
lowered,
d a
and re -surveyed
4
5
1390
4
........:....:..:..:....:....:...:...:..:..:.:..
5
5
Loose, light brown, micaceous,
silty SAND (SM) — J
— — — — ------
...
Firm to very firm, light brown,
3
micaceous, slightly moist, silty,
6
1385
10
fine SAND (SM)
:...
................... .....
SURFACE COMPLETION
3 68 foot stick
Top of PVC casing elev. = 1,381.99
feet
5
Ground surface elev. -1,378.31
•.
:
...•.
•.
11
feet
1380
15
:..:. . ..:....:...:...:
Northing = 800,604.15'
Easting = 1,231,723.64'
Very firm, reddish -light brown,
slightly moist, micaceous, fine......
:......... 7... = =
sandy, clayey SILT with relic
8
_
foliations (ML)
10
Bentonite seal, 17.2 to 22.0 feet
20
13
...............
1375
.....:...:....:..:..:....:....:...:...:
Filter pack, #2 sand 22.0 to 46.5
Moderately severe to complete
weathered white, slightly
" " .................
feet
micaceous, quartz, feldspar
50/4"
PARTIALLY WEATHERED ROCK
25
..........................:................
1370
1365
30
:
............ ........:..................
2-inch diameter, 0.010-inch slotted
..........:......:..:..:...
II scree Schedule 40 PVC we , n
Auger refusal at 31.5 feet
R-1
25.55 to 40.55 feet
Moderately hard, moderately
severe to completely weathered
..........:......:
medium to coarse grained
gneiss and pegmatite with
35
shallow very close joints
1360
R-1 recovery = 20%, RQD = 0
R-2
.
Moderately hard, moderate to
slightly weathered, fine to
medium grained, grayish -white
. _...... .. .....
pegmatitic biotite augen GNEISS
......................
with very thin shallow foliations
PIEZOMETER NO. PZ-108C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-108C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-28-10 END: 4-29-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1395.52
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 2-7/8 inch OD NQ rock coring
DEPTH TO - WATER> INITIAL: V NS AFTER 24 HOURS: 1 18.58 CAVING>3m
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
2 5 10 20 30 40 50 70 90
1355
are very close to close joints
with iron staining
:..:........:......:..:..:...
Pi a ca
p P
R-2 recovery = 100%, RQD= 41
R-3
...........................
Total well depth, 40.8 feet
Moderately hard to hard,
moderately to very slightly
.....:...:....:..
weathered, fine to coarse
grained pegmatitic gray biotite
45
GNEISS with very thin shallow
= =
1350
foliations and close shallow to
moderately dipping di In joints
R-3 recovery = 98%, RQD = 69
..........:......:..:..:...
Boring terminated at 4b.5 Teet.
Time of drilling water level was
not stable due to rock coring.
Groundwater was encountered
50
at 18.58 feet after 24 hours.
1345
55
..........:......:..:..:...
1340
60
..........:......:..:..:...
1335
65
..........:......:..:..:...
1330
70
..........:......:..:..:...
1325
75
..........:......:.
N 1320
a
M
N
J
J
W
0 PIEZOMETER NO. PZ-108C
Lu Sheet 2 of 2

,ILMINC.
PIEZOMETER NO. PZ-109C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-29-10 END: 4-30-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1361.15
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 20.88 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
Loose, brown, micaceous, silty,
1360
fine to coarse SAND with trace
3
..........
fine to medium angular gravel
5
(SM) - residuum
`,':
4
....................
Neat t 5 0 feet
ea cement, 0 0 ee
Loose, brown, very micaceous,
2
silty, fine to medium SAND (SM)
2
3
5
:.
:..:....:....:.
1355
2
..........
Loose, reddish -brown,
micaceous, clayey, silty, fine
q
SAND (SM)
::
5
..... ... ,.. •.. -
SURFACE COMPLETION
:.:.:..
3.02-foot stick-up
:
•.
UD
:. _. .,
_
Top of PVC casing elev. - 1,364.17
feet
10
1350
d surface elev. _ Ground 1361.15
feet
Northing = 800,718.06'
Easting - 1,231,567.57'
Auger refusal at 14.0 feet
R-1
Moderately hard to hard, very
15
slight to fresh weathered fine to
1345
coarse grained gray biotite
.....:...: = =
GNEISS with very thin shallow
foliations and close shallow
-
joints
R-1 recovery = 98%
Bentonite seal, 5.0 to 22.0 feet
Hard to very hard, very slight to
20
fresh weathered fine to coarse
= =
IF
grained biotite GNEISS with very
1340
thin shallow foliations and close
.................................:...:...:..:..:.:..
shallow joints. Augen inclusions
showing bondinage structure
Filter pack, #2 sand 22.0 to 40.0
are present
.....:...:....:............:...
feet
R-2 recovery = 90%
4-inch diameter air -hammer
:..:...
25
boring
1335
GNEISS Bedrock
..........:.
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
30
..........:......:
II screen,
Schedule 40 PVC we n
24.85 to 34.85 feet
1330
:..:....:....:...:...:..:..:.:..
35
..........:......:
Pipe a cap
1325
.......................
Total well 5 1 feet
depth, 3 .
PIEZOMETER NO. PZ-109C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-109C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-29-10 END: 4-30-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1361.15
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 20.88 CAVING>3m
U)
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
1320
Boring terminated at 40.0 feet.
Time of drilling water level was
not stable due to rock coring.
Groundwater was encountered
at 20.88 feet after 24 hours.
45
.........
1315
:..:....:....:...:...:..:..:.:..
50
.........
1310
:..:....:....:...:...:..:..:.:..
55
..........:......:..:..:...
1305
.....:...:....:..:..:....:....:...:...:..:..:.:..
60
.........
1300
:..:....:....:...:...:..:..:.:..
65
..........:......:..:..:...
1295
.....:...................:....:...:...:..:..:.:..
70
..................... ........:......:........ ..
1290
.....:...:....:..:..:....:....:...:...:..:..:.:..
N
75
.............................
1285
..........:......:..:..:...
a
M
N
J
W
PIEZOMETER NO. PZ-109C
01
LU Sheet 2 of 2

,ILMINC.
PIEZOMETER NO. PZ-110C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-29-09 END:12-29-09
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1367.71
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 23.18 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
Loose, grayish -brown, very
micaceous, clayey, silty, fine to
2
medium SAND (SM) - fill
3
....................:..:..:...
4
1365
..........:......:
Piezometer area excavated,
2
:..:....:....
lowered, and re -surveyed
3
4
5
:..:....:....:......:..:..:...
3
Firm, red, gray and brown, very
micaceous, fine sandy, silty
3
CLAY (CL) - residuum
3
.......
SURFACE COMPLETION
1360
......:.:. _. ..
4.24-foot stick-up
Soft, reddish -brown, slightly
1
micaceous, fine sandy, clayey
2
.....:......... :..:..:....:.... ....:...
f PVC
Top o casing elev. _ 5.3 n
SILT (ML)
2
feet
10
..........:......:..:..:...
d surface elev. _ 1.37
Ground 136
feet
1355
Northing = 800,403.18'
PARTIALLY WEATHERED ROCK
which sampled as light brown,......
:...:....:.. .
Easti g = 8 46
micaceous, silty, fine to coarse
8
SAND with partially weathered
14
..50/6
15
rock fragments
50/6"
Auger refusal at 16.5 feet
4-inch diameter air -hammer
.....:...:....:..:..:....:....:...:...:..:..:.:..
1350
boring
GNEISS Bedrock
20
......... .. .... ....:......:
B t t 3t 255en oni a seal, 6. o feet
1345IF
25
....................:..:...
..........:......:..:..:...
Filter pack # 2 sand 25.5 to 37.5
feet
1340
30
..........:......:..:..:...
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
...... ......... .. .. .... ............... ..
II scree Schedule 40 PVC we , n
1335
27.25 to 37.25 feet
35
.... :...:....:................. ............ ..
Boring terminated at 37.5 feet.
Auger refusal at 16.5 feet. Time......
:......... 7...
1330
of drilling water level was not
Pipe cap
measured. Groundwater was
encountered at 23.18 feet after
....................:..=...
Total well depth, 7.5 feet
3
24 hours.
PIEZOMETER NO. PZ-110C
Sheet 1 of 1

,ILMINC.
PIEZOMETER NO. PZ-111C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BUNNELL-LAMMCNS
CLIENT: Republic START: 11-21-09 END:12-16-09
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1334.35
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: 47.4 AFTER 24 HOURS: 1 47.4 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
Firm to stiff, red to
reddish -brown, micaceous, fine
3
..............:.. = =
to medium sandy, clayey SILT
4
(ML) - residuum
5
...... :...:....:............:......:..:..:...
Piezometer area excavated
4
lowered, and re -surveyed
1330
5
..:....:....:...:...:..:..:.:..
5
6
3
........:....:..:..:....:....:...:...:..:..:.:..
3
5
SURFACE COMPLETION
..........:......:..:..:...
2.94-foot stick-up
Loose, red and brown,
micaceous, silty, fine to medium
.
:::;
....
4
.. . .........:......:..:.....
of PVC casing elev. _ 1.1
1325
SAND (SM)
::
:.
5
5
�
feep
10
..............:..............
:::'.:::
......:....:......:..:..:...
d surface elev. _ Ground 1328.22
feet
Firm to very firm, light brown,
Northing = 800,483.95'
micaceous, silty, fine to coarse
n
E = 17 21
ast g
SAND (SM)
::
:.
8
1320
11
.............
...........................:..:..:...
�
-15
19
7
1315
10
20
9
B t t 1 t 48Oen oni a seal, 6. o feet
PARTIALLY WEATHERED ROCK
which sampled as light brown,
.....:...:....:.. = =
micaceous, silty, fine to coarse
s
1310
SAND (SM)
50/6"
25
..........:......:..:..:...
Auger refusal at 2-9-0 feet
50H"
1305
30
4-inch diameter air -hammer
boring
GNEISS Bedrock......
......... :............:......:..:..:...
35
.........
PIEZOMETER NO. PZ-111 C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-111C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 11-21-09 END:12-16-09
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1334.35
DRILLER: Landprobe, LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: 47.4 AFTER 24 HOURS: 1 47.4 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock
.....:...:....:..:..:....:....:...:...:..:..:.:..
Bentonite seal, 6.1 to 48.0 feet
45
.........
.....:...:....:..:..:....:....:...:...:..:..:.:..
Filter pack, #2 sand 48.0 to 60.6
....:...:....:.. .. .... ....:......:.....:. ..
feet
1285
50
..........:......:..:..:...
55
...........................:
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
II scree ,
Schedule 40 PVC we n
50.35 to 60.35 feet
60
..........:......:..:..:...
Pipe cap
Boring terminated at 60.6 feet.
Auger refusal at 29.0 feet.
Total well depth, 60.6 feet
Groundwater encountered at
.....................................................
47.4 feet at time of drilling and at
47.4 feet after 24 hours.
.....:......... :..
1270
65
..........:......:..:..:...
1265
.....................:....:....:...:...:........ ..
70
..........:......:..:..:...
N
75
..........:......:.
a
M
N_
J
W
PIEZOMETER NO. PZ-111 C
Lu
Sheet 2 of 2
01

,I L MINC.
SOIL TEST BORING NO. STB-112
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-7-08 END: 1-7-08
LOCATION: Caldwell County, North Carolina ELEVATION: 1362
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
DRILLING METHOD: CME 750 ATV; 8.25-inch hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
2 BLOWS/FOOT
N 2 5 10 20 30 40 50 70 90
Loose to firm, grayish -brown and brown, micaceous, silty, fine to
medium SAND (SM) - residuum
2
1360
:::::
s
........:... ..............:...:..:..:.:..
4
5
6
.. ....
5
:.
...:....:..:..:....:....:......:..:..:...
4
..
.................
1355
;
..
$
..............0 ..:........................
....................:
Loose, reddish -brown, micaceous, fine to medium sandy SILT (ML)
3
3......
6
......... .. .. ....:....:...:...:
.
10
1350
.....:...:....:..... . ..:....:... :
Loose, brown, very micaceous, silty, fine to medium SAND (SM)
:.
3
:....:...:...:
4
6
.............� . ..
15
1345
Dense, white, silty, fine to medium SAND (SM)
:.
5
:..:.
::
22
20
.....................�......:...........
1340
Very dense, grayish -brown, micaceous, silty, fine to coarse SAND with
severely weathered partially weathered rock (SM)
40
22
25
32
1335
.
PARTIALLY WEATHERED ROCK which sampled as light gray and
grayish -brown, micaceous, silty, fine to coarse SAND (SM)
..
50/5"
30
.........
1330
.....:...:....:............:.
50/3"
50/31,
35
..........................
1325
...... :......... :............:...
Auger refusal at 36.5 feet. No groundwater encountered at time of
drilling.
.....:...:....:............:......:
SOIL TEST BORING NO. STB-112
Sheet 1 of 1

,ILMINC.
PIEZOMETER NO. PZ-113C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-7-08 END: 1-7-08
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1352.27
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 66.03 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
Firm, light gray to brown,
micaceous, silty, fine to coarse
10
"" .........
SAND with fine to medium
::
::.
13
1350
angular gravel (SM) - residuum
`:::'
3
4
Loose, grayish -brown, very
micaceous, silty, fine to medium
5
SAND (SM)
.::
:.
6
4
:...................:..:..:. ..
Loose, brown, micaceous, silty,
fine SAND (SM)
q
1345
:.:
,:
5
........................:..:...
Firm, red, micaceous, silty,
clayey, fine SAND (SC)
5
.......
6
10
:..:....:....:...:...:..:..:...
1340
:....:
Loose, light brown, micaceous,
silty, fine to coarse SAND with.........
" = =
fine angular gravel (SM)
::
::.
3
3
5
........._.........................:
15
1335—
Firm, light brown to
whitish -brown, micaceous, silty,......
.......... - = =
fine to medium SAND (SM)
::
::.
3
.
.
.
..•.
X.
6
12
•.
20
:'.:::
.
Piezometer area excavated,
:..:....:....:......:..:..:. ..
and re -surveyed d a
lowered,
1330—
Very dense, light gray, very
micaceous, silty, fine to coarse
= =
SAND with partially weathered
25
:....:
rock fragments (SM)
:;
25
251325—
29
:..:........:...•.:..:..:...
Firm to very firm, brown, very
micaceous, silty, fine to medium
...... = =
SAND (SM)
::
:.
5
12
14
•:
30
1320
:..:....:....:...:.
5
5
6
.. ....
35
:.:
:..:....:.....................
1315—
PARTIALLY WEATHERED ROCK
which sampled as light
.. =
grayish -brown, very micaceous,
50/5
silty, fine to coarse SAND (SM)
PIEZOMETER NO. PZ-113C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-113C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-7-08 END: 1-7-08
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1352.27
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 66.03 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK
which sampled as light
.....:...:....:..:..:....:....:...:...:
Piezometer area excavated,
grayish -brown, very micaceous,
d and nd re surveyed
1310
silty, fine to coarse SAND (SM)
Auger refusal at 43.5 feet
4-inch diameter air -hammer
.....:...:....:..:..:....:....:...:...:..:..:.:..
45
boring
..........:.
GNEISS Bedrock
.....:...:....:..:..:....:....:...:...:..:..:.:..
SURFACE COMPLETION
2.42 foot stick
1305
....:...:....:............:......:..:..:...
f PVC casing elev. _ 9.5 Top o �n e 1 30 7
feet
50
............. .......� ...
d surface elev. _ 7.15
Ground 1 30
feet
.....:...:....:..:..:....:....:...:...........:..
Northing = 800,078.96'
1300
Eastin g = 1,231,533.26'
.....:...:....:..:..:....:....:...:...:..:..:.:..
Bentonite seal, 45.1 to 55.85 feet
55
..........:......:..:..:...
...... ......... .........................
sand
Filter pack, #2 o 70.0
:..:....:....:...:...:..:..:.:..
feet
1295
60
...............................:..:...
1290
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
Schedule 40 PVC well screen,
57.85 to 67.85 feet
65
IF
..........:......:..:..:...
1285
:..:....:....:...:...:..:..:.:..
.....:...:....:..:..:....:....:...:...:..:..:.:..
Pipe cap
.....:...:....:..:..:....:....:...............:..
Total well depth, 68.1 feet
70
.....................................
Boring terminated at 70.0 feet.
Auger refusal at 43.5 feet. Time
1280
of drilling water level was not
-
measured. Groundwater was
..........:......:..:..:...
encountered at 66.03 feet after
24 hours.
.....:...:....:............:................
75
.........
1275
.....:..............:....:....:...:...:..:..:.:..
PIEZOMETER NO. PZ-113C
Sheet 2 of 2

,ILMINC.
PROJECT:
CLIENT:
SOIL TEST BORING NO. STB-114
Foothills Regional MSW Landfill
Republic
PROJECT NO.: J09-1235-55
START: 11-20-09 END:11-20-09
BMNELL-LAMMCNS
ENGINEERING, INC.
LOCATION:
Caldwell County, North Carolina
ELEVATION: 1305.68
GEOTECHNICALANDENVIRONMENTAL
DRILLER:
Landprobe, R. Banks
LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD:
CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO -
WATER> INITIAL: V dry AFTER 24 HOURS: 1
dry CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
2 BLOWS/FOOT
N 2 5 10 20 30 40 50 70 90
Loose, reddish -brown, micaceous, slightly clayey, silty, fine to medium
1305
SAND (SM) - residuum
3
:
..
4
5
.
Firm, brown, micaceous, slightly clayey, silty, fine to medium SAND with
gravel size pieces of partially weathered rock (SM)
5
5
.......... ....
6
5
:.
:..:....:....:......:..:..:...
1300
.....:...:....:..:..:...:.... :.. .
Firm, light brown to brown, micaceous, silty, fine to medium SAND (SM)
:.
5
8
�. .... ....... ........... ..
Hard, light brown to red, micaceous, silty, fine SAND to clayey SILT (ML)
6
28
'
1295
Stiff, reddish -light brown, micaceous, clayey, fine sandy SILT (ML)
3
4
5
.. .. ....:....:...:...:
15
1290
.............:..:..:....
Loose, reddish -brown, slightly moist, very micaceous, silty, fine to
medium SAND (SM)
.....:...:....:..:..:....:....:......:..:..:...
:.
4
.....:...:..�.. ..
20
1285
Dense, brown to white, moist, micaceous, silty, fine SAND (SM)
7
:....:...:...:
23
25
10
1280
..:....:...:...:
Firm to very firm, brown, very micaceous, silty, fine SAND (SM)
6
:....:...:...:
16
13
30
1275
4
:....:
12
8-35
1270
SOIL TEST BORING NO. STB-114
Sheet 1 of 2

,ILMINC.
SOIL TEST BORING NO. STB-114
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS
CLIENT: Republic START: 11-20-09 END:11-20-09
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1305.68
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>3M
w
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
N 2 5 10 20 30 40 50 70 90
1265
Firm to very firm, brown, very micaceous, silty SAND (SM)
Auger refusal at 41.0 feet. No groundwater encountered at time of
.....:........:............:......:..:..:...
drilling. Northing = 799,872.76 feet, Easting = 1,231,507.08 feet
45
.........
1260
50
..........:......:..:..:...
1255
55
..........:......:..:..:...
1250
60
.........
1245
65
.........
1240
70
..........:......:..:..:...
1235
75
.........
1230
SOIL TEST BORING NO. STB-114
Sheet 2 of 2

,ILMINC. SOIL TEST BORING NO. STB-115
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BUNNELL-LAMMMS CLIENT: Republic START: 1-4-09 END: 1-5-09
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1424
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
2 BLOWS/FOOT
U) 2 5 10 20 30 40 50 70 90
Firm, reddish -brown, very micaceous, fine sandy, clayey SILT (MH) -
residuum
2......
......... :............:......:
2
4
......
1420
2
3
:.. .
4
5
:..:....:.....................
:.. .:....:
Loose, reddish -brown, very micaceous, slightly clayey, silty, fine to
medium SAND (SM)
UD
1415
2
5
10
1410
1
3
:..:. .
..
3
15
:...
1405
4
5
....................................
:
•.
5
.
20
PARTIALLY WEATHERED ROCK which sampled as grayish -brown, very
micaceous, silty, fine to medium SAND (SM)
1400
30
5014"
.. .... ....:... 50/4'
25
.........
:..:....:....:
Dense, grayish -brown, very micaceous, silty, fine to medium SAND (SM)
1395
:.
15
16
32
30
PARTIALLY WEATHERED ROCK which sampled as brown, very
micaceous, silty, fine to coarse SAND (SM)
..
50/5"
• 0/ "
1390
35
.................:......:..:..:...
50/6"
50/f"
13851
SOIL
TEST BORING NO. STB-115
Sheet 1 of 2

,ILMINC. SOIL TEST BORING NO. STB-115
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BUNNELL-LAMMCNS CLIENT: Republic START: 1-4-09 END: 1-5-09
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1424
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 CAVING>3m
Lu
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE BLOWS/FOOT

,ILMINC.
PIEZOMETER NO. PZ-116C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 5-5-10 END: 5-5-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1332.13
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 2-7/8 inch OD NQ rock coring
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 12.1 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
Firm, reddish -orange, slightly
micaceous, silty CLAY (CL) - fill
3
..............:.. . ... =.
1330
4
�....................
Neat cement, 0 to 5.0 feet
Stiff, reddish -orange, slightly
5
micaceous, fine sandy clayey
g
x
5
SILT (ML) - residuum
5
15
..... .. .:.. .
Dense to very dense, light
brown, very micaceous, silty,
19
1325
fine to medium SAND with fine to
23
medium angular gravel (SM)
.'.
`.`.'::
..........:...
Bentonite seal, 5.0 to 11.0 feet
35
:....:...:...:
40
45
10
Filter pack, #2 sand 11.0 to 25.0
1320
:
•..
feet
Auger refusal at 13.0 feet
R-1
-- . -- -- _..
Hard to very hard, moderate to
slightly weathered pegmatite
15
and biotite GNEISS with very
R-2
thin shallow foliations and close
joints
.....:...:....:..:..:....:....:...:...:..:..:.:..
1315
R-1 recovery = 68%, RQD = 21
.................
Hard to very hard, slight to
freshly weathered pegmatitic
fine to coarse grained biotite
:. , . ,
.. -
2 inch diameter, 0 me sot to
mylonite augen GNEISS with
we n
II screen,
20
very thin shallow foliations and
R-3
:..:....:........ .... .... ..
14.65 to 24.65 feet
close joints
.................
R-2 recovery = 90%, RQD = 77
Moderately hard to very hard,
1310
.
very slight to freshly weathered
.....:...:....:............:......:
pegmatitic, fine to coarse
grained biotite mylonitic GNEISS
25
with very thin shallow foliations
Pipe cap
Aand close shallow joints
R-3 recovery = 100%, RQD = 92......
......... ...............:
depth, z4 .
Total well 9 feet
oring terminated a ee .
1305
Auger refusal at 13.0 feet. Time
SURFACE COMPLETION
of drilling water level was not
..........:......:..:..:...
3.02-foot stick-up
stable due to rock coring.
Groundwater was encountered
- -
p n
f PVC I v - 1,335.15
casing e . - ,
30
at 12.1 feet after 24 hours.
:.....
feet
..........:......:..:..:...
d surface elev. _ 2.13
Ground 133
feet
1300
..........:......:
99 = 'n Northi g 7,994 11
.....:...:....:..:..:....:....:...:...:..:..:.:..
Easting = 1,231,770.47'
35
..........................
1295
...........................
PIEZOMETER NO. PZ-116C
Sheet 1 of 1

,ILMINC. SOIL TEST BORING NO. STB-117
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 1-6-08 END: 1-6-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1384
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Firm, reddish -brown, micaceous, clayey, fine sandy SILT (ML) - residuum
UD
........:....:..:..:....:....:...:...:..:..:.:..
1380
3
4
.....................:...:..:.. .
g
5
. ..:.....
Loose to firm, light brown and reddish -brown, micaceous, silty, fine to
medium SAND (SM)
a
;
.:
7
1375
:.:
3
.....:... ........
4
:.
10
Stiff, light brown, micaceous, fine to medium sandy SILT (ML)
1370
3
3
.......... ........................:...:..:.. .
6
15
.............:..:..:....:....:
Firm, white to light brown, micaceous, silty, fine to medium SAND (SM)
1365
:.
6
11
20
Firm, grayish -brown, micaceous, fine to medium sandy SILT (ML)
1360
6
6
...............:...:..:.. .
11
25
Very firm to very dense, grayish -brown, very micaceous, silty, fine to
medium SAND (SM)
1355
:.
g
13
30
15
:
1350
10
35
40
PARTIALLY WEATHERED ROCK which sampled as grayish -brown,
micaceous, silty, fine to medium SAND (SM)
1345
It
12
30
........:........ .... ....... ...:..:..50/5"
50/5"
SOIL TEST BORING NO. STB-117
Sheet 1 of 2

,ILMINC.
SOIL TEST BORING NO. STB-117
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-6-08 END: 1-6-08
BMNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1384
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 CAVING>3m
w
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
U) 2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK which sampled as grayish -brown,
micaceous, silty, fine to medium SAND (SM)
......NC ... _.. _.... _........ _..._..
...... :......... :..:..:....:....:
Very dense, grayish -brown, micaceous, silty, fine to coarse SAND (SM)
1340
15
25
:....:...
45
48
:....:...:...:
Very dense, light whitish -brown to grayish -brown, micaceous, silty, fine
to coarse SAND with partially weathered rock fragments of severely
weathered gneiss (SM)
.::.
22
1335
48......
.......... .......:...:....
•
50
38
1330
.....:...:....:............:......:
Auger refusal at 53.0 feet. No groundwater encountered at time of
drilling.
55
.........
1325
...... ......... :............:.
60
..........:......:..:..:...
1320
.....:...:....:............:.
65
.... :......... :............:......:..:..:...
1315
..... :......... :............:.
70
.........
1310
...... ......... :............:......:..:..:...
75
..........:......:..:..:...
1305
.....:...:..................................
SOIL TEST BORING NO. STB-117
Sheet 2 of 2

,ILMINC. SOIL TEST BORING NO. STB-118
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 1-4-08 END: 1-5-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1423.60
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
2 BLOWS/FOOT
U) 2 5 10 20 30 40 50 70 90
Firm, light brown to brown and reddish -brown, very micaceous, slightly
clayey, fine to medium sandy SILT (MH) - residuum
3
..
3
5
:..........................._.....
1420
3
:..
3
5
.. ....:....:...:...:
5
4
:..:....:....:...:...........:..
4
4
......
1415
4
4
5
.. .. ....:....:...:...:
10
....:...:....:..:..:....
Firm, brown, very micaceous, silty, fine SAND (SM)
1410
:.
3
7
�..
15
1405
3
4
5
.... .
20:..:....:....:......:..:..:...
Firm, brown to white, micaceous, silty, fine to medium SAND (SM)
1400
5
:....:...:...:
7
12
25
---------------------------------
Very firm, brown to light brown, micaceous, silty, fine to medium SAND
.....:...:....:..:..:. . ..:....:...:...:
(SM)
1395
10
:....:...:...:
10
30
11
1390
6
:....:
10
35
:.
12
:..:....:....:...:...:..:..:...
Dense, brown, micaceous, silty, fine SAND (SM)
1385
11
:....:...:...:
14
17
SOIL TEST BORING NO. STB-118
Sheet 1 of 2

,ILMINC. SOIL TEST BORING NO. STB-118
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 1-4-08 END: 1-5-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1423.60
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>3M
LU
w
ELEVATION/ SOIL DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE -. BLOWS/FOOT
2 5 10 20 30 40 50 70 90
Dense, brown, micaceous, silty, fine SAND (SM)
PARTIALLY WEATHERED ROCK which sampled as brown, micaceous,
silty, fine SAND (SM)......
......... :............:......:
1380
32
50/6"
45
.... :......... :............:......:.........
..........:..........:...
Auger refusal at 47.0 feet. No groundwater encountered at time of
1375
drilling. Northing = 800,336.54 feet, Easting = 1,231,912.51 feet.
50
..........................:......:..:..:...
1370
55
.........
1365
60
...........................:.........
1360
65
..........:......:..:..:...
1355
70
.........
1350
75
...........................:.........
1345
SOIL TEST BORING NO. STB-118
Sheet 2 of 2

,ILMINC.
SOIL TEST BORING NO. STB-119
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 11-20-09 END:11-20-09
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1465.60
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>3M
w
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
2 5 10 20 30 40 50 70 90
1465
Firm, light brown, micaceous, silty, fine to medium SAND (SM) -
residuum......
:......... :..:..........:......:
6
7
•.
5
:.
...:...........:........:......:..:..:...
1460
Stiff, reddish -brown to light brown, very micaceous, fine sandy SILT (ML)
3
s
7
......
...................... .
Firm, whitish -light brown, micaceous, feldspathic silty, fine SAND (SM)
4
:..:.
7
.
•:
10
:.
:..:....:....:......:..:..:...
1455
Very stiff, reddish -brown, moist, micaceous, slightly clayey, fine sandy
SILT (ML)
.....:...:....:............:......:.
4
7
9
.... ....:...:...:..:..:.:..
15
1450
Firm, light brown, slightly moist, micaceous, silty, fine to medium SAND
(SM)
:.
5
.
10
•
20
1445
PARTIALLY WEATHERED ROCK which sampled as light brown and
white, slightly moist, micaceous, silty, fine to medium SAND (SM)
50/4"
50/4"
25
...........................:.........
1440
50/6"
50/6'
30
..........:................
1435
..........:....:....:
Dense, brown, micaceous, silty, fine to medium SAND (SM)
14
:....:...:...:
21
23
•
35
1430
Auger refusal at 38.5 feet. No groundwater encountered at time of
drilling. Northing = 800,719.88 feet, Easting=1,231,989.39 feet.
SOIL TEST BORING NO. STB-119
Sheet 1 of 1

,ILMINC.
PIEZOMETER NO. PZ-120C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-22-10 END: 4-22-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1518.65
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 87.31 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
White and brown, micaceous,
silty, fine to medium SAND (SM) -
Up......
......... :..:..:........:
residuum
Neat cement, 0 to 5.0 feet
1515
2
..
Firm, reddish -brown, fine to
coarse sandy, clayey SILT (ML)
3
:..:...
5
3
Stiff, reddish -brown, fine sandy,
silty CLAY (CL)
5
5
SURFACE COMPLETION
....:...:....:............:......:..:..:...
2.83-foot stick-up
1510
3
.................................:..:..:. ..
f PVC casing lev. = 1 4
Top o �n e 1 52 8
4
feet
10
5
. . . :
..........:......:..:..:...
d surface elev. _ Ground 118.655
feet
.....:...:....:..:..:.... ................
Northing = 800,729.01'
Loose, yellowish -tan, Silty, fine
to coarse SAND (SM )
�.
' �
. . . � �
Fasting = 1,232,207.11'
1505
:.
2
5
.............
15
------------------
Loose, orangish-brown, silty,
fine to medium SAND (SM)
1500
:.
2
4
............:..:..:.
20
:....:....:...:
B t t Ot 71Oen oni a seal, 5. o feet
Very firm, light gray, silty, fine to
coarse SAND with fine angular
....
1495
gravel (SM)
::
:.
3
10
13
........................ ..............
25
Very firm, dark brown,
micaceous, silty, fine to medium
= =
1490
SAND (SM)
10
12
12
30
Very firm, light gray, silty, fine to
medium SAND (SM)
...........:..
1485
10
13
10
35
PARTIALLY WEATHERED ROCK
which sampled as
.....:...:....:............:......:
so/a°
1480
grayish -brown, micaceous,
50/4"
severely weathered rock
....................................................
PIEZOMETER NO. PZ-120C
Sheet 1 of 3

,ILMINC.
PIEZOMETER NO. PZ-120C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-22-10 END: 4-22-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1518.65
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 87.31 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK
which sampled as
grayish -brown, micaceous,
`severely weathered rock — -
-
:..:....:....:.....
1475
PARTIALLY WEATHERED ROCK
50/3.
W/3"
which sampled as dark gray,
.....:..... = =
micaceous, gravelly, silty, fine to
45
coarse SAND (SM)
...:....:..:..:....:....:...:...:..:.. .
1470
50/3"
:..:....:....:...:...:..:..50/3
50
..........:......:..:..:...
1465
27
W/2.
50/2"
.....:...:....:..:..:....:....:...:...:..:.. _ ....
55
......... .. .... ....:......:
B t t Ot 710en oni a seal, 5. o feet
Auger refusal at 58.0 feet
R-1
. .
Moderately hard, moderately
1460
.. . . .. . . ..:.. . ...:
severe to severely weathered,
60
grayish -white pegmatite with
= =
gray, medium to coarse grained
biotite GNEISS with shallow,
"
very thin foliations and very
..... :......... :............:......:..:..:...
close joints
"
R-1 recovery = 20%, RQD = 0
R-2
..... ......... ............:......"
1455
Moderately hard to moderately
weathered, gray, medium to
65
coarse grained biotite augen
GNEISS with very thin shallow
foliations and close shallow
joints
.....:...:....:............:......:..:..:...
R-2 recovery = 73%5 RQD = 23
:..:..:....:....:...
1450
R-3......
.........
Moderately hard to moderately
weathered to slightly weathered,
70
grayish -black, fine to coarse
grained mylonitic GNEISS with
feldspathic augens, very thin
.....:...:....:..:..:....:....:
Filterpack, 2 d 71 o t 94 0
sand o
shallow foliations and very close
feet
to close shallow iron stained
joints
R-4
..............:..... .
1445
R-3 recovery = 100%, RQD = 27
Moderately hard to hard,
75
moderate to slightly weathered,
.. ...:
fine to coarse grained, gray
biotite GNEISS with very thin
.. -. .
2-inch diameter, 0.010-inch slotted
foliations and very Close joints
................. .. .... ....:......:..:..:. ..
Schedule 40 PVC well screen, 74.6
changing at 75 feet to
to 89.6 feet
moderately hard, moderately
.....:..... = = =
1440
weathered, grayish -black,
mylanitic augen GNEISS with
PIEZOMETER NO. PZ-120C
Sheet 2 of 3

,ILMINC.
PIEZOMETER NO. PZ-120C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-22-10 END: 4-22-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1518.65
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 87.31 CAVING>3m
U)
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
very thin shallow foliations and
lose shallow to moderately
""' "' ;""; ..
2-inch diameter, 0.010-inch slotted
ipping iron stained joints
5-4
.....:...:....:...............
Schedule 40 PVC well screen, 74.6
recovery = 1001/6, RQD = 20
to 89.6 feet
4-inch diameter air -hammer
1435
boring
..........:......:
GNEISS Bedrock
85
..........:.................
1430
90
..........:......:
Pipe cap
.....:...:....:..:..:....:....:...:...:..:..:.:..
Total well depth, 89.85 feet
1425
Boring terminated at 94 feet.
95
.. . . ..
Time of drilling water level was
not stable due to rock coring.
Groundwater was encountered
at 87.31 feet after 24 hours.
1420
100
..........:......:..:..:...
1415
105
.........
1410
110
................ .. .... ....:......:....... ..
1405
N
115
......... .. .... ....:........
a
M
N 1400
J................................................_.....
J
Lou�'
L PIEZOMETER NO. PZ-120C
LU Sheet 3 of 3

,ILMINC.
SOIL TEST BORING NO. STB-121
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-8-08 END: 1-8-08
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1495.58
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>3M
U)
w
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
N 2 5 10 20 30 40 50 70 90
1495
Stiff, reddish -brown and brown, micaceous, fine to medium sandy,
clayey SILT (MH) - residuum
3
..
4
6
..............................._.....
3
4
5
...... ......... .. .. ....:....:...:...:
5
1490
......... :..:..:...:....
Loose, light whitish -brown, micaceous, silty, fine to coarse SAND (SM)
:.......
5
:.
2
:
q
.........:...:..:..:.
10
1485
................ . ..:....:... :
Loose, brown, micaceous, slightly clayey, silty, fine SAND (SM)
:.
3
4
.....:...:.� .. ..
15
1480
:....:...:...:
Firm, light brown, micaceous, silty, fine to coarse SAND with trace fine
angular gravel (SM)
5
8
20
1475
..............:..:..:.... :....:...:...:
Very dense, light brown, micaceous, silty, fine to coarse SAND with trace
fine angular gravel (SM)
16
25
37
1470
PARTIALLY WEATHERED ROCK which sampled as whitish -brown,
micaceous, silty, fine to coarse SAND (SM)
50/5"
50/51,
30
.........
1465
........................
Very dense, light brown, micaceous, silty, fine to coarse SAND (SM)
26
:....:...:...:
28
48
35
1460
PARTIALLY WEATHERED ROCK which sampled as light reddish -brown,
micaceous, silty, fine to coarse SAND with fragments of severely
..
weathered partially weathered rock (SM)
22
: :..:....:....:...:........
cola
... ....... ._....
SOIL TEST BORING NO. STB-121
Sheet 1 of 2

,ILMINC. SOIL TEST BORING NO. STB-121
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
BMNELL-LAMMCNS CLIENT: Republic START: 1-8-08 END: 1-8-08
ENGINEERING, INC. LOCATION: Caldwell County, North Carolina ELEVATION: 1495.58
GEOTECHNICALANDENVIRONMENTAL DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
U) 2 5 10 20 30 40 50 70 90
1455
PARTIALLY WEATHERED ROCK which sampled as light reddish -brown,
micaceous, silty, fine to coarse SAND with fragments of severely
weathered partially weathered rock (SM)
.....:...:....:............:......:
PARTIALLY WEATHERED ROCK whih sampled as light brown,
micaceous, silty, fine to coarse SAND (SM)
: : 50/3"
50/3"
45
..........:......:..:..:...
1450
50
..........:......:
Auger refusal at 49.0 feet. No groundwater encountered at time of
1445
drilling. Northing = 800,557.78 feet, Easting = 1,232,235.30 feet.
55
..........:......:..:..:...
1440
60
.........
1435
65
.........
1430
70
..........:......:..:..:...
1425
75
..........................:......:..:..:...
1420
SOIL TEST BORING NO. STB-121
Sheet 2 of 2

,ILMINC.
PIEZOMETER NO. PZ-122C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-15-10 END: 4-15-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1474.49
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 61.77 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
2 5 10 20 30 40 50 70 90
Loose, white to light brown,
silty, fine to coarse SAND (SM) -
2
residuum
::.
4
6
Neat cement, 0 to 5.0 feet
2
:....:.
1470
3
5
............
•;
5
:.
:...........................
Loose, white, micaceous, silty,
4
fine to coarse SAND (SM)
4
5
............
SURFACE COMPLETION
3 05 foot stick
Loose, brown, very micaceous,
silty, fine to medium SAND (SM)
.
..•.
.
3
_
f PVC casing elev. - 7. 54
1465
:'.
;:
3
4
feet
10
::
•:
.........
:.::;
......:....:......:..:..:...
d surface elev. _ Ground 1474.49
feet
Northing = 800,368.65'
Easting = 1,232,166.73'
UD
........ ...............................
1460
15
:..:....:....:......:..:..:...
Auger refusal at 18.0 feet
R-1
.............................
Moderately hard, moderately
1455
20
weathered, gray, medium to
....:...:....:..:........:....:... :
coarse grained biotite GNEISS
B t t 0 t 52 5
en oni a seal, 5. o feet
with very thin shallow foliations
.....:...:....:..
and shallow very close to close
iron stained joints and pegmatite
R-1 recovery = 100%, RQD = 67
.....:...:....:............:......:..:..:...
R-2
Moderately hard to hard,
1450
moderately to slightly
25
weathered, gray, medium to
coarse grained biotite GNEISS
with very thin shallow foliations
and close shallow joints.
.....:...:....:.. = =
Discernable contact with
pegmatitic intrusion
R-2 recovery = 100%5 RQD = 73
R-3
:..:....:....:
1445
30
:..:....:....:......:
Hard to very hard, slight to very
slight weathered, grayish -white,
medium to coarse grained
.. = =
pegmatitic biotite GNEISS with
very thin shallow foliations and
close to moderately close
..........:......:..:..:...
shallow joints
R-3 recovery = 100%, RQD = 80
.....:.........:.. ; .. _ ...... .
1440
35
.. . ... =.
4-inch diameter air -hammer
boring
GNEISS Bedrock
..........:......:..:..:...
1435
PIEZOMETER NO. PZ-122C
Sheet 1 of 2

,ILMINC.
PIEZOMETER NO. PZ-122C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 4-15-10 END: 4-15-10
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1474.49
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-in. OD HSA, 2-7/8 in. OD NQ rock coring, and 4.0-in. OD air hammer
DEPTH TO - WATER> INITIAL: NS AFTER 24 HOURS: 1 61.77 CAVING>3m
U)
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
N 2 5 10 20 30 40 50 70 90
GNEISS Bedrock
1430
45
......... .. .... ....:......:
B t t Ot 525en oni a seal, 5. o feet
1425
50
..........:......:..:..:...
...... ......... .. .. .... ....... ........ ..
Filter pack # 2 sand 52.5 to 72.0
feet
1420
55
.........................
Fractures at 55 to 56 feet
1415
...............
60
..........:......:..:..:...
IF
.....:...:....:..:..:....:....:...:...:..:..:.:..
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
Schedule 40 n 5
PVC well scree 4.7
to 69.7 feet
1410
65
..........:................
1405
.........................
70
....... .. .... ....:......:..:..:. ..
Pipe cap
.....:...:....:..:..:....:....:...:...:..:..:.:..
Total well depth, 69.95 feet
Boring terminated at 72.0 feet.
.. . .............:......:
Time of drilling water level was
1400
not stable due to rock coring.
75
Groundwater was encountered
N
at 61.77 feet after 24 hours.
a
M
N
w 1395
0 PIEZOMETER NO. PZ-122C
LU Sheet 2 of 2

,I L MINC.
PIEZOMETER NO. PZ-123C
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-8-09 END: 12-8-09
LOCATION: Caldwell County, North Carolina ELEVATION: 1459.59
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: -V NM AFTER 24 HOURS: 1 62.3 CAVING>=
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
—I
DEPTH (FT)
TYPE
BLOWS/FOOT
I DETAILS
U) 2 5 10 20 30 40 50 70 90
Stiff, red, slightly micaceous,
silty, fine sandy CLAY (CL) -
4
........:....:............:......:..:..:...
residuum
5
•..............................
5
Neat cement, 0 to 5.0 feet
3
1455
5
�...
5
3
..
Loose to firm, brown,
micaceous, silty, fine to medium
4
SAND (SM)
4
•:.................. :...:............:..
SURFACE COMPLETION
:.:.:..
4.06-foot stick-up
.
.:
,.
UD
...:.:. _...
_
Top of PVC casing elev. - 1,463.65
1450
feet
10
:..:........:......:..:..:...
d surface elev. _ Ground 159.594
feet
Northing = 800,165.35'
..............
Easting - 1,232,050.24'
5
:....:...:...:.
1445
6
6
•:
15
:.:
...:....:............:....:......:..:..:...
Firm, grayish -brown, micaceous,
slightly moist, silty, fine to
medium SAND (SM)
4
1440
7
•'
20
B t t 0 t en oni a seal, 5. o 61 5 feet
Firm, light brown, micaceous,
silty, fine to medium SAND (SM)
.................................:...:......:..:.:..
4
:....:...:...:.
1435
6
5
.................:..:.....
25
6
1430
7
8
30
:.:
....:...:....:............:....:......:..:..:...
..
5
1425
8
•
35
...:....:..:..............:...:...:..:..:.:..
PARTIALLY WEATHERED ROCK
which sampled as light
.....:...:....:..
grayish -white, micaceous, silty,
33
40/4,
1420
fine to coarse SAND (SM)
50/4"
PIEZOMETER NO. PZ-123C
Sheet 1 of 3

,ILMINC.
PIEZOMETER NO. PZ-123C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-8-09 END: 12-8-09
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1459.59
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 62.3 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK
which sampled as light
grayish -white, micaceous, silty,
fine to coarse SAND (SM)
`--------------�
PARTIALLY WEATHERED ROCK
50/6'.
50/6'
which sampled as light
.....:........:.. . ....... :.
ll
1415
grayish -brown, very micaceous,
45
silty, fine to coarse SAND (SM)
Bentonite seal, 5.0 to 61.5 feet
22
50/?"
50/2"
.................:..:....:....:...:.
1410
50
:..:....:....:................
10
50/4"
.....:...:....:..:..:....:....:...:.
1405
55
:..:....:....:......:..:..:...
Auger refusal at 57.0 feet
4-inch diameter air -hammer
....:................................:
boring
GNEISS Bedrock......
......... :............:......:..:..:...
1400
60
...:....:..:..:....:....:......:..:..:...
...... ......... .. .. .... ............... ..
Filter pack # 2 sand 61.5 to 80.0
feet
1395
65
..................... ....:....:......:........ ..
2-inch diameter, 0.010-inch slotted
....:...:....:............:......:..:..:...
II scree ,
Schedule 40 PVC we n
66.05 to 76.05 feet
1390
70
...:....:..:..:....:....:............:...
1385
N
75
Pipe cap
a
M
N
....:...:....:.. .. .... ...
Total well depth, 76.3 feet
w 1380
3:' PIEZOMETER NO. PZ-123C
0
Lu Sheet 2 of 3

,ILMINC.
PIEZOMETER NO. PZ-123C
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 12-8-09 END: 12-8-09
BUNNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1459.59
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger and 4.0-inch OD air hammer
DEPTH TO - WATER> INITIAL: NM AFTER 24 HOURS: 1 62.3 CAVING>3W
w
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
U) 2 5 10 20 30 40 50 70 90
Boring terminated at 80.0 feet.
Auger refusal at 57.0 feet. Time
of drilling water level was not
measured. Groundwater was
..........:......:..:..:...
encountered at 62.3 feet after 24
hours.
.....:...:....:............:......:..:..:...
1375
85
...:....:..:..:....:....:......:..:..:...
1370
90
:..:....:....:................
1365
95
...:....:..:..:....:....:......:..:..:...
1360
100
..................... ....:....:......:........ ..
1355
105
......... :..:..:....:....:......:........ ..
1350
110
..................... ....:....:......:........ ..
1345
N
115
.........
a
M
N
w 1340
0 PIEZOMETER NO. PZ-123C
Lu Sheet 3 of 3

,I L MINC.
SOIL TEST BORING NO. STB-124
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 11-17-09 END:11-17-09
LOCATION: Caldwell County, North Carolina ELEVATION: 1434.30
DRILLER: Landprobe, R. Banks LOGGED BY: M. Trotter
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
2 BLOWS/FOOT
N 2 5 10 20 30 40 50 70 90
Loose, reddish -brown, very micaceous, silty, fine to medium SAND (SM)
- fill
.
3 ..
4
.
10
....:...:...:.
Very firm, reddish -brown, very micaceous, silty, fine to coarse SAND
1430
(SM)- fill
12
5
13
: . •
Very stiff, brown, very micaceous, slightly clayey, silty, fine SAND (SM) -
residuum
.. .
$
........:...... ....:....:...
:.
UD
............:..:..:....:....:...
1425
:.:.:.......
•.
:......... :..:..:....:....:...:.
10
PARTIALLY WEATHERED ROCK which sampled as light brown to brown,
micaceous, silty, fine to medium SAND (SM)
1420
4
24
.............................so/a".
15
50/2"
12
1415
36
20
50/1..
:..:....:....:...:...:
PARTIALLY WEATHERED ROCK which sampled as light brown,
micaceous, silty, fine to coarse SAND with gravel size pieces of quartz,
mica, feldspar
17
1410
38
25
50/1..
18
1405
50/2"
.....:...:....:..:..:....:....:...:...:..:..:..:.
30
..........:......:..:..:...
...... :......... :..:..:....:....:...:......... 50/0"
50/0"
:..:....:....:...:...:..:..:..:..
1400
35
.........
1395
:..:....:....:...:...:..:..:.:..
SOIL TEST BORING NO. STB-124
Sheet 1 of 2

,ILMINC.
SOIL TEST BORING NO.
STB-124
PROJECT:
CLIENT:
Foothills Regional MSW Landfill
Republic
PROJECT NO.: J09-1235-55
START: 11-17-09 END:11-17-09
BMNELL-LAMMCNS
ENGINEERING, INC.
LOCATION:
Caldwell County, North Carolina
ELEVATION: 1434.30
DRILLER:
Landprobe, R. Banks
LOGGED BY: M. Trotter
GEOTECHNICALANDENVIRONMENTAL
CONSULTANTS
DRILLING METHOD:
CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO -
WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>3M
Lu
w
ELEVATION/
SOIL DESCRIPTION
SOIL
a
STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
-.
BLOWS/FOOT

,I L MINC.
SOIL TEST BORING NO. STB-125
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICALAND EN V IRONMENTAL
CONSULTANTS
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-3-08 END: 1-3-08
LOCATION: Caldwell County, North Carolina ELEVATION: 1442.82
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>=
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
2 BLOWS/FOOT
N 2 5 10 20 30 40 50 70 90
Loose, red and light brown, micaceous, silty, clayey, fine SAND (SM) -
residuum
2......
......... :..:..........:...
:
..
3
3
1440
2
:..:.
2
4
.
5
:.
..:............:...
Loose, tan and light brown, micaceous, silty, fine to medium SAND (SM)
3
1435
2
:
q
10
1430
4
4
5
...... .. .. .
15
:...
Firm to very firm, light brown, very micaceous, silty, fine SAND (SM)
1425
4
20
1420
6
:....:
8
14
.
25
PARTIALLY WEATHERED ROCK which sampled as grayish -brown,
1415
micaceous, silty, fine to coarse SAND (SM)
45
50/51,
30
..........:......:..:..:...
Very firm, light brown, micaceous, silty, fine to coarse SAND with trace
1410
medium angular gravel (SM)
'
:.
5
:.
20
•:
35
PARTIALLY WEATHERED ROCK which sampled as light tan and brown,
1405
micaceous, silty, fine to medium SAND (SM)
49
:..:.
50l2"
.....:........................................
SOIL TEST BORING NO. STB-125
Sheet 1 of 2

,ILMINC.
SOIL TEST BORING NO. STB-125
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J09-1235-55
CLIENT: Republic START: 1-3-08 END: 1-3-08
BMNELL-LAMMCNS
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1442.82
GEOTECHNICALANDENVIRONMENTAL
DRILLER: Landprobe, T. Gradwell LOGGED BY: M. Trotter
CONSULTANTS
DRILLING METHOD: CME 750 ATV; 8.25-inch OD hollow stem auger
DEPTH TO - WATER> INITIAL: V dry AFTER 24 HOURS: 1 dry CAVING>3M
U)
w
ELEVATION/
SOIL DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
DEPTH (FT)
TYPE
BLOWS/FOOT
U) 2 5 10 20 30 40 50 70 90
PARTIALLY WEATHERED ROCK which sampled as light tan and brown,
micaceous, silty, fine to medium SAND (SM)
......... _.. _.... _........ _..._..
PARTIALLY WEATHERED ROCK which sampled as tan and brown,
1400
micaceous, silty SAND with pieces of severely weathered quartz rock......
: ... ...
fragments
50/1"
Auger refusal at 44.0 feet. No groundwater encountered at time of
45
..........:......:
drilling. Northing = 799,978.49 feet, Easting = 1,232,077.22 feet.
1395
50
..................... ........:......:........ ..
1390
55
.........
1385
60
...........................:.........
1380
65
..........:......:..:..:...
1375
70
.........
1370
75
...........................:.........
1365
SOIL TEST BORING NO. STB-125
Sheet 2 of 2

„LMINC.
GROUNDWATER MONITORING WELL NO. MW-8
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J13-1235-62
BUNNELL-LAMMONS
CLIENT: Republic Services of North Carolina, LLC START: 4-8-13 END: 4-9-13
ENGINEERING, INC.
LOCATION: Caldwell County, North Carolina ELEVATION: 1192.35
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: Landprobe, R. Banks LOGGED BY: P. VanHeest
CONSULTANTS
DRILLING METHOD: CME 750; 8.25-inch auger
DEPTH TO - WATER> INITIAL: V 31.55 AFTER 24 HOURS:1 30.90 CAVING>3M
(0
W
ELEVATION/
DESCRIPTION
SOIL
ii STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
Q BLOWS/FOOT
DETAILS
y 2 5 10 20 30 40 50 70 90
rIll
Very loose, brown, slightly moist,
00
` .
P
COMPLETION E N
micaceous, silty, fine to coarse
1
2 83-foot stick-up with a 4” x 4"
SAND - (fill)
00
2
protective
standup locking steel pro
2
.. .........
. I. ....:...:...:.....:....:....:..... .
to pad a
cover with a 3' x 3' concrete t
1190
the base with a survey pin
00
1
1/4-inch weep hole insta lled at the
:...
1
base of the steel cover
5
00
1
-----------------
Very loose, brown, moist,
1
P el ins
ea gray toe inside e
micaceous, silty, clayey, fine to
2
the cover an
steel cover betweend
1185
coarse SAND - (fill)
2
thePVC casing
.............................................:
casing 'n elev.
Top of PVC _ 119 5.18
Firm, gray, moist, slightly
2
feet
micaceous, fine to medium sandy,
2
.
10
clayey SILT - (residuum)
3
..... .... .......... .................... .........
Ground surface elev. = 1,192.35
feet
..... :... :....:......................................
Survey pin elev. = 1,192.33 feet
1180
Very firm, gray, slightly moist,
micaceous, silty, fine to medium
Northing = 800,317.45'
SAND
5
Easti g - 4 42
:.:.;
13
..
Grout, 0 to 17.4 feet
1175
PARTIALLY WEATHERED ROCK
which sampled as gray, slightly
.....................................................
moist, micaceous, silty, fine to
40
50/5"
coarse SAND with some gravel
50/5"
20
(weathered GNEISS)
1170
..:. ...... .... ...
Bentonite seal, 17.4 to 28.35 feet
50/5"
........................................................
50/5"
25
......................................................
1165
...................................
Dense, gray, slightly moist,
micaceous, silty, fine to coarse
. ........................................................
SAND and some gravel (weathered
5
Filter pack, sand 28.35 to 48.5 feet
GNEISS)
39
30
10
....:............:...:...................:......
1160
Very firm, gray, wet, micaceous,
silty, fine to coarse SAND
(weathered GNIESS)
7
14
-35
2-inch diameter, 0.010-inch slotted
---------------
.....-........................ ..........
Schedule 40 PVC well screen, 28.7
::
1155
Very firm, gray, wet, micaceous,
to 43.7 feet
clayey, silty, fine to coarse SAND
(weathered GNEISS)
7
13
15
....:....:....:...:. ..:..:...:.
GROUNDWATER MONITORING WELL NO. MW-8
Sheet 1 of 2

,I L MINC.
GROUNDWATER MONITORING WELL NO. MW-8
BUNNELL-LAMMONS
ENGINEERING, INC.
GEOTECHNICAL AND EN VIRONMENTAL
CONSULTANTS
ELEVATION/ DEPTH (FT) DESCRIPTION
PROJECT: Foothills Regional MSW Landfill PROJECT NO.: J13-1235-62
CLIENT: Republic Services of North Carolina, LLC START: 4-8-13 END: 4-9-13
LOCATION: Caldwell County, North Carolina ELEVATION: 1192.35
DRILLER: Landprobe, R. Banks LOGGED BY: P. VanHeest
DRILLING METHOD: CME 750; 8.25-inch auger
DEPTH TO - WATER> INITIAL: V 31.55 AFTER 24 HOURS:1 30.90 CAVING>'TM
SOIL
TYPE
STANDARD PENETRATION RESULTS I MONITOR WELL INSTALLATION
BLOWS/FOOT DETAILS
2 5 10 20 30 40 50 70 90
Very firm, gray, wet, micaceous,
clayey, silty, fine to coarse SAND
:.• : •
:•
. ........
2-inch diameter, 0.010-inch slotted
(weathered GNEISS)
:: '; ...:•::
..............................................
..... ..
Schedule 40 PVC well screen, 28.7
1150
to 43.7 feet
Very firm, grayish -brown, wet,
::: :::
;:::
8
:....:...:...:...
Pipe cap
micaceous, silty, fine to coarse
::.:"
13
•:
45
SAND weathered GNEISS
(
.......... .....
Total well depth, 43.9 feet
Boring terminated at 48.5 feet.
...............................................
50
Groundwater encountered at 31.55
..... ...... - ...... - - - - . - -
feet at time of drilling and at 30.90
feet after 24 hours.
............:....................................
1140
.......................................................
55
......... ...........................................
1135
.....................................................
60
... :.... :......................................
1130
......................................................
65
... :.... :......................................
1125
.......................................................
70
......................................................
1120
......................................................
75
....................................................
1115
......................................................
GROUNDWATER MONITORING WELL NO. MW-8
Sheet 2 of 2

From the office of
Wright and Fields Land Surveying
1340 Albemarle Road, Suite C
P.O. Box 933, Troy, North Carolina 27371
Ph.: 910-572-2449 FAX: [phone]
To � Matt Cheek, HHN&T
Mark Preddy, BLE
From: Thomas J. Fields, PLS
Date: May 24, 2013
Re: Piezometers at Foothills Env,
Good Morning!
Please find listed below the requested data for the piezometers and bore sites that were
located or recovered at the Foothills Environmental Site:
Ground Top of Pipe
Name Northing Easting Elevation Elevation Notes
PZ-100 8001781885 ft 1,230,259.14 ft 1,269.52 ft 1,273.21 ft
PZ-101 800,791.86 ft 1,230,638.33 ft 1,276.73 ft 1,276.73 ft #1
PZ-102 800,685.17 ft 1,230,785.75 ft 1,270.27 ft 1,272.88 ft
PZ-103 800,526.91 ft 1230 808 76 ft 1,262.25 ft 1,265.74 ft
PZ-104 not recovered
PZ-105 800,623.39 ft 1,231,083.00 ft 1,303.58 ft 1,306.90 ft
PZ-106 800,498.33 ft 12231,244.82 ft 1,229.44 ft 1,232.57 ft
PZ-107 8005794.92 ft 1,2315357.96 ft 1,354.98 ft 1,358.09 ft
PZ-108 800,604.64 ft 1,231,723.75 ft 1,378.51 ft 1,383.55 ft #2
PZ-109 800, 718.06 ft 1, 231, 567.57 ft 1, 361.15 ft 1, 364.17 ft
PZ-110 800, 403.18 it 1, 23 1, 748.46 it 1, 367.71 ft 1, 370.55 ft
PZ-111 800, 483.95 It 17231, 517.21 ft 1, 334.35 it 1, 337.09 It
B-112 not recovered
PZ-113 800,079.15 ft 1,231,533.33 ft 1,331.49 ft 1,337.05 ft #3
B-114
799,872.76 ft 1,231,507.08 ft
1,305.68 ft --------------
1

Name
B-115
PZ-116
B-117
B-118
B-119
PZ-120
B-121
PZ-122
PZ-123
B-124
B-125
PZ-126
PZ-127
B-128
PZ-129
B-130
PZ-131
PZ-132
PZ-133
PZ-134
NOTES
Northi
not recovered
799, 994.11 ft
not recovered
800,336.54 ft
800, 719.88 ft
800, 729.01 ft
800,557.78 ft
8001368065 ft
800,165.35 ft
8001182420 ft
799, 978.49 ft
7991818.90 ft
not recovered
799,658880 ft
799,505.16 ft
not recovered
799,274.00 ft
799,107.42 ft
799, 024.17 ft
798, 749.43 ft
Eastin
1,231,770.47 ft
1,231,912.51 ft
1,231,989.39 ft
1,232,207.11 ft
1,232,235.30 ft
1,232,166.73 ft
1,2321050624 ft
1,232,251.05 ft
1,232,077.22 ft
1, 232, 066.47 ft
1,232,260.62 ft
1,232,241.50 ft
1,231,881.97 ft
1, 232, 306.96 ft
1,231,965.38 ft
1,232,192.54 ft
Ground
Elevation
1,332.13 ft
1,423.60 ft
1,465060 ft
1, 518.65 ft
1,495058 ft
1, 474.49 ft
1,459.59 ft
1, 434.30 ft
1, 442.82 ft
1,437049 ft
1,409.15 ft
1,403812 ft
1, 304.52 ft
1, 373021 ft
1, 288.54 ft
1,271.57 ft
Top of Pipe
Elevation
1,335.15 ft
1, 521.48 ft
1,463.65 ft
--------------
--------------
1, 440.31 ft
1, 406.34 ft
1, 307.41 ft
1,376.07 ft
1, 292.16 ft
1,274050 ft
Notes
#5
#6
L. Piezometer was found broken off at ground surface.
2. "Top of Pipe" measurement was made to an "O" ring at joint of tall pipe.
3. "Top of Pipe" measurement was made to a joint of a tall pipe.
4. Height of the Piezometer was accidently not measured. This measurement will be
acquired at next visit to site (week of January 14tn).
2

5. The Bore Hole was not found, measurement was made to a wooden stake found
with the w iL241abel.
6. The Bore Hole was not found measurement was made to a wooden stake found
with the B-128 label.
I certify that this report represents the results of a survey completed by me on January
8th, 2013 and is correct to the best of my knowledge and belief. The ratio of precision as
calculated by latitudes and departures is 1�20,000' plus, and is prepared in accordance
with Board Rule .1600 of the Standards of Practice for Surveying in North Carolina.
Witness my original signature and official seal this the 24th day of May 2013.
�rwr
Surveyor P 5-2903 Firm No. 1055
CARU
o� F1ESsi�'
SEAL
L-2906 -
_/
3

From the office of
Wright and Fields Land Surveying
1340 Albemarle Road, Suite C
P.O. Box 933, Troy, North Carolina 27371
Ph.:910=572=2449 FAX:910=572=4137
To � Matt Cheek, HHN&T
Mark Preddy, BLE
From: Thomas J. Fields, PLS
Date: May 24, 2013
Re: Piezometers at Foothills Env.
Good Morning!
Please find listed below the updated data for the piezometers and bore sites that were
located or recovered at the Foothills Environmental Site:
Ground Top of Pipe
Name Northing Easting Elevation Elevation Notes
P7-99 800,553.83 ft 1,230,527.29 ft 1,249.78 ft 1,252.08 ft
PZ-100 800,781.85 ft 1,230,259.14 ft 1,269.52 ft 1,273.21 ft
PZ-101 800,791.80 ft 1,230,638.42 ft 1,276.69 ft 1,281.95 ft
PZ-102 800,685.17 ft 1,230,785.75 ft 1,270.27 ft 1,272.88 ft
PZ-103 800,527.12 ft 1,230,807.53 ft 1,237.74 ft 1,240.94 ft
PZ-104 800, 946.20 ft 1, 231,103.02 ft 1,350091 ft 14355038 ft
PZ-105 800,623.05 ft 1,231,082.88 ft 1,295.01 ft 1,297.06 ft
PZ-106 800,498.33 ft 17231,244.82 ft 1,229.44 ft 1,232.57 ft
PZ-107 800, 794.92 ft 1, 231, 357.96 ft 1,354998 ft 1, 358.09 ft
PZ-108 800, 604.15 ft 1, 231, 723.64 ft 15378031 ft 1,381699 ft
PZ-109 800, 718.06 ft 1723 1, 567.57 ft 1, 361.15 ft 1, 364.17 ft
PZ-110 800, 403.18 It 12231, 748.46 It 1,367071 it 11370655 ft
PZ-111 800,483.95 IT 1,231,517.21 it 1,334.35 It 1,337.09 it
B-112 not recovered
PZ-113 800,078.96 ft 1,231,533.26 ft 1,327.01 ft 1,331.39 ft
B-114 799,872.76 ft 1,231,507.08 ft 1,305.68 ft --------------
1

Ground Top of Pipe
Name Northing Easting Elevation Elevation Notes
B-115 not recovered
PZ-116 799,994.11 ft 1,231,770.47 ft 1,332.13 ft 1,335.15 ft
B-117 not recovered
B-118 800,336.54 ft 1,231,912.51 ft 1,423.60 ft --------------
B-119 800,719.88 ft 1,231,989.39 ft 1,465.60 ft --------------
PZ-120 800, 729.01 ft 1, 232, 207.11 ft 1, 518.65 ft 1, 521.48 ft
B-121 800,557.78 ft 1,232,235.30 ft 1,495.58 ft --------------
PZ-122 800,368.65 ft 1,232,166.73 ft 1,474.49 ft 1,477.54 ft
PZ-123 800,165.35 ft 1,232,050.24 ft 1,459.59 ft 1,463.65 ft
B-124 800,182.20 ft 1,232,251.05 ft 1,434.30 ft -------------- #1
B-125 799,978.49 ft 1,232,077.22 ft 1,442.82 ft w
mi 799,818.90 ft 1,232,066.47 ft 1,437.49 ft 1,440.31 ft
B-128 799,658.80 ft 1,232,260.62 ft 1,409.15 ft -------------- #2
PZ-129 799,505.16 ft 1,232,241.50 ft 1,403.12 ft 1,406.34 ft
PZ-131 799,274.00 ft 1,231,881.97 ft 1,304.52 ft 1,307.41 ft
PZ-132 799,107.42 ft 1,232, 306.96 ft 1, 373.21 ft 1, 376.07 ft
PZ-133 799, 024.17 ft 1, 231, 965.38 ft 1, 288.54 ft 1, 292.16 ft
PZ-134 7984749.43 ft 1,232,192.54 ft 1,271.57 ft 1,274.50 ft
NOTES
1. The Bore Hole was not found; measurement was made to a wooden stake found with the
B-124label.
2. The Bore Hole was not found; measurement was made to a wooden stake found with the
B-128 label.
2

I certify that this report represents the results of a survey completed by me on January
8th, 2013, re-evaluated, and revised on March 4, 2013 and is correct to the best of my
knowledge and belief. The ratio of precision as calculated by latitudes and departures is
1�20,000' plus, and is prepared in accordance with Board Rule .1600 of the Standards of
Practice for Surveying in North Carolina. Witness my original signature and official seal
this the 24th day of May 2013.
Surveyor PL =2903 Firm No. 1055
c A �o
o� ESS/O/
SEAL = -
= L-2906 -
S'U1R\ .
VF
3

From the office of
Wright and Fields Land Surveying
1340 Albemarle Road, Suite C
P.O. Box 933, Troy, North Carolina 27371
Ph.:910-572-2449 FAX:[phone]
To Matt Cheek, HHN&T
Mark Preddy, BLE
From Thomas J. Fields, PLS
Date: April 3, 2013
Re: Piezometers at Foothills Env.
Good Morning!
Please find listed below the updated data for the piezometers that were located today
at the Foothills Environmental Site
Ground Top of Pipe
Name Northing Easting Elevation Elevation
PZ-99 800,553.69 ft 12230,527.07 ft 1,234.16ft 11236070 ft
FR-10 800, 696.88 ft
PZ-73 800,719.58 ft
PZ-110 800,402.93 ft
P7-113 800,078.45 ft
PZ-111 800,483.92 ft
1230ft
1,231,092.30 ft
1,231,748.67 ft
1,231,533.56 ft
1,231,517.16 ft
1,285.00 ft
1,336.14 ft
1,361.37 ft
1, 307.15 ft
1, 328.22 ft
1,286.89 ft
1, 340.49 ft
1, 365.61 ft
1, 309.57 ft
1,331.16 ft
I certify that this report represents the results of a survey completed by me on April 3, 2013
and is correct to the best of my knowledge and belief. The ratio of precision as calculated by
latitudes and departures is 1:20,000' plus, and is prepared in accordance with Board Rule
1600 of the Standards of Practice for Surveying in North Carolina. Witness my original
signature and official seal this the 3rd day of April 2013.
SJ;
{. T
- �C
Professional Suiveyor PLS-2906 Firm No. 1055

From the office of
Wright and Fields Land Surveying
1340 Albemarle Road, Suite C
P.O. Box 933, Troy, North Carolina 27371
Ph.:910-572-2449 FAX:910=572=4137
To � Matt Cheek, HHN&T
Mark Preddy, BLE
From: Thomas J. Fields, PLS
Date: May 17, 2013
e: Pi Rezometers at Foothills Env.
Good Morning!
Please find listed below the updated data for PZ-107 that was located recently at the
Foothills Environmental Site
Name
Northi
Ground Top of Pipe
in9 Elevation Elevation
PZ-107 800, 794.78 ft 1, 231, 358.03 ft 1, 353.47ft 1, 357.25 ft
I certify that this report represents the results of a survey completed by me on May 14th,
2013 and is correct to the best of my knowledge and belief. The ratio of precision as
calculated by latitudes and departures is 1:20,000' plus, and is prepared in accordance with
Board Rule .1600 of the Standards of Practice for Surveying in North Carolina. Witness my
original signature and official seal this the 17th day of May 2013.
r if
`Y 0
SLAL
If
If
If
If
1 '
Professional Survey r PLS-2906 Firm No. 1055
1

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 PiezometerBoring Location Plan (Figure
3).
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
PRECIPITATION AND GROUNDWATER LEVEL DATA AND CHARTS

MONTHLY PRECIPITATION DATA -1995 TO 2016
North Carolina Division 2
Foothills Regional MSW Landfill
Caldwell Co., North Carolina
BLE Job Number J15-1235-78
Year
MONTH
1995
1996
1997
1998
1999
2000
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
Monthly Avg.
January
7.49
6.96
3.01
8.05
5.01
3.79
2.73
3.45
2
1.49
3.18
3.72
4.3
1.31
3.41
6.23
1.64
3.51
9.37
2.8
2.26
2.64
4.02
February
3.64
3.22
3.95
6.2
3.2
1.96
2.08
1.3
5.22
3.65
2.38
1.64
1.72
3.41
1.64
3.37
2.13
1.92
3.07
3.06
2.19
5.62
3.03
March
2.9
3.94
5.78
4.85
2.69
3.58
5.06
5
5.96
2.15
4.63
1.37
4.45
4.36
4.71
4.85
7.73
4.07
3.72
3.26
2.54
1.37
4.04
April
0.92
2.61
5.5
7.67
4.08
6
1.35
1.62
7.16
3.72
4.19
4.22
2.6
3.87
3.85
2.22
5.52
4.67
5.25
4.34
6.03
2.51
4.09
May
4.82
4.11
2.28
6.24
2.88
2.06
4.37
3.2
6.17
3.96
2.29
2.35
1.26
2.3
9.29
4.42
5.59
6.88
7.42
3.79
2.13
6.26
4.28
June
8.9
4.95
5.11
4.281
3.3
4.34
4.41
2.59
7.19
6.46
5.43
6.77
4.36
3.03
5.55
2.6
3.79
2.89
7.02
3.41
4.2
3.3
4.72
July
3.51
4.25
5.2
2.62
5.52
4
7.05
4.38
7.42
4.14
6.891
4.3
3.73
4.31
3.66
4.591
4.61
5.521
14.79
3.37
4.73
5.17
August
5.2
9.32
1.01
3.75
4.02
3.78
3.35
2.88
7.15
3.38
4.71
4.551
1.56
6.58
5.6
6.01
2.58
3.61
4.89
5.86
4.37
4.48
September
3.59
6.29
4.33
1.89
4.59
5.19
3.5
6.09
4.41
14.17
0.6
6.24
3.02
5.07
5.56
3.63
6.49
6.03
2.66
3.88
8.08
5.01
October
7.03
1.9
2.54
2.33
2.3
0.06
1.32
5.04
2.15
2.74
5.22L�3.35
15
5.65
2.41
3.79
2.83
3.46
2.78
2.03
4.81
7
3.41
November
3.76
4.86
2.09
1.42
3.75
2.82
1.27
5.04
5.57
4.12
4.7119
0.92
2.13
5.5
1.82
5.4
0.69
3.77
4.17
7.7
3.65
December
1.24
5.12
3.22
4.35
2.24
1.79
3.24
4.94
3.55
3.81
3.43
3.86
4.181
7.98
4.3
4.77
4.12
5.75
2.75
7.99
4.09
SEASON
I
Seasonal Avg.
Winter
14.03
14.12
12.74
19.1
10.9
9.33
9.87
9.75
13.18
7.29
10.19
6.73 10.47
9.08
9.76
14.45
11.5
9.5
16.16
9.12 6.99
11.16
Spring
14.64
11.67
12.89
18.19
10.26
12.4
10.12
7.41
20.52
14.14
11.91
13.34
8.22
9.2
18.69
9.24
14.9
14.44
19.69
11.54
12.36
13.13
Summer
12.3
19.86
10.54
8.26
14.13
12.97
13.9
13.35
18.98
21.69
12.2
15.09
8.31
15.96
14.82
14.23
13.68
15.16
22.34
13.11
17.18
14.67
Fall
12.03
11.88
7.85
8.1 8.29
4.67
5.83
15.02
11.27
10.67
13.36
12.69 10.43
8.72
17.27
8.95
13.63
7.59
11.55
11.73 22.69
11.15
Yearly Totals
53.00
57.53
44.02
53.65 43.58
39.37
39.72
45.53
63.95
53.79
47.66
47.85 37.43
42.96
60.54
46.87
53.71
46.69
69.74
45.50 59.22
Yearly Avg.
49.99
Notes:
1. Data Source: NOAA, public information - Updated through June 2016.

PALMER DROUGHT SEVERITY INDEX
North Carolina Division 2
Foothills MSW Landfill
Caldwell County, NC
BLE Project Number J15-1235-78
pit
i
910 -1
1
DATE

APPENDIX E
SLUG TEST PROCEDURES AND RESULTS

APPENDIX E
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 Bouvver and Rice (1976) Method for partially -penetrating wells in
an unconfined aquifer.

Rising Head Slug Test - A pril 17, 2013
Foothills MSW Landfill - Caldwell County, NC
1.
1
Bouwer and Rice Graph
MW-8
Bouwer and Rice parameter C = 2.16
In(Re/Rw) = 2.723453e+000
Analysis starts at time 30. Seconds
Analysis ends at time 2. minutes
37 Measurements analyzed from 5 to 41
0000000000000000 0-
Hydraulic Conductivity = 2.08e-004 cm/sec
Transmissivity = 7.28 ft2/day
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5
Adjusted Time (minutes)
Project Number: J13-1235-62 for Republic Ho is 4.65 feet at 26. Secon ds
Analysis by Bunnell-Lammons Engineering, Inc.
C:\MSP Files\Foothills LF NC\1235-62 Well Install Cell 8A\Final Slug\MW-8Risel.slg Page 1

Rising Head Slug Test -
Site Name:
Foothills MSW Landfill -
Location:
Caldwell County, NC
Test Date:
April 17, 2013
Client:
Republic
Project Number:
J13-1235-62
Import File:
C:\Public PC113\Projects\Foothills LF\Final Slug\MW-8Rise.txt
Well Label:
MW-8
Aquifer Thickness:
12.4 feet
Screen Length:
12.4 feet
Casing Radius:
8.33e-002 feet
Effective Radius:
0.344 feet
Static Water Level:
0. feet
Water Table to Screen Bottom:
12.4 feet
Anisotropy Ratio:
1.
Time Adjustment:
26. Seconds
Test starts with trial 0
There are 82 time and drawdown measurements
Maximum head is 4.65 feet
Minimum head is 0. feet
Trial Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1 0.433
0.
4.65
4.65
1.
2 0.45
1.7e-002
3.46
3.46
0.746
3 0.467
3.4e-002
0.171
0.171
3.68e-002
4 0.483
5.e-002
0.252
0.252
5.42e-002
5 0.5
6.7e-002
0.241
0.241
5.19e-002
6 0.517
8.4e-002
0.237
0.237
5.1 e-002
7 0.533
0.1
0.213
0.213
4.58e-002
8 0.55
0.117
0.229
0.229
4.93e-002
9 0.567
0.134
0.233
0.233
5.02e-002
10 0.583
0.15
0.217
0.217
4.67e-002
11 0.6
0.167
0.225
0.225
4.84e-002
12 0.617
0.184
0.229
0.229
4.93e-002
13 0.633
0.2
0.221
0.221
4.76e-002
14 0.65
0.217
0.225
0.225
4.84e-002
15 0.667
0.234
0.213
0.213
4.58e-002
16 0.683
0.25
0.213
0.213
4.58e-002
17 0.7
0.267
0.213
0.213
4.58e-002
18 0.717
0.284
0.21
0.21
4.52e-002
19 0.733
0.3
0.21
0.21
4.52e-002
20 0.75
0.317
0.21
0.21
4.52e-002
21 0.767
0.334
0.21
0.21
4.52e-002
22 0.783
0.35
0.206
0.206
4.43e-002
23 0.8
0.367
0.206
0.206
4.43e-002
24 0.817
0.384
0.206
0.206
4.43e-002
25 0.833
0.4
0.206
0.206
4.43e-002
26 0.85
0.417
0.206
0.206
4.43e-002
27 0.867
0.434
0.206
0.206
4.43e-002
28 0.883
0.45
0.206
0.206
4.43e-002
29 0.9
0.467
0.206
0.206
4.43e-002
30 0.917
0.484
0.202
0.202
4.35e-002
31 0.933
0.5
0.202
0.202
4.35e-002
32 0.95
0.517
0.202
0.202
4.35e-002
33 0.967
0.534
0.202
0.202
4.35e-002
C:\MSP Files\Foothills LF NC\1235-62 Well Install Cell 8A\Final SlucPage l Risel.slg

34
0.983
0.55
0.202
0.202
4.35e-002
35
1.
0.567
0.198
0.198
4.26e-002
36
1.17
0.734
0.198
0.198
4.26e-002
37
1.33
0.9
0.19
0.19
4.09e-002
38
1.5
1.07
0.19
0.19
4.09e-002
39
1.67
1.23
0.182
0.182
3.92e-002
40
1.83
1.4
0.179
0.179
3.85e-002
41
2.
1.57
0.175
0.175
3.77e-002
42
2.17
1.73
0.171
0.171
3.68e-002
43
2.33
1.9
0.167
0.167
3.59e-002
44
2.5
2.07
0.163
0.163
3.51 e-002
45
2.67
2.23
0.163
0.163
3.51 e-002
46
2.83
2.4
0.152
0.152
3.27e-002
47
3.
2.57
0.152
0.152
3.27e-002
48
3.17
2.73
0.152
0.152
3.27e-002
49
3.33
2.9
0.147
0.147
3.16e-002
50
3.5
3.07
0.14
0.14
3.01 e-002
51
3.67
3.23
0.14
0.14
3.01 e-002
52
3.83
3.4
0.14
0.14
3.01 e-002
53
4.
3.57
0.136
0.136
2.93e-002
54
4.17
3.73
0.132
0.132
2.84e-002
55
4.33
3.9
0.128
0.128
2.76e-002
56
4.5
4.07
0.124
0.124
2.67e-002
57
4.67
4.23
0.124
0.124
2.67e-002
58
4.83
4.4
0.124
0.124
2.67e-002
59
5.
4.57
0.116
0.116
2.5e-002
60
5.17
4.73
0.116
0.116
2.5e-002
61
5.33
4.9
0.116
0.116
2.5e-002
62
5.5
5.07
0.112
0.112
2.41 e-002
63
5.67
5.23
0.109
0.109
2.35e-002
64
5.83
5.4
0.109
0.109
2.35e-002
65
6.
5.57
0.105
0.105
2.26e-002
66
6.17
5.73
0.105
0.105
2.26e-002
67
6.33
5.9
0.105
0.105
2.26e-002
68
6.5
6.07
0.101
0.101
2.17e-002
69
6.67
6.23
9.7e-002
9.7e-002
2.09e-002
70
6.83
6.4
9.7e-002
9.7e-002
2.09e-002
71
7.
6.57
9.3e-002
9.3e-002
2.e-002
72
7.17
6.73
9.3e-002
9.3e-002
2.e-002
73
7.33
6.9
9.3e-002
9.3e-002
2.e-002
74
7.5
7.07
9.3e-002
9.3e-002
2.e-002
75
7.67
7.23
9.3e-002
9.3e-002
2.e-002
76
7.83
7.4
8.9e-002
8.9e-002
1.92e-002
77
8.
7.57
8.9e-002
8.9e-002
1.92e-002
78
8.17
7.73
8.6e-002
8.6e-002
1.85e-002
79
8.33
7.9
8.6e-002
8.6e-002
1.85e-002
80
8.5
8.07
8.6e-002
8.6e-002
1.85e-002
81
8.67
8.23
8.6e-002
8.6e-002
1.85e-002
82
8.83
8.4
8.1 e-002
8.1 a-002
1.74e-002
C:\MSP Files\Foothills LF NC\1235-62 Well Install Cell 8A\Final SlucPage BRisel.slg

Rising Head Slug Test October 21, 2015 Bouwer and Rice Graph
Foothills Regional Landfill Caldwell County, North Carolina PZ-73C
0.1
0
2
2
0
m
Hydraulic Conductivity = 1.665e-003 cm/sec
Transmissivity = 2.795e-002 ft2/min
Bouwer and Rice parameter C = 2.595
In(Re/Rw) = 3.028311 e+000
Analysis starts at time 24. Seconds
Analysis ends at time 1.5 minutes
40 Measurements analyzed from 13 to 52
1 Points not plotted because head ratio <= 0.0
These points are not included in the analysis
0 1 2
Adjusted Time (minutes)
Project Number: J 15-1235-78 for Republic Services Ho is 1.819 feet at 12. Seconds
Analysis by BLE
CWSP Files\Foothills LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ73CRH.slg Page 1

Rising Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 0
There are 60 time and drawdown measurements
Maximum head is 1.819 feet
Minimum head is 0. feet
Foothills Regional Landfill
Caldwell County, North Carolina
October 21, 2015
Republic Services
J 15-1235-78
C:\Public PC134\Slug tests from Field\Foothills LF\10-21-15\Final\PZ73CRH.txt
PZ-73C
8.53 feet
8.53 feet
8.333e-002 feet
0.1667 feet
0. feet
8.53 feet
1.
12. Seconds
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.2
0.
1.819
1.819
1.
2
0.217
1.7e-002
1.695
1.695
0.9318
3
0.233
3.3e-002
1.52
1.52
0.8356
4
0.25
5.e-002
1.353
1.353
0.7438
5
0.267
6.7e-002
1.198
1.198
0.6586
6
0.283
8.3e-002
1.062
1.062
0.5838
7
0.3
1.e-001
0.949
0.949
0.5217
8
0.317
0.117
0.852
0.852
0.4684
9
0.333
0.133
0.771
0.771
0.4239
10
0.35
0.15
0.708
0.708
0.3892
11
0.367
0.167
0.662
0.662
0.3639
12
0.383
0.183
0.623
0.623
0.3425
13
0.4
0.2
0.592
0.592
0.3255
14
0.417
0.217
0.557
0.557
0.3062
15
0.433
0.233
0.53
0.53
0.2914
16
0.45
0.25
0.506
0.506
0.2782
17
0.467
0.267
0.483
0.483
0.2655
18
0.483
0.283
0.464
0.464
0.2551
19
0.5
0.3
0.44
0.44
0.2419
20
0.517
0.317
0.425
0.425
0.2336
21
0.533
0.333
0.394
0.394
0.2166
22
0.55
0.35
0.378
0.378
0.2078
23
0.567
0.367
0.363
0.363
0.1996
24
0.583
0.383
0.347
0.347
0.1908
25
0.6
0.4
0.336
0.336
0.1847
26
0.617
0.417
0.32
0.32
0.1759
27
0.633
0.433
0.308
0.308
0.1693
28
0.65
0.45
0.297
0.297
0.1633
29
0.667
0.467
0.285
0.285
0.1567
30
0.683
0.483
0.277
0.277
0.1523
31
0.7
0.5
0.27
0.27
0.1484
32
0.717
0.517
0.258
0.258
0.1418
33
0.733
0.533
0.246
0.246
0.1352
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ73CRH.slg Page 1

34
0.75
0.55
0.239
0.239
0.1314
35
0.767
0.567
0.235
0.235
0.1292
36
0.783
0.583
0.227
0.227
0.1248
37
0.8
0.6
0.215
0.215
0.1182
38
0.817
0.617
0.207
0.207
0.1138
39
0.833
0.633
0.204
0.204
0.1121
40
0.85
0.65
0.196
0.196
0.1078
41
0.867
0.667
0.188
0.188
0.1034
42
0.883
0.683
0.184
0.184
0.1012
43
0.9
0.7
0.176
0.176
9.676e-002
44
0.917
0.717
0.169
0.169
9.291 e-002
45
0.933
0.733
0.165
0.165
9.071 e-002
46
0.95
0.75
0.157
0.157
8.631 e-002
47
0.967
0.767
0.153
0.153
8.411 e-002
48
0.983
0.783
0.145
0.145
7.971 e-002
49
1.
0.8
0.141
0.141
7.752e-002
50
1.167
0.967
0.103
0.103
5.662e-002
51
1.333
1.133
7.1 e-002
7.1 e-002
3.903e-002
52
1.5
1.3
5.2e-002
5.2e-002
2.859e-002
53
1.667
1.467
4.e-002
4.e-002
2.199e-002
54
1.833
1.633
3.3e-002
3.3e-002
1.814e-002
55
2.
1.8
2.5e-002
2.5e-002
1.374e-002
56
2.167
1.967
1.7e-002
1.7e-002
9.346e-003
57
2.333
2.133
1.3e-002
1.3e-002
7.147e-003
58
2.5
2.3
9.e-003
9.e-003
4.948e-003
59
2.667
2.467
5.e-003
5.e-003
2.749e-003
60
2.833
2.633
2.e-003
2.e-003
1.1e-003
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ73CRH.slg Page 2

Falling Head Slug Test 10-19-07
Foothills Regional MSW Landfill Caldwell Co., NC
1. —
0
0.1
0
ca
co
0
2
•
1
N
Hydraulic Conductivity = 2.522e-004 cm/sec
Transmissivity = 2.397e-003 ft2/min
5
10
Project Number: J07-1235-43 for Republic
Analysis by BLE
Bouwer and Rice Graph
PZ-97a
Bouwer and Rice parameter C = 1.362
In(Re/Rw) = 1.948753e+000
Analysis starts at time 570. Seconds
Analysis ends at time 25. minutes
13 Measurements analyzed from 29 to 41
•
20
Adjusted Time (minutes)
Ho is 10.46 feet at 540. Seconds
CAMSP Files\Foothills LF NC\1235-43 DHR Ph 3\Slug Data\Final Data\PZ-97a.slg Page 1

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 27
There are 41 time and drawdown measurements
Maximum head is 10.46 feet
Minimum head is 0. feet
Foothills Regional MSW Landfill
Caldwell Co., NC
10-19-07
Republic
J07-1235-43
C:\Public PC018\Projects\Foothills LF\Slug Data 10-17-07\Revised Data\PZ-97s.txt
PZ-97a
4.83 feet
4.83 feet
8.33e-002 feet
0.3438 feet
11.7 feet
4.83 feet
1.
540. Seconds
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
8.3e-002
-8.917
8.47
3.23
0.3088
2
0.167
-8.833
8.68
3.02
0.2887
3
0.25
-8.75
9.02
2.68
0.2562
4
0.333
-8.667
9.2
2.5
0.239
5
0.5
-8.5
9.27
2.43
0.2323
6
0.667
-8.333
9.39
2.31
0.2208
7
0.833
-8.167
9.62
2.08
0.1989
8
1.
-8.
9.7
2.
0.1912
9
1.167
-7.833
9.75
1.95
0.1864
10
1.333
-7.667
9.8
1.9
0.1816
11
1.5
-7.5
9.85
1.85
0.1769
12
1.667
-7.333
9.95
1.75
0.1673
13
1.833
-7.167
10.
1.7
0.1625
14
2.
-7.
10.05
1.65
0.1577
15
2.5
-6.5
10.25
1.45
0.1386
16
3.
-6.
10.4
1.3
0.1243
17
3.5
-5.5
10.52
1.18
0.1128
18
4.
-5.
10.75
0.95
9.082e-002
19
4.5
-4.5
10.85
0.85
8.126e-002
20
5.
-4.
10.92
0.78
7.457e-002
21
5.5
-3.5
10.95
0.75
7.17e-002
22
6.
-3.
10.97
0.73
6.979e-002
23
6.5
-2.5
11.05
0.65
6.214e-002
24
7.
-2.
11.1
0.6
5.736e-002
25
7.5
-1.5
11.12
0.58
5.545e-002
26
8.
-1.
11.16
0.54
5.163e-002
27
8.5
-0.5
11.2
0.5
4.78e-002
28
9.
0.
1.24
10.46
1.
29
9.5
0.5
11.29
0.41
3.92e-002
30
10.
1.
11.32
0.38
3.633e-002
31
11.
2.
11.38
0.32
3.059e-002
32
12.
3.
11.4
0.3
2.868e-002
33
13.
4.
11.43
0.27
2.581 e-002
CAMSP Files\Foothils LF NC\1235-43 DHR Ph 3\Slug Data\Final Data\PZ-97a.slg Page 1

34
14.
5.
11.45
0.25
2.39e-002
35
15.
6.
11.48
0.22
2.103e-002
36
16.
7.
11.5
0.2
1.912e-002
37
17.
8.
11.53
0.17
1.625e-002
38
18.
9.
11.56
0.14
1.338e-002
39
19.
10.
11.57
0.13
1.243e-002
40
20.
11.
11.58
0.12
1.147e-002
41
25.
16.
11.61
9.e-002
8.604e-003
CAMSP Files\Foothils LF NC\1235-43 DHR Ph 3\Slug Data\Final Data\PZ-97a.slg Page 2

Falling Head Slug Test 10-19-07
Foothills Regional MSW Landfill Caldwell Co., NC
1. rJ
1
111
•
•
• 7 0 0 0 0
k 000000000 O O O 0
Hydraulic Conductivity = 6.019e-004 cm/sec
Transmissivity = 2.648e-002 ft2/min
5
Project Number: J07-1235-43 for Republic
Analysis by BLE
Bouwer and Rice Graph
PZ-97b
Bouwer and Rice parameter C = 1.97
In(Re/Rw) = 3.019319e+000
Analysis starts at time 40.02 Seconds
Analysis ends at time 3. minutes
11 Measurements analyzed from 6 to 16
15 20
Adjusted Time (minutes)
Ho is 1.65 feet at 4.98 Seconds
CWSP Files\Foothills LF NC\1235-43 DHR Ph 3\Slug Data\Final Data\PZ-97b.slg Page 1

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 0
There are 41 time and drawdown measurements
Maximum head is 1.65 feet
Minimum head is 0. feet
Foothills Regional MSW Landfill
Caldwell Co., NC
10-19-07
Republic
J07-1235-43
C:\Public PC018\Projects\Foothills LF\Slug Data 10-17-07\Revised Data\PZ-97d.txt
PZ-97b
22.35 feet
10. feet
8.33e-002 feet
0.3438 feet
15.7 feet
22.35 feet
1.
4.98 Seconds
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
8.3e-002
0.
14.05
1.65
1.
2
0.167
8.4e-002
14.28
1.42
0.8606
3
0.25
0.167
14.38
1.32
0.8
4
0.333
0.25
14.68
1.02
0.6182
5
0.5
0.417
15.08
0.62
0.3758
6
0.667
0.584
15.21
0.49
0.297
7
0.833
0.75
15.4
0.3
0.1818
8
1.
0.917
15.49
0.21
0.1273
9
1.167
1.084
15.53
0.17
0.103
10
1.333
1.25
15.55
0.15
9.091 e-002
11
1.5
1.417
15.57
0.13
7.879e-002
12
1.667
1.584
15.59
0.11
6.667e-002
13
1.833
1.75
15.6
1. e-001
6.061 e-002
14
2.
1.917
15.62
8.e-002
4.848e-002
15
2.5
2.417
15.63
7.e-002
4.242e-002
16
3.
2.917
15.64
6.e-002
3.636e-002
17
3.5
3.417
15.64
6.e-002
3.636e-002
18
4.
3.917
15.64
6.e-002
3.636e-002
19
4.5
4.417
15.64
6.e-002
3.636e-002
20
5.
4.917
15.64
6.e-002
3.636e-002
21
5.5
5.417
15.64
6.e-002
3.636e-002
22
6.
5.917
15.65
5.e-002
3.03e-002
23
6.5
6.417
15.65
5.e-002
3.03e-002
24
7.
6.917
15.65
5.e-002
3.03e-002
25
7.5
7.417
15.65
5.e-002
3.03e-002
26
8.
7.917
15.65
5.e-002
3.03e-002
27
8.5
8.417
15.65
5.e-002
3.03e-002
28
9.
8.917
15.65
5.e-002
3.03e-002
29
9.5
9.417
15.65
5.e-002
3.03e-002
30
10.
9.917
15.65
5.e-002
3.03e-002
31
11.
10.92
15.65
5.e-002
3.03e-002
32
12.
11.92
15.65
5.e-002
3.03e-002
33
13.
12.92
15.65
5.e-002
3.03e-002
CAMSP Files\Foothils LF NC\1235-43 DHR Ph 3\Slug Data\Final Data\PZ-97b.slg Page 1

34
14.
13.92
15.65
5.e-002
3.03e-002
35
15.
14.92
15.65
5.e-002
3.03e-002
36
16.
15.92
15.65
5.e-002
3.03e-002
37
17.
16.92
15.65
5.e-002
3.03e-002
38
18.
17.92
15.65
5.e-002
3.03e-002
39
19.
18.92
15.65
5.e-002
3.03e-002
40
20.
19.92
15.65
5.e-002
3.03e-002
41
25.
24.92
15.65
5.e-002
3.03e-002
CAMSP Files\Foothils LF NC\1235-43 DHR Ph 3\Slug Data\Final Data\PZ-97b.slg Page 2

Falling Head Slug Test October 21, 2015 Bouwer and Rice Graph
Foothills Regional Landfill Caldwell County, North Carolina PZ-100B
1.
Bouwer and Rice parameter C = 1.969
In(Re/Rw) = 2.613203e+000
Analysis starts at time 90. Seconds
Analysis ends at time 15. minutes
57 Measurements analyzed from 8 to 64
0000p0O0p000
000000000000000000000000 0
0.1
0
.6
co
a)
2
1.e-00
Hydraulic Conductivity = 1.679e-005 cm/sec
Transmissivity = 3.736e-004 ft2/min
0 5 10 15 20 25 30 35 40 45 50
Adjusted Time (minutes)
Project Number: J15-1235-78 for Republic Services Ho is 2.574 feet at 55.98 Seconds
Analysis by BLE
CAMSP Files\Foothills LF NC\1235-78 DHR Ph 5\3 SlugTests\Final\FHPZ100BFH.sIg Page 1

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Foothills Regional Landfill
Caldwell County, North Carolina
October 21, 2015
Republic Services
J 15-1235-78
C:\Public PC134\Slug tests from Field\Foothills LF\10-21-15\Final\ME1 RFH.txt
Well Label:
PZ-100B
Aquifer Thickness:
11.3 feet
Screen Length:
10. feet
Casing Radius:
8.333e-002 feet
Effective Radius:
0.3438 feet
Static Water Level:
0. feet
Water Table to Screen Bottom:
11.3 feet
Anisotropy Ratio:
1.
Time Adjustment:
55.98 Seconds
Test starts with trial 0
There are 101 time and drawdown measurements
Maximum head is 2.574 feet
Minimum head is 0. feet
Trial Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1 0.933
0.
2.574
2.574
1.
2 0.95
1.7e-002
0.955
0.955
0.371
3 0.967
3.4e-002
0.94
0.94
0.3652
4 0.983
5.e-002
0.831
0.831
0.3228
5 1.
6.7e-002
0.738
0.738
0.2867
6 1.167
0.234
0.8
0.8
0.3108
7 1.333
0.4
0.761
0.761
0.2956
8 1.5
0.567
0.757
0.757
0.2941
9 1.667
0.734
0.749
0.749
0.291
10 1.833
0.9
0.749
0.749
0.291
11 2.
1.067
0.741
0.741
0.2879
12 2.167
1.234
0.737
0.737
0.2863
13 2.333
1.4
0.734
0.734
0.2852
14 2.5
1.567
0.73
0.73
0.2836
15 2.667
1.734
0.722
0.722
0.2805
16 2.833
1.9
0.718
0.718
0.2789
17 3.
2.067
0.714
0.714
0.2774
18 3.167
2.234
0.706
0.706
0.2743
19 3.333
2.4
0.702
0.702
0.2727
20 3.5
2.567
0.698
0.698
0.2712
21 3.667
2.734
0.695
0.695
0.27
22 3.833
2.9
0.691
0.691
0.2685
23 4.
3.067
0.687
0.687
0.2669
24 4.167
3.234
0.683
0.683
0.2653
25 4.333
3.4
0.679
0.679
0.2638
26 4.5
3.567
0.675
0.675
0.2622
27 4.667
3.734
0.672
0.672
0.2611
28 4.833
3.9
0.668
0.668
0.2595
29 5.
4.067
0.664
0.664
0.258
30 5.167
4.234
0.66
0.66
0.2564
31 5.333
4.4
0.656
0.656
0.2549
32 5.5
4.567
0.652
0.652
0.2533
33 5.667
4.734
0.648
0.648
0.2517
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ100BFH.slg Page 1

34
5.833
4.9
0.644
0.644
0.2502
35
6.
5.067
0.644
0.644
0.2502
36
6.167
5.234
0.64
0.64
0.2486
37
6.333
5.4
0.636
0.636
0.2471
38
6.5
5.567
0.636
0.636
0.2471
39
6.667
5.734
0.632
0.632
0.2455
40
6.833
5.9
0.628
0.628
0.244
41
7.
6.067
0.625
0.625
0.2428
42
7.167
6.234
0.625
0.625
0.2428
43
7.333
6.4
0.621
0.621
0.2413
44
7.5
6.567
0.617
0.617
0.2397
45
7.667
6.734
0.617
0.617
0.2397
46
7.833
6.9
0.613
0.613
0.2382
47
8.
7.067
0.609
0.609
0.2366
48
8.167
7.234
0.609
0.609
0.2366
49
8.333
7.4
0.605
0.605
0.235
50
8.5
7.567
0.605
0.605
0.235
51
8.667
7.734
0.601
0.601
0.2335
52
8.833
7.9
0.601
0.601
0.2335
53
9.
8.067
0.597
0.597
0.2319
54
9.167
8.234
0.597
0.597
0.2319
55
9.333
8.4
0.597
0.597
0.2319
56
9.5
8.567
0.593
0.593
0.2304
57
9.667
8.734
0.59
0.59
0.2292
58
9.833
8.9
0.59
0.59
0.2292
59
10.
9.067
0.586
0.586
0.2277
60
11.
10.07
0.574
0.574
0.223
61
12.
11.07
0.566
0.566
0.2199
62
13.
12.07
0.555
0.555
0.2156
63
14.
13.07
0.547
0.547
0.2125
64
15.
14.07
0.539
0.539
0.2094
65
16.
15.07
0.531
0.531
0.2063
66
17.
16.07
0.52
0.52
0.202
67
18.
17.07
0.516
0.516
0.2005
68
19.
18.07
0.508
0.508
0.1974
69
20.
19.07
0.501
0.501
0.1946
70
21.
20.07
0.492
0.492
0.1911
71
22.
21.07
0.485
0.485
0.1884
72
23.
22.07
0.477
0.477
0.1853
73
24.
23.07
0.473
0.473
0.1838
74
25.
24.07
0.466
0.466
0.181
75
26.
25.07
0.458
0.458
0.1779
76
27.
26.07
0.454
0.454
0.1764
77
28.
27.07
0.446
0.446
0.1733
78
29.
28.07
0.442
0.442
0.1717
79
30.
29.07
0.434
0.434
0.1686
80
31.
30.07
0.426
0.426
0.1655
81
32.
31.07
0.423
0.423
0.1643
82
33.
32.07
0.415
0.415
0.1612
83
34.
33.07
0.407
0.407
0.1581
84
35.
34.07
0.403
0.403
0.1566
85
36.
35.07
0.4
0.4
0.1554
86
37.
36.07
0.396
0.396
0.1538
87
38.
37.07
0.388
0.388
0.1507
88
39.
38.07
0.384
0.384
0.1492
89
40.
39.07
0.376
0.376
0.1461
90
41.
40.07
0.372
0.372
0.1445
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ100BFH.slg Page 2

91
42.
41.07
0.368
0.368
0.143
92
43.
42.07
0.36
0.36
0.1399
93
44.
43.07
0.361
0.361
0.1402
94
45.
44.07
0.353
0.353
0.1371
95
46.
45.07
0.349
0.349
0.1356
96
47.
46.07
0.345
0.345
0.134
97
48.
47.07
0.337
0.337
0.1309
98
49.
48.07
0.337
0.337
0.1309
99
50.
49.07
0.33
0.33
0.1282
100
51.
50.07
0.326
0.326
0.1267
101
52.
51.07
0.322
0.322
0.1251
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ100BFH.slg Page 3

Falling Head Slug Test October 21, 2015
Foothills Regional Landfill Caldwell County,
1
0
0
0
co
a)
2
1
North Carolina
Bouwer and Rice Graph
PZ-107C
0 5 10
Project Number: J 15-1235-78 for Republic Services
Analysis by BLE
Adjusted Time (minutes)
Ho is 3.721 feet at 34.02 Seconds
CAMSP Files\Foothills LF NC\1235-78 DHR Ph 5\3 SlugTests\Final\FHPZ107CFH.sIg Page 1

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 0
There are 86 time and drawdown measurements
Maximum head is 3.721 feet
Minimum head is 0. feet
Foothills Regional Landfill
Caldwell County, North Carolina
October 21, 2015
Republic Services
J 15-1235-78
C:\Public PC134\Slug tests from Field\Foothills LF\10-21-15\Final\PZ107CFH.txt
PZ-107C
14.53 feet
10. feet
8.333e-002 feet
0.1667 feet
0. feet
14.53 feet
1.
34.02 Seconds
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.567
0.
3.721
3.721
1.
2
0.583
1.6e-002
3.422
3.422
0.9196
3
0.6
3.3e-002
3.442
3.442
0.925
4
0.617
5.e-002
3.523
3.523
0.9468
5
0.633
6.6e-002
3.407
3.407
0.9156
6
0.65
8.3e-002
3.395
3.395
0.9124
7
0.667
0.1
3.383
3.383
0.9092
8
0.683
0.116
3.368
3.368
0.9051
9
0.7
0.133
3.348
3.348
0.8998
10
0.717
0.15
3.317
3.317
0.8914
11
0.733
0.166
3.317
3.317
0.8914
12
0.75
0.183
3.298
3.298
0.8863
13
0.767
0.2
3.275
3.275
0.8801
14
0.783
0.216
3.263
3.263
0.8769
15
0.8
0.233
3.243
3.243
0.8715
16
0.817
0.25
3.228
3.228
0.8675
17
0.833
0.266
3.209
3.209
0.8624
18
0.85
0.283
3.193
3.193
0.8581
19
0.867
0.3
3.177
3.177
0.8538
20
0.883
0.316
3.162
3.162
0.8498
21
0.9
0.333
3.142
3.142
0.8444
22
0.917
0.35
3.127
3.127
0.8404
23
0.933
0.366
3.112
3.112
0.8363
24
0.95
0.383
3.096
3.096
0.832
25
0.967
0.4
3.08
3.08
0.8277
26
0.983
0.416
3.065
3.065
0.8237
27
1.
0.433
3.049
3.049
0.8194
28
1.167
0.6
2.902
2.902
0.7799
29
1.333
0.766
2.762
2.762
0.7423
30
1.5
0.933
2.638
2.638
0.7089
31
1.667
1.1
2.521
2.521
0.6775
32
1.833
1.266
2.42
2.42
0.6504
33
2.
1.433
2.199
2.199
0.591
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ107CFH.slg Page 1

34
2.167
1.6
1.993
1.993
0.5356
35
2.333
1.766
1.834
1.834
0.4929
36
2.5
1.933
1.709
1.709
0.4593
37
2.667
2.1
1.609
1.609
0.4324
38
2.833
2.266
1.527
1.527
0.4104
39
3.
2.433
1.453
1.453
0.3905
40
3.167
2.6
1.387
1.387
0.3727
41
3.333
2.766
1.333
1.333
0.3582
42
3.5
2.933
1.278
1.278
0.3435
43
3.667
3.1
1.232
1.232
0.3311
44
3.833
3.266
1.189
1.189
0.3195
45
4.
3.433
1.15
1.15
0.3091
46
4.167
3.6
1.111
1.111
0.2986
47
4.333
3.766
1.077
1.077
0.2894
48
4.5
3.933
1.049
1.049
0.2819
49
4.667
4.1
1.018
1.018
0.2736
50
4.833
4.266
0.991
0.991
0.2663
51
5.
4.433
0.964
0.964
0.2591
52
5.167
4.6
0.936
0.936
0.2515
53
5.333
4.766
0.913
0.913
0.2454
54
5.5
4.933
0.89
0.89
0.2392
55
5.667
5.1
0.866
0.866
0.2327
56
5.833
5.266
0.843
0.843
0.2266
57
6.
5.433
0.824
0.824
0.2214
58
6.167
5.6
0.808
0.808
0.2171
59
6.333
5.766
0.785
0.785
0.211
60
6.5
5.933
0.765
0.765
0.2056
61
6.667
6.1
0.746
0.746
0.2005
62
6.833
6.266
0.73
0.73
0.1962
63
7.
6.433
0.711
0.711
0.1911
64
7.167
6.6
0.695
0.695
0.1868
65
7.333
6.766
0.68
0.68
0.1827
66
7.5
6.933
0.664
0.664
0.1784
67
7.667
7.1
0.649
0.649
0.1744
68
7.833
7.266
0.633
0.633
0.1701
69
8.
7.433
0.618
0.618
0.1661
70
8.167
7.6
0.602
0.602
0.1618
71
8.333
7.766
0.591
0.591
0.1588
72
8.5
7.933
0.575
0.575
0.1545
73
8.667
8.1
0.564
0.564
0.1516
74
8.833
8.266
0.548
0.548
0.1473
75
9.
8.433
0.537
0.537
0.1443
76
9.167
8.6
0.521
0.521
0.14
77
9.333
8.766
0.513
0.513
0.1379
78
9.5
8.933
0.497
0.497
0.1336
79
9.667
9.1
0.49
0.49
0.1317
80
9.833
9.266
0.474
0.474
0.1274
81
10.
9.433
0.466
0.466
0.1252
82
11.
10.43
0.404
0.404
0.1086
83
12.
11.43
0.354
0.354
9.514e-002
84
13.
12.43
0.307
0.307
8.25e-002
85
14.
13.43
0.269
0.269
7.229e-002
86
15.
14.43
0.233
0.233
6.262e-002
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\FHPZ107CFH.slg Page 2

Falling Head Head Slug Test May 21, 2015
Foothills Regional Landfill Lenoir, NC
1. —
0.1
1.e-C
Bouwer and Rice Graph
PZ-116C
Bouwer and Rice parameter C = 3.527
In(Re/Rw) = 3.478025e+000
Analysis starts at time 40.02 Seconds
Analysis ends at time 6.333 minutes
53 Measurements analyzed from 3 to 55
2 Points not plotted because head ratio <= 0.0
These points are not included in the analysis
000 0
n n0
000000
Or
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
Project Number: J 15-1235-78 for Republic Services
Analysis by BLE
7.5 8.0 8.5 9.0
Adjusted Time (minutes)
Ho is 4.725 feet at 37.98 Seconds
CWSP Files\Foothills LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\PZ-116 FH FHLFslg Page 1

Falling Head Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 0
There are 72 time and drawdown measurements
Maximum head is 4.725 feet
Minimum head is 0. feet
Foothills Regional Landfill
Lenoir, NC
May 21, 2015
Republic Services
J 15-1235-78
C:\Public PC134\Slug tests from Field\Foothills LF\5-21-15\Final\FHLF PZ116.txt
PZ-116C
10.62 feet
10. feet
8.333e-002 feet
0.1198 feet
0. feet
10.62 feet
1.
37.98 Seconds
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.633
0.
4.725
4.725
1.
2
0.65
1.7e-002
3.541
3.541
0.7494
3
0.667
3.4e-002
3.447
3.447
0.7295
4
0.683
5.e-002
3.401
3.401
0.7198
5
0.7
6.7e-002
3.354
3.354
0.7098
6
0.717
8.4e-002
3.308
3.308
0.7001
7
0.733
1.e-001
3.265
3.265
0.691
8
0.75
0.117
3.222
3.222
0.6819
9
0.767
0.134
3.18
3.18
0.673
10
0.783
0.15
3.141
3.141
0.6648
11
0.8
0.167
3.098
3.098
0.6557
12
0.817
0.184
3.063
3.063
0.6483
13
0.833
0.2
3.024
3.024
0.64
14
0.85
0.217
2.989
2.989
0.6326
15
0.867
0.234
2.95
2.95
0.6243
16
0.883
0.25
2.912
2.912
0.6163
17
0.9
0.267
2.877
2.877
0.6089
18
0.917
0.284
2.842
2.842
0.6015
19
0.933
0.3
2.807
2.807
0.5941
20
0.95
0.317
2.772
2.772
0.5867
21
0.967
0.334
2.737
2.737
0.5793
22
0.983
0.35
2.702
2.702
0.5719
23
1.
0.367
2.671
2.671
0.5653
24
1.167
0.534
2.356
2.356
0.4986
25
1.333
0.7
2.077
2.077
0.4396
26
1.5
0.867
1.824
1.824
0.386
27
1.667
1.034
1.552
1.552
0.3285
28
1.833
1.2
1.129
1.129
0.2389
29
2.
1.367
0.872
0.872
0.1846
30
2.167
1.534
0.694
0.694
0.1469
31
2.333
1.7
0.585
0.585
0.1238
32
2.5
1.867
0.5
0.5
0.1058
33
2.667
2.034
0.434
0.434
9.185e-002
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\PZ-116 FH FHLF.slg Page 1

34
2.833
2.2
0.383
0.383
8.106e-002
35
3.
2.367
0.34
0.34
7.196e-002
36
3.167
2.534
0.298
0.298
6.307e-002
37
3.333
2.7
0.263
0.263
5.566e-002
38
3.5
2.867
0.228
0.228
4.825e-002
39
3.667
3.034
0.204
0.204
4.317e-002
40
3.833
3.2
0.181
0.181
3.831 e-002
41
4.
3.367
0.154
0.154
3.259e-002
42
4.167
3.534
0.131
0.131
2.772e-002
43
4.333
3.7
0.115
0.115
2.434e-002
44
4.5
3.867
9.9e-002
9.9e-002
2.095e-002
45
4.667
4.034
8.e-002
8.e-002
1.693e-002
46
4.833
4.2
6.4e-002
6.4e-002
1.354e-002
47
5.
4.367
5.7e-002
5.7e-002
1.206e-002
48
5.167
4.534
4.5e-002
4.5e-002
9.524e-003
49
5.333
4.7
3.7e-002
3.7e-002
7.831 e-003
50
5.5
4.867
3.3e-002
3.3e-002
6.984e-003
51
5.667
5.034
2.9e-002
2.9e-002
6.138e-003
52
5.833
5.2
2.9e-002
2.9e-002
6.138e-003
53
6.
5.367
2.5e-002
2.5e-002
5.291 e-003
54
6.167
5.534
2.2e-002
2.2e-002
4.656e-003
55
6.333
5.7
1.8e-002
1.8e-002
3.81 e-003
56
6.5
5.867
1.8e-002
1.8e-002
3.81 e-003
57
6.667
6.034
1.8e-002
1.8e-002
3.81 e-003
58
6.833
6.2
1.8e-002
1.8e-002
3.81 e-003
59
7.
6.367
1.4e-002
1.4e-002
2.963e-003
60
7.167
6.534
1.8e-002
1.8e-002
3.81 e-003
61
7.333
6.7
1.4e-002
1.4e-002
2.963e-003
62
7.5
6.867
1.4e-002
1.4e-002
2.963e-003
63
7.667
7.034
1.e-002
1.e-002
2.116e-003
64
7.833
7.2
1.e-002
1.e-002
2.116e-003
65
8.
7.367
1.e-002
1.e-002
2.116e-003
66
8.167
7.534
1.e-002
1.e-002
2.116e-003
67
8.333
7.7
1.e-002
1.e-002
2.116e-003
68
8.5
7.867
1.e-002
1.e-002
2.116e-003
69
8.667
8.034
6.e-003
6.e-003
1.27e-003
70
8.833
8.2
6.e-003
6.e-003
1.27e-003
71
9.
8.367
2.e-003
2.e-003
4.233e-004
72
9.167
8.534
2.e-003
2.e-003
4.233e-004
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\PZ-116 F H FHLF.slg Page 2

Falling Head Head Slug Test May 21, 2015
Foothills Regional Landfill Lenoir, NC
1. -
1
Hydraulic Conductivity = 3.919e-004 cm/sec
Transmissivity = 1.134e-002 ft2/min
Bouwer and Rice Graph
PZ-123C
Bouwer and Rice parameter C = 2.9
In(Re/Rw) = 3.402625e+000
Analysis starts at time 100. Seconds
Analysis ends at time 6.833 minutes
32 Measurements analyzed from 4 to 35
\00000000000 000 0
0
9
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0 12.5
Adjusted Time (minutes)
Project Number: J 15-1235-78 for Republic Services Ho is 2.298 feet at 70.02 Seconds
Analysis by BLE
C:\MSP Files\Foothills LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\PZ-123 FH FHLF.slg Page 1

Falling Head Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Well Label:
Aquifer Thickness:
Screen Length:
Casing Radius:
Effective Radius:
Static Water Level:
Water Table to Screen Bottom:
Anisotropy Ratio:
Time Adjustment:
Test starts with trial 0
There are 57 time and drawdown measurements
Maximum head is 2.298 feet
Minimum head is 0. feet
Foothills Regional Landfill
Lenoir, NC
May 21, 2015
Republic Services
J 15-1235-78
C:\Public PC134\Slug tests from Field\Foothills LF\5-21-15\Final\FHLF PZ123.txt
PZ-123C
14.7 feet
10. feet
8.333e-002 feet
0.1667 feet
0. feet
14.7 feet
1.
70.02 Seconds
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
1.167
0.
2.298
2.298
1.
2
1.333
0.166
1.432
1.432
0.6232
3
1.5
0.333
1.195
1.195
0.52
4
1.667
0.5
1.017
1.017
0.4426
5
1.833
0.666
0.881
0.881
0.3834
6
2.
0.833
0.772
0.772
0.3359
7
2.167
1.
0.691
0.691
0.3007
8
2.333
1.166
0.621
0.621
0.2702
9
2.5
1.333
0.559
0.559
0.2433
10
2.667
1.5
0.5
0.5
0.2176
11
2.833
1.666
0.446
0.446
0.1941
12
3.
1.833
0.404
0.404
0.1758
13
3.167
2.
0.373
0.373
0.1623
14
3.333
2.166
0.338
0.338
0.1471
15
3.5
2.333
0.307
0.307
0.1336
16
3.667
2.5
0.283
0.283
0.1232
17
3.833
2.666
0.26
0.26
0.1131
18
4.
2.833
0.24
0.24
0.1044
19
4.167
3.
0.217
0.217
9.443e-002
20
4.333
3.166
0.194
0.194
8.442e-002
21
4.5
3.333
0.174
0.174
7.572e-002
22
4.667
3.5
0.163
0.163
7.093e-002
23
4.833
3.666
0.151
0.151
6.571 e-002
24
5.
3.833
0.131
0.131
5.701 e-002
25
5.167
4.
0.127
0.127
5.527e-002
26
5.333
4.166
0.104
0.104
4.526e-002
27
5.5
4.333
0.1
0.1
4.352e-002
28
5.667
4.5
9.7e-002
9.7e-002
4.221 e-002
29
5.833
4.666
8.9e-002
8.9e-002
3.873e-002
30
6.
4.833
8.1 e-002
8.1 a-002
3.525e-002
31
6.167
5.
8.1 e-002
8.1 a-002
3.525e-002
32
6.333
5.166
7.e-002
7.e-002
3.046e-002
33
6.5
5.333
6.2e-002
6.2e-002
2.698e-002
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\PZ-123 FH FHLF.slg Page 1

34
6.667
5.5
5.8e-002
5.8e-002
2.524e-002
35
6.833
5.666
5.e-002
5.e-002
2.176e-002
36
7.
5.833
5.8e-002
5.8e-002
2.524e-002
37
7.167
6.
5.e-002
5.e-002
2.176e-002
38
7.333
6.166
4.6e-002
4.6e-002
2.002e-002
39
7.5
6.333
4.6e-002
4.6e-002
2.002e-002
40
7.667
6.5
4.6e-002
4.6e-002
2.002e-002
41
7.833
6.666
5.e-002
5.e-002
2.176e-002
42
8.
6.833
5.e-002
5.e-002
2.176e-002
43
8.167
7.
4.2e-002
4.2e-002
1.828e-002
44
8.333
7.166
4.2e-002
4.2e-002
1.828e-002
45
8.5
7.333
4.6e-002
4.6e-002
2.002e-002
46
8.667
7.5
4.6e-002
4.6e-002
2.002e-002
47
8.833
7.666
4.6e-002
4.6e-002
2.002e-002
48
9.
7.833
4.2e-002
4.2e-002
1.828e-002
49
9.167
8.
4.2e-002
4.2e-002
1.828e-002
50
9.333
8.166
3.8e-002
3.8e-002
1.654e-002
51
9.5
8.333
3.4e-002
3.4e-002
1.48e-002
52
9.667
8.5
3.8e-002
3.8e-002
1.654e-002
53
9.833
8.666
3.8e-002
3.8e-002
1.654e-002
54
10.
8.833
3.8e-002
3.8e-002
1.654e-002
55
11.
9.833
4.2e-002
4.2e-002
1.828e-002
56
12.
10.83
2.7e-002
2.7e-002
1.175e-002
57
13.
11.83
3.5e-002
3.5e-002
1.523e-002
CAMSP Files\Foothils LF NC\1235-78 DHR Ph 5\3 Slug Tests\Final\PZ-123 FH FHLF.slg Page 2

APPENDIX F
SOIL LABORATORY TEST PROCEDURES

APPENDIX F
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 G
SOIL LABORATORY TEST RESULTS

100
90
70
60
.�o
�o
30
20
10
Particle ize "Nstr"1bufoon e
PON
C C� o 000 0 0�0
c 0
S \ � M rr cv m Nr to � N
GRAIN SIZE —mm
% Gravei
%Sand
%Fines
% ��oo
Coarse
Fine
Coarse
Medium 10
ie
Silt
Clay
0
0.0
0.0
0.0
0.0
13.6
I 55.3
28.3
2.8
Im
SYMBOL
SOURCE
SAMPLE
NO.
DEPTI]
(ft.)
Material Description
USCS
o
Boring
MVV-8
33.51111135.0
Light gray silty fi.-fined. SAND
Clients Republic, Ray Koffman
Pr®jest: Foothills Landfill
Cell 8 Well Installation
6�®0o J134235-62

tp
100
I
I
1
Particle Size Distribution Report
d i __ � p o ayao p oQo
M N C
1 1 I I 1 1 I I I I I 1
1 1 I I 1 1 1 1 1 I 1 1 I
I I i l 1 1 I I I i 1 I
90
80
I
1
I
1
1
I
I
1
I
I
I
I
i
1
1
1
l I
1 I
1
1 1
I
I
I
1
1
I
I
I
i
I
I
I
1
1
1
I
i
I
I
i 1
i 1
I I
I I
I
I
I
I
I
I
i
I
I
I
1
I
1
I
I
I
I I
i i
I 1
I
i
1
I
I
I
I
1
I
I
I I
I I
I I
1
I
i
70
1
1
1
I
I
I
1
I
1
I
I
I
I 1
I I
I I
1
I
I
I
I
I
I
I
I
I
I I
I 1
I I
1
1
I
W
Z
LL
60
I
I
I
I
I
1
I I
I
I
I
I
I
1
1
i
1
I
I
i i
1
1
I
Z
W
U
of
W
50
I
I
I
1
I
I I
I
I
I
I
1
I
1
a
40
30
I
I
I
I
1
1
I
I
I
1
I
I
I 1
1 I
I i
1
I
i
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1 I
1
1
I
I
1
I
i
I
I
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I I
I i
1
20
I
I
I
I
I
I
I
1
1
I
I
I
I
I
I
I
I
I
I
I
1 I
1 I
1 I
1 I
1 I
I
I
I
I
I
I
I
I
I
I
I
I
I
1
t
i
1
I
I
I
I
I
i I
1 1
1 t
I I
I 1
I
I
I
I
I
10
0
I
I
1
I
1
I
I
I
I
I I
I 1
t
I
1
I
I
I
I
I
I
I
I
I
I
i 1
I I
I
I
200 100 10
1 0.1 0.01
GRAIN SIZE - mm
0.001
Particle Size Distribution Report
Bunnell Lammons Engineering, Inc.
Greenville, SC
Client: HHNT/Republic
Project: Foothills Landfill
Caldwell County
Project No.: J07-1235-43 Plate
%GRAVEL
%SAND
%FINES
COBBLES
CRS.
FINE
CRS.
MEDIUM
FINE
SILT
CLAY
0
0.0
0.0
7.5
6.6
11.9
24.9
24.4
24.7
0
0.0
0.0
4.3
7.8
23.2
35.5
26.1
3.1
0
0.0
0.0
1.5
6.4
16.8
42.0
26.6
6.7
0
0.0
11.4
8.8
6.2
11.2
38.8
21.9
1.7
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
DESCRIPTION
USCS
.%
Boring
PZ-97
1.0-3.0
Dark brown silty fi.-co. SAND
SM
❑
Boring
PZ-97
33.5-35.0
Whit &dark brown silty fi.-co. SAND
SM
n
Boring
PZ-98
21.0-24.0
Grey silty fi.-co. SAND
SM
o
Boring
PZ-98
28.5-30.0
Grey silty fi.-co. SAND w/gravel
SM

MILIB
INC.
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS LANDFILL
PROJECT: CALDWELL COUNTY TESTED BY: JOHN MATHEW
PROJECT NO.: J07-1235-43 CHECKED BY: PAUL YARBER
DATE RECEIVED: 10-5-07
SAMPLE NO.
PZ-97
SAMPLE LOCATION:
1.0-3.0
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
DARK BROWN SILTY FL -CO. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.953
7.501
2.903
7.374
Sample Diameter
2.845
7.226
2.845
7.226
Len h/Diameter Ratio
�E+,'�'; xi`*
£..
Fs' iY.
.,
1.04
Moisture Content (%)
WW= 210.3 DW=
163.5
28.6
WW= 310.1 DW= 231.6
33.9
Sample Wet Weight rams
559.0
562.7
Wet Density c
113.4
116.2
Dry Density c
88.2
86.8
Saturation (%) ASSUWD so= 2.7
85
97
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Confining Pressure (psi)
80 RM
Influent Pressure (psi)
70
Effluent Pressure (psi)
70
Reset
Date
Clock Time
Elapsed Time
HAoUT
HAFN
Temp
Gradient
K
Temp
K20
y/N)
cm
cm
°C
cm/sec
Correction
cm/sec
Y
10-13-07
11:07:27'v
4.8
2.20
21
5a
10-13-07
11:13:00
0:05:33
4.0
2.23
21
4
4.7E-07
0.976
4.6E-07
10-13-07
11:13:56
0:06:29
3.9
2.23
21
3
4.7E-07
0.976
4.6E-07
10-13-07
11:14:53
0:07:26
3.8
2.24
21
3
4.7E-07
0.976
4.5E-07
10-13-07
11:15:58
0:08:31
3.7
2.24
21
3
4.6E-07
0.976
4.5E-07
HYDRAULIC CONDUCTIVITY (k) 4.6E-07 cm/sec

Particle Size Distribution Report
0 0 0
C C\ C C W a 0 N M a M 0 N
100
90
80
70
W
60
LL
Z 50
LLJ
uJ
0 40
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE -mm
%+3„
% Gravel
% Sand
Coarse Medium Fine
% Fines
Silt Clay
Coarse
Fine
O
0.0
0.0
0.0
2.1
15.2
52.3
27.4
3.0
1-1
0.0
0.0
0.2
1.5
14.4
50.5
30.4
3.0
0.0
0.0
1.1
1.4
8.4
47.5
36.2
5.4
O
0.0
0.0
2.8
6.7
11.9
47.5
28.2
2.9
0
0.0
0.0
0.9
3.6
11.6
40.4
25.5
18.0
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
PZ-99
63.5-65.0
Brown silty fi.-med. SAND
SM
❑
Boring
PZ-100
38.5-40.0
Grey silty fi.-med. SAND
SM
Boring
PZ-104
23.5-25.0
Brown silty fi.-med. SAND
SM
O
Boring
PZ-105
7.5-9.5
Grey & brown silty fi.-med. SAND
SM
V
Boring
PZ-106
0.0-2.0
Brown silty fi.-med. SAND
SM
Bunnell Lammons Engineering, Inc. Client: Republic Services
Project: Foothills Regional MSW Landfill
Greenville, SC

Particle Size Distribution Report
000
C C� C c C pp a � N M 0 (gyp
co M N # 44 44 # # # 44
100
T'11,�'7
I
90
80
70
W
60
LL
Z 50
LLJ
uJ
0 40
30
20
10
0
;
100 10 1 0.1 0.01 0. 01
GRAIN SIZE -mm
%+3„
% Gravel
% Sand
Coarse Medium Fine
% Fines
Silt Clay
Coarse
Fine
O
0.0
0.0
0.0
0.0
9.2
52.4
27.4
11.0
1-1
0.0
12.9
28.2
14.7
13.9
16.8
11.8
1.7
0.0
0.0
0.2
1.4
11.0
30.7
28.4
28.3
O
0.0
0.0
6.2
4.5
11.6
41.7
29.6
6.4
0
0.0
0.0
0.4
3.3
19.6
37.6
34.2
4.9
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
PZ-109
8.5-10.5
Brown silty fi. SAND
SM
❑
Boring
PZ-110
13.5-15.0
Brown silty fi.-co. SAND w/gravel
SM
Boring
PZ-111
0.0-2.0
Red & brown fi.-med. sandy SILT
ML
O
Boring
PZ-111
23.5-25.0
Brown silty fi.-med. SAND
SM
V
Boring
PZ-120
1.0-3.0
White & brown silty fi.-med. SAND
SM
Bunnell Lammons Engineering, Inc. Client: Republic Services
Project: Foothills Regional MSW Landfill
Greenville, SC

Particle Size Distribution Report
0 0 0
C C\ C C W a 0 N M a (DO 0 N
(o M N # 44 44 # # # 44
100
90
80
70
W
60
LL
LLJ
uJ
0 40
30
20
10
0
100 10 1 0.1 0.01 0.001
GRAIN SIZE -mm
%+3„
% Gravel
% Sand
Coarse Medium Fine
% Fines
Silt Clay
Coarse
Fine
O
0.0
0.0
0.0
0.0
2.2
56.6
35.3
5.9
1-1
0.0
0.0
0.0
0.0
4.3
55.9
36.8
3.0
0.0
0.0
0.0
0.0
2.4
45.0
40.8
11.8
O
0.0
0.0
0.0
0.0
2.6
45.4
45.4
6.6
0
0.0
0.0
0.6
0.6
12.0
52.2
28.8
5.8
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
B-115
6.0-8.0
Brown silty fi. SAND
SM
❑
Boring
PZ-116
8.5-10.0
Grey silty fi. SAND
SM
Boring
B-117
1.0-3.0
Light brown fi. sandy SILT
ML
O
Boring
B-118
8.5-10.0
Light brown fi. sandy elastic SILT
MH
V
Boring
B-119
0.0-2.0
Light brown silty fi.-med. SAND
SM
Bunnell Lammons Engineering, Inc. Client: Republic Services
Project: Foothills Regional MSW Landfill
Greenville, SC

Particle Size Distribution Report
000
C C C C pp a N MM It N
co M N # 44 44 # # # #
100
90
80
70
W
60
LL
Z 50
LLJ
uJ
0 40
30
20
10
0
100 10 1 0.1 0.01 0. 01
GRAIN SIZE -mm
%+3„
% Gravel
% Sand
Coarse Medium Fine
% Fines
Silt Clay
Coarse
Fine
O
0.0
0.0
2.3
10.7
15.6
42.0
25.4
4.0
1-1
0.0
0.0
0.0
0.5
11.1
41.0
35.6
11.8
0.0
0.0
0.0
0.0
7.4
49.6
37.1
5.9
O
0.0
0.0
0.7
0.6
12.2
51.0
32.8
2.7
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
PZ-120
53.5-55.0
Brown silty fi.-co. SAND
SM
❑
Boring
B-121
1.0-2.5
Brown silty fi.-med. SAND
SM
Boring
PZ-122
13.5-15.5
Grey, black & brown silty fi. SAND
SM
O
Boring
PZ-123
48.5-50.0
Light grey & brown silty fi.-med. SAND
SM
Bunnell Lammons Engineering, Inc. Client: Republic Services
Project: Foothills Regional MSW Landfill
Greenville, SC

LIQUID AND
PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
• Boring PZ-99 63.5-65.0 28 30 2 SM
■ Boring PZ-100 38.5-40.0 34 39 5 SM
♦ Boring PZ-104 23.5-25.0 29 31 2 SM
♦ Boring PZ-105 7.5-9.5 29 32 3 SM
♦ Boring PZ-106 0.0-2.0 25 36 11 SM

LIQUID AND
PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
• Boring PZ-109 8.5-10.5 28 36 8 SM
■ Boring PZ-110 13.5-15.0 25 28 3 SM
♦ Boring PZ-111 0.0-2.0 31 45 14 ML
♦ Boring PZ-111 23.5-25.0 24 28 4 SM
♦ Boring B-115 6.0-8.0 53 62 9 SM

LIQUID AND
PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
• Boring PZ-116 8.5-10.0 28 29 1 SM
■ Boring B-117 1.0-3.0 39 47 8 ML
♦ Boring B-118 8.5-10.0 48 64 16 MH
♦ Boring B-119 0.0-2.0 31 34 3 SM
♦ Boring PZ-120 1.0-3.0 34 40 6 SM

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
• Boring PZ-120 53.5-55.0 30 32 2 SM
■ Boring B-121 1.0-2.5 39 51 12 SM
♦ Boring PZ-122 13.5-15.5 38 43 5 SM
♦ Boring PZ-123 48.5-50.0 29 31 2 SM

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-105
SAMPLE LOCATION:
7.5-9.5'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
GREY & BROWN SILTY FI: MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.541
6.454
2.516
6.391
Sample Diameter
2.857
7.257
2.860
7.264
Length/Diameter Ratio
0.89
Moisture Content (%)
WW- 141.0 DW= 130.6
8.0
WW- 192.5
DW= 158.9
21.1
Sample Wet Weight (grains)
479.1
526.5
Wet Density c
112.0
124.1
Dry Density (cf)
103.8
102.4
Saturation (%) TESTED SG-- 2.71
1
34
88
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 90.2
Influent Pressure (psi) 80.2 Effluent Pressure (psi) 80.0
B-Value 0.95
Date
Clock Time
Elapsed
Time
seconds
Pipet Readings
Head
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20'C
(cm/sec
Initial
Final
Initial
cm
Final
cm
Start
End
in
out
in
out
10-29-15
9:47:30
9:48:02
32
1.0
23.0
3.0
21.0
40.092
35.360
21.7
6
2.6E-04
0.960
2.5E-04
10-29-15
9:48:02
9:48:38
36
3.0
21.0
5.0
19.0
35.360
30.629
21.7
6
2.6E-04
0.960
2.5E-04
10-29-15
9:48:38
9:49:21
43
5.0
19.0
7.0
17.0
30.629
25.897
21.7
6
2.5E-04
0.960
2.4E-04
10-29-15
9:49:21
9:50:13
52
7.0
17.0
1 9.0
1 15.0
25.897
21.165
21.7
6
2.5E-04
0.960
2.4E-04
Pipet Length, cm
28.390
28.390
--------------------
Pipet Volume, cc
--------------------
Cross -sectional Area of
Pipet, cm2
-------
24
-------
0.84541
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 2.5E-04 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL
J15-1235-78
10-12-15
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. PZ-106 SAMPLE LOCATION: 0.0-2.0'
TYPE UNDISTURBED SAMPLE DESCRIPTION: BROWN SILTY FI: MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.925
7.430
2.926
7.432
Sample Diameter
2.856
7.254
2.862
7.269
Length/Diameter Ratio
1.02
Moisture Content (%)
ww= 130.5 Dw=
113.4
15.1
7EE7
.8
25.5
Sample Wet Weight rams
585.6
1.4
Wet Densitycfl
119.1
3.7
Dry Density cfl
103.5
98.6
Saturation (%) TESTED so= 2.73
64
96
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi) 90 Influent Pressure (psi) 80 Effluent Pressure (psi) 80
B-Value 0.96
Reset
Y/N
Date
Clock Time Elapsed Time HAouT HAIN Temp
cm cm °C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
10-28-15
3:10:51 4.3 1.59 22.5
5
10-28-15
3:11:48 0:00:57 3.5 1.63 1 22.5
4
2.8E-06
0.942
2.6E-06
10-28-15
3:12:06 0:01:15 3.3 1.63 22.5
3
2.8E-06
0.942
2.6E-06
10-28-15
3:12:27 0:01:36 3.1 1.64 22.5
3
2.8E-06
0.942
2.6E-06
10-28-15
3:12:50 0:01:59 2.9 1.65 22.5
2
2.8E-06
0.942
2.6E-06
HYDRAULIC CONDUCTIVITY (K20.0 2.6E-06 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-109
SAMPLE LOCATION:
8.5-10.5'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
BROWN SILTY FI. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.924
7.427
2.894
7.351
Sample Diameter
2.870
7.290
2.874
7.300
-
Length/Diameter Ratio
1.02
ow
Moisture Content (%)
WW= 153.1 DW- 133.6
14.6
WW- 146.2
DW- 122.2
19.6
Sample Wet Weight (grains)
601.1
622.3
Wet Density c
121.1
126.3
Dry Density (cf)
105.6
105.5
Saturation (%) TESTED SG-- 2.71
1
66
88
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 70.2
JAL
Influent Pressure (psi) 60.2 Effluent Pressure (psi) 60.0
B-Value 0.96
Date
Clock Time
Elapsed
Time
seconds
Pipet Readings
Head
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20'C
(cm/sec)
Initial
Final
Initial
cm
Final
cm
Start
End
in
out
in
out
10-28-15
2:12:15
2:13:45
90
1.0
23.0
2.0
22.0
40.092
37.726
22.5
5
5.0E-05
0.942
4.7E-05
10-28-15
2:13:45
2:15:21
96
2.0
22.0
3.0
21.0
37.726
35.361
22.5
5
5.0E-05
0.942
4.7E-05
10-28-15
2:15:21
2:17:05
104
3.0
21.0
4.0
20.0
35.361
32.995
22.5
5
4.9E-05
0.942
4.7E-05
10-28-15
2:17:05
2:18:56
ill
4.0
20.0
5.0
1 19.0
32.995
30.629
22.5
5
5.0E-05
0.942
4.7E-05
Pipet Length, cm
28.390
28.390
--------------------
Pipet Volume, cc
--------------------
Cross-sectional Area of
Pipet, cm2
-------
24
-------
0.84541
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 4.7E-05 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL
J15-1235-78
10-12-15
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. PZ-111 SAMPLE LOCATION: 0.0-2.0'
TYPE UNDISTURBED SAMPLE DESCRIPTION: RED & BROWN FI: MED. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.309
5.865
2.305
5.855
Sample Diameter
2.849
7.236
2.868
7.285
Length/Diameter Ratio
0.81
Moisture Content (%)
ww= 158.8 Dw=
132.9
19.5
7EE72.3
34.6
Sample Wet Weight rams
438.5
Wet Densitycfl
113.5
8.3
Dry Density cfl
95.0
87.9
Saturation (%) TESTED SG-- 2.73
67
101
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi) 90 Influent Pressure (psi) 80 Effluent Pressure (psi) 80
B-Value 0.96
Reset
Y/N
Date
Clock Time Elapsed Time HAouT HAIN Temp
cm (cm °C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
10-29-15
10:07:09 3.7 1.62 21.7
5
10-29-15
10:07:39 0:00:30 3.0 1.65 1 21.7
3
4.9E-06
0.960
4.7E-06
10-29-15
10:07:57 0:00:48 2.7 1.66 21.7
3
4.9E-06
0.960
4.7E-06
10-29-15
10:08:12 0:01:03 2.5 1.67 21.7
2
4.9E-06
0.960
4.7E-06
10-29-15
10:09:00 0:01:51 2.1 1.68 21.7
1
4.9E-06
0.960
4.7E-06
HYDRAULIC CONDUCTIVITY (K20.0 4.7E-06 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-115
SAMPLE LOCATION:
6.0-8.0'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
BROWN SILTY FI. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.934
7.452
2.974
7.554
Sample Diameter
2.836
7.203
2.846
7.229
Length/Diameter Ratio
1.03
Moisture Content (%)
ww- 107.4 DW- 96.4
11.4
WW- 137.4
DW= 86.4
59.0
Sample Wet Weight (grains)
350.3
490.7
Wet Densityc
72.0
98.8
D Density(cf)
64.6
62.1
Saturation (%) TESTED $Cr- 2.73
19
93
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 90.2
Influent Pressure (psi) 80.2 Effluent Pressure (psi) 80.0
B-Value 0.96
Date
Clock Time
Elapsed
Time
seconds
Pipet Readings
Head
Temp
°C
Gradient
K
(cm./sec)
Temp
Correction
K20°C
(cm/sec)
Initial
Final
Initial
em
Final
em
Start
End
in
out
in
out
10-29-15
11:10:20
11:10:38
18
1.0
23.0
3.0
21.0
40.092
35.360
21.7
5
5.4E-04
0.960
5.2E-04
10-29-15
11:10:38
11:10:59
21
3.0
21.0
5.0
19.0
35.360
30.629
21.7
5
5.3E-04
0.960
5.1E-04
10-29-15
11:10:59
11:11:23
24
5.0
19.0
7.0
17.0
30.629
25.897
21.7
5
5.4E-04
0.960
5.2E-04
10-29-15
11:11:23
11:11:52
29
7.0
17.0
1 9.0
1 15.0
25.897
21.165
21.7
5
5.4E-04
0.960
5.2E-04
Pipet Length, cm
28.390
28.390
--------------------
Pipet Volume, cc
--------------------
Cross -sectional Area of
Pipet, CMZ
-------
24
-------
0.84541
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 5.2E-04 em/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-117
SAMPLE LOCATION:
1.0-3.0'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
LIGHT BROWN FI. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.909
7.389
2.917
7.409
Sample Diameter
2.844
7.224
2.852
7.244
Length/Diameter Ratio
1.02
Moisture Content (%)
WW- 1z9.4 Dw- 108.4
19.4
WW- 162.1
DW= 111.2
45.8
Sample Wet Weight (grains)
431.4
525.0
Wet Densityc
88.9
107.3
D Density(cf)
74.5
73.6
Saturation (%) TESTED SG-- 2.71
41
96
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 90.2
Influent Pressure (psi) 80.2 Effluent Pressure (psi) 80.0
B-Value 0.96
Date
Clock Time
Elapsed
Time
Time
Pipet Readings
Head
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20'C
(cm/sec
Initial
Final
Initial
cm
Final
cm
Start
End
in
out
in
out
10-29-15
11:41:40
11:42:41
61
1.0
23.0
3.0
21.0
40.092
35.360
21.7
5
1.6E-04
0.960
1.5E-04
10-29-15
11:42:41
11:43:46
65
3.0
21.0
5.0
19.0
35.360
30.629
21.7
5
1.7E-04
0.960
1.6E-04
10-29-15
11:43:46
11:45:03
77
5.0
19.0
7.0
17.0
30.629
25.897
21.7
5
1.7E-04
0.960
1.6E-04
10-29-15
11:45:03
11:46:33
90
7.0
17.0
9.0
1 15.0
25.897
21.165
21.7
5
1.7E-04
0.960
1.6E-04
Pipet Length, cm
28.390
28.390
--------------------
Volume, cc
P--
------------------------
Cross -sectional Area of
Pipet, cmz
-------
-ipet 24
0.8454
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 1.6E-04 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-119
SAMPLE LOCATION:
0.0-2.0'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
LIGHT BROWN SILTY FI: MED SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.989
7.592
3.026
7.686
Sample Diameter
2.854
7.249
2.879
7.313
Length/Diameter Ratio
1.05
SIR
Moisture Content (%)
138.0 DW= 127.0
8.7
WW- 172.8
DW= 129.6
-
33.3
Sample Wet Weight (grains)
506.0
571.3
Wet Density c
100.8
110.5
Dry DensityWW-
(cf)
92.8
82.9
Saturation (%) TESTED SG-- 2.6$
29
88
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 90.2
Influent Pressure (psi) 80.2 Effluent Pressure (psi) 80.0
B-Value 0.96
Date
Clock Time
Elapsed
Time
seconds
Pipet Readings
Head
Temp
°C
Gradient
K
cm/sec)
Temp
Correction
K20°C
(cm/sec
Initial
Final
Initial
cm
Final
cm
Start
End
in
out
in
out
10-29-15
10:37:00
10:37:22
22
1.0
23.0
3.0
21.0
40.092
35.360
21.7
5
4.4E-04
0.960
4.2E-04
10-29-15
10:37:22
10:37:47
25
3.0
21.0
5.0
19.0
35.360
30.629
21.7
5
4.4E-04
0.960
4.3E-04
10-29-15
10:37:47
10:38:17
30
5.0
19.0
7.0
17.0
30.629
25.897
21.7
5
4.3E-04
0.960
4.2E-04
10-29-15
10:38:17
10:38:53
36
7.0
17.0
1 9.0
1 15.0
25.897
21.165
21.7
5
4.3E-04
0.960
4.2E-04
Pipet Length, cm
28.390
28.390
--------------------
Pipet Volume, cc
--------------------
Cross -sectional Area of
Pipet, cm2
-------
24
-------
0.84541
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 4.2E-04 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-120
SAMPLE LOCATION:
1.0-3.0'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
WHITE & BROWN SILTY FI: MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.938
7.463
2.926
7.432
Sample Diameter
2.858
7.259
2.853
7.247
-
Length/Diameter Ratio
1.03
ow
Moisture Content (%)
WW- 1733 DW- 157.7
9.9
WW- 200.2
DW= 142.8
40.2
Sample Wet Weight (grains)
422.8
528.0
Wet Densityc
85.5
107.5
D Density(cf)
77.8
76.7
Saturation (%) TESTED SG-- 2.7
23
91
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 90.2
Influent Pressure (psi) 80.2 Effluent Pressure (psi) 80.0
B-Value 0.96
Date
Clock Time
Elapsed
Time
seconds
Pipet Readings
Head
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20'C
(cm/sec
Initial
Final
Initial
cm
Final
cm
Start
End
in
out
in
out
10-28-15
3:46:30
3:47:18
48
1.0
23.0
3.0
21.0
40.092
35.360
22.5
5
2.0E-04
0.942
1.9E-04
10-28-15
3:47:18
3:48:12
54
3.0
21.0
5.0
19.0
35.360
30.629
22.5
5
2.0E-04
0.942
1.9E-04
10-28-15
3:48:12
3:49:16
64
5.0
19.0
7.0
17.0
30.629
25.897
22.5
5
2.0E-04
0.942
1.9E-04
10-28-15
3:49:16
3:50:35
79
7.0
17.0
1 9.0
1 15.0
25.897
21.165
22.5
5
1.9E-04
0.942
1.8E-04
Pipet Length, cm
28.390
28.390
--------------------
Pipet Volume, cc
--------------------
Cross -sectional Area of
Pipet, cm2
-------
24
-------
0.84541
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 1.9E-04 cm/sec

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL TESTED BY: JOHN MATHEW
J15-1235-78 CHECKED BY: PAUL YARBER
10-12-15
SAMPLE NO.
PZ-122
SAMPLE LOCATION:
13.5-15.5'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
GREY BLACK & BROWN SILTY FI. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.986
7.584
3.021
7.673
Sample Diameter
2.859
7.262
2.880
7.315
Length/Diameter Ratio
1.04
ow
Moisture Content (%)
154.0 DW= 144.5
6.6
WW- 164.5
DW= 117.2
40.4
Sample Wet Weight (grains)
435.3
555.5
Wet Density c
86.5
107.5
Dry DensityWW=
(cf)
81.2
76.6
Saturation (%) TESTED SG-- 2.7
17
91
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 90.2
Influent Pressure (psi) 80.2 Effluent Pressure (psi) 80.0
B-Value 0.96
Date
Clock Time
Elapsed
Time
seconds
Pipet Readings
Head
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Initial
Final
Initial
cm
Final
cm
Start 7
End
in
out
in
out
10-28-15
2:54:00
2:54:27
27
1.0
23.0
3.0
21.0
40.092
35.360
22.5
5
3.6E-04
0.942
3.4E-04
10-28-15
2:54:27
2:54:58
31
3.0
21.0
5.0
19.0
35.360
30.629
22.5
5
3.6E-04
0.942
3.4E-04
10-28-15
2:54:58
2:55:34
36
5.0
19.0
7.0
17.0
30.629
25.897
22.5
5
3.6E-04
0.942
3.4E-04
10-28-15
2:55:34
2:56:18
44
7.0
17.0
1 9.0
1 15.0
25.897
21.165
22.5
5
3.5E-04
0.942
3.3E-04
Pipet Length, cm
28.390
28.390
--------------------
Pipet Volume, cc
--------------------
Cross -sectional Area of
Pipet, cm2
-------
24
-------
0.84541
-------
24
-------
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 3.4E-04 cm/sec

EXPLANATION
0 100
�o I
90
LINE OF EQUAL SPECIFIC YIELD
INTERVAL 1 AND 5 PERCENT
'po 80
PARTICLE SIZE (mm)
SAND 2-0.0625
SILT 0.0625-0.004
0
CLAY <0.004
70
o
60 l9�
`v�V4r
`' s0
F
50 �n
2�
6,
0
J
40
0
30
do, O
-- 20
'o
10
> 3
q7 1
0
o �o moo vo^oo
SILT SIZE (PERCENT)
FIGURE 4.11 FROM FETTER, C.W., 1994, APPLIED HYDROGEOLOGY
TEXTURAL CLASSIFICATION TRIANGLE FOR UNCONSOLIDATED MATERIALS SHOWING THE
RELATION BETWEEN PARTICAL SIZE AND SPECIFIC YIELD.
SOURCE: A.I. JOHNSON, U.S. GEOLOGICAL
SURVEY WATER -SUPPLY PAPER 1662-D, 1967.
I[U BORING DEPTH F
1 MW-8 33.5 - 35.0
2 PZ-97 1.0 - 3.0
3 PZ-97 33.5 - 35.0
4 PZ-98 28.5 - 30.0
DRAWN: MSP DATE. 10-27-16 11LEWL
FIGURE
EFFECTIVE POROSITY ESTIMATION
CHECKED: CAD: FHLF78-EFF POROS-1 g {AIMOme prQ�pINO, NC. FOOTHILLS REGIONAL MSW LANDFILL
6004 PONDERS COURT CALDWELL COUNTY, NORTH CAROLINA G-1
APPROVED: JOB NO: J15-1235-78 GREENMLLE, SOUTH CAROUNA 29615
PHONE: [phone] FAX: [phone]

EXPLANATION
0 100
'0
90
LINE OF EQUAL SPECIFIC YIELD
INTERVAL 1 AND 5 PERCENT
'po
PARTICLE SIZE (mm)
80
SAND 2-0.0625
SILT 0.0625-0.004
0
CLAY <0.004
70
o
60 l9�
`v�V4r
`' s0
F
50 �n
2�
6,
0
J
40
0
30
�o
-- 20
0o Q ®
` 10
_ 4
7
00 5,8 5
0
SILT SIZE (PERCENT)
FIGURE 4.11 FROM FETTER, C.W., 1994, APPLIED HYDROGEOLOGY
TEXTURAL CLASSIFICATION TRIANGLE FOR UNCONSOLIDATED MATERIALS SHOWING THE
RELATION BETWEEN PARTICAL SIZE AND SPECIFIC YIELD.
SOURCE: A.I. JOHNSON, U.S. GEOLOGICAL
SURVEY WATER -SUPPLY PAPER 1662-D, 1967.
ILU BORING DEPTH F
5 PZ- 99 63.5 - 65.0
6 PZ-100 38.5 - 40.0
7 PZ-104 23.5 - 25.0
8 PZ-105 7.5 - 9.50
9 PZ-106 0.0 - 2.0
10 PZ-109 8.5 - 10.5
11 PZ-110 13.5 - 15.0
12 PZ-111 0.0 - 2.0
13 PZ-111 23.5 - 25.0
14 B-115 6.0 - 8.0
15 PZ-116 8.5 - 10.5
16 PZ-117 1.0 - 3.0
DRAWN: MSP DATE. 10-27-16 'IL E FIGURE
EFFECTIVE POROSITY ESTIMATION
CHECKED: CAD: FHLF78-EFF POROS-2 OU101ML{AIIIIIIIIIII11W MIGNEEFAM W. FOOTHILLS REGIONAL MSW LANDFILL
6004 PONDERS COURT CALDWELL COUNTY, NORTH CAROLINA G-2
APPROVED: JOB NO: J15-1235-78 GREENMLLE, SOUTH CAROUNA 29615
PHONE: [phone] FAX: [phone]

EXPLANATION
0 100
'0
90
LINE OF EQUAL SPECIFIC YIELD
INTERVAL 1 AND 5 PERCENT
'po
PARTICLE SIZE (mm)
80
SAND 2-0.0625
SILT 0.0625-0.004
0
CLAY <0.004
70
o
60 l9�
`v�V4r
`' s0
F
50 �n
2�
6,
0
J
40
0
30
�o
-- 20
----------
i90
21
10
(�22
® '
$ '9
0
o �o moo 11z" Io
SILT SIZE (PERCENT)
FIGURE 4.11 FROM FETTER, C.W., 1994, APPLIED HYDROGEOLOGY
TEXTURAL CLASSIFICATION TRIANGLE FOR UNCONSOLIDATED MATERIALS SHOWING THE
RELATION BETWEEN PARTICAL SIZE AND SPECIFIC YIELD.
SOURCE: A.I. JOHNSON, U.S. GEOLOGICAL
SURVEY WATER -SUPPLY PAPER 1662-D, 1967.
III BORING DEPTH F
17 PZ-118 8.5 - 10.0
18 PZ-119 0.0 - 2.0
19 PZ-120 1.0 - 3.0
20 PZ-120 53.5 - 55.5
21 B-121 1.0 - 2.5
22 PZ-122 13.5 - 15.5
23 PZ-123 48.5 - 50.0
DRAWN: MSP DATE. 10-27-16 'IL E FIGURE
EFFECTIVE POROSITY ESTIMATION
CHECKED: CAD: FHLF78-EFF POROS-3 OU101 L{ANON$ Qj9NlEFAM W. FOOTHILLS REGIONAL MSW LANDFILL
6004 PONDERS COURT CALDWELL COUNTY, NORTH CAROLINA G-3
APPROVED: JOB NO: J15-1235-78 GREENMLLE, SOUTH CAROUNA 29615
PHONE: [phone] FAX: [phone]

tR
SAND %
23.
1 siu •' ,#
� 7 ry
� ft��r�f � •F
LOW
�} 1
1 +
0 + 1 clay
Lma i ... ....•.....
1 ' ■
40smy
'
1 # �
+ clay 4
50 , �r
EO �
70
■
■
140 �: •'
■
i
ply \
1M +
*r
y�
lu
■
70 _# L«1lD� �-«i+�0aLr
.•
op-0sIL L
(VOlUMC fr=ti0n1
r odified from RawLs and Drankcnslcx. 19991
5 PZ-99
63.5
— 65.0
6 PZ-100
38.5
— 40.0
7 PZ-104
23.5
— 25.0
11 PZ-110
13.5 — 15.0
13 PZ-111
23.5
— 25.0
15 PZ-116
8.5 —
10.0
17 PZ-118
8.5 —
10.0
20 PZ-120
53.5
— 55.0
21 B-121
1.0 —
2.5
23 PZ-123
48.5
— 50.0
DRAWN` MSP DATE: 10-27-16 NILE FIGURE
on TOTAL POROSITY ESTIMATION
CHECKED: CAD: FHLF78-TOTAL POROS-1 BUNNELL-LAMMONS ENGINEERING, INC. FOOTHILLS REGIONAL MSW LANDFILL
6004 PONDERS COURT CALDWELL COUNTY, NORTH CAROLINA G -4
APPROVED: JOB NO: GRE NVILLE SOUTH CAROUNA 29615
J15-1235-78 PHONE, t864)288-1265 FAX: [phone]

Particle Size Distribution Report
000
0 (gyp 0 � N
100
90
80
70
W
60
LL
Z 50
LLJ
uJ
0 40
30
20
10
EL
100 10 1 0.1 0.01 0.001
GRAIN SIZE -mm
%+3„
% Gravel
% Sand
Coarse Medium Fine
% Fines
Silt Clay
Coarse
Fine
O
0.0
0.0
0.0
1.1
12.0
30.7
39.3
16.9
1-1
0.0
0.0
0.0
2.6
8.7
31.0
38.0
19.7
0.0
0.0
0.0
3.2
10.3
29.0
37.1
20.4
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
PZ-79
1.0-5.0
Brown fi.-med. sandy SILT
ML
❑
Boring
PZ-113
14.0-17.0
Brown fi.-med. sandy SILT
ML
A
Boring
B-121
1.0-6.0
Brown fi.-med. sandy elastic SILT
MH
Bunnell Lammons Engineering, Inc. Client: Republic Services
Project: Foothills Regional MSW Landfill
Greenville, SC

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
• Boring PZ-79 1.0-5.0 31 42 11 ML
■ Boring PZ-113 14.0-17.0 31 45 14 ML
♦ Boring B-121 1.0-6.0 36 53 17 MH

MOISTURE DENSITY RELATIONSHIP
115
110
105
U
Q
T
C
N
T
100
95
ZAV for
Sp.G. _
2.70
90
0 5 10 15 20 25 30
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1.0-5.0
ML
A-7-5(5)
42
11
0.0
56.2
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 105.8 pcf
Optimum moisture = 17.0 %
Brown fi.-med. sandy SILT
Project No. J15-1235-78 Client: Republic Services
Project: Foothills Regional MSW Landfill
OSource of Sample: Boring Sample Number: PZ-79
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

MOISTURE DENSITY RELATIONSHIP
120
115
110
U
Q
T
C
N
T
105
100
ZAV for
Sp.G. _
95
2.70
0 5 10 15 20 25 30
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
14.0-17.0
ML
A-7-5(7)
45
14
0.0
57.7
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 107.5 pcf
Optimum moisture = 16.4 %
Brown fi.-med. sandy SILT
Project No. J15-1235-78 Client: Republic Services
Project: Foothills Regional MSW Landfill
OSource of Sample: Boring Sample Number: PZ-113
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

MOISTURE DENSITY RELATIONSHIP
115
110
105
U
Q
T
C
N
T
100
95
ZAV for
Sp.G. _
2.70
90
0 5 10 15 20 25 30
Water content, %
Test specification: ASTM D 698-07 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1.0-6.0
MH
A-7-5(9)
53
17
0.0
57.5
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 103.4 pcf
Optimum moisture = 18.3 %
Brown fi.-med. sandy elastic SILT
Project No. J15-1235-78 Client: Republic Services
Project: Foothills Regional MSW Landfill
OSource of Sample: Boring Sample Number: B-121
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL
J15-1235-78
10-9-15
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. PZ-79 SAMPLE LOCATION: 1.0-5.0'
TYPE REMOLDED SAMPLE DESCRIPTION: BROWN FI.-MED. SANDY SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
3.000
7.620
2.983
7.577
Sample Diameter
Length/Diameter Ratio
WW= 56.0
2.850
DW=
45.9
7.239
1.05
22.0
2.855
WW= 195.3
DW= 157.0
7.252
24.4
Moisture Content (%)
Sample Wet Weight rams
616.2
622.3
Wet Density cfl
122.7
124.1
Dry Density cfl
100.5
99.8
Saturation (%) TESTED SCr- 2.68
89
97
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)
75 Influent Pressure (psi)
60
Effluent Pressure (psi)
R
B-Value
0.96
Reset
Y/N
Date
Clock Time
Elapsed Time HAoUT
(cm)
HAIN
cm
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
10-19-15
10:21:52
7.3
1.47
19.9
10
10-19-15
10:25:56
0:04:04
5.5
1.54
19.9
7
7.0E-07
1.003
7.0E-07
10-19-15
10:26:11
0:04:19
5.4
1.55
19.9
7
7.1E-07
1.003
7.1E-07
10-19-15
10:26:28
0:04:36
5.3
1.55
19.9
7
7.1E-07
1.003
7.1E-07
10-19-15
10:26:47
0:04:55
5.2
1.56
19.9
6
7.0E-07
1.003
7.0E-07
HYDRAULIC CONDUCTIVITY (K20.0 7.IE-07 cm/sec
% COMPACTION OF STD. PROCTOR MAX. DRY DENSITY (ASTM D 698): 95.0
% WETTER THAN OPTIMUM MOISTURE CONTENT (ASTM D 698): +5.0

B L E INC.
PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
FOOTHILLS REGIONAL
MSW LANDFILL
J15-1235-78
10-9-15
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. PZ-121 SAMPLE LOCATION: 1.0-6.0'
TYPE REMOLDED SAMPLE DESCRIPTION: BROWN FI.-MED. SANDY ELASTIC SILT
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
3.000
7.620
3.017
7.663
Sample Diameter
Length/Diameter Ratio
WW= 84.5
2.850
DW=
68.6
7.239
1.05
23.2
2.861
WW= 192.9
DW= 152.8
7.267
26.2
Moisture Content (%)
Sample Wet Weight rams
608.0
628.5
Wet Density cfl
121.0
123.4
Dry Density cfl
98.3
97.8
Saturation (%) TESTED SCr- 2.68
89
99
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi) 75 Influent Pressure (psi) 60 Effluent Pressure (psi) 60
B-Value 0.96
Reset
Y/N
Date
Clock Time Elapsed Time HAoUT HAIN Temp
(cm) cm °C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
10-19-15
10:21:20 7.7 1.87 19.9
10
10-19-15
10:27:01 0:05:41 5.5 1.96 1 19.9
6
6.5E-07
1.003
6.5E-07
10-19-15
10:27:20 0:06:00 5.4 1.96 19.9
6
6.5E-07
1.003
6.5E-07
10-19-15
10:27:42 0:06:22 5.3 1.97 19.9
6
6.5E-07
1.003
6.5E-07
10-19-15
10:28:03 0:06:43 5.2 1.97 19.9
6
6.5E-07
1.003
6.5E-07
HYDRAULIC CONDUCTIVITY (K20.0 6.5E-07 cm/sec
% COMPACTION OF STD. PROCTOR MAX. DRY DENSITY (ASTM D 698): 95.1
% WETTER THAN OPTIMUM MOISTURE CONTENT (ASTM D 698): +4.9

■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■Sim■■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■Rasa=a=a=�■■■■■■!=-a:a�_�■■■■■■■■■■■■
Fluid Press. psi
Fail. Stress,
psf
Ult. Stress, psf
PrInM,1 Stresses
at a ure I
Total Pore
Pressure
Total Pore
Pressure
• 1.1
•1 111
•• •
•1 1
•
:�1
• •
• 1
©
1 1
•1 111
' :
11 1 1
��: 1
'• •
�:� 1
••�
©
•� 1
•1 111
• 1
1•
• •1
1• 1
:11
Consolidated • - Parameters
% Water
Content
Dry Dens.
pcf
Satur-
ation
Diameter
in.
Height
in.
Strain Rate
in/min.
��
•: �
11 1'.
1 •'
•1
'•
1 1
Strength Parameters
Material Description
TotalMohr-Coulomb
Strength-• psf 37.0 psf
Friction• - 19.44 •-, 32.39 ,-,
Tangent,0 = 1 1 •
Brown fi.-med. sandy SILT
Republic Services
Foothills•Landfill
Sample:Source of Boring Depth:1 1
Sample. •
Date Sampled:
FOOTHILLS
Remolded to • '. MDD
optimum
Proj. No.:
1% wet of
TRIAXIAL SHEAR TEST REPORT
Bunnell Larnmons• • Inc.

15000
15000 2
I
I
12000
�
i
12000
I
I----
9000 ______ ____ -- -----
i
--------------
9000
a
a " (n
a
`0
a) 0
6000
a)
6000
`0 �o
`0 -t-�
a '>
a '>
3000
0
3000
0
0
0% 8%
16%
0% 8%
16%
15000 3
15000 4
12000
i
12000
I
I
I
9000
I
I
I
9000
Cn
U) a
�
�
Q
a) 0
6000
m o
6000
`0 m
0
d >
0- >
_ a>
cap
— 0
�❑
3000
3000
0
01 1 1 1
1
0% 8%
16%
0% 8%
16%
6000
4000
V)
a
2000
0
0 2000
4000
6000
8000 10000
12000
p, psf
Stress Paths: Total
Effective -------
Client: Republic Services
Project: Foothills Regional MSW Landfill
Source of
Sample: Boring Depth:
1.0-5.0
Sample
Number: PZ-79
Project No.:
J15-1235-78
Figure
Bunnell Lammons Engineering, Inc.
i
i
1
Peak Strength
Total Effective
a= 231.08 psf 31.27 psf
a= 18.41 deg 28.18 deg
tan a= 0.33 0.54
s
4
I
i
I
I
\
\
I
1
1
I
I
1

■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■Sid■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■eel■■■■■■■■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■e�■■■■■■■■■■■■■■■■■■■■Cif■
■■■■■■■■■■■■■■■■■■■■■■��q■■■■■■■gIZ!�i%ice■■■■■■■q\\■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■r��ma=as!=====�■ems■■�■■■■■■■■■■■■■�■■■■■■■■
■■■■■■■■■■■■■eel■r�■a�.a■■■■■■■�aa■■■a�■■■a■■■■■■■■■■■■■�■■■■■
■■■■■■e�.�a::�■r�■■r�■■■■■■■■■■�■■■��■■■■ate■■►\■■■■■■■■■■■■■►\■■■
■■■Cif/■■■■�\\[I
■■II
■■■■■■■■■■II■■■■11■■■■■1\■■q■■■■■■■■■■■■■\1■■■
1 :11 .11 11 11 •111 1:11
Fluid Press. psi
Fail. Stress,
psf
Ult. Stress, psf
PrinM,l Stresses
at a ure Psf
Total Pore
Pressure
Total Pore
Pressure
Consolidated • - Parameters
% Water
Content
Dry Dens.
pcf
Satur-
ation
Diameter Height
in. in.
Strain Rate
in/min.
��
1 •
11 1'.
1 ••
:•• •
1 1
Strength Parameters
Material Description
TotalMohr-Coulomb
Strength- • 1 • psf 73.0 psf
Tangent,0 = 1 1 .58
Brown fi.-med. sandy SILT
Republic Services
Foothills•Landfill
Source of Sample: .• 1 1
Sample Number: PZ-1 13
D.Sampled:
FOOTHILLS
optimum
Proj. No.:
TRIAXIAL SHEAR TEST REPORT
Bunnell Larnmons Engineering, Inc.

15000
' 12000
i
i
9000
U) a (0a) a
aL
a) 0 6000
0 co
a '>
— a>
3000
15000
12000
1 9000
U) a y
m n
a�
a) 0 6000
0 m
d >
ca p
3000
01-
0%
6000
4000
V)
a
2000
0
0
15000
12000
i
i
U)
9000
a) y
;v � n
o_
a� `0 6000
`0
a '>
— 0
0 p
0 3000
15000
12000
i
i
� rn
9000
U) m
U a
o_
m o 6000
o �
a >
0
0 ❑
0 3000
0
------------
8% 16% 0% 8% 16%
Peak Strength
Total Effective
a= 353.08 psf 63.24 psf
a= 17.03 deg 26.52 deg
tan a= 0.31 0.50
a
,
r
�
i
1000 4000 (iUUU bUUU 1000U 12000
p, psf
Stress Paths: Total Effective -------
Client: Republic Services
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0 Sample Number: PZ-113
Project No.: J15-1235-78 Figure Bunnell Lammons Engineering, Inc.

CONSOLIDATION TEST REPORT
-5.0
-2.5
0.0
2.5
5.0
c
U)
7.5
N
L
a)
n
10.0
12.5
15.0
17.5
20.0
100 1000 10000 100000
Applied Pressure - psf
Natural
Dry Dens.
(pcf)
LL
PI
Sp' Gr.
PC
(psf)Ratio
cc;
Initial Void
Saturation
Moisture
63.5 %
16.5 %
102.0
45
14
2.705
6939
0.28
0.701
MATERIAL DESCRIPTION
USCS
AASHTO
Brown fi.-med. sandy SILT
ML
A-7-5(7)
Project No. J15-1235-78 Client: Republic Services
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0 Sample Number: PZ-113
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville, SC

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0
-0.37550
-0.37575
-0.37600
-0.37625
0.37650
0)
-0.37675
ry
23 -0.37700
0
-0.37725
-0.37750
-0.37775
-0.37800
0
R
e'
0
CO
t90
Sample Number: PZ-113
2 4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time (min.)
Elapsed Time (min.)
Bunnell Lammons Engineering, Inc.
Load No.= 1
Load=500 psf
DO =-0.3736
D90 =-0.3771
D100 =-0.3775
T90 = 9.31 min.
Cv @ T90
0.0004 in.2/sec.
Load No.= 2
Load=1000 psf
DO =-0.3787
D50 =-0.3777
D100 =-0.3767
T50 = 0.19 min.
Cv @ T50
0.0043 in.2/sec.
Figure

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0
t90
-0.3784
-0.3782
-0.3780
-0.3778
0.3776
-0.3774
-0.3772
0
-0.3770
-0.3768
-0.3766
-0.3764
0
t90
-0.3734
-0.3730
-0.3726
-0.3722
0.3718
-0.3714
-0.3710
0
-0.3706
-0.3702
-0.3698
-0.3694
Sample Number: PZ-113
2 4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time (min.)
9 4 6 R 1n 19 14 16 18 90
Square Root of Elapsed Time (min.)
•Bunnell Lammons Engineering, I
Load No.= 2
Load=1000 psf
DO =-0.3800
D90 =-0.3775
D100 =-0.3772
T90 = 0.27 min.
Cv @ T90
0.0132 in.2/sec.
Load No.= 3
Load=2000 psf
DO =-0.3742
D90 =-0.3716
D100 =-0.3713
T90 = 0.42 min.
Cv @ T90
0.0083 in.2/sec.
Figure

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0 Sample Number: PZ-113
-0.3743
-0.3748
-0.3747
-0.374E
-0.374E
-0.3744
ry
0
-0.3743
-0.3742
-0.3741
-0.374C
-0.3733
0.1
t90
-0.3749
-0.3748
-0.3747
-0.3746
0.3745
-0.3744
-0.3743
0
-0.3742
-0.3741
-0.3740
-0.3739
••
1 10 100
Elapsed Time (min.)
9 4 6 R 1n 19 14 16 18 90
Square Root of Elapsed Time (min.)
Bunnell Lammons Engineering, I
Load No.= 6
Load=1000 psf
DO =-0.3752
D50 =-0.3746
D100 =-0.3741
T50 = 0.26 min.
Cv @ T50
0.0031 in.2/sec.
Ca = 0.000
Load No.= 6
Load=1000 psf
DO =-0.3753
D90 =-0.3746
D100 =-0.3746
T90 = 0.27 min.
Cv @ T90
0.0130 in.2/sec.
Figure

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0
t90
-0.3712
-0.3710
-0.3708
-0.3706
0.3704
-0.3702
-0.3700
0
-0.3698
-0.3696
-0.3694
-0.3692
-0.364
-0.363
-0.362
-0.361
-0.360
0)
-0.359
a)
ry
-0.358
0
-0.357
-0.356
-0.355
-0.354
Sample Number: PZ-113
0 2 4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time (min.)
90
2 4 6 R 1n 12 14 16 18 2n
Square Root of Elapsed Time (min.)
.Bunnell Lammons Engineering, I
Load No.= 7
Load=2000 psf
Do =-0.3716
D90 =-0.3704
D100 =-0.3702
T90 = 0.48 min.
Cv @ T90
0.0072 in.2/sec.
Load No.= 8
Load=4000 psf
Do =-0.3632
D90 =-0.3594
D100 =-0.3590
T90 = 0.52 min.
Cv @ T90
0.0066 in.2/sec.
Figure

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0 Sample Number: PZ-113
)0
-0.3405
-0.3390
-0.3375
-0.3360
0.3345
-0.3330
ry
-0.3315
0
-0.3300
-0.3285
-0.3270
-0.3255
0 2
30
-0.306
-0.304
-0.302
-0.300
-0.298
0)
-0.296
a)
ry
-0.294
0
-0292
-0290
-0.288
-0.286
4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time (min.)
2 4 6 R 1n 12 14 16 18 9n
Square Root of Elapsed Time (min.)
.Bunnell Lammons Engineering, I
Load No.= 9
Load= 8000 psf
Do =-0.3409
D90 =-0.3331
D100 =-0.3323
T90 = 0.72 min.
Cv @ T90
0.0046 in.2/sec.
Load No.= 10
Load=16000 psf
Do =-0.3069
D90 =-0.2965
D 100 =-0.2954
T90 = 0.57 min.
Cv @ T90
0.0055 in.2/sec.
Figure

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0 Sample Number: PZ-113
-0.259
-0.257
-0.255
-0253
-0.251
0)
-0.249
a)
ry
-0.247
0
-0.245
-0.243
-0.241
-0.239
0
-0.2125
-0.2100
-0.2075
-0.2050
0.2025
-0.2000
ry
.CU
-0.1975
-0.1950
-0.1925
-0.1900
-0.1875
90
2 4 6 8 10 12 14 16 18 20
Square Root of Elapsed Time (min.)
r90
III
1 9 4 6 R 1n 19 14 16 18 90
Square Root of Elapsed Time (min.)
Bunnell Lammons Engineering, I
Load No.= 11
Load=32000 psf
DO =-0.2615
D90 =-0.2489
D 100 =-0.2475
T90 = 0.94 min.
Cv @ T90
0.0030 in.2/sec.
Load No.= 12
Load=64000 psf
DO =-0.2136
D90 =-0.1999
D 100 =-0.1984
T90 = 1.30 min.
Cv @ T90
0.0019 in.2/sec.
Figure

Dial Reading vs. Time
Project No.: J15-1235-78
Project: Foothills Regional MSW Landfill
Source of Sample: Boring Depth: 14.0-17.0 Sample Number: PZ-113
-0.20f
-0.20£
-021 C
-0211
-0.212
0)
-0.21C
a)
ry
CU -0.214
0
-021 F
-021 C
-0.217
-021 f
R
0)
a)
ry
0
CU
M 1 10 100
Elapsed Time (min.)
Elapsed Time (min.)
Bunnell Lammons Engineering, Inc.
Load No.= 16
Load=4000 psf
DO =-0.2058
D50 =-0.2108
D100 =-0.2158
T50 = 0.10 min.
Cv @ T50
0.0056 in.2/sec.
Load No.= 17
Load=1000 psf
DO =-0.2184
D50 =-0.2284
D100 =-0.2384
T50 = 2.15 min.
Cv @ T50
0.0003 in.2/sec.
Figure

APPENDIX H
FRACTURE TRACE ANALYSIS DATA

ROSE DIAGRAM OF FRACTURE TRACE AND LINEAMENT TRENDS
Percentage Expressed as Number of Fracture Traces/Lineaments
Data Collected within 1.5-Mile Radius of the Foothills Regional Landfill
Lenoir, NC
BLE Job Number J15-1235-78
NORTH
WEST
SOUTH N = 45
1235-78 FHLF FTA-Area.xls
Rose Diagram (Lineament Trends)
EAST

ROSE DIAGRAM OF FRACTURE TRACE AND LINEAMENT TRENDS
Percentage Expressed as Number of Fracture Traces/Lineaments
Data Collected within 1.5-Mile Radius of the Foothills Regional Landfill
Lenoir, NC
BLE Job Number J15-1235-78
NORTH
WEST
SOUTH N =45
1235-78 FHLF FTA-Area.xls
Rose Diagram (Lineament Length)
EAST

Rose Diagram of Joint and Foliation Trends Measured On -Site
Foothills Regional MSW Landfill - Lenoir, NC
BLE Job Number J15-1235-78
WE
SOUTH N =68
1235-78 FHLF STR-DIP Joints and Foliation.xls
rose diagram
EAST

West
PLOT OF POLES TO JOINTS & FOLIATION
Foothills Regional MSW Landfill - Lenoir, NC
BLE Job Number J16-1235-78
North
South
♦ Poles to Joints
East ❑ Poles to Foliation
N = 68
1235-78 FHLF STR-DIP Joints and Foliation.xls Stereo Projection
Stereo 2 Equal Angle