8103_8105_Rutherford_CDLF_Phase2_Permit_DesignHydroReport_FID1527980_20210205

DESIGN HYDROGEOLOGIC
REPORT
PHASE 2 C&D
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
C&D Landfill — Phase 2 Expansion
Permit No. 8103-CDLF-2002
Prepared For:
Rutherford County Solid Waste Dept.
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
February 3, 2021
BLE North Carolina Business Licenses C-284 & C-1538
JJ IM IM BLJNNELL
LAMMONS
ENGINEERING
6004 Ponders Court I Greenville, 5C 29615
864.288.1265 A 864,286.4330 a info@ble[orp.rom
BLECORMOM

13UNNELL I
� CANNONSNS
ENGINEERING
February 3, 2021
Solid Waste Section
Division of Waste Management
NCDEQ-ARO
2090 U.S. 70 Highway
Swannanoa, North Carolina 28778
Attention: Ms. Jaclynne Drummond, Hydrogeologist
Subject: Design Hydrogeologic Report — Phase 2 C&D
Rutherford County Landfill
Facility Permit Number 8103-CDLF-2002
Rutherfordton, North Carolina
BLE Project No. J19-13675-01
Dear Ms. Drummond:
Bunnell-Lammons Engineering, Inc. (BLE) is pleased to submit this report to the North Carolina Division of
Waste Management (NCDWM) Solid Waste Section (SWS) for the Phase 2 construction and demolition
(C&D) landfill expansion area on behalf of Rutherford County, Odom Engineering, PLLC (Odom), and
McGill Associates (McGill). The report addresses the relevant site application requirements as outlined in
the North Carolina Rules for Solid Waste Management, 15A NCAC 13B .0538 (b)(1-2). The attached
report describes the work performed and presents the results obtained. This report is submitted in support
of the permit to construct application prepared by McGill for the Phase 2 C&D landfill expansion.
Sincerely,
BUNNELL LAMMONs ENGINEERING INC.
acl
Andrew W. Alex der, P.G., RS1V�11l11,1�,■�
Consulting Hydrogeologist ,,►''� CAR '■•,
Registered, NC No. 1475■�, GE NSF�'9
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CC: Mr. James Kilgo - Rutherford County
Mr. Pete Dickerson, P.E. - Odom
Mr. Mark Cathey, P.E. - McGill
Mr. Mark Preddy, P.G. - BLE
Timo�""th J DAlel,G `
Staff Hydrogeologist V.
Registered, NC No. 2653¢CANI?C3`'•,�
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6004 Ponders Court, Greenville, SC 29615 (,864.288.1265 a 864.288.4430 Wg [e-mail]
BLECORP.COM

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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
TABLE OF CONTENTS
February 3, 2021
BLE Project No. J19-13675-01
LISTOF TABLES....................................................................................................................................... i
LISTOF FIGURES..................................................................................................................................... i
LISTOF APPENDICES............................................................................................................................ ii
REPORT CROSS-REFERENCE INDEX OF APPLICABLE NORTH CAROLINA
STATE SOLID WASTE REGULATIONS............................................................................................. iii
1.0
PROJECT INFORMATION........................................................................................................1
2.0
FIELD INVESTIGATION............................................................................................................ 3
2.1
Test Boring and Soil Sampling........................................................................................................ 3
2.2
Groundwater Investigation............................................................................................................... 3
2.3
Laboratory Testing........................................................................................................................... 4
2.4
Lineament Study and Fracture Trace Analysis................................................................................ 4
2.5
Field Reconnaissance....................................................................................................................... 4
3.0
RESULTS OF INVESTIGATION............................................................................................... 5
3.1
Regional Geology............................................................................................................................
5
3.2
Regional Hydrogeology...................................................................................................................
5
3.3
Study Area Physiography and Topography.....................................................................................
6
3.4
Study Area Subsurface Conditions..................................................................................................
6
3.4.1
Geologic Unit Description..............................................................................................................
6
3.4.1.1
Saprolite..........................................................................................................................................6
3.4.1.2
Partially Weathered Rock.............................................................................................................
6
3.4.1.3
Fractured Bedrock.........................................................................................................................
7
3.4.2
Fracture Trace Analysis.................................................................................................................
7
3.4.3
Laboratory Testing Results.............................................................................................................7
3.5
Study Area Hydrology.....................................................................................................................
8
3.5.1
Piezometer Construction and Nomenclature.................................................................................
8
3.5.1.1
Saprolite Piezometers....................................................................................................................
8
3.5.1.2
Partially Weathered Rock Piezometers.......................................................................................
8
3.5.1.3
Bedrock Piezometers.....................................................................................................................
8
3.5.2
Seasonal High Groundwater Elevations........................................................................................
9
3.5.3
Correction Factor Analysis for Seasonal High Groundwater Elevations ....................................
9
3.5.3.1
Evidence A —Factor Based on On -Site Groundwater Monitoring Wells ................................
10
3.5.3.2
Evidence B —Factor Based on Piezometers and Groundwater Monitoring Wells .................
10
3.5.3.3
Correction Factor Summary and Conclusions..........................................................................
11
3.5.4
Estimated Long -Term Seasonal High Groundwater Elevations .................................................
11
3.5.5
Groundwater Flow Direction........................................................................................................
11
3.5.6
Man-made Influences to Groundwater Levels.............................................................................
11
3.5.7
Hydraulic Coefficients and Groundwater Flow Velocity............................................................
11
3.5.7.1
Hydraulic Conductivity...............................................................................................................12
3.5.7.2
Hydraulic Gradient......................................................................................................................
12
3.5.7.3
Effective Porosity and Specific Yield.........................................................................................
13
3.5.7.4
Groundwater Flow Velocity........................................................................................................
13
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Design Hydrogeologic Report -- Phase 2 C&D February 3, 2021
Rutherford County Landfill, North Carolina BLE Project No. J19-13675-01
4.0 CONCLUSIONS..........................................................................................................................13
5.0 ANNOTATED BIBLIOGRAPHY.............................................................................................15
Tables
Table 1
Monitoring Well, Piezometer, and Boring Survey Information
Table 2
Soil Test Boring and Piezometer Construction Details
Table 3
Groundwater Elevation Measurements
Table 4
Summary of In Situ Hydraulic Conductivity Testing — Slug Test Results
Table 5
Summary of Soil Laboratory Results
Table 6
Interstitial Groundwater Flow Velocity Calculations — Phase 2 C&D
Table 7
Summary of Geologic and Hydrogeologic Characteristics of
Geologic Units — Phase 2 C&D
Figures
Figure 1 Site Location Map
Figure 2 Site Topography and Boring Location Plan
Figure 3 Generalized Geologic Map of North Carolina
Figure 4A Geologic Profile: Cross -Sections A -A'
Figure 4B Geologic Profile: Cross -Sections B-B' and C-C'
Figure 5 Top of Bedrock (Auger Refusal) Elevation Contour Map
Figure 6 Groundwater Elevation Contour Map —February 26, 2020
Figure 7 Seasonal High Groundwater Elevation Contour Map — May 2019 to April 2020
Figure 8 Estimated Long -Term Seasonal High Groundwater Elevation Contour Map
Appendices
Appendix A
Drilling and Sampling Procedures
Appendix B
Survey Data, Soil and Rock Boring Records, and Piezometer Diagrams
Appendix C
Piezometer Installation Procedures
Appendix D
Precipitation Data
Appendix E
Correction Factor Analysis for Seasonal High Groundwater Elevations
Appendix F
Slug Test Procedures and Results
Appendix G
Soil Laboratory Test Procedures
Appendix H
Soil Laboratory Test Results
Appendix I
Fracture Trace Analysis Data
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Design Hydrogeologic Report -- Phase 2 C&D February 3, 2021
Rutherford County Landfill, North Carolina BLE Project No. J19-13675-01
REPORT CROSS-REFERENCE INDEX OF
APPLICABLE NORTH CAROLINA STATE SOLID WASTE REGULATIONS
15A NCAC 13B .0538 (b)(1-2) Design Hydrogeologic Report Requirements
STATE
REGULATIONS
LOCATION IN REPORT
b
1
A
Sections 3.4.1.3, 3.5.2; Table 3; Figures 5, 7
(b) (1) (B)
Sections 3.4, 3.5; Tables 3, 4, 5, 6, 7; Figures 4, 5, 6, 7; Appendices
B, F, H, I
b
2
A
From 15A NCAC 13B .0538 a
a 4 A
Sections 2.1, 3.4.1; Appendices A, B
a 4 B
Sections 2.3, 3.4.3; Tables 5, 7; Appendices G, H
(a) (4) (C)
Sections 3.4.1, 3.4.3; Tables 5, 7; Appendices B, H
a 4 D
Sections 3.4; Tables 5, 7; Appendices B
a 4 E
Sections 3.4.3, 3.5.7; Tables 4, 5, 7; Appendices F, H
a 5
Sections 2.4, 3.4.2; Appendix I
a 6
Figure 4
a 7 A
Table 3
(a) (7) (B)
Table 3
a 7 C
Section 3.5.4; Table 3; Figure 8
a 7 D
Sections 3.2, 3.5.2, 3.5.4, 3.5.6
(a) (8)
Sections 3.5.5, 3.5.7; Tables 4, 5, 6, 7; Figures 4, 6, 7, 8; Appendix F,
H
(a) (9)
Figures 6, 7, 8
a 10
Figure 2
a 11
Appendices B
a 12
Sections 3.3, 3.4.2, 3.5.5, 3.5.6; Appendix I
b
2
B
Sections 3.0; Tables 3, 4, 5, 6, 7; Figures 4, 5, 6, 7, 8
b
2
C
Sections 3.0; Tables 3, 4, 5, 6, 7; Figures 4, 5, 6, 7, 8
(b) (2)
D)
Sections 2.1, 3.4.1.3, 3.4.2, 3.5.1.3; Figure 5; Appendices B, I
b
2
E
Figure 8
b
2
F
Figure 5
b
2
G
Figure 4
b
2
H
Section 3.5; Tables 3, 4, 5, 6, 7; Figures 4, 6, 7, 8
b
2
I
Sections 3.4.1.1, 3.4.1.2, 3.4.3; Table 5; Appendix H
(b) (2) (J)
Section 2.2
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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
1.0 PROJECT INFORMATION
February 3, 2021
BLE Project No. J19-13675-01
The project information below was obtained from multiple in -person and telephone meetings and emails
between BLE, McGill, Odom, Rutherford County, and the SWS.
The subject landfill site is located in Rutherford County, North Carolina, between the cities of
Rutherfordton and Spindale with a physical address of 656 Laurel Hill Dr, Rutherfordton, North Carolina
(Figure 1). Rutherford County owns and operates a closed Subtitle D municipal solid waste (MSW) landfill
and an active C&D landfill consisting of one waste unit designated Phase 1. The county plans to construct
a new C&D waste unit in an approximate 5.5-acre expansion area designated Phase 2.
Rutherford County retained McGill as design and permitting engineer for the project. Rutherford County also
retained BLE (as a subconsultant to McGill) to provide design hydrogeologic services, geotechnical
engineering, monitoring plan services, and construction quality control services for the project. McGill has
defined the limits of the approximate 5.5-acre expansion area developed a conceptual design plan. BLE
performed six (6) borings and installed five (5) piezometers in the expansion area as part of the design
hydrogeologic investigation and design hydrogeological report (DHR).
Several discussions with the SWS occurred after the DHR work started. The SWS expressed concern about
development of a new waste unit in the expansion area due to an ongoing assessment of corrective measures
(performed by others) for the existing C&D and MSW waste units. As a result, the SWS informed Rutherford
County, McGill, and BLE that a background assessment of the groundwater quality in the expansion area
would be required as a condition of the permitting process for Phase 2.
BLE prepared a work plan titled Work Plan for Groundwater Assessment - Background for the Phase 2
C&D Expansion Area (BLE Project No. J20-13675-04) to perform the required sampling, analysis, data
evaluation, and reporting for the background assessment and submitted the document to the SWS on January
16, 2020 (FID1387733). The SWS approved the work plan on January 17, 2020 (FID 1387736).
The SWS approved plan included two sampling events to be conducted 30 days apart. BLE conducted the
first sampling event in January 2020 and issued a report titled Report of Groundwater Assessment January
2020 dated February 7, 2020 (BLE Project No. J20-13675-04) to the SWS (FID 1389606). BLE conducted
the second sampling event in February 2020 and issued a report titled Report of Groundwater Assessment
February 2020 dated March 19, 2020 (BLE Project No. J20-13675-04) to the SWS (FID 1394658). BLE
concluded that the laboratory and field analysis data collected during the January 2020 and February 2020
events did not provide evidence that the groundwater in the Phase 2 area has been impacted by a contaminant
release. The SWS issued a letter to Rutherford County on March 23, 2020 (FID 1394661) which approved
the assessment and directed Rutherford County to move forward with the permitting process.
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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
February 3, 2021
BLE Project No. J19-13675-01
This DHR addresses the geological and hydrogeological investigation required for the construction
permitting process the proposed 5.5-acre Phase 2 C&D expansion. Geotechnical considerations will be
provided in a separate report. The investigation was performed in accordance with the applicable North
Carolina Rules for Solid Waste Management (15A NCAC 13B .0538 (b)). Relevant data pertaining to
Phase 2 C&D were also compiled in this report from the following reports performed in relation to the
development of other waste units at the facility:
MSW Facility Plan Amendment and Permit to Construct Application for CDLF Phase 1A,
Rutherford County, North Carolina (Volumes I and 2), dated July 2007, prepared by David Garrett
Engineering and Geology (Garrett);
Permit Renewal Application, Rutherford County C&D Landfill, dated September 2000, prepared
by David Garrett Engineering and Geology (Garrett).
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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
2.0 FIELD INVESTIGATION
February 3, 2021
BLE Project No. J19-13675-01
The Phase 2 C&D area field investigation was conducted from May 2019 to April 2020. The investigation
of Phase 2 C&D has included:
• reviewing prior assessment reports for applicable data related to Phase 2 C&D;
• conducting soil test borings and rock coring borings;
• installing piezometers;
• collecting monthly water level measurements from the piezometers and monitoring wells;
• conducting hydraulic conductivity (slug) testing in piezometers;
• performing soil laboratory testing.
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 (d.b.a. Landprobe) of Greenville, South Carolina
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 a professional land surveyor
from McGill Associates of Asheville, North Carolina, after completion of the drilling activities.
2.1 Test Boring and Soil Sampling
North Carolina Solid Waste Management Rule 15A NCAC 13B .0538 (b)(1) requires that design
hydrogeologic studies include the drilling of a minimum one boring per acre of permitted cell area. The Phase
2 C&D area is approximately 5.5 acres; therefore, at least 6 borings are needed for the entire Phase 2 C&D
investigation. Five borings (13-40S, B-40D, B-41, B-42, B-43 and B-44) were performed by Landprobe during
the recent investigation. These are in addition to ten borings drilled by others in the past in or near the Phase 2
C&D area. In total, 15 borings have been performed in or near the Phase 2 C&D area (Table 1 and Figure 2).
The new soil test boring locations and depths were selected to comply with the applicable Section rules.
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 recent investigation consisted of hollow -stem augering and rock coring. Refer to
Appendix A for discussion of the various drilling techniques used.
Soil test boring logs were produced in the field by a geologist. 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
Five new piezometers were installed to monitor groundwater elevations and further characterize the Phase
2 C&D study area hydrogeology. They include B-40S, B-40D, B-41, B-42, and B-44. These are in addition
to the ten piezometers installed by others in or near the Phase 2 C&D area in the past. They include LFG-
8 (13-12S), LFG-8A (13-12d), LFG-6 (13-13), B-15, LFG-7 (13-17), B-20, MW-15 (13-29), B-33, B-34, and
B-36. Piezometer installation records are included with the boring logs in Appendix B, and piezometer
installation procedures are described in Appendix C. Historical boring logs are included for all piezometers
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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
February 3, 2021
BLE Project No. J19-13675-01
at the site if available in the facility records. Survey information for the soil borings, piezometers, and
monitoring wells is presented on Table 1 and in Appendix B, and piezometer construction details are
summarized on Table 2. Note that McGill resurveyed selected piezometers and wells and that the new
survey data is used in this report.
Monthly water level measurements were taken in the piezometers and monitoring wells on site during the
period from May 2019 to April 2020 to determine the seasonal high groundwater levels. Historical water
level data from August 1996 through October 2018 are also provided on Table 3 and precipitation data for
the Rutherford County region is included in Appendix D. Summary tables of historical water levels are
also included in Appendix E for analysis and reference.
Field permeability (slug) tests were performed in seven piezometers in the Phase 2 C&D area to measure
the in situ hydraulic conductivity of different units of the water table aquifer. Slug test field procedures and
data plots are presented in Appendix F and the results are summarized on Table 4.
The piezometers are typically intended only for investigation use. Prior to landfill cell construction
activities, the piezometers within the construction area will be permanently abandoned in accordance with
15A NCAC 2C, Rule .0113(b) by drilling them out and filling the resulting boreholes with a bentonite-
cement grout mixture.
2.3 Laboratory Testing
Laboratory testing of soil samples was conducted to confirm the field classifications and quantify pertinent
engineering soil properties. Soil samples were collected using split -spoon samplers, Shelby tubes
(undisturbed), and auger cuttings (bulk bag samples). The laboratory tests were performed in general
accordance with applicable ASTM specifications, where available. Brief descriptions of the test procedures
are included in Appendix G. Soil laboratory testing results are included in Appendix H and are
summarized on Table 5.
2.4 Lineament Study and Fracture Trace Analysis
The fracture trace analysis consisted of evaluating exposed rock outcrops and stream lineaments as
discussed below. Fracture trace and lineament information from the prior site permit renewal application
(David Garrett Engineering and Geology, 2000) is also summarized in Section 3.4.2 of this report. The
study performed by others included geologic mapping of exposed weathered rock and saprolite outcrops
along with a trend and length correlation of stream lineaments with two miles of the site. Garrett (2000)
concluded that since the exposed bedrock outcrops on site are severely overprinted due to multiple tectonic
events, the trend of streams in the area should be correlated to fracture trace and joint orientation as stream
trend is dictated by regional structural control. The lineament trends and cumulative lengths collected within
two miles of the landfill area were plotted on Rose diagrams and can be found in Appendix I.
2.5 Field Reconnaissance
The Phase 2 C&D study area was traversed to map rock outcrops and surface drainage features. The
information obtained was integrated with the geologic information already collected at the site during
previous phases of work. No significant bedrock fracture orientations were present or measured during the
field reconnaissance.
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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
3.0 RESULTS OF INVESTIGATION
3.1 Regional Geology
February 3, 2021
BLE Project No. J19-13675-01
The subject site is located within the Inner Piedmont geologic belt (Figure 3). 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 (Rhodes and Conrad, 1985; Garrett, 2007).
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 typical residual soil profile consists of clayey and silty 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 boundary
between soil and rock is not sharply defined.
A transitional zone of partially weathered rock (PWR) is normally found overlying the parent bedrock.
PWR 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 PWR within the soil mantle, well above the general bedrock level.
3.2 Regional Hydrogeology
Groundwater in the Inner Piedmont Belt usually occurs as unconfined, water table aquifers in three primary
geologic zones: 1) saprolite; 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 saprolite, and PWR 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 spring to early summer months of the year
when maximum infiltration efficiency occurs due to lower temperatures and less plant uptake (i.e., many
plants are dormant). Seasonal low-water tables are typically observed during the fall months when
minimum infiltration efficiency occurs due to higher temperatures and greater plant uptake of water.
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Design Hydrogeologic Report -- Phase 2 C&D February 3, 2021
Rutherford County Landfill, North Carolina BLE Project No. J19-13675-01
3.3 Study Area Physiography and Topography
The landfill is located in central Rutherford County, North Carolina, as shown on Figure 1. The Phase 2
C&D area is bounded on the south by C&D Phase No. 1 waste unit and on the north, east and west by
undeveloped land of the Rutherford County Landfill property. The scale house is located east-southeast
of the Phase 2 C&D expansion area (Figure 2).
No rock outcrops were observed in the Phase 2 C&D footprint. However, saprolitic outcrops were observed
at several locations across Phase 2 C&D, which were composed of severely weathered biotite gneiss.
Topographically, the ground surface elevation in the Phase 2 C&D area drops off into a west trending ravine
from a topographic high located in the north and east of the Phase 2 C&D area. The highest elevation in
the Phase 2 C&D footprint is approximately 955 feet above mean sea level (msl) located at the east Phase
2 C&D boundary, and the lowest elevation is approximately 905 feet msl located at the west Phase 2 C&D
boundary. The relief across the Phase 2 C&D area is approximately 50 feet.
Groundwater in the Phase 2 C&D area generally flows from the northeast towards the southwest into an
unnamed tributary, which flows west-southwest ultimately discharging into Cleghorn Creek.
3.4 Study Area Subsurface Conditions
Fifteen borings have been performed in, and adjacent to, Phase 2 C&D at the locations shown on Figure 2.
The cell footprint is underlain by saprolite soils, partially weathered rock, and bedrock at depth. Subsurface
geology of the Phase 2 area is shown on three cross -sections designated A -A', 13-13% and C-C' on Figures
4A and 4B. A description of the subsurface materials encountered is provided below.
3.4.1 Geologic Unit Description
Not all boring logs from previous studies conducted by others are readily available and as such the
descriptions below are considered generalized representations based on the available information.
3.4.1.1 Saprolite
Saprolite soils are the result of in -place weathering of the gneiss bedrock. The saprolite soils consists of
reddish -brown, grayish -brown, tan, and brown, non -micaceous to micaceous, silty, fine to medium sand,
with lesser amounts of silty clay, clayey silt, and sandy silt. Where encountered, the thickness of this
component ranges from 5.0 to 47.0 feet below ground surface with an average thickness of 23.3 feet. USCS
classifications of these soils are typically SM or ML, and less commonly SC and CL. N-values ranged
from 8 to 63 with an average value of 20.3, indicating a firm average consistency.
3.4.1.2 Partially Weathered Rock
The transition between soil and rock at the site is irregular and consists of PWR overlying the parent
bedrock. The PWR consists primarily of gray, brownish -gray, and brown, micaceous to very micaceous,
silty, fine to coarse sand with varying amounts of gravel size rock fragments, and micaceous sandy silt.
USCS classifications of these soils are typically SM and less commonly ML and SM. Where encountered,
this zone was found to range in thickness from 0 to 27 feet, with an average thickness of 8.1 feet. This zone
also includes various float rock and boulders indicative of the varying weathering patterns.
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Design Hydrogeologic Report -- Phase 2 C&D
Rutherford County Landfill, North Carolina
3.4.1.3 Fractured Bedrock
February 3, 2021
BLE Project No. J19-13675-01
The upper bedrock profile is fractured, severely to slightly weathered, feldspar -quartz -hornblende biotite
gneiss. Alternating rock seams and PWR zones were commonly encountered in the rock core samples.
The metamorphic foliation is shallow to moderately dipping and the bedrock fractures (joints) are shallow
to moderately to dipping.
BLE performed bedrock coring at two different locations for a total of 36.0 feet. The bedrock core had
generally "excellent' recovery (range of 92 to 100 percent; average of 95 percent) and "fair" to "excellent"
rock quality designation (RQD; range of 57 to 100 percent; average of 84 percent). In general, the bedrock
becomes more competent with 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 PWR 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
somewhat from that presented on Figure 5.
3.4.2 Fracture Trace Analysis
A study of stream lineaments in the vicinity of the landfill was supplemented for a fracture trace analysis
and reported with the site hydrogeological investigation (Garrett, 2007) in which the predominant trend
characterized by a correlation of total lineament length was measured to be NO- IO'E. A secondary set of
lineaments were identified with a secondary trend of N70°E to N80°W, and a tertiary trend of N10°-20°W.
A data plot for the joint orientations is included in Appendix I.
3.4.3 Laboratory Testing Results
Nine split -spoon samples, four undisturbed Shelby Tube samples, and three bulk bag samples were
collected and tested in the laboratory to measure natural soil conditions in the Phase 2 area. The laboratory
test results are summarized in Table 5. Laboratory data sheets are in Appendix H.
Testing results of the thirteen samples collected from the saprolite soil component consisted of:
• Natural moisture content values ranging from 12.1 to 18.4 percent;
• Liquid Limit (LL) values ranging from 38 to 43;
• Plasticity Index (PI) values ranging from 13 to 19;
• Average gravel, sand, silt, and clay contents of 5.6, 56.5, 24.4, and 13.5 percent, respectively;
• Remolded hydraulic conductivity values ranging from 1.1 x 10-6 to 6.5 x 10-6 cm/sec;
• In -situ hydraulic conductivity values ranging from 4.0 x 10' to 1.5 x 10' cm/sec;
• Triaxial testing of remolded samples indicated average total and effective C values of 0.35 and 0.655
ksf, respectively, and average total and effective � angles of 19.32 and 33.09 degrees, respectively;
• Preconsolidation pressure on an undisturbed sample of 11.679 ksf;
• Total porosity values ranging from 36.4 to 50.9 percent; and
• Effective porosity values ranging from 18.4 to 27.7 percent.
Testing results of the three samples collected from the partially weathered rock component consisted of:
• Average gravel, sand, silt, and clay contents of 4.6, 77.2, 17.0, and 1.2 percent, respectively;
• Total porosity values ranging from 39.7 to 40.5 percent; and
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• Effective porosity values ranging from 18.4 to 24.4 percent.
3.5 Study Area Hydrology
Five new piezometers were installed in, or adjacent to, the Phase 2 C&D area at the locations shown on
Figure 2. These piezometers are in addition of the ten pre-existing piezometers (Tables 1 and 2).
Groundwater is present below the bedrock surface in most areas of Phase 2 C&D, with the exception of an
area along the eastern portion of the cell footprint. The water -table aquifer in the Phase 2 C&D area consists
of the residual saprolitic soil, partially weathered rock, and fractured gneiss 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 2 C&D 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
Five new piezometers and one boring drilled during the current site investigation and were designated as
B-40 through B-44. Prior borings and piezometers drilling and installed by others at the site ended with
piezometer B-38. Facility records indicate that piezometers were installed in all prior borings (13-1 through
B-38) at the site except at the B-18 location. The B-39 designator was inadvertently skipped during the
current investigation. It is noted that several previously existing piezometers at the site have been converted
to groundwater or landfill gas monitoring wells. Those points are identified by dual names [e.g. MW-15
(B-29)].
In addition to the five piezometers installed by BLE during the current investigation (13-40S, 13-401), B-41,
B-42, and B-44), seven pre-existing piezometers still remain in or near the Phase 2 C&D vicinity [LFG-8
(13-12S), LFG-8A (13-12d), LFG-6 (13-13), LFG-7 (13-17), B-20, MW-15 (13-29), and B-36]. Additionally,
three piezometers were formerly located in or near the Phase 2 C&D area, but are no longer present on site
(13-15, B-33, and B-34). Table 2 summarizes the piezometer depths and units screened.
3.5.1.1 Saprolite Piezometers
One piezometer was installed with a screened interval in the saprolitic soils. The piezometer includes LFG-
8 (B-12S).
3.5.1.2 Partially Weathered Rock Piezometers
Four piezometers were installed with screened intervals primarily in the PWR. These piezometers include
the following: B-20, B-33 (abandoned), and B-44.
3.5.1.3 Bedrock Piezometers
Eleven piezometers were installed with screened intervals in the bedrock. These piezometers include the
following: LFG-8A (13-12d), LFG-6 (13-13), B-15 (abandoned), LFG-7 (13-17) , MW-15 (13-29), B-34
(abandoned), B-36, B-40S, 13-401), B-41, and B-42.
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3.5.2 Seasonal High Groundwater Elevations
February 3, 2021
BLE Project No. J19-13675-01
The relationship between precipitation and groundwater level trends at the site was evaluated from 1996 to
2020. The following sources of data were used to evaluate the seasonal high groundwater level at the site:
1. Historical National Oceanic and Atmospheric Administration (NOAA) precipitation data were obtained
to establish seasonal trends for the Rutherford County area (North Carolina Division 1;
http://www.ncdc.noaa.govloalclimatelclimatedata. html);
2. Historical water level measurements from monitoring wells and piezometers between August 1996 to
October 2018; and
3. Recent monthly water level measurements from monitoring wells and piezometers at the facility
between May 2019 to April 2020.
Historical NOAA monthly precipitation data were obtained from Division 1, North Carolina for the period
of January 2000 through June 2020. 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 Rutherford County area, the spring and summer months will experience relatively more
amounts of precipitation, with slightly less precipitation in the winter and fall 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 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 the months of March through July. During the period of
monthly groundwater level measurements at the site from May 2019 to April 2020, the region surrounding
the site received above average precipitation in the winter, spring, and fall of 2019, and in the winter of
2020. As a result, the region was not in drought conditions (see Palmer Drought Severity Index in
Appendix D).
Figure 7 is the seasonal high groundwater elevation contour map for the water levels collected between
May 2019 to April 2020.
3.5.3 Correction Factor Analysis for Seasonal High Groundwater Elevations
BLE was retained by McGill to perform a design hydrogeologic investigation and to prepare a design
hydrogeologic report (DHR) for the 5.5-acre Phase 2 C&D landfill expansion area in accordance with the solid
waste rules. The rules require that a bedrock elevation map and a seasonal high groundwater elevation map be
prepared as part of the DHR for design purposes. Typically, the seasonal high groundwater elevation map is
prepared by collecting water levels over a 12-month period and then selecting and mapping the highest recorded
values as the seasonal high. BLE began the investigation by installing five (5) piezometers in the Phase 2 area
and starting a water level monitoring program. The program included the new piezometers and some
previously existing piezometers and groundwater monitoring wells. Water levels were measured in a limited
number of previously existing piezometers and groundwater monitoring wells from May 7, 2019 through
October 24, 2019 (4 non-consecutive months of data). After BLE completed piezometer installation in the
expansion area in November 2019, water level measurements continued and were measured from November
25, 2019 through April 28, 2020 (6 consecutive months of data). These water level data represent less than the
typical 12-month period of water levels used to calculate a seasonal high.
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We understood at project startup that current airspace is limited and that an accelerated design process was
required. One strategy to shorten the design process is to discontinue water level measurements and use a
correction factor to add to the limited data to estimate a seasonal high. BLE has evaluated two potential
correction factors to shorten the process to prepare a seasonal high groundwater elevation map. We discussed
this concept with Ms. Jaclynne Drummond of the SWS and she was in general agreement with the approach.
Ms. Drummond directed that we include our correction factor analysis as part of the DHR for documentation.
3.5.3.1 Evidence A —Factor Based on On -Site Groundwater Monitoring Wells
There are nineteen (19) groundwater monitoring wells at the Rutherford County Landfill that are present or
were present that monitor the MSW or the C&D landfill (Evidence A - Appendix E). BLE obtained historical
water level data from historical facility records prepared by David Garrett Engineering and Geology and by
Scarlett Geophysical Consulting, P.C. These included water level data from August 28, 1996 to December 26,
2006 and from March 25, 1998 to May 7, 2019, respectively. BLE also collected water levels from selected
wells for the period from June 14, 2019 to April 28, 2020.
The data was merged into one master table (Evidence A - Appendix E) and reviewed for errors and
discrepancies. Where water levels were collected on similar dates within 3 days, a single representative day
was chosen for brevity. It was noted that no data was present for monitoring well MW-5 in the site records.
An average groundwater fluctuation of 7.5 feet was calculated from this dataset consisting of eighteen (18)
wells over 24 years.
3.5.3.2 Evidence B —Factor Based on Piezometers and Groundwater Monitoring Wells
There are sixty-seven (67) piezometers and/or groundwater monitoring wells at the Rutherford County Landfill
that are present or were present at the site (Evidence B - Appendix E). BLE obtained historical water level
data from historical facility records prepared by David Garrett Engineering and Geology and by Scarlett
Geophysical Consulting, P.C. These included water level data from August 28, 1996 to December 26, 2006
and from March 25, 1998 to May 7, 2019, respectively. BLE also collected water levels from selected
piezometers and wells for the period from June 14, 2019 to April 28, 2020.
The data was merged into one master table (Evidence B - Appendix E) and reviewed for errors and
discrepancies. Where water levels were collected on similar dates within 3 days, a single representative day
was chosen for brevity. It was noted that no data was present for monitoring well MW-5 in the site records and
that LFG-9, LFG-10, and LFG-I I were dry during the monitoring period. Water levels in the historical records
which were not stable were listed as NS and not used. An average groundwater fluctuation of 6.6 feet was
calculated from this dataset consisting of sixty-three (63) wells and piezometers over 24 years.
It is noted that piezometers are typically installed for use in a site or design hydrogeological investigation. As
such, the duration of water level measurements is often short compared to that of groundwater monitoring
wells. Since an abnormally short water level record might skew the average fluctuation, only the wells for
which water levels have been measured at least five times and have been at the site longer than one year were
used to calculate the average fluctuation. All piezometers and wells qualified except MW-5, LFG-9, LFG-10,
and LFG-11, as previously mentioned.
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Rutherford County Landfill, North Carolina BLE Project No. J19-13675-01
3.5.3.3 Correction Factor Summary and Conclusions
BLE completed a correction factor analysis which identified two technically appropriate site -specific correction
factors. We have calculated potential correction factors (based on average water level fluctuations) using
historical water levels and current water levels collected at the site. These average water level fluctuations
appear very similar in magnitude (7.5 feet vs. 6.6 feet) indicating the validity of the methodology. A summary
table of the correction factors calculated from the piezometers and groundwater monitoring wells at the site
titled Potential Correction Factors for Incomplete Seasonal High Measurements — Phase 2 is provided
in Appendix E. BLE has selected a correction factor of 3.8 feet which is one-half of the highest average
groundwater fluctuation (Evidence A) as a conservative measure. Therefore, an additional vertical
separation buffer of 3.8 feet has been added to the 2019-2020 seasonal high water levels observed during
the May 7, 2019 to April 28, 2020 monitoring period. This map is tilted Estimated Long -Term Seasonal High
Groundwater Elevation Contour Map (Figure 8). This map should be used in landfill subgrade design, in
conjunction with the bedrock (auger refusal) elevations shown on Figure 5.
3.5.4 Estimated Long -Term Seasonal High Groundwater Elevations
An estimated long-term seasonal high groundwater elevation contour map was prepared by adding 3.8 feet
to the highest groundwater level measurement in each piezometer in the Phase 2 C&D area during the
period between May 7, 2019 to April 28, 2020 (Figure 8).
3.5.5 Groundwater Flow Direction
Groundwater in the Phase 2 C&D area generally flows from the northeast towards the southwest into an
unnamed tributary, which flows west-southwest ultimately discharging into Cleghorn Creek (Figures 1
and 2). The groundwater 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 of Phase 2 C&D and in the areas
northeast of Phase 2 C&D.
3.5.6 Man-made Influences to Groundwater Levels
Man-made features on the landfill property that could influence groundwater levels in the Phase 2 C&D
area include the proposed waste cell footprint, ditches next to access roads, existing and proposed
sedimentation ponds. The sedimentation ponds will have the effect of raising or mounding the groundwater
level in their vicinity. The proposed cell footprint will have the effect of lowering the groundwater level in
its vicinity by reducing the recharge area to the aquifer.
There are no groundwater receptors located between the Phase 2 C&D area and the unnamed tributary to
Cleghorn Creek south west of Phase 2 C&D, which is the downgradient groundwater discharge area from
Phase 2 C&D.
3.5.7 Hydraulic Coefficients and Groundwater Flow Velocity
The velocity of groundwater flow is derived from the equation:
K
V=i
-
ne
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Where
V is the flow velocity;
K is the hydraulic conductivity;
i is the hydraulic gradient; and
ne is the effective porosity.
February 3, 2021
BLE Project No. J19-13675-01
Estimated values for each of these parameters were developed based on site -specific subsurface data and
are provided below. The parameters are summarized on attached Tables 4, 5, 6, and 7.
3.5.7.1 Hydraulic Conductivity
Hydraulic conductivity is defined as the ability of the aquifer material to conduct water under a hydraulic
gradient. Thirteen slug tests have been performed in the Phase 2 C&D area to measure the in situ hydraulic
conductivity of the different zones of the water -table aquifer. The slug test results were evaluated using the
Bouwer and Rice Method (1976) for partially -penetrating wells in an unconfined aquifer (Table 4 and
Appendix F). The slug tests performed at the site include:
• One test in a piezometer set in the saprolite unit [LFG-8 (B-12S)];
• Two tests in piezometers set in the saprolite/PWR unit (B-33 and B-44);
• One test in a piezometer set in the PWR unit (B-36);
• One test in a piezometer set in the PWR/Bedrock unit (B-20);
• Eight tests in piezometers set in the bedrock unit [LFG-8A (B-12D), LFG-6 (13-13), B-15, LFG-7 (13-
17), MW-15 (B-29), B-34, B-40S, and B-401)].
Based on the slug tests conducted in the Phase 2 C&D area, the range of hydraulic conductivity values is
as follows:
• 4.5 x 10-3 cm/sec in the saprolite unit [LFG-8 (B-12S)];
• 1.3 x 10-5 cm/sec (B-33) to 1.7 x 10-3 cm/sec (B-44) in the saprolite/PWR unit (geometric mean 1.5 x
10' cm/sec).
• 1.2 x 10-3 cm/sec in the PWR unit (B-36);
• 1.4 x 10-5 cm/sec in the PWR/Bedrock unit (B-20);
• 2.4 x 10-6 cm/sec [LFG-6 (B-13)] to 1.3 x 10-3 cm/sec (B-15) in the bedrock unit (geometric mean 2.4
x 10-5 cm/sec).
These data are in a similar range to that observed in testing conducted outside the Phase 2 C&D area (Table
4).
3.5.7.2 Hydraulic Gradient
The hydraulic gradient is determined by dividing the difference in groundwater elevations at two locations
by the horizontal distance between those locations along the direction of groundwater flow. Horizontal
hydraulic gradients were measured from the February 26, 2020 water table elevation contour map (Figure
6). In the Phase 2 C&D area, the approximate range of horizontal hydraulic gradient is as follows:
0.083 ft/ft (measured between the 880 and 940-ft MSL groundwater contours south of B-42).
0.145 ft/ft (measured between the 890 and 930-ft MSL groundwater contours near boring LFG-7
(B-17)).
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The vertical hydraulic gradient was evaluated at two locations in the Phase 2 C&D area with shallow/deep
piezometer pairs [LFG-8 (B-12S)/LGF-8A (B-12D) and B-40S/D]. Both locations indicated a downward
(recharging) vertical hydraulic gradient where the shallow piezometers have higher potentiometric levels.
3.5.7.3 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 H).
Based on soil laboratory data and published geologic literature, effective porosity measurements in the
Phase 2 C&D area range from approximately:
• 18.4% to 27.7% (average = 20.4%) in the saprolite unit;
• 18.4% to 24.4% (average = 22.4%) in the PWR unit; and
• the effective porosity can be expected to range from about 5% to 10% for fractured crystalline bedrock
unit (average = 7.5%) according (Kruseman and deRidder, 1989).
3.5.7.4 Groundwater Flow Velocity
Based on these parameters and the data provided above, the horizontal movement of groundwater across
the Phase 2 C&D area is approximately:
• 3.03 to 37.1 feet/day in the saprolite unit;
• 1.17 to 2.7 feet/day in the PWR unit; and
• 0.08 to 0.29 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 6 summarizes the groundwater
seepage velocity calculations.
4.0 CONCLUSIONS
The proposed Phase 2 C&D cell area is located on the north central portion of the Rutherford County landfill
facility and is contiguous to the existing Phase 1 C&D area. The Phase 2 C&D development will be an
approximate 5.5-acre waste unit. The Phase 2 C&D area's subsurface geology and hydrogeology are typical
of Inner Piedmont terrain in North Carolina and is consistent with prior studies at the site conducted by
others. No unusual or unexpected geologic features were observed in the Phase 2 C&D area.
The groundwater table surface has a configuration similar to the site topography. Groundwater in the Phase
2 C&D area generally flows from the northeast towards the southwest into an unnamed tributary, which
flows west-southwest ultimately discharging into Cleghorn Creek. Other than these features, there are no
groundwater receptors to this landfill phase. Due to the downward vertical hydraulic gradient, the
groundwater monitoring system for Phase 2 C&D should include either a well pair, as utilized at other
locations across the site for the existing groundwater monitoring system, or a well screened in the bedrock.
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Rock lenses or boulders, partially weathered rock and/or perched groundwater may be encountered at the
proposed subgrade elevations within the expansion area. If encountered, these conditions should be
remediated during construction. We caution that rock and partially weathered rock may be difficult to
excavate. The design engineer should incorporate plans to address this critical construction issue.
Additionally, appropriate notice of potentially difficult subsurface conditions should be noted on all bid
documents and plans prepared for construction. Contingencies should be exercised to maintain the required
minimum post -settlement 4-foot separation if difficult subsurface conditions are encountered.
The landfill subgrade design will maintain a minimum four -foot post -settlement vertical separation between
the bottom elevation of the landfill subgrade and the elevations of the bedrock (Figure 5), and a 7.8-foot
post -settlement vertical separation between the bottom elevation of the landfill subgrade and the elevations
2019-2020 seasonal high groundwater (Figure 7). If bedrock is removed by mechanical means during cell
construction to levels below that shown on Figure 5, then any resulting redesign of the subgrade elevations
should maintain the minimum required post -settlement vertical separation with the final bedrock level.
Likewise, if bedrock is encountered during cell construction above the levels shown on Figure 5, then the
minimum required post -settlement vertical separation with the bedrock level should be established by
raising the cell grades as needed, unless the bedrock is removed. A Report of Geotechnical Analysis will
be prepared by BLE as a separate document for development of the Phase 2 C&D area. The geotechnical
analysis will address slope stability of the waste slope and veneer cover soils; and the subgrade settlement
in accordance with 15A NCAC 13B .0540 (2)(a).
A Water Quality Monitoring Plan (WQMP) and a Landfill Gas Monitoring Plan (LFGMP) will be prepared
by BLE as separate documents, which will include development for the Phase 2 C&D area. The WQMP
and LFGMP include procedures and locations for groundwater, surface water, and landfill gas monitoring
for the entire Rutherford County Landfill facility (MSW and C&D) in accordance with the applicable rules
for MSW and C&D waste units.
This Design Hydrogeologic Report was prepared to satisfy the requirements specified in the North Carolina
Title 15A NCAC 13B .0538 (b)(1-2). Based on the results of field and laboratory testing, it is our opinion
that the study area is geologically and hydrogeologically suitable for C&D landfill cell development.
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5.0 ANNOTATED BIBLIOGRAPHY
February 3, 2021
BLE Project No. J19-13675-01
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.
Bunnell-Lammons Engineering, Inc.; March 19, 2020; Report of Groundwater Assessment February 2020 —
Background for the Phase 2 C&D Expansion Area, Rutherford County Landfill, Rutherford County,
North Carolina; BLE Project Number J20-13675-04
- Results of second sampling event.
Bunnell-Lammons Engineering, Inc.; February 7, 2020; Report of Groundwater Assessment January 2020 —
Background for the Phase 2 C&D Expansion Area, Rutherford County Landfill, Rutherford County,
North Carolina•, BLE Project Number J20-13675-04
- Results of first sampling event.
Bunnell-Lammons Engineering, Inc.; January 16, 2020; Work Plan for Groundwater Assessment —Background
for the Phase 2 C&D Expansion Area, Rutherford County Landfill, Rutherford County, North
Carolina; BLE Project Number J20-13675-04
- SWS approved work plan for environmental assessment of the Phase 2 expansion area.
David Garrett Engineering and Geology; July 2007 (Volumes 1 and 2); MSW Facility Plan Amendment and
Permit to Construct Application for CDLF Phase IA, Rutherford County, North Carolina.
- Site and design hydrogeologic investigation for landfill expansion.
David Garrett Engineering and Geology; August 2000 et seq; Permit Renewal Application, Rutherford County
C&D Landfill.
- Site and design hydrogeologic investigation for landfill.
Fetter, C.W., 1988, Applied Hydrogeology; Merrill Publishing Company, Columbus, Ohio.
- Basic hydrogeologic principles and estimates of effective porosity in soils.
Horton, J.W. and Zullo, V.A., 1991, The Geology of the Carolinas: Carolina Geological Society fiftieth
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.
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BLE Project No. J19-13675-01
Odom Engineering, PLLC, November 15, 2018; Landfill Groundwater and Surface Water Gas Monitoring
Plan — Rutherford County Active C&D Landfill.
- SWS approved groundwater and surface water monitoring plan.
Odom Engineering, PLLC, November 1, 2018; Landfill Gas Monitoring Plan —Rutherford County Active C&D
Landfill.
- SWS approved landfill gas monitoring plan.
Rhodes, Thomas S., and Conrad, Stephen G., 1985, Geologic Map of North Carolina: Department of Natural
Resources and Community Development, Division of Land Resources, and the NC Geological Survey,
1:500,000-scale, compiled by Brown, Philip M., et al, and Parker, John M. III, and in association with
the State Geologic Map Advisory Committee.
- General geologic setting.
Scarlett Geophysical Consulting, P.C.; July 2019 et antequam; Rutherford County Central Sanitary Landfill
May 2019 Sampling,
- Semi-annual sampling reports for March 1998 through May 2019 with water quality and water level
data.
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Tables

TABLE 1
MONITORING WELL, PIEZOMETER, AND BORING SURVEY INFORMATION
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Soil Test
Boring
Piezometers &
Monitoring Wells
Ground
Elevation
TOC
Elevation
Northing
Easting
Latitude
Longitude
---
MW-1
1006.05
1007.76
596114.73
1120714.40
35.35204161
-81.94932162
---
MW-2
994.47
994.86
596355.31
1119904.89
35.35263626
-81.95205930
---
MW-3
859.62
860.27
595209.61
1118703.75
NC
NC
---
MW-4
849.72
851.03
594627.05
1118864.35
NC
NC
---
MW-5
823.23
824.23
592671.03
1119287.91
NC
NC
---
MW-6
833.43
934.95
593847.08
1118805.37
NC
NC
---
MW-7
890.51
892.76
593056.27
1118974.79
NC
NC
---
MW-8
857.86
860.30
593666.26
1119935.70
NC
NC
---
MW-9
864.97
867.21
594368.07
1120182.39
NC
NC
---
MW-l0A
834.73
837.23
DNA
DNA
DNA
DNA
---
MW-lOB
834.50
836.15
DNA
DNA
DNA
DNA
---
MW-10C
834.50
836.19
DNA
DNA
DNA
DNA
---
MW-lOD
834.73
837.23
DNA
DNA
DNA
DNA
---
MW-11A
815.39
817.18
DNA
DNA
DNA
DNA
---
MW-11B
816.02
817.72
DNA
DNA
DNA
DNA
---
MW-12 (B-22)
873.35
875.33
DNA
DNA
DNA
DNA
---
MW-13 (B-6)
960.35
962.47
594988.71
1120032.88
35.34889347
-81.95149400
---
MW-14
866.54
868.94
595446.06
1118985.16
35.35006391
-81.95505174
---
MW-15 (B-29)
887.52
889.13
595672.95
1118986.20
35.35068714
-81.95507090
LFG-1
838.94
840.07
594359.46
1120309.08
NC
NC
LFG-2
822.94
823.58
593912.58
1120216.62
NC
NC
LFG-3
824.27
825.35
593488.32
1120011.25
NC
NC
LFG-5
821.43
823.43
593689.45
1118786.84
NC
NC
---
LFG-6 (B-13)
939.68
941.81
595955.90
1119501.27
35.35150632
-81.95337249
---
LFG-7 (B-17)
960.89
963.14
596091.76
1119401.05
35.35187127
-81.95372202
---
LFG-8 (B-12S)
970.56
972.53
596098.89
1120135.92
35.35195090
-81.95125927
---
LFG-8A (B-12D)
971.12
972.23
596099.74
1120129.76
35.35195271
-81.95128000
---
LFG-9
988.32
992.20
596979.03
1120087.63
35.35436417
-81.95150888
---
LFG-10
971.36
975.07
596108.373
1120128.557
35.35197633
-81.95128489
---
LFG-11
977.53
980.37
596417.18
1119314.26
35.35275789
-81.95404542
---
B-1
1047.38
1049.56
DNA
DNA
DNA
DNA
---
B-2
1005.62
1007.84
DNA
DNA
DNA
DNA
---
B-3
961.74
964.99
DNA
DNA
DNA
DNA
---
B-4
987.89
989.58
DNA
DNA
DNA
DNA
---
B-5S
926.87
928.29
595535.35
1120260.97
35.35041341
-81.95078391
---
B-51)
927.07
929.48
595537.71
1120255.16
35.35041939
-81.95080362
---
B-7
927.41
929.94
DNA
DNA
DNA
DNA
---
B-8
916.46
918.95
DNA
DNA
DNA
DNA
---
B-9S
860.05
862.07
DNA
DNA
DNA
DNA
---
B-91)
860.18
862.12
DNA
DNA
DNA
DNA
---
B-10
1018.72
1021.02
596444.04
1120317.76
35.35291367
-81.95068409
---
B-11
1015.07
1016.01
DNA
DNA
DNA
DNA
---
B-14
971.17
972.50
DNA
DNA
DNA
DNA
---
B-15
897.55
899.84
DNA
DNA
DNA
DNA
---
B-16S
854.96
857.04
595956.62
1118692.59
35.35144218
-81.95608345
---
B-16D
854.97
856.95
595950.84
1118692.17
35.35142627
-81.95608429
B-18
---
958.47
NA
DNA
DNA
DNA
DNA
---
B-19
959.99
962.02
596711.81
1119761.02
35.35360358
-81.95257715
---
B-20
897.60
899.56
596020.52
1119045.38
35.35164654
-81.95490720
---
B-21
930.04
932.22
DNA
DNA
DNA
DNA
---
B-23
999.37
1001.66
595969.15
1120391.19
35.35161542
-81.95039060
---
B-24
1045.54
1047.64
DNA
DNA
DNA
DNA
---
B-25
951.46
954.41
DNA
DNA
DNA
DNA
---
B-26S
947.63
949.55
597214.05
1119896.59
35.35499400
-81.95217277
---
B-26D
947.52
949.85
597207.53
1119892.86
35.35497579
-81.95218462
---
B-27
927.96
929.27
DNA
DNA
DNA
DNA
---
B-28
857.31
858.16
DNA
DNA
DNA
DNA
---
B-30S
894.78
896.62
DNA
DNA
DNA
DNA
---
B-30D
894.69
896.54
DNA
DNA
DNA
DNA
---
B-31
1000.80
1002.65
596878.95
1120001.94
35.35408229
-81.95178619
---
B-32
975.98
978.51
DNA
DNA
DNA
DNA
---
B-33
923.48
924.80
DNA
DNA
DNA
DNA
---
B-34
928.61
929.79
DNA
DNA
DNA
DNA
---
B-35
957.29
958.54
596673.92
1119491.24
35.35347748
-81.95347777
---
B-36
945.15
948.12
595840.29
1119763.63
35.35121025
-81.95248148
---
B-37
888.76
891.33
DNA
DNA
DNA
DNA
---
B-38
845.20
847.24
DNA
DNA
DNA
DNA
---
B-40S
912.40
915.44
595833.87
1119297.50
35.35115453
-81.95404340
---
B-40D
912.92
915.65
595840.93
1119293.66
35.35117361
-81.95405700
---
B-41
914.81
917.94
595739.81
1119415.19
35.35090584
-81.95363951
---
B-42
945.47
948.78
596039.12
1119652.32
35.35174724
-81.95287446
B-43
---
935.35
NA
595837.83
1119622.68
35.35119199
-81.95295372
---
B-44
952.21
955.13
595922.12
1119897.37
35.35144591
-81.95204131
NOTES:
1. Bold borings represent those in the Phase 2 C&D Area.
2. TOC = Top Of Casing
3. DNA = Data Not Available. Information was not provided in previous SHR & DHR reports performed by others.
4. NC = Not Calculated
4. Surveying for locations in GREEN text was performed by McGill Associates of Asheville, NC on December 17, 2019.
6. Surveying for locations in PURPLE text was performed by Professional Surveying Services of Rutherfordton, NC on May 17, 1993.
5. Survey data for locations for all other borings and piezometers from several historical documents.
13675-01 RCLF DHR Ph2 CD Prepared By: TJD/AWA
Tab 1 Survey Checked By: IAI

TABLE 2
SOIL TEST BORING AND PIEZOMETER CONSTRUCTION DETAILS
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Soil Test
Boring
Piezometers &
Monitoring Wells
Ground
Elev.
TOC
Elev.
Unit
Screened
Depth to
PWR (ft)
PWR
Elev.
Auger
Refusal Depth
Auger
Refusal Elev.
Bedrock Drilling
Depth
Screened
Interval Depth
Screened
Interval Elevation
--
MW-1
1006.05
1007.76
Saprolite/PWR
38.5
967.5
45.5
960.5
NA - NA
35.5 - 45.5
970.5 - 960.5
---
MW-2
994.47
994.86
Saprolite/PWR
DNA
DNA
>60.0
<934.5
DNA - DNA
50.0 - 60.0
944.5 - 934.5
---
MW-3
859.62
860.27
Saprolite/PWR
DNA
DNA
>47.0
<812.6
DNA - DNA
37.0 - 47.0
822.6 - 812.6
---
MW-4
849.72
851.03
DNA
DNA
DNA
DNA
DNA
DNA - DNA
40.0 - 50.0
809.7 - 799.7
---
MW-5
823.23
824.23
DNA
DNA
DNA
DNA
DNA
DNA - DNA
DNA - DNA
DNA - DNA
---
MW-6
833.43
934.95
Saprohte/PWR
25.5
807.9
38.0
795.4
NA - NA
22.5 - 37.5
810.9 - 795.9
---
MW-7
890.51
892.76
Bedrock
26.5
864.0
30.0
860.5
30.0 - 54.0
39.0 - 54.0
851.5 - 836.5
---
MW-8
857.86
860.30
Saprolite
NA
NA
>44.5
<813.4
NA - NA
29.5 - 44.5
828.4 - 813.4
---
MW-9
864.97
867.21
Saprolite
NA
NA
>37.5
<827.5
NA - NA
22.5 - 37.5
842.5 - 827.5
-
MW-10A
834.73
837.23
Bedrock
25.5
809.2
39.0
795.7
39.0 - 101.0
91.0 - 101.0
743.7 - 733.7
-
MW-10B
834.50
836.15
PWR
25.5
809.0
39.0
795.5
NA - NA
32.0 - 37.0
802.5 - 797.5
-
MW-10C
834.50
836.19
Saprolite
25.5
809.0
39.0
795.5
NA - NA
11.0 - 16.0
823.5 - 818.5
-
MW-lOD
834.73
837.23
Bedrock
25.5
809.2
39.0
795.7
39.0 - 66.0
56.0 - 66.0
778.7 - 768.7
-
MW-11A
815.39
817.18
PWR/Bedrock
25.0
790.4
36.0
779.4
36.0 - 45.0
35.0 - 45.0
780.4 - 770.4
-
MW-1113
816.02
817.72
Saprolite
25.0
791.0
36.0
780.0
NA - NA
10.0 - 20.0
806.0 - 796.0
-
MW-12 (B-22)
873.35
875.33
Saprolite/PWR
37.0
836.4
45.5
827.9
45.5 - 45.5
35.5 - 45.5
837.9 - 827.9
-
MW-13 (B-6)
960.35
962.47
Bedrock
39.0
921.3
65.0
895.3
65.0 - 88.0
73.0 - 88.0
887.3 - 872.3
-
MW-14
866.54
868.94
Saprolite/PWR
4.5
862.0
DNA
DNA
NA - NA
17.4 - 32.4
849.1 - 834.1
--
MW-15 (B-29)
887.52
889.13
Bedrock
3.5
884.0
26.0
861.5
26.0 - 40.3
28.0 - 38.0
859.5 - 849.5
--
LFG-6 (B-13)
939.68
941.81
Bedrock
0.0
939.7
1.0
938.7
1.0 - 31.0
21.0 - 31.0
918.7 - 908.7
--
LFG-7 (B-17)
960.89
963.14
Bedrock
28.5
932.4
34.0
926.9
34.0 - 50.0
40.0 - 50.0
920.9 - 910.9
--
LFG-8 (B-12S)
970.56
972.53
Saprolite
NA
NA
NA
NA
NA - NA
23.0 - 33.0
947.6 - 937.6
--
LFG-8A (B-12D)
971.12
972.23
Bedrock
47.0
924.1
74.0
897.1
74.0 - 104.0
94.0 - 104.0
877.1 - 867.1
-
LFG-9
988.32
992.20
DNA
DNA
DNA
DNA
DNA
DNA - DNA
DNA - DNA
DNA - DNA
-
LFG-10
971.36
975.07
DNA
DNA
DNA
DNA
DNA
DNA - DNA
DNA - DNA
DNA - DNA
-
LFG-11
977.53
980.37
DNA
DNA
DNA
DNA
DNA
DNA - DNA
DNA - DNA
DNA - DNA
-
B-1
1047.38
1049.56
Bedrock
11.0
1036.4
42.0
1005.4
42.0 - 78.0
68.0 - 78.0
979.4 - 969.4
-
B-2
1005.62
1007.84
PWR
13.5
992.1
>65.0
<940.6
NA - NA
55.0 - 65.0
950.6 - 940.6
-
B-3
961.74
964.99
PWR
41.0
920.7
68.5
893.2
NA - NA
58.0 - 68.0
903.7 - 893.7
---
B-4
987.89
989.58
PWR
48.5
939.4
>75.0
<912.9
NA - NA
65.0 - 75.0
922.9 - 912.9
---
B-5S
926.87
928.29
Saprolite
NA
NA
NA
NA
NA - NA
18.0 - 28.0
908.9 - 898.9
---
B-5D
927.07
929.48
Bedrock
26.5
900.6
34.0
893.1
34.0 - 51.0
41.0 - 51.0
886.1 - 876.1
---
B-7
927.41
929.94
PWR/Bedrock
53.5
873.9
65.0
862.4
65.0 - 67.0
57.0 - 67.0
870.4 - 860.4
---
B-8
916.46
918.95
PWR
68.0
848.5
74.0
842.5
NA - NA
58.0 - 68.0
858.5 - 848.5
---
B-9S
860.05
862.07
Saprolite
33.0
827.1
43.6
816.5
NA - NA
20.0 - 30.0
840.1 - 830.1
---
B-913
860.18
862.12
Bedrock
43.0
817.2
43.5
816.7
43.5 - 72.0
61.0 - 71.0
799.2 - 789.2
---
B-10
1018.72
1021.02
Bedrock
43.0
975.7
48.5
970.2
48.5 - 80.0
70.0 - 80.0
948.7 - 938.7
-
B-11
1015.07
1016.01
PWR
38.5
976.6
>60.0
<955.1
NA - NA
50.0 - 60.0
965.1 - 955.1
-
B-14
971.17
972.50
Bedrock
18.5
952.7
21.0
950.2
21.0 - 100.0
21.0 - 100.0
950.2 - 871.2
--
B-15
897.55
899.84
Bedrock
4.5
893.1
11.0
886.6
11.0 -34.0
24.0 - 34.0
873.6 - 863.6
-
B-16S
854.96
857.04
Saprolite
28.0
827.0
28.0
827.0
NA - NA
18.0 - 28.0
837.0 - 827.0
---
B-16D
854.97
856.95
Bedrock
23.5
831.5
34.0
821.0
34.0 - 52.0
42.0 - 52.0
813.0 - 803.0
B-18
---
958.47
NA
NA
11.0
947.5
22.0
936.5
22.0 - 50.0
NA - NA
NA - NA
---
B-19
959.99
962.02
Saprolite
58.0
902.0
65.0
895.0
NA - NA
48.0 - 58.0
912.0 - 902.0
--
B-20
897.60
899.56
SaproGte/PWR/Bedrock
25.5
872.1
27.0
870.6
27.0 -33.0
23.0 - 33.0
874.6 - 864.6
-
B-21
930.04
932.22
Bedrock
5.0
925.0
5.0
925.0
5.0 - 50.0
40.0 - 50.0
890.0 - 880.0
-
B-23
999.37
1001.66
Bedrock
69.0
930.4
73.6
925.8
NA - NA
61.0 - 71.0
938.4 - 928.4
-
B-24
1045.54
1047.64
Bedrock
38.0
1007.5
40.5
1005.0
40.5 - 71.0
61.0 - 71.0
984.5 - 974.5
-
B-25
951.46
954.41
Saprohte/PWR
41.0
910.5
50.0
901.5
NA - NA
40.0 - 50.0
911.5 - 901.5
-
B-26S
947.63
949.55
Saprolite
NA
NA
NA
NA
NA - NA
25.0 - 35.0
922.6 - 912.6
-
B-26D
947.52
949.85
Bedrock
49.0
898.5
54.0
893.5
54.0 - 86.0
76.0 - 86.0
871.5 - 861.5
-
B-27
927.96
929.27
Saprolite
NA
NA
>7.0
<921.0
NA - NA
5.0 - 7.0
923.0 - 921.0
-
B-28
857.31
858.16
Saprolite
NA
NA
>4.0
<853.3
NA - NA
2.0 - 4.0
855.3 - 853.3
-
B-30S
894.78
896.62
Saprolite
NA
NA
NA
NA
NA - NA
13.0 - 23.0
881.8 - 871.8
-
B-30D
894.69
896.54
Bedrock
24.0
870.7
24.0
870.7
24.0 - 72.0
30.0 - 40.0
864.7 - 854.7
-
B-31
1000.80
1002.65
PWR
38.5
962.3
72.0
928.8
NA - NA
61.0 - 71.0
939.8 - 929.8
-
B-32
975.98
978.51
Bedrock
0.0
976.0
53.6
922.4
53.6 - 73.0
63.0 - 73.0
913.0 - 903.0
--
B-33
923.48
924.80
Saprotite/PWR/Bedrock
23.5
900.0
24.0
899.5
NA - NA
14.0 - 24.0
909.5 - 899.5
--
B-34
928.61
929.79
Bedrock
6.5
922.1
40.0
888.6
40.0 - 67.0
57.0 - 67.0
871.6 - 861.6
-
B-35
957.29
958.54
PWR
48.5
908.8
60.0
897.3
NA - NA
50.0 - 60.0
907.3 - 897.3
--
B-36
945.15
948.12
Bedrock
15.5
929.7
15.5
929.7
15.5 - 32.0
22.0 - 32.0
923.2 - 913.2
-
B-37
888.76
891.33
Saprolite/PWR
42.0
846.8
53.0
835.8
NA - NA
38.0 - 48.0
850.8 - 840.8
-
B-38
845.20
847.24
Saprolite
NA
NA
>6.5
<838.7
NA - NA
4.5 - 6.5
840.7 - 838.7
--
B40S
912.40
915.44
Bedrock
23.5
888.9
26.0
886.4
26.0 - 46.0
35.8 - 45.8
876.6 - 866.6
--
B40D
912.92
915.65
Bedrock
23.5
889.4
26.0
886.9
26.0 - 76.0
65.8 - 75.8
847.1 - 837.1
--
B41
914.81
917.94
Bedrock
6.0
908.8
22.0
892.8
22.0 -35.0
24.8 - 34.8
890.0 - 880.0
--
B42
945.47
948.78
Bedrock
13.5
932.0
18.5
927.0
18.5 - 44.0
33.8 - 43.8
911.7 - 901.7
B-43
--
935.35
NA
NA
13.5
921.8
15.0
920.3
15.0 -30.0
NA - NA
NA - NA
--
B44
952.21
955.13
Saprolite/PWR
33.5
918.7
39.0
913.2
NA - NA
28.8 - 38.8
923.4 - 913.4
NOTES:
1. Bold borings represent those in the Phase 2 C&D Area.
2. Elevations are either provided by McGill Associates of Asheville, NC or historical documents.
TOC = Top Of Casing
DNA = Not Available. Information was not provided in previous SHR & DHR reports performed by others.
5. NA=Not Applicable
6. NE = Not Encountered
7. Piezometer B-14 has no screen and the boring is left open in rock
13675-01 RCLF DHR Ph2 CD
Tab 2 PZ Constr
Prepared By: TJD
Checked By: IAI

TABLE 3
GROUNDWATER ELEVATION MEASUREMENTS
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
1996 to 2015 1 2019 to 2020
Piezometer/
Ground
TOC
1996
1997
1998
1999
2000
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
2019-2020 Seasonal
Estimated Long -Term
Piezometer/
Well
Elevation
Elevation
8/28/96
3/12/97
9/9/97
3/25/98
9/17/98
3/23/99
5/24/99
9/22/99
3/7/00
4/5/00
6/1/00
6/20/00
10/18/00
12/29/00
3/3/01
4/11/01
9/12/01
4/3/02
6/27/02
10/2/02
4/2/03
9/3/03
4/6/04
10/27/04
4/5/05
9/8/05
4/4/06
10/26/06
5/22/07
6/14/07
10/23/07
5/6/08
9/22/08
4/27/09
5/18/09
10/7/09
5/17/10
9/20/10
4/25/11
9/27/11
4/30/12
9/25/12
4/15/13
9/23/13
4/28/14
9/29/14
4/27/15
9/28/15
4/26/16
9/19/16
5/3/17
10/2/17
5/10/18
10/1/18
5/7/19
6/14/19
9/25/19
10/24/19
11/25/19
12/18/19
1/21/20
2/26/20
3/26/20
4/28/20
High Groundwater
g
Seasonal High Groundwater
g
Well
MW-1
1006.05
1007.76
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
958.86
957.86
957.26
956.50
956.45
955.86
956.41
958.06
958.86
962.66
MW-1
MW-2
994.47
994.86
956.94
953.79
955.26
954.83
955.99
952.06
NM
949.53
947.84
NM
NM
NM
NM
NM
NM
945.93
947.60
947.16
NM
945.87
952.73
963.03
958.11
957.55
959.17
960.01
956.29
952.88
954.32
NM
949.40
947.78
948.00
NM
947.70
948.19
958.43
954.11
953.62
950.17
948.87
949.04
950.28
959.57
958.39
954.71
953.33
949.39
959.32
953.69
949.26
948.24
948.62
949.31
962.81
959.86
955.86
955.76
956.32
955.64
957.36
960.76
961.51
961.53
962.81
966.61
MW-2
MW-3
859.62
860.28
NM
NS
826.63
829.49
826.81
827.41
NM
825.80
826.80
NM
NM
NM
NM
NM
NM
827.04
826.71
826.79
NM
825.26
828.46
829.45
827.06
827.96
828.16
827.83
827.09
827.07
827.47
NM
825.46
826.82
826.80
NM
827.62
827.10
828.24
826.34
827.48
825.70
826.56
826.30
827.90
828.92
828.25
826.31
827.37
827.85
829.02
825.93
826.39
825.67
828.19
827.05
830.11
NM
NM
NM
NM
NM
NM
NM
NM
NM
830.11
833.91
MW-3
MW-4
849.72
851.03
815.35
817.34
815.75
819.79
819.01
816.45
NM
814.39
815.43
NM
NM
NM
NM
NM
NM
815.99
815.47
816.18
NM
813.77
820.28
820.72
816.50
817.59
818.93
817.82
816.81
816.02
817.36
NM
813.89
815.94
814.20
NM
816.94
815.80
819.08
815.55
818.00
814.54
815.86
815.29
818.39
819.07
819.21
815.21
817.69
814.40
819.72
814.81
814.97
814.55
819.12
816.21
822.54
NM
NM
NM
NM
NM
NM
NM
NM
NM
822.54
826.34
MW-4
MW-5
DNA
DNA
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
-
-
MW-5
MW-6
833.43
834.90
805.33
808.29
805.29
809.00
804.79
804.44
NM
803.71
803.51
NM
NM
NM
NM
NM
NM
803.81
804.15
804.49
NM
803.34
806.98
807.44
804.62
805.55
807.40
806.06
804.83
803.79
805.47
NM
803.24
803.13
802.66
NM
804.00
803.60
806.56
804.16
804.07
803.13
803.14
802.09
803.70
805.82
806.48
804.13
804.12
803.37
806.07
803.76
803.02
802.57
803.54
803.78
808.33
NM
NM
NM
NM
NM
NM
NM
NM
NM
808.33
812.13
MW-6
MW-7
890.51
892.70
856.54
858.79
856.78
860.50
856.20
857.84
NM
855.83
856.81
NM
NM
NM
NM
NM
NM
858.30
856.28
857.73
NM
855.35
860.49
858.63
857.20
858.28
859.28
857.73
856.84
856.07
857.49
NM
855.40
856.30
855.34
NM
858.68
856.10
858.50
856.25
858.28
855.64
856.45
855.67
858.50
858.77
859.20
856.16
858.14
855.41
859.19
856.13
854.88
855.37
857.77
856.82
859.50
NM
NM
NM
NM
NM
NM
NM
NM
NM
859.50
863.30
MW-7
MW-8
857.86
860.31
819.56
821.08
819.11
822.79
818.76
818.71
NM
817.16
817.08
NM
NM
NM
NM
NM
NM
818.87
817.29
818.58
NM
816.49
825.51
823.04
819.31
820.76
822.95
820.53
819.27
817.49
820.03
NM
81Z03
817.37
816.17
NM
820.01
817.80
NM
818.20
819.58
816.79
817.12
816.53
820.03
821.44
823.40
818.65
820.32
817.19
821.45
817.77
816.82
816.05
820.42
817.75
824.33
NM
NM
NM
NM
NM
NM
NM
NM
NM
824.33
828.13
MW-8
MW-9
864.97
867.25
835.60
836.47
835.00
837.82
833.95
834.60
NM
832.61
832.63
NM
NM
NM
NM
NM
NM
832.37
831.66
832.68
NM
831.17
835.31
837.45
835.69
835.41
837.22
836.52
834.92
833.68
834.91
NM
830.85
832.80
831.57
NM
833.27
832.75
836.36
834.39
834.57
832.47
832.40
831.90
833.62
835.71
834.65
834.50
834.51
832.63
835.96
833.81
833.25
831.60
833.23
832.61
838.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
838.21
842.01
MW-9
MW-10A
834.73
837.23
NP
NP
NP
NP
NS
NS
NM
NS
NS
NM
NM
NM
NM
NM
NM
NS
NM
827.10
NM
827.78
828.81
830.26
830.99
828.18
831.61
831.91
831.76
831.58
831.30
NM
830.86
830.51
830.04
NM
829.93
829.93
830.96
831.06
830.99
830.67
830.34
830.04
830.06
830.81
831.39
NM
831.18
830.67
831.20
831.10
832.73
831.57
830.76
830.51
831.49
NM
NM
NM
NM
NM
NM
NM
NM
NM
831.49
835.29
MW-10A
MW-1011
834.50
836.15
NP
NP
NP
NP
827.02
827.87
NM
826.20
826.69
NM
NM
NM
NM
NM
NM
826.96
826.09
826.80
NM
825.74
828.05
827.84
827.58
827.72
828.94
827.80
827.50
827.12
827.11
NM
826.26
826.59
826.00
NM
826.90
826.44
827.88
826.49
827.52
826.37
826.54
826.22
827.37
827.47
828.32
826.98
827.71
826.96
827.63
826.22
827.23
826.14
827.04
826.64
828.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
828.29
832.09
MW-IOB
MW-10C
834.50
836.19
NP
NP
NP
NP
827.25
828.27
NM
826.60
827.10
NM
NM
NM
NM
NM
NM
827.41
826.41
827.16
NM
827.12
828.39
828.06
827.85
827.92
829.20
828.01
827.72
827.45
827.38
NM
826.52
826.88
826.28
NM
827.17
826.71
827.16
826.70
827.76
826.60
826.80
826.47
827.61
827.77
828.57
827.22
827.97
827.23
827.91
826.47
827.54
826.41
827.31
826.90
828.37
NM
NM
NM
NM
NM
NM
NM
NM
NM
828.37
832.17
MW-10C
MW-10D
834.73
837.23
NP
NP
NP
NP
827.28
828.12
NM
826.31
826.88
NM
NM
NM
NM
NM
NM
827.38
826.34
827.23
NM
825.90
828.35
828.56
827.97
828.12
829.54
828.20
827.77
827.29
827.42
NM
826.43
826.68
826.33
NM
827.07
826.44
828.04
826.47
827.61
826.21
826.45
826.08
827.49
827.68
828.72
827.02
827.91
826.88
827.91
826.24
827.35
826.07
827.27
827.79
828.89
NM
NM
NM
NM
NM
NM
NM
NM
NM
828.89
832.69
MW-1OD
MW-11A
815.39
817.18
NP
NP
NP
NP
808.12
808.77
NM
807.55
808.25
NM
NM
NM
NM
NM
NM
808.53
807.98
808.56
NM
807.68
809.32
809.14
808.43
808.64
809.20
808.60
808.48
808.38
808.44
NM
807.80
808.21
807.86
NM
808.70
808.27
809.21
807.84
808.73
807.85
808.18
808.10
808.90
809.10
809.38
808.37
809.07
808.24
809.20
807.92
808.56
807.96
808.92
808.63
809.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
809.78
813.58
MW-11A
MW-1113
816.02
817.72
NP
NP
NP
NP
807.01
808.03
NM
806.68
807.46
NM
NM
NM
NM
NM
NM
807.70
807.18
807.83
NM
806.90
808.36
808.07
807.64
807.82
808.41
807.72
807.70
807.79
807.62
NM
807.10
807.59
807.24
NM
807.96
807.57
808.55
807.18
808.13
807.29
807.58
807.42
808.26
808.24
808.51
807.67
808.40
807.69
808.33
807.28
808.07
807.41
808.27
808.30
808.87
NM
NM
NM
NM
NM
NM
NM
NM
NM
808.87
812.67
MW-11B
MW-12 (B-22)
873.35
875.33
NP
NP
NP
NP
NP
NP
835.07
NM
NM
835.95
835.09
833.14
833.81
833.13
833.75
NM
NM
NM
846.13
840.21
858.89
850.18
846.76
850.88
851.31
848.68
846.73
849.96
846.78
831.82
837.98
849.86
849.29
NM
850.09
850.05
847.28
840.73
857.34
839.90
847.13
846.87
853.13
849.02
853.48
846.51
854.71
838.58
847.95
840.42
853.58
847.78
854.41
848.58
840.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
840.78
844.58
MW-12 (B-22)
MW-13 (B-6)
960.35
962.47
NP
NP
NP
NP
NP
NP
NS
NM
NM
NS
881.17
881.32
880.25
879.76
879.43
NM
NM
NM
882.57
880.41
883.97
890.90
885.09
885.65
887.90
887.78
884.68
882.40
885.86
885.27
882.33
879.95
879.30
NM
881.92
883.20
890.10
886.16
882.70
882.40
881.67
881.10
882.88
888.41
886.23
884.56
882.30
880.55
888.30
885.15
880.85
880.40
881.69
882.64
892.43
NM
NM
886.47
886.35
884.82
884.57
885.92
886.77
887.62
892.43
896.23
MW-13 (B-6)
MW-14
866.54
868.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.46
845.14
848.04
NM
846.74
849.83
846.69
848.06
845.17
846.18
846.11
848.21
849.83
849.52
846.75
847.77
844.80
849.94
845.94
845.97
844.68
848.81
842.30
850.41
849.89
NM
846.89
846.94
847.04
848.20
849.74
849.94
849.89
850.41
854.21
MW-14
MW-15 (B-29)
887.52
889.13
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
857.33
854.70
853.82
851.87
852.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
854.68
NM
854.94
854.52
859.54
NM
857.27
860.36
855.18
858.56
854.34
854.80
856.27
859.22
860.14
859.68
855.91
859.10
853.85
858.25
854.50
858.13
854.16
860.44
857.14
861.95
860.30
856.63
854.82
855.93
857.13
861.94
863.68
862.68
861.97
863.68
867.48
MW-15 (B-29)
LFG-6 (B-13)
939.68
941.81
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
922.67
921.97
921.50
921.79
921.09
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
922.14
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
921.70
921.60
922.78
924.26
925.11
924.70
924.60
925.11
928.91
LFG-6 (B-13)
LFG-7 (B-17)
960.89
963.14
NP
NP
NP
NP
NP
NP
927.89
NM
NM
927.13
927.94
928.00
927.44
926.95
926.80
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
928.01
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
927.74
927.76
927.36
927.27
928.84
928.73
928.44
928.84
932.64
LFG-7 (13-17)
LFG-8 (B-12S)
970.56
972.53
NP
NP
NP
NP
NP
NP
951.28
NM
NM
946.68
948.85
947.89
944.53
943.74
943.55
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
944.06
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
954.29
954.25
954.71
956.33
959.83
959.06
958.97
959.83
963.63
LFG-8 (B-12S)
LFG-8A (B-12D)
971.12
972.23
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
942.25
940.02
938.38
937.85
937.94
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
950.46
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
946.18
946.13
947.07
949.04
952.83
951.72
951.53
952.83
956.63
LFG-8A (B-12D)
LFG-9
988.32
992.20
NP
NP
NP
NP
NP
NP
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
NM
NM
NM
DRY
DRY
DRY
DRY
DRY
DRY
DRY
-
-
LFG-9
LFG-10
971.36
975.07
NP
NP
NP
NP
NP
NP
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
NM
NM
NM
DRY
DRY
DRY
DRY
DRY
DRY
DRY
LFG-10
LFG-11
977.53
980.37
NP
NP
NP
NP
NP
NP
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
NM
NM
NM
DRY
DRY
DRY
DRY
DRY
DRY
DRY
LFG-11
B-1
1047.38
1049.56
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
982.81
982.62
981.96
979.28
981.27
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
988.99
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
B-1
B-2
1005.62
1007.84
NP
NP
NP
NP
NP
NP
957.95
NM
NM
954.45
954.50
954.22
953.12
952.49
951.99
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
957.03
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
B-2
B-3
961.74
964.99
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
894.74
DRY
892.44
893.24
893.09
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
894.85
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
B-3
B-4
987.89
989.58
NP
NP
NP
NP
NP
NP
927.96
NM
NM
923.79
923.53
923.48
922.64
921.84
921.18
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
928.94
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
B-4
B-SS
926.87
928.29
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
910.83
910.65
908.73
908.39
908.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
912.84
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
914.67
914.86
914.93
917.18
917.99
917.79
917.99
921.79
B-5S
B-5D
927.07
929.48
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
912.18
911.70
909.79
909.38
909.64
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
914.15
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
915.42
915.67
916.11
918.18
919.12
919.28
919.28
923.08
B-5D
B-7
927.41
929.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
881.24
880.63
879.52
879.13
878.99
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
883.96
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
-
-
B-7
B-8
916.46
918.95
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
879.61
879.23
877.80
877.46
877.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
882.20
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
B-8
B-9S
860.05
862.07
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
853.11
853.02
853.09
853.39
853.61
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
853.41
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
-
B-9S
B-9D
860.18
862.12
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
853.22
853.02
853.00
853.31
853.48
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
853.35
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
-
B-9D
B-10
1018.72
1021.02
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
955.30
955.14
954.74
954.20
953.68
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
961.04
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
966.57
965.41
965.27
965.02
965.13
968.27
968.77
968.77
972.57
B-10
B-11
1015.07
1016.01
NP
NP
NP
NP
NP
NP
964.23
NM
NM
960.18
959.89
959.71
959.24
958.71
958.30
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
964.13
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
-
B-11
B-14
971.17
972.50
NP
NP
NP
NP
NP
NP
NS
NM
NM
905.54
NS
904.15
905.08
904.65
904.69
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
907.45
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
B-14
B-15
897.55
899.84
NP
NP
NP
NP
NP
NP
867.98
NM
NM
868.09
867.94
867.22
866.54
866.91
866.56
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
869.64
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
-
-
B-15
B-16S
854.96
857.04
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.14
845.01
844.96
844.84
844.95
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
845.13
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
845.63
845.19
845.33
845.46
846.04
846.04
845.94
846.04
849.84
B-16S
B-16D
854.97
856.95
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.03
844.93
844.86
844.77
844.84
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
845.05
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
845.55
845.63
845.25
845.64
846.23
846.13
846.05
846.23
850.03
B-16D
B-19
959.99
962.02
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
939.40
938.83
937.22
936.74
937.00
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
941.06
942.41
944.91
944.82
948.02
947.87
947.39
948.02
951.82
B-19
B-20
897.60
899.56
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
875.66
873.43
872.76
872.04
872.10
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
873.28
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
872.81
872.96
873.14
874.28
876.25
876.54
876.06
876.54
880.34
B-20
B-21
930.04
932.22
NP
NP
NP
NP
NP
NP
910.67
NM
NM
911.25
910.62
910.50
910.51
910.81
911.00
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
892.29
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
-
-
B-21
B-23
999.37
1001.66
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
940.56
940.29
939.19
941.21
940.46
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
946.13
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
951.41
951.29
950.14
949.76
951.06
951.84
952.71
952.71
956.M
B-23
B-24
1045.54
1047.64
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
978.59
975.92
975.63
975.42
975.26
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
979.37
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
986.04
NM
NM
NM
NM
NM
NM
986.04
989.84
B-24
B-25
951.46
954.41
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NS
929.48
927.37
926.57
926.23
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
931.01
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
-
-
B-25
B-26S
947.63
949.55
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
934.79
933.98
933.25
933.68
934.30
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
935.07
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
935.79
936.55
937.13
937.12
938.55
938.65
938.26
938.65
942.45
B-26S
B-26D
947.52
949.85
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
934.33
--- -
933.15
933.25
933.75
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
934.58
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
935.25
935.75
936.12
937.34
937.80
937.79
937.55
937.80
941.60
B-26D
B-27
927.96
929.27
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
927.27
925.52
925.69
926.22
926.48
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
926.22
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
-
-
B-27
B-28
857.31
858.16
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
855.51
854.06
854.54
853.71
854.88
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
954.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
B-28
B-30S
894.78
896.62
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
888.52
888.33
888.15
888.57
888.82
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
888.60
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
B-30S
B-30D
894.69
896.54
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
887.79
887.63
887.47
887.79
888.04
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
887.80
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
-
-
B-30D
B-31
1000.80
1002.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
946.95
946.54
945.70
946.90
946.14
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
950.03
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
953.75
953.92
952.79
953.74
956.34
957.55
957.43
957.55
961.35
B-31
B-32
975.98
978.51
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
919.46
918.49
917.00
916.35
915.96
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
921.11
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
-
-
B-32
B-33
923.48
924.80
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
905.01
904.07
902.25
901.88
901.89
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
904.52
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
B-33
B-34
928.61
929.79
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
889.16
888.60
887.73
887.67
887.30
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
889.24
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
-
-
B-34
B-35
957.29
958.54
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
924.59
924.34
923.50
922.90
922.99
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NMFN
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
923.84
923.84
923.94
924.89
926.84
927.08
926.70
927.08
930.88
B-35
B-36
945.15
948.12
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
930.09
926.52
924.27
923.44
924.11
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
927.32
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
928.21
930.11
930.22
932.02
933.77
932.32
932.34
933.77
937.57
B-36
B-37
888.76
891.33
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NS
861.63
860.44
859.03
861.57
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
863.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
-
-
B-37
B-38
845.20
847.24
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
843.24
841.22
NM
841.15
841.39
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NMNM
841.34
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
B-38
B-40S
912.40
915.44
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
882.93
884.34
888.64
891.79
890.12
889.13
891.79
895.59
B-40S
B-40D
912.92
915.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
881.95
883.25
887.24
890.40
888.96
888.00
890.40
894.20
B-40D
B-41
914.81
917.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
892.68
893.18
896.07
899.50
897.03
896.23
899.50
903.30
B-41
B-42
945.47
948.78
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
933.08
933.88
935.42
933.98
935.27
935.33
935.42
939.22
B-42
B-44
952.21
955.13
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 J
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
I NP
NP
NP
931.10
932.01
934.11
936.43
934.58
1 934.62
936.43
i 940.23
B-44
NOTES:
1. Elevations for MW-1, MW-2, MW-13, MW-14, and MW-15 from McGill Associates, Asheville, NC -Dec 2-3, 2019 [NAD 83 (2011) & NAVD 88].
2. Elevation for MW-12 from David Garrett Engineering and Geology, Raleigh, NC circa 2002 and 1999.
3. Elevations for MW-3 through MW-11B from Burnt Chimney Surveying, Forest City, NC circa 1998
4. Elevations for LFG-6 to LFG-11, B-5, B-10, B-16, B-19, B-20, B-23, B-26, B-31, B-35, B-36, B-40, B-41, B-42, and B-44 from McGill Associates, Asheville, NC -Dec 2-3, 2019 [NAD 83 (2011) & NAVD 88].
5. Elevations for all other borings or piezometers by others circa 1998 to 2002
6. TOC = Top Of Casing
7. NM = Not Measured
8. NP = Not Present
9. DNA=Data Not Available
10. NS = Not Stable at time of measurement
11. Bold water elevations represent the highest water level measurement in each well/piezometer 2019 to 2020.
12. Historical groundwater elevation data from May 2019 and prior from site records provided by Rutherford County.
13. Only the wells for which water levels have been measured at least five times and have been at the site longer than one year were used to calculate the Average Fluctuation .
14. As a conservative approach, the Estimated Long -Term Seasonal High Groundwater Elevation was calculated by adding the Correction Factor to the Seasonal High Groundwater Elevation.
Correction Factor for Calculation of Estimated Long -Term Seasonal High = 3.8
13675-01 RCLF DHR Ph2 CD.xlsx Prepared By. AWA
Tab 3 Water Levels Checked By. TJD/TES

TABLE 4
SUMMARY OF IN -SITU HYDRAULIC CONDUCTIVITY TESTING - SLUG TEST RESULTS
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Piezometer
Method
Data Type
Aquifer
Unit
K(ft/min)
K(cm/sec)
K(ft/day)
B-1
Bouwer-Rice
Falling Head*
Bedrock
8.4E-06
4.28E-06
1.2E-02
B-2
Bouwer-Rice
Falling Head*
PWR
1.3E-03
6.35E-04
1.8E+00
B-4
Bouwer-Rice
Falling Head*
PWR
2.5E-03
1.25E-03
3.5E+00
B-5S
Bouwer-Rice
Falling Head*
Saprolite
1.2E-04
5.97E-05
1.7E-01
B-513
Bouwer-Rice
Falling Head*
Bedrock
4.8E-05
2.45E-05
6.9E-02
B-6
Bouwer-Rice
Falling Head*
PWR/Bedrock
2.6E-06
1.34E-06
3.8E-03
B-7
Bouwer-Rice
Falling Head*
PWR
1.0E-05
5.08E-06
1.4E-02
B-8
Bouwer-Rice
Falling Head*
Saprolite
7.8E-06
3.96E-06
1.1E-02
B-9S
Bouwer-Rice
Falling Head*
Saprolite
1.2E-04
6.02E-05
1.7E-01
B-913
Bouwer-Rice
Falling Head*
Bedrock
8.9E-05
4.53E-05
1.3E-01
B-10
Bouwer-Rice
Falling Head*
Bedrock
6.9E-06
3.52E-06
1.0E-02
B-11
Bouwer-Rice
Falling Head*
PWR
1.6E-03
8.15E-04
2.3E+00
LFG-8 (B-12S)
Bouwer-Rice
Falling Head*
Saprolite
8.9E-03
4.52E-03
1.3E+01
LFG-8A (B-12D)
Bouwer-Rice
Falling Head*
Bedrock
1.3E-05
6.62E-06
1.9E-02
LFG-6 (B-13)
Bouwer-Rice
Falling Head*
Bedrock
4.8E-06
2.44E-06
6.9E-03
B-15
Bouwer-Rice
Falling Head*
Bedrock
2.5E-03
1.28E-03
3.6E+00
B-16S
Bouwer-Rice
Falling Head*
Saprolite
1.2E-04
6.02E-05
1.7E-01
B-16D
Bouwer-Rice
Falling Head*
Bedrock
2.9E-05
1.47E-05
4.2E-02
LFG-7 (B-17)
Bouwer-Rice
Falling Head*
Bedrock
4.0E-04
2.01E-04
5.7E-01
B-19
Bouwer-Rice
Falling Head*
Saprolite
7.6E-05
3.84E-05
1.1E-01
B-20
Bouwer-Rice
Falling Head*
PWR/Bedrock
2.8E-05
1.41E-05
4.0E-02
B-21
Bouwer-Rice
Falling Head*
Bedrock
4.1E-04
2.10E-04
6.0E-01
B-22
Bouwer-Rice
Falling Head*
Saprolite/PWR
1.9E-03
9.40E-04
2.7E+00
B-23
Bouwer-Rice
Falling Head*
Saprolite/PWR
8.5E-06
4.32E-06
1.2E-02
B-25
Bouwer-Rice
Falling Head*
Saprolite/PWR
3.3E-05
1.69E-05
4.8E-02
B-26S
Bouwer-Rice
Falling Head*
Saprolite
8.9E-05
4.51E-05
1.3E-01
B-26D
Bouwer-Rice
Falling Head*
Bedrock
5.9E-05
3.02E-05
8.6E-02
MW-15 (B-29)
Bouwer-Rice
Falling Head*
Bedrock
5.6E-06
2.82E-06
8.0E-03
B-30S
Bouwer-Rice
Falling Head*
Saprolite
5.1E-05
2.60E-05
7.4E-02
B-30D
Bouwer-Rice
Falling Head*
Bedrock
6.6E-05
3.36E-05
9.5E-02
B-31
Bouwer-Rice
Falling Head*
PWR
1.9E-05
9.59E-06
2.7E-02
B-32
Bouwer-Rice
Falling Head*
Bedrock
8.7E-06
4.41E-06
1.3E-02
B-33
Bouwer-Rice
Falling Head*
Saprolite/PWR
2.6E-05
1.34E-05
3.8E-02
B-34
Bouwer-Rice
Falling Head*
Bedrock
1.7E-05
8.47E-06
2.4E-02
B-35
Bouwer-Rice
Falling Head*
PWR
2.8E-05
1.40E-05
4.0E-02
B-36
Bouwer-Rice
Falling Head
PWR
2.4E-03
1.21E-03
3.4E+00
B-37
Bouwer-Rice
Falling Head*
Saprolite/PWR
1.9E-05
9.66E-06
2.7E-02
B-40S
Bouwer-Rice
Falling Head
Bedrock
4.4E-04
2.26E-04
6.4E-01
B-40D
Bouwer-Rice
Falling Head
Bedrock
1.1E-05
5.36E-06
1.5E-02
B-44
Bouwer-Rice
Falling Head
Saprolite/PWR
3.4E-03
1.74E-03
4.9E+00
PHASE 2 C&D AREA PIEZOMETERS ONLY
Saprolite Hydraulic Conductivity (one value) 8.9E-03 4.5E-03 1.28E+01
Maximum Hydraulic Conductivity
3.4E-03
1.7E-03
4.92E+00
Saprolite/PWR
Geometric Mean Hydraulic Conductivity
3.0E-04
1.5E-04
4.32E-01
Minimum Hydraulic Conductivity
2.6E-05
1.3E-05
3.80E-02
PWR Hydraulic Conductivity (one value) 2.4E-03 1.2E-03 3.44E+00
PWR/Bedrock Hydraulic Conductivity (one value) 2.8E-05 1.4E-05 4.00E-02
Maximum Hydraulic Conductivity
2.5E-03
1.3E-03
3.63E+00
Bedrock
Geometric Mean Hydraulic Conductivity
4.8E-05
2.4E-05
6.88E-02
Minimum Hydraulic Conductivity
4.8E-06
2.4E-06
6.92E-03
Maximum Hydraulic Conductivity
8.9E-03
4.5E-03
1.28E+01
All Units
Geometric Mean Hydraulic Conductivity
1.2E-04
6.2E-05
1.77E-01
Minimum Hydraulic Conductivity
4.8E-06
2.4E-06
6.92E-03
NOTES:
1. Bold borings represent those in or near the Phase 2 C&D Area.
2. K = Hydraulic Conductivity
3. * = Assumed Falling Head based on the majority of test results in facility records
4. Data for all borings, other than B-36, B-40S&D, and B-44, are from Table 3 Summary of Hydrogeological Properties,
from MSW Facility Plan Amendment and Permit to Construct Application for C&D Phase ]A,
Volume 1 of 2, David Garrett Engineering and Geology, dated July 2007.
13675-01 RCLF DHR Ph2 CD Prepared by: AWA
Tab 4 Slug Checked by: TJD

TABLE 5
SUMMARY OF SOIL LABORATORY RESULTS
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Standard Proctor I Remolded Permeability Conditions I Triaxlal Shear I Consolidation
Boring
Split -Spoon
Depth (ft)
Shelby Tube
Depth (ft)
Bag Sample
Depth (ft)
Nat. Moisture
Content (%)
Hydraulic Cond.
(cm/sec)
Opt. Moisture
Content (%)
Max. Dry
Density (pcf)
Pressure
Gradient (PSI)
Moisture Content
Dry Density
Hydraulic
Cond. (cm/sec)
C (kst)
¢ (deg)
Ps C,
list
Wet Unit
Weight (pct)
Dry Unit
Weight (pcf)
Specific Effective
Gravity Porosity (%)
Total
Porosity (%)
Atterberg Limits
Grain Size ( % by wt)
% Pass
200 Sieve
USCS
%
% Wet of Opt.
pcf
% of MID)
total
effective
total
effective
LL
PL
PI
Gravel
Sand
Silt
Clay
B-5S
_
_ _
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
0.0%
73.0%
22.0%
5.0%
27.0%
_
B-7
3.5
_ 5.0
_
_ _
_
_ _
13.8%
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
28.0%
_
NP
NP
NP
0.0%
72.0%
23.0%
5.0%
28.0%
SM
B-7
8.5
- 10.0
_
_ _
_
_ _
15.2%
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
30.0%
_
NP
NP
NP
0.0%
70.0%
27.0%
3.0%
30.0%
SM
B-7
13.5
- 15.0
_
_ _
_
_ _
23.0%
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
26.0%
_
29
NP
29
0.0%
59.0%
38.0%
3.0%
41.0%
SM-ML
B-7
18.5
- 20.0
_
_ _
_
_ _
18.6%
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
26.0%
_
32
NP
32
0.0%
58.0%
39.0%
3.0%
42.0%
SM-ML
B-7
43.5
- 45.0
_
_ _
_
_ _
24.2%
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
30.0%
_
41
NP
41
0.0%
75.0%
23.0%
2.0%
25.0%
SM
B-8
0.0
- 20.0
27.4%
14.80/.
113.4
5
17.6%
2.8%
110.8
97.70/.
1.3E-06
0.32
0.19
33.5
37.3
130.4
110.8
2.68
27.0%
37
29
8
0.0%
73.0%
22.0%
5.0%
27.0%
SM
B-91)
_
_ _
4.0
- 6.0
_
_ _
31.0%
9.8E-OS
_
_
_
_
_
_
_
_
0.02
0.04
30.4
34.8
_
_
108.0
82.4
2.68
26.0%
50.7%
50
NP
50
0.0%
59.0%
26.0%
15.0%
41.0%
SM-ML
B-91)
_
_ _
8.0
- 10.0
_
_ _
27.1%
2.2E-04
_
_
_
_
_
_
_
_
0.33
0.04
21.9
45.1
_
_
124.0
97.6
2.68
30.0%
41.7%
36
NP
36
0.0%
75.0%
21.0%
4.0%
25.0%
SM
B-10
-
- -
-
- -
10.0
- 20.0
19.0%
-
16.5%
111.8
5
19.0%
2.5%
109.3
97.80%
5.6E-07
-
-
-
-
-
-
130.2
109.4
2.75
24.0%
-
33
30
3
0.00%
55.0%
37.0%
1 8.00/6
45.0%
SM-ML
B-18
3.5
- 5.0
-
- -
-
- -
26.7%
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
10.0%
-
33
NP
33
0.0%
69.0%
21.0%
10.0%
31.0%
SM-ML
B-23
-
- -
-
- -
0.0
- 20.0
21.5%
-
18.2%
109
5
21.5%
3.3%
105.8
97.10/.
2.5E-07
0.44
0.1
31.9
36
-
-
128.6
105.9
2.68
15.0%
-
36
32
4
0.0%
52.0%
32.0%
16.0%
48.0%
SM-ML
B-26S
_
_ _
8.0
- 10.0
_
_ _
25.6%
8.2E-07
_
_
_
_
_
_
_
_
_
_
_
_
_
_
123.1
98.0
2.75
5.0%
42.9%
45
36
9
0.0%
55.0%
17.0%
28.0%
45.0%
SM-ML
B-26S
-
- -
13.0
- 15.0
-
- -
19.2%
3.0E-05
-
-
-
-
-
-
-
-
-
-
-
-
-
-
115.0
96.5
2.75
25.0%
43.80/,
NP
NP
NP
0.0%
78.0%
16.0%
6.0%
22.0%
SM
B-31
3.5
- 5.0
-
- -
-
- -
19.1%
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
22.0%
-
28
NP
28
0.0%
68.0%
20.0%
12.0%
32.0%
SM
B-31
8.5
- 10.0
-
- -
-
- -
11.2%
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
30.0%
-
30
NP
30
0.0%
75.0%
22.0%
3.0%
25.0%
SM
B-31
13.5
- 15.0
-
- -
-
- -
13.3%
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
31.0%
-
28
NP
28
0.0%
78.0%
19.0%
3.0%
22.0%
SM
B-31
18.5
- 20.0
_
_ _
_
_ _
6.5%
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
35.0%
_
NP
NP
NP
0.0%
85.0%
14.0%
1.0%
15.0%
SM
B-35
_
_ _
_
_ _
0.0
- 20.0
11.1%
_
14.7%
114.5
5
16.6%
1.9%
112.4
98.2%
4.4E-07
_
_
_
_
_
_
131.1
112.4
2.68
12.0%
_
28
NP
28
0.0%
59.0%
31.0%
10.0%
41.0%
SM-ML
B40S/D
_
_ _
1.0
- 3.0
_
_ _
12.8%
7.8E-06
_
_
_
_
_
_
_
_
_
_
_
_
_
_
132.3
111.9
_
_
_
_
_
_
_
_
_
_
_
_
B40S/D
_
_ _
_
_ _
4.0
- 6.0
_
_
15.3%
113.1
10
17.3%
2.0%
106.7
95.0%
1.1E-06
_
_
_
_
_
_
128.7
106.7
_
20.0%
44.0%
38
24
14
2.2%
51.8%
32.9%
13.1%
46.0%
SC
B40S/D
13.5
- 15.0
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
27.7%
36.4%
_
_
_
33.1%
54.5%
12.0%
0.4%
12.4%
_
B40S/D
23.5
- 25.0
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
24.4%
40.0%
_
_
_
4.2%
77.5%
17.9%
0.4%
18.3%
_
B41
1.0
- 2.5
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
19.0%
41.8%
_
_
_
L2%
67.9%
29.5%
L4%
30.9%
_
B41
1.0
- 5.0
16.3%
109.4
10
18.30%
2.01/6
103.6
94.7%
6.5E-06
0.26
0.59
14.81
30.42
125.5
101.1
19.6%
43.0%
41
28
1 13
2.4%
57.4%
30.8%
9.4%
40.2%
SM
B41
18.5
- 20.0
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
18.4%
40.5%
_
_
_
0.0%
79.6%
20.0%
0.4%
20.4%
_
B42
_
_ _
1.0
- 2.0
_
_ _
12.1%
1.5E-04
_
_
_
_
_
_
_
_
_
_
_
_
_
_
135.7
115.5
_
_
_
_
_
_
_
_
_
_
_
_
B42
8.5
- 10.0
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
18.4%
40.5%
_
_
_
3.8%
71.8%
23.8%
0.6%
24.4%
_
B43
8.5
- 10.0
_
_ _
_
_ _
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
23.4%
38.3%
_
_
_
13.4%
70.5%
15.8%
0.3%
16.1%
_
B44
_
_ _
_
_ _
0.0
- 5.0
_
_
16.1%
111.5
10
18.1%
2.0%
106
95.1%
1.2E-06
_
_
_
_
_
_
129.5
107.6
_
18.9%
47.1%
39
21
18
L3%
46.5%
23A%
28.8%
52.2%
CL
B44
_
_ _
2.0
- 4.0
_
_ _
18.4%
4.0E-07
_
_
_
_
_
_
_
_
0.44
0.72
23.83
35.76
11.679
0.13
130.5
109.4
2.65
20.4%
50.9%
40
21
19
1.2%
42.0%
20.9%
35.9%
56.8%
CL
B44
6.0
- 7.5
22.0%
55.1%
0.0%
33.0%
27.7%
39.3%
67.0%
B44
8.0
- 10.0
-
- -
13.5%
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
19.8%
43.5%
43
27
16
2.7%
53.2%
25.8%
18.3%
44.1%
SM
B-44
23.5
- 25.0
-
- -
-
- -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
18.7%
41.1%
-
-
-
0.1%
72.8%
25.6%
1.5%
27.1%
B-44
33.5
- 35.0
24.2%
39.7%
9.5%
74.6%
13.1%
2.8%
15.9%
NOTES:
1. Bold borings represent those in the Phase 2 C&D Area.
2. The effective porosity and total porosity was calculated using methodology presented in the EPAs "Composite Model for Leachate Migration with Transformation Products" Dated April 2003.
3. USCS = Unified Soil Classification System. Refer to Appendix B for a description of the abbreviations.
4. NP = Not Plastic
5. NV = Not Viscous
6. Data from borings highlighted in RED are from Table 2 Geotechnical Laboratory Data, from MSW Facility Plan Amendment and Permit to Construct Application for C&D Phase IA , Volume 1 of 2, David Garrett Engineering and Geology, dated July 2007.
7. Refer to Appendix G for lab data sheets.
13675-01 RCLF DHR Ph2 CD Prepared by: TJD
Tab 5 Lab Checked by: IAI

TABLE 6
INTERSTITIAL GROUNDWATER FLOW VELOCITY CALCULATIONS - PHASE 2 C&D
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
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)
Saprolite
Yes
K, Max n e, & Min i
12.8
0.083
0.350
3.03
K, Min n e , & Max i
12.8
0.145
0.050
37.1
Partially Weathered Rock
Yes
K, Max n e, & Min i
3.44
0.083
0.244
1.17
K, Min n e , & Maxi
1 3.44
0.145
1 0.184
1 2.7
Bedrock
Yes
Geometric Mean K, Max n e, & Min i
0.10
0.083
0.100
0.08
Geometric Mean K, Min n e, & Max i
0.10
0.145
0.050
0.29
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 Saprolite, Partially Weather Rock, and Bedrock are from slug tests in the Phase 2 C&D area (Table 4).
3. Effective porosity values in the Saprolite 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 Feburary 26, 2020 Water Table Elevation Contour Map (Figure 6).
The minimum hydraulic gradient measured in the Phase 2 area was measured between the 880 and 940-ft MSL groundwater contours south of B-42 (approximately 0.083 f /ft).
The maximum hydraulic gradient measured in the Phase 2 area was measured between the 890 and 930-ft MSL groundwater contours near boring LFG-7 (B-17) (approximately 0.145 ft/ft).
Tab 6 Flow Prepared By: TJD
13675-01 RCLF DHR Ph2 CD.xlsx Checked By: IAI

TABLE 7
SUMMARY OF GEOLOGIC AND HYDROGEOLOGIC CHARACTERISTICS OF GEOLOGIC UNITS - PHASE 2 C&D
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
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
geomean
max
min
geomean
max I min geomean
max
min
I geomean
Saprolite
SM, SC
5.6%
56.5%
24.4%
13.5%
50.9%
36.4%
42.4%
27.7%
18.4%
20.4%
4.5E-03
1.5E-04
4.0E-07
7.8E-06
Partially Weathered Rock
SM, SC-SM
4.6%
77.2%
17.0%
1.2%
40.5%
39.7%
40.1%
24.4%
18.4%
22.2%
1.2E-03
-
-
-
Bedrock
Gneiss
-
-
-
-
10.0%
5.0%
7.1%
10.0%
5.0%
7.1%
1.3E-03 2.4E-06 2.4E-05
-
-
-
Notes:
1. Values are summarized from Table 4 (Summary of Slug Test Results) and Table 5 (Summary of Soil Laboratory Results).
2. Grain size values are averages
3. geomean = Geometric Mean
4. K = Hydraulic Conductivity
5. Values of porosity in Bedrock are from published values (Kruseman & deRidder, 1989).
Tab 7 Summary Prepared by: TJD
13675-01 RCLF DHR Ph2 CD.xlsx Checked by: IAI

Figures

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I
REFERENCES:
USGS TOPOGRAPHIC MAP, 7.5
2000 1000 0 2000 4000 a7
MINUTE SERIES, RUTHERFORDTON
APPROXIMATE SCALE IN FEET Z . _
SOUTH. NC. QUADRANGLE 2017
DRAWN: KLW
DATE: 1-20-21
� BUNNELL
SITE LOCATION MAP
FIGURE
LAMMONS
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: [phone] Fax: [phone]
RUTHERFORD COUNTY LANDFILL
PHASE 2 DESIGN HYDROGEOLOGIC REPORT
RUTHERFORDTON, NORTH CAROLINA
CHECKED: TJD
CAD: RUTHERFORD-01SLM
APPROVED:
JOB N0: J19-13675-01

N
s°
9so
9jo B- I LFG 11
s8o� B-34 B-400SS
990 EXISTING
C&D LANDFILL O �ryo LFG-7 (B-17) LEGEND:
PHASE 1
B-41 / \ EXISTING 2' CONTOUR — LIDAR/ALS/MCGILL
o • PHASE 2 CBcD
EXPANSION EXISTING 10' CONTOUR — LIDAR/ALS/MCGILL
u�511�\
g3 TP � LFG-9 LANDFILL GAS MONITORING WELL, SURVEYED
LFG-6 (B-13) BY MCGILL ASSOCIATES, 12/17/19
0 LFG-5 LANDFILL GAS MONITORING WELL,
APPROXIMATE LOCATION
RO TP1 0 MW-8 GROUNDWATER MONITORING
WELL, APPROXIMATE LOCATION
MW-1 GROUNDWATER MONITORING WELL, SURVEYED
BY MCGILL ASSOCIATES, 12/17/19
O B-4 TP ® B-18 BORING, APPROXIMATE LOCATION
B-43 BORING, SURVEYED BY MCGILL
B-14 B-42 ASSOCIATES, 12/17/19
SW-3 SURFACE WATER SAMPLING
LOCATION, APPROXIMATE
• B-41 PIEZOMETER, SURVEYED BY
MCGILL ASSOCIATES, 12/17/19
O B-15 PIEZOMETER LOCATION, APPROXIMATE
a ) X TP1 TEST PIT LOCATION
REFERENCES:
' 1. EXISTING TOPOGRAPHY OBTAINED FROM
ELECTRONIC DRAWING TITLED, "19.00703 BLE
Q 10-22-20" BY MCGILL ASSOCIATES ON
IQ OCTOBER 22, 2020.
e '—B 44 9 2. LOCATION AND BEDROCK ELEVATION DATA FOR
s ` TEST PITS 1-3 WAS COLLECTED BY ODOM
9-b ° ` ENGINEERING ON DECEMBER 15, 2020 AND
SUBSEQUENTLY PROVIDED TO MCGILL
ASSOCIATES. ODOM ENGINEERING REPORTS
p THAT THE DATA WAS OBTAINED USING GPS WITH
A VERTICAL TOLERANCE OF +/— 1 INCH .
100 50 0 100 200 ----- U /
APPROXIMATE SCALE IN FEET ---
DRAWN BY: KLW
DATE: 1-20-21
REVISIONS
'� BUNNELL
LAMMONS
ENGINEERING
6004 Ponders Court, BEeenville, SC 29515
Phone: (864) 2BB-1265 Fox: [phone]
SITE TOPOGRAPHY AND BORING LOCATION PLAN
DESIGN HYDROGEOLOGIC REPORT —PHASE 2 C&D EXPANSION AREA
RUTHERFORD COUNTY LANDFILL
RUTHERFORD COUNTY, NORTH CAROLINA
FIGURE
No.
DESCRIPTION
BY
CHECKED BY: GLW
FILE: RUTHERFORD-01BLP
APPROVED BY: TWTJ
JOB N0: J19-13675-01

GENERALIZED GEOLOGIC MAP OF NORTH CAROLINA
SWAIN
GRAHAM
i
CHEROKIc-"/MACOP
SCINCOMBE
1 ,H /E*4
Sedimentary and Metamorphic Rocks
- Sedimentary rocks - sandstone, dolomite, shale and siltstone.
® Metasedimentary and metavolcanic rocks of the Kings Mountain belt - schist, phyllite, marble,
metavolcanic rock, quartzite and gneiss.
- Metamorphic rocks of the Inner Piedmont, Milton belt and Raleigh belt - gneiss, schist and
amphibolite.
Metavolcanic rocks of the Carolina slate bell and eastern slate belt - felsic metavolcanic rock
with manic and intermediate volcanic rock.
Metasedimentary rocks of the Carolina slate belt and eastern slate belt - metamudstone,
argillite and epiclastic rock.
Clastic and carbonate metasedimentary rocks of the Murphy belt - schist, phyllite, quartzite,
marble, slate and metasiltstone.
. Brevard fault zone -schist, marble and phyllonite.
0
N
. Clastic metasedimentary and metavolcanic rocks of the Ocoee Supergroup, Grandfather
Mountain Formation, Mount Rogers Formation and quartzite of the Sauratown Mountains
d anticlinorium - slate, metasiltstone, schist, metagraywacke, calc-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 calc-silicate granofels.
N
Felsic gneiss derived from sedimentary and igneous rocks in the northern outcrop area; biotite
gneiss in the southern outcrop area; locally migmatitic and mylonitic. Locally and variably
interlayered with amphibolite, calc-silicate granofels and rare marble, Intruded by Late
Proterozoic mafic and felsic plutons.
Intrusive Rocks
ss
Granitic rocks - unfoliated to weakly foliated.
�$ �g
4 4
Syenite - Concord ring dike.
E
-
Metamorphosed gabbro and diorite - foliated to weakly foliated.
s
s$
Metamorphosed granitic rocks - foliated to weakly foliated; locally migmatitic.
2a
®
Henderson Gneiss - uneven -grained monzonitic to granodioritic.
u
Meta-ultramafic rocks.
S.ALLEGHANYi
ASME
J SUR
1
STANLY r� C?o��,��t`V
41ON __ll l y RI HMOI
Sedimentary Rocks
Surficial deposits, undivided - sand, clay and gravel.
(Shown only below 25 feet of elevation.)
Pinehurst Formation - unconsolidated sand.
Terrace 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.
COLUMet)S j J�
`� Witmirenm ,2��J'
BRLINS(r ICk C
uCape Fear
Belgrade Formation, undivided -
Pollocksville Member- oyster -shell mounds in sand matrix.
Dan River Group, undivided -
Haywood Landing Member- fossiliferous clayey sand.
Stoneville Formation - conglomerate, sandstone and mudstone.
Cow Branch Formation - mudstone.
River Bent Formation -sandy, molluscan -mold limestone.
H pine Hall Formation -sandstone, mudstone and conglomerate.
Castle Hayne Formation -
limestone.
Chatham Group, undivided -
Spring Garden Member- molluscan -mold
Sanford Formation - conglomerate, sandstone and mudstone.
Comfort Member and New Hanover Member, undivided -
Cumnock Formation.- sandstone and mudstone.
Pekin Formation - conglomerate, sandstone and mudstone.
Comfort Member - limestone with bryozoan and echinoid skeletons.
New Hanover Member - phosphate -pebble conglomerate.
-
Beaufort Formation, undivided -
Unnamed upper member - glauconitic, fossiliferous sand and silty clay.
Jericho Run Member - siliceous mudstone with sandstone lenses.
-
Peedee Formation - marine sand, clayey sand and clay.
l I
50 Miles
S®
Black Creek Formation - lignitic sand and clay.
P -P
Middendorf Formation - sand, sandstone and clay.
V -
Cape Fear Formation -sandstone and sandy mudstone.
1991
Reprinted, 1996

Physiography
GEOLOGIC TIME SCALE FOR NORTH CAROLINA
Commercial Gem- and Mineral -Collecting Sites
North Carolina can bed Mcled intothree physiographic 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 rangefrom 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 Biuo 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 Biue 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 conlains 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 more than 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 typos and geologic history.
Blue Ridge Belt: This mountainous region is composed of rocks from over one billion to
about one-half blllion years old. This complex mixture of igneous, sedimentary and
metamorphic rock has repeatedly been squeezed, fractured, faulted and twisted into iolds.
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
Carolina State Belt
and Murphy Belt
Inner Piedmont Belt
® 'f'riassic Basins
Kings Mountain Belt
Raleigh Belt
Milton Belt Eastern Slate Bolt
® Charlotte Belt EA 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 iscrushed stoneforroad 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 bell 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, filler, 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, structurai 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 similar to those of the Carolina slate bell. 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 Wo 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
be It.
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 slate'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,
r
Foe
EON
ERA
PERIOD
EPOCH
GEOLOGIC EVENTS IN NORTH CAROLINA
AGE -
Recent
➢e tiof sediments in Coastal Plain.
O
p's'nn
Quaternary
Erocian aFPiedmont and Appalachian
Pleistocene
Mountains to their present rugged features.
1.1
Pliocene
5
U
0
Mosphale deposited in easlern North
0
Miocene
Carolina (Beaufort and Pamlico Counties).
24
z
Oligocene
Tertiary
V
Limestone deposited in Coastal Plain. weathering
vocene
and cros€on continue in Piedmont and Mountains.
66
Pulencene
Deposition of estuarine and marine sedinnems in
Late
the Coastal Plain.
Continued erosion of the !?Wmoul and Mountains,
Cretaeeous
Sediments deposited in northern half of the
Early
Coastal Plyin, Cape Fear Arch begins to develop,
Piedmont and Mountains eroded,
136
Marine sediments deposited on outer continental
] ate
shelf.
Lt
Piedmont and mountains eroded.
NJurassic
tC
Middle
Wefrthering and erasion of the Bluc Ridge
and the Piedmont areas.
0
Early
Emplacement of diabas. dikes and shoots.
205
Faulting and rifting create Deep River, Dan River,
N
Late
and Davie County basins. Basins fill with continental clastic
sediments known as "red beds",
0
Triassic
Middle
Fornnntion of the Atlantic Ocean as North
America and Africa drifted apart. Weather -
Early
ing and erosion of Piedmont and Mountains.
240
W
Final collision of North America and Afriea.Thrust
Permian
faulting in west; deformation in eastern Piedmont.
290
X
Pennsylvanian
Time of uplift and erosion,
330
e,
Mississippian
'Time of uplift and erosion,
360
Emplacement of lithium. mica, and feldspar -rich
5
Devonian
g
pegmatites, plimar'dy in the Kings Mounlain and
0
N
Spruce Mite districts. Wfim—phism of Carolina
ty,
0
E
.til.ae belt. PCf'IOd of CIC91011.
410
2
a
snurlan
Period of uplift and erosion.
435
a
Continental collision and beginning of mountain
.a
building procrss--faulting, tbld'mg, and
Ordovician
..
metamorphism of preexisting rocks.
io0
Sandstone, shale, and limestone deposited in the
ie
"
mountain area. Continued deposiUon of Carolina
Cambrian
w
slate belt rocks. Cold deposils of the slate belt form,
570
Sedimentary and volcanic rocks deposited in the
Late
mountains and Piedmont. Local intrusions of
U
igneous rocks.
9M
NSedimentary,
volcanic, and igneous rocks formed
04
Middle
in tho Eluc Ridge and ncclamorphoscd to gneisws
and schists.
1600
a
karly
Oldest dared rock in North Carolina is 1,900
milli— years old,
2500
Estinnated age in millions
Oldest known rock in U.S. 3,6W million years old.
of years.
Oldest known rocks in world- 3,850 million years old.
i:ormation of the Earth- ubsml 4,500 million years ago.
CS
SYMBOLS
Clay
Li- lithium
CS-
crushed stone
Mi- mica
i
dimension granite
OI- olivine
i
dimen#on slate
Phosphate
Pel-
feldspar
Peat
Gems- gemstones
Pyr- pyrophyllite
Ii
kaolin
SG- sand & gravel
Garnet, moonstone, ruby and sapphire -CoweeValley mires;
8 miles north of Franklin, Macon Co., on NO 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.
GQ.id - Reed Gold Mine State Historic Site; off NO 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 Stale 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_,
out deco, was also found at the Rist Mine.
The Stale Rock - Granite
The GeneralAssemblyof 1979designated granite 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. If granite has
the right physical properties, it can be cut into blocks and
used for monumenls, 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., Govemor
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: jeff_reid4mail. ehnr.state.nc,us
http;//www,ehnrstate.nc,us/EHNPJDLR/JEEP/rock) ,htm
PRINCIPAL. MINERAL -PRODUCING AREAS
WILMINGTON

MW-11 B,
780 --"V
Z�m W-1
W-4
�LI
I
1
Al
MW-12 (B-22
%..- ie i
,,.,o,-E
9p,0�
00
�~ M W-13
w, (B-6)
W
SW-5� B-38
PZ AO S A O PZ B
a o
B-16D 820. o
• MW-3- 830�... �B-16S 50— B-28
840
g80 890
` —14 MW-15 (B-29
910
920
930 18
\ — B-40 LFG-11
B
�+ 0 4+0o I 6+00 B — 40S
41 PHASE 2 C&D EXPANSION
�, �B,— 41
I C C&D LANDFILL �y —7 (B-17)
PHASE 1 `j�s+0o LF —6 —13 TPP22 B-35
�3M I "
TP 1 ttwo �� •
� � s+0o /
e ,,+00 �9 0
C +°0 TP3
,B-14 B-43 � to+ao
��/11+00
00, B-33 N B-42 ��
— B-36 0 \�
�tt30 B—19t4+A B
\`B-44 MW-2 PROFILE A -A'
1�\ 1020 1020
\ 11+00
` \ B-3:
SITE MAP LEGEND:
- SEASONAL HIGH WATER TABLE SURFACE
90C SEASONAL HIGH EQUIPOTENTIAL LINES (FEET MSL)
CONTOUR INTERVAL = 10 FEET
— — — — — — — — 011111111110— GROUNDWATER FLOW DIRECTION
TOP OF BEDROCK (AUGER REFUSAL)
0+00 1+00 3+00 4+00
A CROSS SECTION LOCATION
A
LFG-8A (B-12D)
' tao LFG-10 90
LFG-8 (B-12S) \l
9
5D t .AV
B-5S1 B-24 B-1
REFERENCE:
LOCATION AND BEDROCK ELEVATION DATA
FOR TEST PITS 1-3 WAS COLLECTED BY
ODOM ENGINEERING ON DECEMBER 15,
2020 AND SUBSEQUENTLY PROVIDED TO
MCGILL ASSOCIATES. ODOM ENGINEERING
REPORTS THAT THE DATA WAS OBTAINED
USING GPS WITH A VERTICAL TOLERANCE
OF +/— 1 INCH
200 100 0 200 400
APPROXIMATE SCALE IN FEET
PLAN SCALE
PROFILE LEGEND:
SEASONAL HIGH WATER TABLE SURFACE
SAPROLITE
LONG TERM SEASONAL HIGH GROUNDWATER
PARTIALLY WEATHERED ROCK
— — — — — — — — 0110— GROUNDWATER FLOW DIRECTION
TOP OF BEDROCK (AUGER REFUSAL) BEDROCK
EXISTING TOPOGRAPHY
PROPOSED LANDFILL CAP
— — — — — — — — — — PROPOSED LANDFILL SUBGRADE
a� t
® N U
SCREENED INTERVAL OF PIEZOMETER OR WELL VERTICAL EXAGGERATION = 4X
LO
1191.95 2019-2020 SEASONAL HIGH 1 Inch
GROUNDWATER ELEVATION (FEET MSL) 100 Feet
BT BORING TERMINATED PROFILE SCALE
AR AUGER REFUSAL
* DEEP GROUNDWATER ELEVATION NOT
USED FOR CONTOURING PURPOSES
REFERENCE:
PROPOSED SUBGRADE TOPOGRAPHY PROVIDED BY McGILL & ASSOCIATES, INC.
N6113;
gr9_1
0-
ROCK LENSES OR BOULDERS, PARTIALLY WEATHERED ROCK AND/OR PERCHED GROUNDWATER
MAY BE ENCOUNTERED AT THE PROPOSED SUBGRADE ELEVATIONS WITHIN THE EXPANSION AREA.
IF ENCOUNTERED, THESE CONDITIONS SHOULD BE REMEDIATED DURING CONSTRUCTION. WE
CAUTION THAT ROCK AND PARTIALLY WEATHERED ROCK MAY BE DIFFICULT TO EXCAVATE. THE
DESIGN ENGINEER SHOULD INCORPORATE PLANS TO ADDRESS THIS CRITICAL CONSTRUCTION
ISSUE. ADDITIONALLY, APPROPRIATE NOTICE OF POTENTIALLY DIFFICULT SUBSURFACE CONDITIONS
SHOULD BE NOTED ON ALL BID DOCUMENTS AND PLANS PREPARED FOR CONSTRUCTION.
CONTINGENCIES SHOULD BE EXERCISED TO MAINTAIN THE REQUIRED MINIMUM POST —SETTLEMENT
4—FOOT SEPARATION IF DIFFICULT SUBSURFACE CONDITIONS ARE ENCOUNTERED.
DRAWN: KLW
CHECKED: TJD
APPROVED: AWA
DATE: 9-15-20
CAD FILE: RUTHERFORDLF-01CSLP
JOB NO: J19-13675-01
W11161
980 1 A (NORTH)
960
940
Z
o_
Q
J 920
Lu
900
880
860
840
MW-15 (B-29)
it IIM I BUNNELL
LAMMON
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: [phone] Fox: [phone]
PROPOSED LANDFILL CAP
STATION
(SOUTH)A)
FG-8A (B-12D) LFG=8A—(B-12S)
----------------
------------
------------
------------
------------------------
-------------
OT=—�_______ — _�________-
-------------
------------
---- • •4,
• • `.' A
GEOLOGIC PROFILES: CROSS SECTIONS A —A'
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
`11z1111
U-111
960
940
920
900
880
860
840
FIGURE NO.
4A

MW-11 B
78Q � /�
MW 11A
I
MW-12 �(B-22)00
A.
All
�E
1
Cb
AAA
M W13
-,(B-6)
b
SW-5 V �B-38
PZ AO S A O PZ B
Q O
B-16D 820.
MW-3' 5. 830 �B-16S - OB-28 \
� 840
A 85° 8687 0
880 890
-14 MW-15 (B-29 C� g00
10+00
g10
- g20
z+o0 g3
°B 8
a+oo0
\ - B-40 LFG-11 Q� �
B0+00 B 1++w 4+0o I 6+00 B - 40S
PHASE 2 C&D EXPANSION
, �B,- 41
C C&D LANDFILL -7 (B-17)
PHASE 1 `j�sloo LF -6 -13 / T�P2 B-35
\3+W 1
2+00 A. TP 1)
/ _ g+aG
1+00 / — 9
+°0 TP 3 C 0 ,B-14 B-43 1o►ao
a+oo
B-33 NI B-42 �� 12+00
i�J� 30 B-36 B 19�is B'�
SITE MAP LEGEND:
- SEASONAL HIGH WATER TABLE SURFACE
90C SEASONAL HIGH EQUIPOTENTIAL LINES (FEET MSL)
CONTOUR INTERVAL = 10 FEET
— — — — — — — — f0mm— GROUNDWATER FLOW DIRECTION
TOP OF BEDROCK (AUGER REFUSAL)
0+00 1+00 3+00 4+00
A CROSS SECTION LOCATION
A
\�13-44 MW-2
10+00
\ 11+00 B - 31
�12+00 g40 9
LFG -8A (B-12D)
13+00 LFG-10 g50
LFG-8 (B-12S) \l J g60
5D 1 .�,4 7 0
g
B-5Sl B-24 B-10
200 100 0 200 400
APPROXIMATE SCALE IN FEET
PLAN SCALE
PROFILE LEGEND:
_
SEASONAL HIGH WATER TABLE SURFACE
SAPROLITE
LONG TERM SEASONAL HIGH GROUNDWATER
PARTIALLY WEATHERED ROCK
— — — — — — — — 01111110—
GROUNDWATER FLOW DIRECTION
TOP OF BEDROCK (AUGER REFUSAL)
BEDROCK
EXISTING TOPOGRAPHY
— — — — ESTIMATED BASE GRADE PHASE 1 C&D LANDFILL
PROPOSED LANDFILL CAP
— — — — — — — — —
— PROPOSED LANDFILL SUBGRADE
aD
N
t
U
®
SCREENED INTERVAL OF PIEZOMETER OR WELL
VERTICAL EXAGGERATION = 4X
LO
2019-2020 SEASONAL HIGH
1 Inch
1191.95
GROUNDWATER ELEVATION (FEET MSL)
100 Feet
BT
BORING TERMINATED
PROFILE SCALE
AR
AUGER REFUSAL
AB
ABANDONED
*
DEEP GROUNDWATER ELEVATION NOT
USED FOR CONTOURING PURPOSES
REFERENCES:
1. LOCATION AND BEDROCK ELEVATION
DATA FOR TEST PITS 1-3 WAS
COLLECTED BY ODOM ENGINEERING ON
DECEMBER 15, 2020 AND
SUBSEQUENTLY PROVIDED TO MCGILL
ASSOCIATES. ODOM ENGINEERING
REPORTS THAT THE DATA WAS
OBTAINED USING GPS WITH A VERTICAL
TOLERANCE OF +/— 1 INCH .
NOTES:
1. B-14 IS CASED OPEN IN BEDROCK
2. ROCK LENSES OR BOULDERS, PARTIALLY WEATHERED ROCK AND/OR PERCHED
GROUNDWATER MAY BE ENCOUNTERED AT THE PROPOSED SUBGRADE
ELEVATIONS WITHIN THE EXPANSION AREA. IF ENCOUNTERED, THESE
CONDITIONS SHOULD BE REMEDIATED DURING CONSTRUCTION. WE CAUTION
THAT ROCK AND PARTIALLY WEATHERED ROCK MAY BE DIFFICULT TO
EXCAVATE. THE DESIGN ENGINEER SHOULD INCORPORATE PLANS TO ADDRESS
THIS CRITICAL CONSTRUCTION ISSUE. ADDITIONALLY, APPROPRIATE NOTICE OF
POTENTIALLY DIFFICULT SUBSURFACE CONDITIONS SHOULD BE NOTED ON ALL
BID DOCUMENTS AND PLANS PREPARED FOR CONSTRUCTION. CONTINGENCIES
SHOULD BE EXERCISED TO MAINTAIN THE REQUIRED MINIMUM
POST —SETTLEMENT 4—FOOT SEPARATION IF DIFFICULT SUBSURFACE
CONDITIONS ARE ENCOUNTERED.
REFERENCES:
1. ESTIMATED BASE GRADE ELEVATIONS FOR PHASE
1 C&D LANDFILL BASED "RUTHERFORD
COUNTY—N.C. MSW SITE SUITABILITY UPDATE
AND CDLF PERMIT TO CONSTRUCT PERMIT
#81-03, SHEET NO. 10 DRAWING NO. 5"
2. PROPOSED SUBGRADE TOPOGRAPHY PROVIDED
BY McGILL & ASSOCIATES, INC.
DRAWN: KLW
CHECKED: TJD
APPROVED: AWA
DATE: 9-15-20
CAD FILE: RUTHERFORDLF-01CSLP
JOB NO: J19-13675-01
(WEST)
1000
SUBSURFACE
CONDITIONS
CIRCA 2007
B-34
940
-----
z
------------
------------
-------------
=_______________ __
==
O920
.••
••
"•.
••
w
A.•
J
Lu
•
' •• �• .••.
• .•
••
• :
• ••
880
860
850
PROFILE B-B'
019
_mF 0-
(EAST) L�D'
Im
B-19
L�l 960
----- 940
—_= 920
2 � __
•� 900
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1475
STATION
(SOUTHWEST)
1000
PROFILE C-C'
(NORTHEAST) l� /�'
111
RoAOSFo
SUBSURACE A
F
980 B-14 CONDITIONS 9so
CIRCA 2007
Cqp
960 ems! _ ----- = 960
- - ----------------------
- ESTIMATED
--------------------
• `. _ BASE GRADE
•� ` ------------------
----------------
A PHASE 1 C&D
•'.` y. _ PROPOSED LANDFILL SUBGRADE _ _ _ _ _ _ _
920 • • �• . •. _---- -- _ B-41 920
Q • • i -___ -_ __ __- _ _ _ _ _ ______________________-_ _ ___________ _-_ _ _ _
• 900
.// .. y -- -
w- -------------------
01
01
\/\//\/ //\//\//860 BT 860
840—4 11-- 840
820 —4 .IN//i�//21zz21//i�//i�//i�//i�//i�//i�//iN//iN//i�//iN//i�//i�//i�//i�//i�//i�//i�//i�//i�//i�//i�//i�//i�/z-INZz A 11-- 820
800 11-- 800
0
M LAMMONS
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: (864] 288-1265 Fox: (864] 288-4430
STATION
0
GEOLOGIC PROFILES: CROSS SECTIONS B-B' AND C-C'
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
ME
860
850
FIGURE NO.
4B

m
I
I
O
I
3
O
I
I
I
I
I
I
I
3
I
I
3 — o �
�
I
I
I ~�850
I
840
830
/w
20�
e
d
<83
MW-11 B
�Q
no 0
780.3
85o
Ze
1
I Oiq
111
= I
r
1
1
IN
�illull
MONISM rim
I pinw-01, 004 EA Arl
-----ROW ----- ROW ----- ROW -----
ROW -----RO
----ROW ----- ROW— — —ROW-----
ROW— — —
� Q
d
---ROW----- ROW— --
I
EXISTING DUKE ENERGY EASEMENT ' I
0
-o- I
0
I
I
I
I
3
0
I
I
I
I
�I
0
I
I
I
I
DRAWN: TJD
CHECKED: MSP
APPROVED: AWA
MI.
DATE: 1-8-21
CAD FILE: RUTHERFORDLF-01 BEDROCK
JOB NO: J19-13675-01
0
-o- �
APPROXIMATE FACILITY LIMITS
-0-
PHASE 2 C&D EXPANSION
960
B-40,
G_ 1
6-40S
486.4
341�
39 .8
941.93 0
FG-6 (B-13)- <936.50 pd`
9 03 3\
—42 944.93�
—36 9?7.0
�J
777-
9.7
9t3
j
FG-8A (B-12D)
9�
FG-8 (B-12S),
EXISTING ANIMAL / otio
SHELTER FACT LI TY
1020
—4 1010
12
w
6Q.
o _
80
—
93.2 —�
5
J 970960
�0
-10
m
INDUSTRIAL PARK ROAD-, o
�J
MONITORING LOCATION LEGEND
♦
LFG-9
LANDFILL GAS MONITORING
WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
0
LFG-5
LANDFILL GAS MONITORING
WELL, APPROXIMATE LOCATION
Q5
MW-8
GROUNDWATER MONITORING
WELL, APPROXIMATE LOCATION
*
MW-1
GROUNDWATER MONITORING
WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
®
B-18
BORING, APPROXIMATE LOCATION
+
B-43
BORING, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
SW-3
SURFACE WATER SAMPLING
LOCATION, APPROXIMATE
•
B-41
PIEZOMETER, SURVEYED BY
MCGILL ASSOCIATES, 12/17/19
O
B-15
PIEZOMETER LOCATION, APPROXIMATE
X
TP1
TEST PIT LOCATION
DATA NOT AVAILABLE
NO RECORD
NOT ENCOUNTERED
BEDROCK
*
ELEVATION NOT USED FOR
CONTOURING PURPOSES
TOPOGRAPHIC &GEOLOGIC LEGEND
EXISTING 2' CONTOUR — LIDAR/ALS/MCGILL
EXISTING 10' CONTOUR — LIDAR/ALS/MCGILL
950 TOP OF BEDROCK (AUGER REFUSAL) CONTOUR (FEET MSL)
CONTOUR INTERVAL = 10 FEET
STREAM
NOTES:
1. THIS MAP REPRESENTS THE APPROXIMATE BEDROCK SURFACE (AUGER REFUSAL). 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 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 AND
MAY ACTUALLY BE DEEPER THAN INDICATED. IN ADDITION, VERY DENSE ZONES OF PARTIALLY
WEATHERED ROCK MAY BE PRESENT ABOVE THE GENERAL BEDROCK LEVEL IN THE SUBSURFACE
THAT MAY BE TOO DENSE FOR REMOVAL BY CONVENTIONAL EXCAVATION EQUIPMENT.
2. ROCK LENSES OR BOULDERS, PARTIALLY WEATHERED ROCK AND/OR PERCHED
GROUNDWATER MAY BE ENCOUNTERED AT THE PROPOSED SUBGRADE ELEVATIONS
WITHIN THE EXPANSION AREA. IF ENCOUNTERED, THESE CONDITIONS SHOULD BE
REMEDIATED DURING CONSTRUCTION. WE CAUTION THAT ROCK AND PARTIALLY
WEATHERED ROCK MAY BE DIFFICULT TO EXCAVATE. THE DESIGN ENGINEER SHOULD
INCORPORATE PLANS TO ADDRESS THIS CRITICAL CONSTRUCTION ISSUE.
ADDITIONALLY, APPROPRIATE NOTICE OF POTENTIALLY DIFFICULT SUBSURFACE
CONDITIONS SHOULD BE NOTED ON ALL BID DOCUMENTS AND PLANS PREPARED FOR
CONSTRUCTION. CONTINGENCIES SHOULD BE EXERCISED TO MAINTAIN THE REQUIRED
MINIMUM POST —SETTLEMENT 4—FOOT SEPARATION IF DIFFICULT SUBSURFACE
CONDITIONS ARE ENCOUNTERED.
REFERENCE:
1. LOCATION AND BEDROCK ELEVATION DATA FOR TEST PITS 1-3 WAS COLLECTED BY
ODOM ENGINEERING ON DECEMBER 15, 2020 AND SUBSEQUENTLY PROVIDED TO MCGILL
ASSOCIATES. ODOM ENGINEERING REPORTS THAT THE DATA WAS OBTAINED USING
GPS WITH A VERTICAL TOLERANCE OF +/— 1 INCH .
ry
GENERAL MAP REFERENCE
IM I BUNNELL
� LAMMONS
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: [phone] Fax: [phone]
LAUREL HILL DRIVE
200 100 0 200 400
APPROXIMATE SCALE IN FEET
TOP OF BEDROCK (AUGER REFUSAL) ELEVATION CONTOUR MAP
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
FIGURE NO.
5

0
�>rrcrot���rss3atr� � ►;���
LFG-4
THUNDER ROAD
0
I,
TOWN OF RUTHERFORDTON
WASTEWATER TREATMENT
FACILITY
CLEGHORN
CREEK
-Sw 0
MW-8
CLOSED MSW LANDFILL
Q
\\\\\
EXISTING TRANSFER STATION
LFG-2 ,0 880 ,� °o° �frnl
N o\\ �oMW-9
� o CcP�86o�
o sr SO
SEE- wa-4-01
-----ROW-----ROW----- ROW -----
ROW -----ROC
----ROW ----- ROW— — —ROW-----
ROW— — —
EXISTING DUKE ENERGY EA
1
---ROW -----ROW---�
REVISIONS
No. DESCRIPTION BY
' I
I
0
I
I
I
3
O
I
I
I
I
I
3
0
I
I
I
I
3
O
I
I
DRAWN: TJD
CHECKED: MSP
APPROVED: AWA
W—((1�2 �B-22)
EXISTING C&D LANDFILL
4
-14
a q,
W-13 (B-
55.92
BCoS9\B—
DATE: 08-12-20
CAD FILE: RUTHERFORDLF-01 VTM022620
JOB N0: J19-13675-01
—JOB
PZ B
16D
6 23�g-16
-0—
MONITORING LOCATION LEGEND
♦
LFG-9
LANDFILL GAS MONITORING WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
0
LFG-5
LANDFILL GAS MONITORING WELL, APPROXIMATE LOCATION
0
MW-8
GROUNDWATER MONITORING WELL, APPROXIMATE LOCATION
APPROXIMATE FACILITY LIMITS
MW-1
GROUNDWATER MONITORING WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
a
®
B-18
BORING, APPROXIMATE LOCATION
B-43
BORING, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
SW-3
SURFACE WATER SAMPLING LOCATION, APPROXIMATE
•
B-41
PIEZOMETER, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
28\
O
B 15
PIEZOMETER LOCATION, APPROXIMATE
VIEW—
.� •
PHASE 2 C&D EXPANSION
I�lSHELTER FACILITY
951.06
ao� �
(� °� .mow_,
HE
'l' '1111110 BUNNELL
LAMMON
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: [phone] Fax: [phone]
LAUREL HILL DRIVE
TOPOGRAPHIC &GEOLOGIC LEGEND
EXISTING 2' CONTOUR - LIDAR/ALS/MCGILL
EXISTING 10' CONTOUR - LIDAR/ALS/MCGILL
890 GROUNDWATER ELEVATION
CONTOUR IN FEET ABOVE MSL (CONTOUR INTERVAL = 10 FEET)
STREAM
GROUNDWATER FLOW DIRECTION
NOTE:
APPROXIMATE LANDFILL GAS AND GROUNDWATER MONITORING WELLS,
APPROXIMATE BORINGS, AND APPROXIMATE SURFACE WATER SAMPLING
LOCATIONS ALL PROVIDED BY ODOM ENGINEERING
GENERAL MAP REFERENCE
\�J
200 100 0 200 400
APPROXIMATE SCALE IN FEET
��#�ti�a�3t � n r rra rt prr�.
0 A
w y
L
i265
ti
r
j lr 4 •
f{��'�rre� iaull�stix'`�
GROUNDWATER ELEVATION CONTOUR MAP - FEBRUARY 26, 2020
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
FIGURE NO.
6

0
TOWN OF RUTHERFORDTON
WASTEWATER TREATMENT
FACILITY
CLEGHORN
CREEK
I
LFG-4
THUNDER ROAD
0
INS
-----ROW ----- ROW ----- ROW ----- C ROW -----RO
----ROW-----ROW-- — —ROW-----
ROW— — —
EXISTING DUKE ENERGY EA
MW-6
808.33
CLOSED MSW LANDFILL
\_%a
---ROW ----- ROW
---�
REVISIONS
No. DESCRIPTION BY
M W-11 B
808.87
' I
I
I
0
I
I
-o- I
I
3
O
I
I
I
I
I
3
0
I
I
I
I
0
I
I
i
DRAWN: TJD
CHECKED: MSP
APPROVED: AWA
I I
O
I 3
O I
I I
I I
I I
I
I 3 —
o �
3 �
I 860
I I ~�850
I
840
� SW-2
8z
0
SW-5
SW-5A_
W-12 (B-22
40.78
,q
BCoS9\B—
DATE: 08-12-20
CAD FILE:
RUTHERFORDLF-01 SHWTM 2020
JOB No: J19-13675-01
14
PZ B
16D
-,7-_ B�16
EXISTING ANIMAL,//
SHELTER FACILITY
HE
B-
871
0
MONITORING LOCATION LEGEND
♦
LFG-9
LANDFILL GAS MONITORING WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
0
LFG-5
LANDFILL GAS MONITORING WELL, APPROXIMATE LOCATION
0
MW-8
GROUNDWATER MONITORING WELL, APPROXIMATE LOCATION
APPROXIMATE FACILITY LIMITS
MW-1
GROUNDWATER MONITORING WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
a
®
B-18
BORING, APPROXIMATE LOCATION
B-43
BORING, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
SW-3
SURFACE WATER SAMPLING LOCATION, APPROXIMATE
•
B-41
PIEZOMETER, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
O
B-15
PIEZOMETER LOCATION, APPROXIMATE
PHASE 2 C&D EXPANSION
960
Y y.
LFG-8A (B-12D
952.83*
—LFG-8 (B-12S
�959.83 __
IlIM11111110 BUNNELL
LAMMON
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: [phone] Fax: [phone]
Nm
INDUSTRIAL PARK ROAD-, o
NOTES:
1. APPROXIMATE LANDFILL GAS AND GROUNDWATER MONITORING WELLS,
APPROXIMATE BORINGS, AND APPROXIMATE SURFACE WATER SAMPLING
LOCATIONS ALL PROVIDED BY ODOM ENGINEERING.
2. THE SEASONAL HIGH VALUES PRESENTED ON THIS FIGURE WERE
GENERATED BY TAKING THE HIGHEST WATER LEVEL MEASURED FROM
EACH PIEZOMETER OR WELL IN 2019-2020 (REFER TO TABLE 3 OF
THE PHASE 2 DHR).
GENERAL MAP REFERENCE
\�J
200 100 0 200 400
APPROXIMATE SCALE IN FEET
LAUREL HILL DRIVE
r
EAL
3
aa Z
yr J
�f r�rf+���rilil li �NiStitt�}3;}`�
SEASONAL HIGH GROUNDWATER ELEVATION CONTOUR MAP - MAY 2019 TO APRIL 2020
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
FIGURE NO.
7

0
THUNDER ROAD
r
0
01
TOWN OF RUTHERFORDTON
WASTEWATER TREATMENT
FACILITY
d MW-11 B
812.67
W-11 A�4
13.58
CLOSED MSW LANDFILL
q
\%
• . � �� _ ` ��' ,' � {'fie ��'- *� � �`
-----ROW ----- ROW ----- ROW ----- C ROW -----RO
----ROW-----ROW-- — —ROW-----
ROW— — —
EXISTING DUKE ENERGY EA
---ROW -----ROW---�
REVISIONS
No. DESCRIPTION BY
I I
0
I 3
O I
I I
I I
I I
I
I 3 —
o �
3 �
I 860
I I ~�850
I
840
SW-2
s- 0
`
n�
SW-5A
C
-0-
MONITORING LOCATION LEGEND
♦
LFG-9
LANDFILL GAS MONITORING WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
0
LFG-5
LANDFILL GAS MONITORING WELL, APPROXIMATE LOCATION
0
MW-8
GROUNDWATER MONITORING WELL, APPROXIMATE LOCATION
APPROXIMATE FACILITY LIMITS
MW-1
GROUNDWATER MONITORING WELL, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
a
®
B-18
BORING, APPROXIMATE LOCATION
B-43
BORING, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
SW-3
SURFACE WATER SAMPLING LOCATION, APPROXIMATE
•
B-41
PIEZOMETER, SURVEYED BY MCGILL ASSOCIATES, 12/17/19
O
B-15
PIEZOMETER LOCATION, APPROXIMATE
0 AM I
�rS � ` • IIII
• .. \ /Will— �•
Rp
�y � i / � — _ � � • • ��y �� j, •' it
_ BCoS9�\B—
' I
I
I
0
I
I
-0-
I
I
3
O
I
I
I
I
I
3
0
I
I
I
I
�I
0
I
I
I
I
DRAWN: TJD
CHECKED: MSP
APPROVED: AWA
EXISTING C&D LANDFILL
PHASE 1
U
B 14
a q,
W-13 (B-6
36.23 - -
DATE: 7-15-20
CAD FILE: RUTHERFORDLF-01 LTSHWTM
JOB N0: J19-13675-01
B-40S
;895.59
B- 11
903.301
23.Q
?1.79
//r///
EXISTING ANIMAL
r�`iER FACILITY
rQR
HE
LFG-7 (B-17)
932.64
-6 (B-13)
1.91
J
- 42
FG-8A (B-12D
56.63*
-LFG-8 (B-12S
-963.63 _
IlIM11111110 BUNNELL
LAMMON
ENGINEERING
6004 Ponders Court, Greenville, SC 29615
Phone: [phone] Fax: [phone]
B-35
930.8
INDUSTRIAL PARK ROAD-, o
m 01I
014
IN M-31 L
rl•�i ��Vrt'r�� �i'
LAUREL HILL DRIVE
TOPOGRAPHIC &GEOLOGIC LEGEND
EXISTING 2' CONTOUR - LIDAR/ALS/MCGILL
EXISTING 10' CONTOUR - LIDAR/ALS/MCGILL
890 LONG-TERM SEASONAL HIGH GROUNDWATER ELEVATION
CONTOUR IN FEET ABOVE MSL (CONTOUR INTERVAL = 10 FEET)
STREAM
NOTES:
1. APPROXIMATE LANDFILL GAS AND GROUNDWATER MONITORING WELLS,
APPROXIMATE BORINGS, AND APPROXIMATE SURFACE WATER SAMPLING
LOCATIONS ALL PROVIDED BY ODOM ENGINEERING.
2. THE LONG—TERM SEASONAL HIGH VALUES PRESENTED ON THIS FIGURE
WERE GENERATED BY TAKING THE HIGHEST WATER LEVEL MEASURED
FROM EACH PIEZOMETER OR WELL IN 2019-2020 AND ADDING 3.8
FEET (REFER TO TABLE 3 OF THE PHASE 2 DHR).
GENERAL MAP REFERENCE
\�J
200 100 0 200 400
APPROXIMATE SCALE IN FEET
ESTIMATED LONG-TERM SEASONAL HIGH GROUNDWATER ELEVATION CONTOUR MAP
RUTHERFORD COUNTY LANDFILL
RUTHERFORDTON, NORTH CAROLINA
FIGURE NO.
8

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 continuous flight of steel auger were advanced until refusal. 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
SURVEY DATA, SOIL AND ROCK BORING
RECORDS, AND PIEZOMETER DIAGRAMS

It
'
IMMINC.
PIEZOMETER NO. B-40D
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 11-4-19 END: 11-5-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 912.92
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 ATV with 6 inch O.D. Air Hammer and NQ coring
DEPTH TO - WATER> INITIAL: a 26.00 AFTER 24 HOURS:1 31.00 CAVING>77
N
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
2 BLOWS/FOOT
DETAILS
a
2 5 10 20 30 40 50 70 90
Very stiff, reddish brown, dry, fine
Bentonite seal, 0.0 to 63.5 feet
to medium sandy, SILT
UD-2
....................
(Residuum)...........
____.........................
Top of PVC casing elev. = 915.65
feet
910
.......................................................
Ground surface elev. = 912.92 feet
4
9
95 8
Northing = 5 0 93
5
9
E t - 1 366
as ing - 1,1 9,29 .
Firm, brown and tan, slightly
moist, silty, medium to coarse
g
SAND
7
:................:...:...:..:...:.
905
Stiff, brown and reddish brown,
5
slightly moist, fine to medium
q
10
sandy, SILT
s
Dense to very firm, gray and tan,
900
dry, silty, very fine to medium
;
.•
..
.............................
SAND
14
16
15
15
...................................................
895
..... :... :.... :.......................... .:......
14
15
11
.
20
890
.
12
5015"
s0i5.
PARTIALLY WEATHERED ROCK
sampled as moist, gray brown,
25
silty, medium to coarse SAND
R-1
Auger refusal at 26.0 feet below
ground surface.
................:................................
885
Begin NQ coring.
Very hard to moderately hard,
white to gray, well foliated,
...................................................
hornblende feldspar, quartz,
30
biotite, GNEISS; slight to
moderately severe weathering;
very close to close shallow
R-2
foliation, very close to close
.......................................................
880
shallow fractures.
R-1 recovery = 94% RQD = 80%
Fracture from 29.4 to 30.0 feet
below ground surface.
35
.......................................................
Very hard to moderately hard,
white to gray, well foliated,
R-3
hornblende feldspar, quartz,
biotite, GNEISS; slight to
875
moderately severe weathering;
....................................:
very close to close shallow
foliation, very close to close
shallow fractures.
PIEZOMETER NO. B-40D
Sheet 1 of 2

It
'
IMMINC.
PIEZOMETER NO. B-40D
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 11-4-19 END: 11-5-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 912.92
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 ATV with 6 inch O.D. Air Hammer and NQ coring
DEPTH TO - WATER> INITIAL: a 26.00 AFTER 24 HOURS:1 31.00 CAVING>77
N
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
a BLOWS/FOOT
DETAILS
2 5 10 20 30 40 50 70 90
R-2 recovery = 92% RQD = 57%
Fracture at 31.9 feet below
R-4
ground surface.
............................................:.......
Fractured from 32.0 to 33.0 feet
870
below ground surface.
Very fractured, black and gray,
.....................................................
very hard, micaceous, very fine
45
grained biotite GNEISS
..................................
R-3 recovery = 100% RQD = 59%
Diagonal fracture from 37.0 to
.......................................................
38.0 feet below ground surface.
.......................................................
Very hard to hard, white to gray,
865
......... ............................. .:......
moderately well to well foliated,
hornblende feldspar, quartz,
..................................................
biotite GNEISS: fresh to very
50
slight weathering; very close
......................................................
shallow dipping foliation, close to
moderately close shallow dipping
fractures.
..... :... :.... :........................................
860
Air hammered from 46.0 to 76.0
..................................................
feet below ground surface.
R-4 recovery = 100% RQD = 100%
........................................:
55
......... ............................. ........
855
........................................................
60
...............................................
850
...:.........................:........
.....................................:......
Filter pack, sand 63.5 to 76.0 feet
65
......... ..........................................
...................................... :...:...:..:...:.
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen 65.8
to 75.8 feet
845
..... ............................. .........
.'.
70
...................................................
......................................................
..................................................
840
...... ............................. .........
75
....................................................
..........:...:...:.....:....:....:. .......:...:..
Total well depth, 76.0 feet
Boring terminated at 76.0 feet
below ground surface.
......................................................
835
Groundwater encountered at
..................................................
26.00 feet below ground surface
at time of drilling and at 31.00 feet
24 hours after time of drilling.
PIEZOMETER NO. B-40D
Sheet 2 of 2

It
'
IMMINC.
PIEZOMETER NO. B-40S
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 10-28-19 END: 11-5-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 912.40
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger and 6 inch O.D. Air Hammer
DEPTH TO - WATER> INITIAL: a 26.00 AFTER 24 HOURS:1 29.65 CAVING>777
N
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
2 BLOWS/FOOT
n DETAILS
4
(n 2 5 10 20 30 40 50 70 90
Very stiff, reddish brown, dry, fine
Bentonite seal, 0.0 to 34.0 feet
to medium sandy, SILT
UD-1
....................
(Residuum)......
____.........................
Top of PVC casing elev. = 915.44
910
feet
4
.......................................................
Ground surface elev. = 912.40 feet
Firm, light gray, clayey, medium to
fine SAND
9
n
Northing - 595,833.87
-
5
9
.........................................
E t 1 7 50
as ing = 1,1 9,29 .
Firm, brown and tan, slightly
moist, silty, medium to coarse
g
905
SAND
7
:....: �:.................
5
......................................................
..........
. .........................
Stiff, brown and reddish brown,
slightly moist, fine to medium
4
10
sandy, SILT
s
900
......................................
Dense to very firm, gray and tan,
dry, silty, very fine to coarse
;
.•
..
............................................
SAND
;.
..:.
14
16
15
15
....:............:...:................................
895
14
15
11
20
....:................:................................
PARTIALLY WEATHERED ROCK
890
sampled as moist, gray brown,
silty, medium to coarse SAND
12
50/5"
50/51,
..............
.....:...:....:...:...:.....::::.....
25
... :....:......................................
..................................................
Auger refusal at 26.0 feet below
885
ground surface.
........................................................
Begin Air Hammer.
........................................................
Very hard to moderately hard,
white to gray, well foliated,
...................................................
hornblende feldspar, quartz,
30
biotite, GNEISS; slight to
moderately severe weathering;
...................................................
very close to close shallow
foliation, very close to close
.......................................................
............
880
shallow dipping fractures.
.....:...:........................:...:...:..:...:.
Filter pack, sand 34.0 to 46.0 feet
35
..:................:................................
........................................... ...........
2-inch diameter, 0.010-inch slotted
Schedule 40 PVC well screen 35.8
875
.......................................................
...................................................
...................................................
.• .
to 45.8 feet
PIEZOMETER NO. B-40S
Sheet 1 of 2

It
' IMMINC.
PIEZOMETER NO. B-40S
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
BUNNELL-LAMMONS CLIENT: McGill Associates, PA START: 10-28-19 END: 11-5-19
ENGINEERING, INC. LOCATION: Rutherford County, North Carolina ELEVATION: 912.40
GEOTECHNICAL AND EN VIRONMENTAL DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger and 6 inch O.D. Air Hammer
DEPTH TO - WATER> INITIAL: a 26.00 AFTER 24 HOURS:1 29.65 CAVING>=
ELEVATIONI
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
a BLOWS/FOOT
DETAILS
2 5 10 20 30 40 50 70 90
- - - - - - - - - - - - - - -
Very hard to hard, white to gray,
...........................
moderately well to well foliated,
........................................................
870
hornblende feldspar, quartz,
biotite GNEISS: fresh to very
slight weathering; very close
. .............................. .
shallow dipping foliation; close to
45
moderately close shallow dipping
...................................................
fractures.
........................................:...:..
Total well depth, 46.0 feet
Boring terminated at 46.0 feet
865
below ground surface.
Groundwater encountered at
.................................................
26.00 feet below ground surface
at time of drilling and at 29.65 feet
50
24 hours after time of drilling.
860
...................................................
55
......................................................
855
.................................................
60
....................................................
850
...................................................
65
......... ............................. .........
845
...................................................
70
......................................................
840
...................................................
75
.....................................................
i
835
n
9
h
J
J
L
...................................................
PIEZOMETER NO. B-40S
3 Sheet 2 of 2
D

It
'
IMMINC.
PIEZOMETER NO. B-41
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 10-25-19 END:10-25-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 914.81
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger and 6 inch O.D. Air Hammer
DEPTH TO - WATER> INITIAL: a 22.00 AFTER 24 HOURS:1 22.96 CAVING>777
N
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
a
2 5 10 20 30 40 50 70 90
Loose to firm, brown, slightly
Bentonite seal, 0.0 to 23.0 feet
moist, micaceous, silty, fine to
q
medium SAND (Residuum)
:.
4
�...............:....:...:... ..
Top of PVC casing elev. = 917.94
5
feet
.................
.......................................
Ground surface elev. = 914.81 feet
5
5
Northing = 595,739.81'
5
::;
:
. .... .........................
E t 1 as ing = 1,1 9,41519
PARTIALLY WEATHERED ROCK
50/1"
sampled as brown and black, dry,
micaceous, fine to medium sandy,
SILT
Very firm, gray, slightly moist,
3
micaceous, silty, medium to
6
905
1U
coarse SAND with gravel
•
.
16
..... ............................. .........
................................................
PARTIALLY WEATHERED ROCK
sampled as very firm, gray,
slightly moist, micaceous, fine to
...................................................
coarse, silty, SAND with gravel
50/5"
900
15
..........................................
42
50/5"
.....:...:....:...:...:.....:....:....:...:... . ....
895
20
....... ............................. .
......................................................
Auger refusal at 22.0 feet below
ground surface.
................................. .
Filter pack, sand 23.0 to 35.0 feet
Begin Air Hammer.
........................................................
890
25
.........................................................
2-inch diameter, 0.010-inch slotted
Hard to very hard, white, gray,
Schedule 40 PVC well screen 24.8
black, GNEISS
to 34.8 feet
Fractured from 25.0 to 26.0 feet
.......................................................
.• .
below ground surface.
.................................................
885
30
...................................................
......................
...................................................
......................................................
.• .
.• .
880
35.......
................ .
Total well depth, 35.0 feet
Boring terminated at 35.0 feet
below ground surface.
...................................................
Groundwater encountered at
22.00 feet below ground surface
...........
at time of drilling and at 22.96 feet
...................................................
24 hours after time of drilling.
PIEZOMETER NO. B-41
Sheet 1 of 1

It
'
IMMINC.
PIEZOMETER NO. B-42
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 10-24-19 END:10-25-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 945.47
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger and 6 inch O.D. Air Hammer
DEPTH TO - WATER> INITIAL: a 17.50 AFTER 24 HOURS:1 13.90 CAVING>777
N
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
a
2 5 10 20 30 40 50 70 90
945
Very dense, brown and tan, dry,
Bentonite seal, 0.0 to 22.0 feet
micaceous, silty, very fine to
LID-1
....:............
medium SAND Residuum
..............................................:
Top of PVC casing elev. = 948.78
feet
..... :... :.... . .........................
Ground surface elev. = 945.47 feet
13
28
..............................:
Northing = 5 9.12
5
29
940
Easting = 1,119,652.32'
27
36
Dense, brown and tan, dry to
26
slightly moist, micaceous, silty,
97
.. .
fine to coarse SAND with gravel
14
10
......................................
935
.......................................................
PARTIALLY WEATHERED ROCK
sampled as tan, dry, micaceous,
.......................................................
silty, fine to medium SAND
14
48
50ir'.
15
50/2"
930
Auger refusal at 18.5 feet below
ground surface.
.........................
20
....... .............
925
Begin Air Hammer.
Hard to moderately hard, black
.......................................................
Filter pack, sand 22.0 to 33.8 feet
and gray GNEISS
...................................................
25
...................................................
......................................................
.. .
920
...................................................
.. .
Fractured from 27.0 to 28.0 feet
.......................................................
below ground surface.
..... ...........................................
...................................................
30
......................................................
915
...................................................
Fracture at 33.0 feet below
.......................................................
...................................................
.. .
ground surface.
...... .
2-inch diameter, 0.010-inch slotted
35
..............................:
PVC well screen 33. Schedule 40 8
910
....................................................
.......................................................
...................................................
...................................................
.. .
.. .
to 43.8 feet
PIEZOMETER NO. B-42
Sheet 1 of 2

It
' IMMINC.
PIEZOMETER NO. B-42
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
BUNNELL-LAMMONS CLIENT: McGill Associates, PA START: 10-24-19 END:10-25-19
ENGINEERING, INC. LOCATION: Rutherford County, North Carolina ELEVATION: 945.47
GEOTECHNICAL AND EN VIRONMENTAL DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger and 6 inch O.D. Air Hammer
DEPTH TO - WATER> INITIAL: a 17.50 AFTER 24 HOURS:1 13.90 CAVING>=

It
'
IMMINC.
BORING NO. B-43
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 11-6-19 END: 11-6-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 935.35
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger and NQ Core
DEPTH TO - WATER> INITIAL: AFTER 24 HOURS:1 CAVING>777
N
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
a BLOWS/FOOT
DETAILS
2 5 10 20 30 40 50 70 90
935
Dense, black and gray, dry, silty,
Abandoned to ground surface with
very fine to medium, silty, SAND
8
.......... -
bentonite
(Residuum)
19
13
5
..... :... :.... :......................................
Ground surface elev. = 935.35 feet
Very stiff, tan and black, dry, fine
to medium sandy, SILT
7
.........................
�
Northing = 5 7 83
95 83 '
5
14
930
Easting = 1,119,622.68'
Very firm, tan, dry, silty, fine to
8
medium SAND
98
11
..........................•
---------------
Dense, brown to light gray, dry,
8
silty, fine to coarse SAND with
24
. . ..............:
10
gravel
19
925
........................................................
PARTIALLY WEATHERED ROCK
sampled as gray to black and
........................................................
brown, slightly moist, silty, fine to
18
5o/4"
medium SAND
5014"
........:...:................................
920
15
R1
....:...:............................. .:......
Auger refusal at 15.0 feet below
ground surface.
...... ............................. .........
Begin NQ core.
..................................................... ...........
Moderately hard to hard,
moderately weathered, black,
........................................................
gray and white, horneblende,
quartz, feldspar, biotite GNEISS;
20
very thin to thin, shallow dipping
....:...:...:..:...:.
915
foliation; very close to moderately
close shallow dipping fractures
..................................
R-1 recovery=92% RQD=64%
Heavily fractured from 15.0 to 17.0
....................................................... ...........
feet below ground surface.
.......................... .:
Hard to very hard, slight to fresh,
......................................................
black, gray and white,
910
25
horneblende, quartz, feldspar,
R3
biotite GNEISS; very thin to thin,
shallow dipping foliation, i
moderately close shallow dipping I
ffractures I
�R-2 recovery=100% RQD=100% I
R-3 recovery=98% RQD=98%
............:...:................................
Fracture at 27.0 feet below
905
30
ground surface.
...........
Boring terminated at 30.4 feet
... :....:........................................
below ground surface. No
piezometer installed.
.................:...:................................
900
35
..................................................... ..........
BORING NO. B-43
Sheet 1 of 1

It
'
IMMINC.
PIEZOMETER NO. B-44
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
CLIENT: McGill Associates, PA START: 10-23-19 END:10-24-19
BUNNELL-LAMMONS
ENGINEERING, INC.
LOCATION: Rutherford County, North Carolina ELEVATION: 952.21
GEOTECHNICAL AND EN VIRONMENTAL
DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS
DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger
DEPTH TO - WATER> INITIAL: �Z 25.00 AFTER 24 HOURS:1 22.13 CAVING>3M
(0
W
ELEVATION/
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
BLOWS/FOOT
DETAILS
a
2 5 10 20 30 40 50 70 90
Very stiff to firm, brown, dry to
Bentonite seal, 0.0 to 26.6 feet
slightly moist, fine to medium
8
................
sandy, CLAY (Residuum)
9
�...............:...:..:...:..
Top of PVC casing elev. = 955.13
950
10
feet
UD-1
............................................:......
Ground surface elev. = 952.21 feet
2
:...:...:.....:....:....:...:.
4
.. .........
.
Northin g = 5 2.12
5
4
....................................... ..
..
E t - 1 737
as ing - 1,1 9,89 .
Stiff, reddish brown, dry, slightly
2
.................................. .
fine to medium sandy, silty, CLAY
4
945
7
..................:...:...:..:...:..
UD-2
.....:...:....:...:...:.....:....:....:...:...:..:...:..
3
5
8
.. .........
10
Undisturbed samples from an
.......... ............... ............................
offset 'n marked boring i yellow.
m
940
..... :... :.... :.........................
Firm, brown to white, dry,
micaceous, silty, fine to medium
. ...... . .......:......
SAND
3
5
7
............:....:....:
15
:•.:.
935-
Loose, brown, slightly moist,
;.
:.:.
..........
micaceous, silty, very fine to
;
.•
..
........................................................
medium SAND
4
4
5
.....:...:.....:...:....
20
:•.:.
..:... :.... :........................................
930
-----------------
Very firm to firm, gray to brown,
......................................................
;.•;
wet, micaceous, silty, fine to
medium SAND
:..
............:...:...............................
7
.•..
9
12
925
FIIter pack sand 26.6 to 39.0 feet
6
:, :.
•
8
. .... .
2-inch diameter, 0.010-inch slotted
30
11
Schedule 40 PVC well screen 28.8
to 38 8feet
920
PARTIALLY WEATHERED ROCK
sampled as brown and black, wet,
.......................................................
micaceous, silty, fine to coarse
37
:.................................. 50/2^
SAND with quartz gravel
50/2"
..............
35
fragments
.......................................................
915
.:............:...:...............................
50/4"
............................................ . .. .
50/4"
'
.....................................:
Total well depth, 39.0 feet
Auger refusal at 39.00 feet below
PIEZOMETER NO. B-44
Sheet 1 of 2

It
' IMMINC.
PIEZOMETER NO. B-44
PROJECT: RCLF C&D Landfill - Phase 2 PROJECT NO.: J19-13675-01
BUNNELL-LAMMONS CLIENT: McGill Associates, PA START: 10-23-19 END:10-24-19
ENGINEERING, INC. LOCATION: Rutherford County, North Carolina ELEVATION: 952.21
GEOTECHNICAL AND EN VIRONMENTAL DRILLER: J. Gorman, Landprobe LOGGED BY: I. Irizarry
CONSULTANTS DRILLING METHOD: CME 750 with 6.25 inch I.D. Hollow Stem Auger
DEPTH TO - WATER> INITIAL: a 25.00 AFTER 24 HOURS:1 22.13 CAVING>=
ELEVATIONI
DESCRIPTION
SOIL
a STANDARD PENETRATION RESULTS
MONITOR WELL INSTALLATION
DEPTH (FT)
TYPE
a BLOWS/FOOT
DETAILS
2 5 10 20 30 40 50 70 90
ground surface.
Boring terminated at 39.00 feet
...........................
below ground surface.
910
Groundwater encountered at
.....:...:....:...:...:.....:....:....:...:...:..:...:.
25.00 feet below ground surface
........................................................
at time of drilling and at 22.13 feet
24 hours after time of drilling.
45
.................................................
905
.....:............:...:................................
50
......................................................
900
.....:............:...:..............................:.
55
......................................................
895
..:............:...:..............................:.
60
....... ............................. .........
890
.... :... :.... :......................... :.......
65
......................................................
885
.....:............:...:................................
70
......................................................
880
.... :... :.... :......................... :.......
75
..:... :.... :.......................................
i
875
n....:......................................
9
h
J
J
L
PIEZOMETER NO. B-44
3
Sheet 2 of 2

KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
BUNNELL-LAMMONS ENGINEERING, INC.
GREENVILLE, SOUTH CAROLINA
Penetration Resistance*
Relative
Particle Size Identification
Blows per Foot
Density
SANDS
Boulder: Greater than 300 mm
Cobble: 75 to 300 mm
0 to 4
Very Loose
Gravel:
5 to 10
Loose
Coarse - 19 to 75 mm
11 to 20
Firm
Fine - 4.75 to 19 mm
21 to 30
Very Firm
Sand:
31 to 50
Dense
Coarse - 2 to 4.75 mm
over 50
Very Dense
Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silt & Clay: Less than 0.075 mm
Penetration Resistance*
Consistency
Blows per Foot
SILTS and CLAYS
0 to 2
Very Soft
3 to 4
Soft
5 to 8
Firm
9 to 15
Stiff
16 to 30
Very Stiff
31 to 50
Hard
over 50
Very Hard
*ASTM D 1586
KEY TO DRILLING SYMBOLS
® Grab Sample
NR = No reaction to HCL 17 Groundwater Table at Time of Drilling
® Split Spoon Sample NA = Not applicable
NS = No sample .
Undisturbed Sample Groundwater Table 24 Hours after Completion of Drilling
KEY TO SOIL CLASSIFICATIONS
Well -graded Gravel Low Plasticity Clay El Sand
GW CL SW
EQj
5 Poorly -graded Gravel
/////////////////////
//////////ML SC
Partially Weathered Rock Silt Silty Sand
SM
BLDRCBBL MIL
F.
Cla Clayey Silt Waste
High Plasticit
CH y y MH WOOD
♦.'.I Poorly Graded Sand Bedrock Liquid Sludgc`�BEDROCK SLUDGE
��w�W4V
6_00�0+&
Topsoil
TOPSOIL

Rutherford County Landfill - Survey Control Report and Bore/Well Locations Report ID: CDO0640
Point No.
Latitude N
Lon itude W
Northin
Eastin
Ortho Ht.
Combined Factor
Conver ence
Descri tion
Notes
10000
..........................................
35.34889347
:
_..........................................................
-81.95149400
_..........................................................
594988.71
_................................................................................................
1120032.88 _.....................................................
962.47
0.999832991
i
_.................................................................
1°42'12.7"
i
_.................................................................................................................
MW-13
TOC
:
_...................................................................................................
10001
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.34889299
:-81.95149463
: 594988.54
: 1120032.69 :
962.98
i 0.999832966
i 1°42'12.7"
: MW-13
.: MW-13
10002
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.34888904
:-81.95149466
: 594987.10
:1120032.64:
960.35
: 0.999833092
: :-1°42'12.7"
:MW-13
:PKNLRTKSET
.
10003
..........................................
: 35.34893780
:
_..........................................................
:-81.95155005
_..........................................................
: 595005.33
_................................................................................................
: 1120016.65 :
_.....................................................
960.66
0.999833078
i
_.................................................................
:-1°42'12.8"
i
_.................................................................................................................
: B-6
:Ground shot at bore.
:
_...................................................................................................
10005
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35204027
:-81.94931997
: 596114.22
: 1120714.88 : .
1008.17
i 0.999830899
-1°42'08.1"
i
: MW-1
.: MW-1
10006
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35204161
:-81.94932162
: 596114.73
. :1120714.40:
1007.76
: 0.999830919
: :-1°42'08.1"
:MW-1
:TOCPVC
.
10007
..........................................
: 35.35204374
_..........................................................
:-81.94932323
_..........................................................
: 596115.51
_................................................................................................
:1120713.95:
_.....................................................
1006.05
i 0.999831000
_.................................................................
:-1°42'08.1"
i
_.................................................................................................................
:MW-1
:CPNLRTKSET
:
_...................................................................................................
10009
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35195079
:-81.95125903
. : 596098.85
: 1120135.99 :
972.94
i 0.999832581
-1°42'12.2"
i
: LFG-8
.: MW B-12S
10012
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35195195
:-81.95126344
: 596099.31
:1120134.69:
970.56
: 0.999832695
i:-1°42'12.2"
:LFG-8
:PKNLSET
14001
..........................................
: 35.35195090
_..........................................................
:-81.95125927
_..........................................................
: 596098.89
_................................................................................................
:1120135.92:
_.....................................................
972.53
i 0.999832601
_.................................................................
:-1°42'12.2"
i
_.................................................................................................................
LFG-8
:TOC
:
_...................................................................................................
10010
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35195306
:-81.95128045
: 596099.87
. : 1120129.63 :
972.79
: 0.999832588
-1°42'12.2"
i
: LFG-8A
.: MW B-12D
10013
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35195355
.
:-81.95127673
: 596100.01
:1120130.75:
971.12
i 0.999832668
: :-1°42'12.2"
:LFG-8A
:PKNLRTKSET
.
10014
: 35.35195271
:-81.95128000
: 596099.74
: 1120129.76 :
972.23
i 0.999832615
:-1°42'12.2"
i
: LFG-8A
:TOC PVC B-12D
10015
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35291367
:-81.95068409
: 596444.04
. : 1120317.76 :
1021.02
i 0.999830311
i-1°42'11.0"
:B-10
:TOC
10017
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35291407
.
:-81.95068542
: 596444.20
: 1120317.37 :
1018.72
: 0.999830421
: :-1°42'11.0"
: B-10
:Ground shot at bore.
.
10018
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35263575
:-81.95205920
: 596355.13
:1119904.92:
996.56
i 0.999831472
i :-1°42'13.8"
:MW-2
:MW-2
:
10019
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35263626
: 81.95205930
: 596355.31
.
:1119904.89:
994.86
: 0.999831553
: 1°42'13.8"
:MW-2
:TOC
.
10020
..........................................
: 35.35263970
_..........................................................
:-81.95205170
_..........................................................
: 596356.50
_................................................................................................
:1119907.19:
_.....................................................
994.47
i 0.999831572
_.................................................................
i :-1°42'13.8"
_.................................................................................................................
:MW-2
:CPNLRTKSET
:
_...................................................................................................
10021
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35360337
. :-81.95257739
: 596711.73
: 1119760.95 :
959.99
i 0.999833251
i -1°42'14.9"
: B-19
.:Ground shot at bore.
10022
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35360358
: 81.95257715
: 596711.81
. : 1119761.02 :
962.02
0.999833154
:
i1°42'14.9"
: B-19
:TOC
10023
..........................................
: 35.35436053
:
_..........................................................
:-81.95150937
_..........................................................
: 596977.72
_................................................................................................
:1120087.45:
_.....................................................
988.32
i 0.999831919
_.................................................................
i :-1°42'12.7"
_.................................................................................................................
:LFG-9
:CPNLRTKSET
:
_...................................................................................................
10024
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35436417
:-81.95150888
: 596979.03
: 1120087.63 :
992.20
i 0.999831734
i -1°42'12.7"
:LFG-9
.:TOC
10025
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35408218
.
:-81.95178645
: 596878.91
:1120001.86:
1003.01
0.999831208
i-1°42'13.3"
:B-31
:B-31
10026
..........................................
: 35.35408229
_..........................................................
:-81.95178619
_..........................................................
: 596878.95
_................................................................................................
: 1120001.94 :
_.....................................................
1002.65
i 0.999831226
_.................................................................
i :-1°42'13.3"
_.................................................................................................................
: B-31
:TOC
:
_...................................................................................................
10027
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35408409
. :-81.95178188
: 596879.57
: 1120003.24 :
1000.80
i 0.999831314
i-1°42'13.3"
:B-31
:CPNLRTKSET
10028
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35347639
.
:-81.95347882
: 596673.53
: 1119490.91 :
957.29
: 0.999833376
: :-1°42'16.8"
: B-35
:Ground shot at bore.
.
10029
: 35.35347748
:-81.95347777
: 596673.92
: 1119491.24 :
958.54
i 0.999833317
i :-1°42'16.8"
................................................................................................................._...................................................................................................
: B-35
:TOC
:
10030
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35275481
:-81.95404564
: 596416.06
. : 1119314.16 :
977.53
: 0.999832386
: -1°42'18.0"
:LFG-11
.:CPNLRTKSET
10031
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35275789
:-81.95404542
: 596417.18
: 1119314.26 :
980.37
: 0.999832250
i:-1°42'18.0"
: LFG-11
:TOC
14004
..........................................
: 35.35144333
:
_..........................................................
:-81.95204015
_..........................................................
: 595921.16
_................................................................................................
: 1119897.69 :
_.....................................................
952.21
i 0.999833558
_.................................................................
i 1°42'13.8"
_.................................................................................................................
:: B 44
. CPNL SET
_...................................................................................................
14005
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35144591
. :-81.95204131
: 595922.12
: 1119897.37 :
955.13
: 0.999833418
: -1°42'13.8"
:B-44
.:TOC
14007
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35174724
.
:-81.95287446
: 596039.12
: 1119652.32 :
948.78
i 0.999833731
i:-1°42'15.5"
: B-42
:TOC
14008
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35174674
:
:-81.95287167
: 596038.92
:1119653.14:
945.78
i 0.999833874
i:-1°42'15.5"
:B-42
:CPNLSET
14019
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35174688
:-81.95287540
: 596039.00
. : 1119652.03 :
945.47
: 0.999833889
: :-1°42'15.5"
: B-42
:Ground shot at bore.
.
14009
: 35.35119199
:-81.95295372
: 595837.83
: 1119622.68 :
935.35
i 0.999834356
i :-1°42'15.7"
: B-43
:Ground shot at bore.
14010
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35090558
:-81.95364032
. : 595739.73
: 1119414.94 :
914.81
i 0.999835330
i -1°42'17.1"
: B-41
.:Ground shot at bore.
14011
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35090676
:-81.95364262
.
: 595740.18
:1119414.27:
915.21
: 0.999835311
: :-1°42'17.1"
:B-41
:CPNLSET
.
14012
: 35.35090584
:-81.95363951
: 595739.81
: 1119415.19 :
917.94
i 0.999835180
i :-1°42'17.1"
: B-41
:TOC
14013
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35115501
:-81.95403930
: 595834.01
: 1119298.73 :
912.73
i 0.999835437
i -1°42'17.9"
:B-40S
.:CPNLSET
14016
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35115563
:-81.95404356
: 595834.27
: 1119297.47 :
912.40
: 0.999835453
: :-1°42'17.9"
: B-40S
:Ground shot at bore.
.
14017
..........................................
: 35.35115453
:
_..........................................................
:-81.95404340
:
_..........................................................
: 595833.87
:
_................................................................................................
: 1119297.50 :
:
_.....................................................
915.44
i 0.999835308
_.................................................................
i :-1°42'17.9"
_.................................................................................................................
: : B-40S
:TOC
:
_...................................................................................................
14014
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35117262
:-81.95405335
: 595840.54
: 1119294.73 :
912.97
i 0.999835426
i -1°42'18.0"
:B-40D
.:CPNLSET
14015
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35117387
.
:-81.95405542
: 595841.01
: 1119294.13 :
912.92
i 0.999835429
i:-1°42'18.0"
: B-40D
:Ground shot at bore.
14018
..........................................
: 35.35117361
_..........................................................
:-81.95405700
_..........................................................
: 595840.93
_................................................................................................
: 1119293.66 :
_.....................................................
915.65
i 0.999835298
_.................................................................
i :-1°42'18.0"
_.................................................................................................................
: B-40D
:TOC
:
_...................................................................................................
70006
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35120961
:-81.95248102
: 595840.05
. : 1119763.76 :
945.15
: 0.999833888
i -1°42'14.7"
: B-36
.:Ground shot at bore.
70007
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35121025
.
:-81.95248148
: 595840.29
: 1119763.63 :
948.12
i 0.999833746
: :-1°42'14.7"
: B-36
:TOC
.
70009
: 35.35120956
:-81.95248360
: 595840.05
:1119762.99:
945.35
i 0.999833878
i :-1°42'14.7"
:B-36
:CPNLRTKSET
70010
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35150924
:-81.95336965
: 595956.93
. : 1119502.15 :
939.70
i 0.999834158
i-1°42'16.5"
:LFG-6
:CPNLRTKSET
70011
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35150657
.
:-81.95337254
: 595955.99
: 1119501.26 :
939.68
: 0.999834158
: :-1°42'16.6"
: LFG-6
:Ground at old MW B-13
.
70012
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35150632
:-81.95337249
: 595955.90
: 1119501.27 :
941.81
i 0.999834056
i :-1°42'16.6"
: LFG-6
:TOC
:
70013
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35188002
: 81.95373077
: 596095.02
.
:1119398.54:
961.31
: 0.999833135
: 1°42'17.3"
:LFG-7
:RBFS/8FOUND
.
70014
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35187185
:-81.95372590
: 596092.01
:1119399.90:
960.91
i 0.999833154
i1°42'17.3"
:LFG-7
:CPNLRTKSET
70015
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35187143
:-81.95372195
: 596091.82
1119401.07 :
.
960.89
i 0.999833155
i :-1°42'17.3"
LFG-7
;Ground at old MW B-17
.
70016
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35187127
:-81.95372202
: 596091.76
. : 1119401.05 :
963.14
: 0.999833047
: :-1°42'17.3"
: LFG-7
.JOC
70017
..........................................
: 35.35164691
_..........................................................
:-81.95490690
_..........................................................
: 596020.65
_................................................................................................
: 1119045.47 :
_.....................................................
897.60
i 0.999836175
_.................................................................
i :-1°42'19.7"
_.................................................................................................................
: B-20
:Ground shot at bore.
:
_...................................................................................................
70018
: 35.35164654
:-81.95490720
. : 596020.52
: 1119045.38 :
899.56
i 0.999836082
i -1°42'19.7"
...................................................................................................................................................................................................................
:B-20
.:TOC
70019
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35164944
: 81.95490546
.
: 596021.56
:1119045.93:
897.59
:0.999836176
•1°42'19.7"
:B-20
:CPNLRTKSET
70021
: 35.35142627
:-81.95608429
: 595950.84
: 1118692.17 :
856.95
i 0.999838113
i -1°42'22.2"
................................................................................................................._...................................................................................................
: B-16D
:TOC
:
70022
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35142620
:-81.95608399
: 595950.81
. : 1118692.26 :
854.97
i 0.999838208
i-1°42'22.2"
: B-16D
: Ground shot at bore.
70025
.........................,..........................................................,...........................................................................................................,...............................................,.....................................................,.................................................................,...................................................,.................................................................................................................................................................
: 35.35142657
:-81.95608748
: 595950.98
:1118691.22:
854.58
0.999838226
:-1°42'22.2"
:B-16D
:CPNLRTKSET
70020
........................;..........................................................;..........................................................;................................................:...............................................;.....................................................;.................................................................;...................................................:.................................................................................................................................................................
: 35.35144218
:-81.95608345
: 595956.62
: 1118692.59 :
857.04
: 0.999838110
1°42'22.2"
B-16S
TOC
70023
I 35.35144427
I-81.95608585
I 595957.40
11118691.90 I
854.70
I 0.999838221
1°42'22.2"
:B-16S
:CPNLRTKSET
Page 1 of 2

..........................................
70024
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
. ..........................................................
35.35144344
. .......................................................... _
-81.95608341
................................................
595957.08
................................................ ......................................................
1118692.62
854.96
. ................................................................. _...................................................
0.999838209
i i
-1°42'22.2"
..............................................................
B-16S
. ...................................................................................................
:Ground shot at bore.
70028
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35068696
:-81.95506961 :
595672.88
' 1118986.58 :
887.52
0.999836629
i i
-1°42'20.1"
' MW-15
Ground shot at old MW B-29
70029
: 35.35068638
:-81.95506670 :
595672.64
' 1118987.44:
........................7 .............. _.......................
887.26
7 ..........................
0.999836641
i i
_................................................................._...................................................
-1°42'20.1"
'MW-15
..............................................................
:CPNLRTKSET
. ...................................................................................................
70030
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
35.35068714
-81.95507090
595672.95
1118986.20
889.13
0.999836552
i i
-1°42'20.1"
MW-15
TOC
70034
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35041341
:-81.95078391 :
595535.35
' 1120260.97 :
928.29
0.999834671
i i
-1°42'11.2"
' B-5S
:TOC
70254
: 35.35041544
:-81.95078067 :
595536.06
' 1120261.96:
926.87
0.999834739
i i
-1°42'11.2"
'B-5S
:CPNLSET
70035
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
35.35041939
-81.95080362
595537.71
1120255.16
929.48
0.999834614
i i
-1°42'11.2"
B-5D
TOC
70253
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35042028
:-81.95080836 :
595538.07
' 1120253.75:
927.07
0.999834729
i i
-1°42'11.2"
'B-SD
:CPNLSET
70256
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35161419
:-81.95039356 :
595968.73
' 1120390.30:
999.23
0.999831313
i i
-1°42'10.4"
'B-23
:CPNLSET
70257
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35161542
:-81.95039060 :
595969.15
' 1120391.19 :
1001.66
0.999831197
i i
-1°42'10.4"
' B-23
:TOC
70258
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35161510
:-81.95039101 :
595969.04
' 1120391.07 :
999.37
0.999831307
i i
-1°42'10.4"
B-23
:Ground shot at bore.
70260
.......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
35.35006128
-81.95505029
595445.09
1118985.56
866.46
0.999837618
i i
-1°42'20.0"
'MW-14
:CPNL
70261
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35006391
:-81.95505174 :
595446.06
' 1118985.16 :
868.94
0.999837499
i i
-1°42'20.0"
MW-14
JOC
70262
: 35.35006375
:-81.95505105 :
595445.99
' 1118985.36 :
866.54
0.999837614
i i
-1°42'20.0"
MW-14
Ground shot at bore.
90002
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
35.35497796
-81.95218731
597208.34
1119892.08
947.52
0.999833890
i i
-1°42'14.1"
B-26D
CPNLSET
90003
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35497615
:-81.95218470 :
597207.66
' 1119892.84 :
950.45
0.999833750
i i
-1°42'14.1"
' B-26D
:Top of box.
90006
: 35.35497579
:-81.95218462 :
597207.53
' 1119892.86 :
949.85
0.999833779
i i
-1°42'14.1"
' B-26D
JOC
90001
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
35.35499003
-81.95217375
597212.61
1119896.25
947.63
0.999833885
i i
-1°42'14.1"
B-26S
CPNLSET
90004
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35499391
:-81.95217273 :
597214.01
' 1119896.60 :
949.97
0.999833774
i i
-1°42'14.1"
' B-26S
:Top of box.
90005
: 35.35499400
:-81.95217277 :
597214.05
' 1119896.59 :
949.55
0.999833793
i i
-1°42'14.1"
' B-26S
:TOC
19000
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
35.38238418
-81.95681081
607219.55
1118811.18
1075.53
0.999828737
i i
-1°42'23.7"
NGSCM 10 WDK
19001
......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
: 35.35082758
:-81.95205310 :
595697.28
' 1119887.17 :
969.44
0.999832715
i i
-1°42'13.8"
'SPINDLEGPS
:On site survey control set.
19002
...............................
: 35.34858845
_......................................................... ...........................................
:-81.95202410 :
_...................................................... _...........................
594882.44
.............................................................
' 1119871.58 :
_................................................
975.64
0.999832352
i i
_................................................................._.................................................................................................................
-1°42'13.8"
' RBSGPS
:On site survey control set.
_...................................................................................................
69900
35.36550955
..........................................................
-81.91593011
,.......................................................... .................................................
600720.22
1130810.54
1097.92
0.999827043
.................................................................. ....................................................
-lo40'58.8"
CORS NCSP
....................................................................................................
69901
35.65371800
-81.95449235
705911.70
,............................................... ,.....................................................
1122440.70
1308.46
0.999839533
1°42'18.9"CORS
,.............................................................
MART
1, J. Dallas
Gordon, certify that the coordinates for the control points as shown are from
an actual GPS survey
conducted under my supervision; that the Global
Positioning System (GPS) observations for this survey were performed to the
Geospatia/ Positioning Accuracy Standards,
Part 2: Standards
for Geodetic Networks
(FGDC Document, FGDC-STD-007.2-1998) using the following information:
(1) Class of Survey (FGDC)
Horizontal:
5 cm
Vertical: 5 cm
STATIC GPS SURVEY NOTES:
(2) NSRS Network Tolerance
Horizontal (2cr):
0.08 usft
Vertical (2cr): 0.07
usft
This survey for points 19000, 19001, 19002, 69900, 69901 and 79000 were
(3) GPS Procedure..........
STATIC, L1 and L2
Receivers / Antenna:
performed with the static GPS units listed using STATIC,
L1 and L2 data. Field
4 Dates of Survey
() y.........
12/2/19 and 12/3/2019
Topcon Hiper Lite+
observations were made
held fixed at its NGS
on 12/2/19 and 12/3/2019. NGS Monument BOLENS was
published horizontal and vertical position, and a minimally
(5) Horizontal Datum.......
NAD83(2011) epoch 2010.00
Topcon Hiper GD
constrained least squares adjustment was performed
at the 2cr confidence level. Ties
Trimble TRM57971.00
NONE
were made to the following
NGS stations: NGS Monument 10 WDK, NCGS CORS
(6) Vertical
Datum ...........
NAVD88
NCSP , NCGS CORS MARI, . Deviation from the published
coordinate and
(7) Geoid Model ..............
GEOID12A
orthometric heights for station ties
was less than 0.08
usft horizontally and 0.07 usft
(8) Average
Combined Factor
0.999832534
167 ppm
vertically.
(9) Survey
Units ..............
U.S. survey feet
NGS PID No.
(10) NGS Geodetic Control
NGS Monument BOLENS
AF8203
NGS Monument 10
WDK
FA1348
NCGS CORS NCSP
DK4043
NCGS CORS MARI
DE8230
BORE AND WELL SURVEY NOTES:
This geodetic control survey for the wells and bores listed above was performed to provide the locations of the bores as shown above. Repeat RTK observations were
performed between existing survey control positioned by the North Carolina RTK Network and the points shown. Secondary survey control networks were established
between the fixed geodetic survey control points using both RTK GPS and conventional traversing utilizing total stations and trigonometric leveling. Secondary
survey control networks were translated to NC state plane coordinates by holding the geodetic survey control points fixed and performing least squares analysis at
the 95 percent confidence level for the redundant survey network measurements between the fixed control. Scale and elevation factors, arc to chord corrections, and
adjustments for curvature and refraction were applied to raw measurement data to generate the final coordinates of the digital data. \,,,.
EsS
SEAL '
• L-4626 -
Surveying Department J. las ordon, PLS NC No. L-4626 o _\
IN mcgill 55 Broad Street %O
January 7, 2020 0O�
Shaping Communities Together 828-252-0575
www.mcaillassociates.com IN9
Page 2 of 2

APPENDIX C
PIEZOMETER INSTALLATION PROCEDURES

APPENDIX C
PIEZOMETER INSTALLATION PROCEDURES
Groundwater piezometers were installed in the boreholes resulting from the drilling process. Approximate
well locations are shown on the attached Piezometer/Boring Location Plan (Figure 3).
The piezometer consists of 2-inch diameter PVC pipe (Schedule 40 with flush -threaded joints) inserted into
5.0 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 was installed on top of the sand backfill up to the ground surface. A PVC cap was placed
over the PVC well stickup on each piezometer. Piezometer construction records are attached in Appendix
B.

APPENDIX D
PRECIPITATION DATA

MONTHLY PRECIPITATION DATA - 2000 TO 2020
North Carolina Division 01
Rutherford County Landfill
Rutherford County, North Carolina
BLE Job Number J19-13675-01
Year
MONTH
2O00
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
Monthly Avg.
January
4.85
3.91
5.7
2.65
2.14
2.83
5.32
4.56
2.67
4.38
6.67
2.83
5.22
10.83
3.12
3.66
3.37
4.51
3.75
5.65
6.45
4.40
February
2.85
3.92
1.6
6.45
4.59
3.87
2.44
1.86
4.69
2.51
3.98
2.86
2.29
4.44
4.01
3.37
6.29
1.58
6.45
8.57
10.34
3.53
March
4.47
5.39
6.15
4.99
3.17
4.77
1.99
4.03
5.5
5.01
3.9
8.89
5
4.82
3.38
3.35
1.59
5.59
4.92
4.11
4.94
4.56
April
6.53
1.82
2.24
6.54
3.53
4.68
5.11
2.76
3.61
4.08
3.18
6.21
5
6.89
5.32
6.47
2.43
6.96
5.79
7.15
4.63
May
3.19
3.48
4.48
9.73
4.53
2.9
3
1.58
3.03
8.87
4.87
3.37
5.3
6.69
4.02
2.45
4.11
7.2
10.1
4.60
June
4.3
5.71
3.37
5.83
6.17
8.48
5.08
3.83
2.4
4.88
3.76
5.07
2.86
8.15
5.03
4.4
2.9
4.01
4.54
4.79
July
4.2
6.19
3.68
8.21
6.24
8.3
3.56
4.73
4.26
3.89
3.79
4.28
6.95
13.57
5.39
5.06
4.89
5.08
4.9
5.39
5.68
August
3.4
3.97
3.63
6.17
4.17
6.96
5.55
2.18
6.11
5.34
4.74
2.78
4.87
5.25
3.91
3.69
5.48
4.38
7.48
3.98
4.59
September
4.24
4.69
7.03
4.34
14.01
0.88
6.6
2.64
2.17
8.71
4.54
5.75
5.23
3.77
4.43
5.18
1.53
3.97
5.89
0.93
4.98
October
0.07
1.7
4.93
2.53
2.34
3.17
4.75
3.27
2.34
6.54
3.75
3.26
4.76
1.94
5.72
7.89
0.73
8.86
6.88
8.18
3.81
November
4.86
1.88
5.37
6.22
6.4
4.79
4.66
2.29
2.51
6.03
3.53
6.58
0.91
4.88
3.98
8.94
1.77
2.01
7.54
.74
4.31
December
2.57
3.38
6.5
4.2
5.05
4.26
3.84
4.61
6.56
8.64
4.52
5.81
6.1
8.56
3.45
11.45
4.34
3.15
10.1
.63
5.39
SEASON
Seasonal Avg.
Winter
12.17
13.22
13.45
14.09
9.9
11.47
9.75
10.45
12.86
11.9
14.55
14.58
12.51
20.09
10.51
10.38
11.25
11.68
15.12
18.33
21.73
12.49
Spring
14.02
11.01
10.09
22.1
14.23
16.06
13.19
8.17
9.04
17.83
11.81
14.65
13.16
21.73
14.37
13.32
9.44
18.17
2043.
18.67
-
14.02
Summer
11.84
14.85
14.34
18.72
24.42
16.14
15.71
9.55
12.54
17.94
13.07
12.81
17.05
22.59
13.73
13.93
11.9
13.43
18.27
10.3
15.25
Fall
7.5
6.96
16.8
12.95
13.79
12.22
13.25
10.17
11.41
21.21
11.8
15.65
11.77
15.38
13.15
28.28
6.84
14.02
24.52
18.55
13.51
Yearly Totals
45.53
46.04
54.68
67.86
62.34
55.89
51.90
38.34
45.85
68.88
51.23
57.69
54.49
79.79
51.76
65.91
39.43
57.30
78.34
65.85
Yearly Avg.
55.27
Notes:
1. Data Source: NOAA, public information - Updated through July 2020. _Months that water levels were collected from piezometers and wells at the site during the current hydrogeologic assessment.
2. Monthly water levels were collected from May 2019 to April 2020.

I1J.'%10
PALMER DROUGHT SEVERITY INDEX
North Carolina Division 1
Rutherford County C&D Landfill
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
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APPENDIX E
CORRECTION FACTOR ANALYSIS FOR
SEASONAL HIGH GROUNDWATER
ELEVATIONS
Summary, Evidence A, & Evidence B

POTENTIAL CORRECTION FACTORS FOR INCOMPLETE SEASONAL HIGH MEASUREMENTS - PHASE 2
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Data Source
Reference
Calculated By:
Subclass
Correction
Factor
(feet)
Evidence A
Groundwater Monitoring Wells
(8/28/1996 to 12/26/2006 [Garrett] & 3/25/1998 to 5/7/2019 [Scarlett])
(6/14/2019 to 4/28/2020 [BLE])
Garrett 2007 Phase I DHR (PDF)
Plus Scarlett Semi -Annual Reports (PDF)
Plus BLE 2019-2020 Water Levels
BLE
Average Water Level Flucuations
7.5
Half Average Water Level Flucuations
3.8
Evidence B
Selected Piezometers & Groundwater Wells
(8/28/1996 to 4/28/2020)
All References Above
BLE
Average Water Level Flucuations
6.6
Half Average Water Level Flucuations
3.3
Notes:
1. All historical data referenced herein subject to errors which BLE cannot validate.
The data herein is only as accurate as the historical data present in the site records.
2. Water level databases contains some entries which appear to be typographical errors, these data were corrected or not used for averaging.
Correction Factors Prepared By: AWA
13675-01 Correction Factors Workbook.xlsx Checked By: TJD

EVIDENCE A
POTENTIAL CORRECTION FACTOR FROM GROUNDWATER MONITORING WELLS
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Data from 1996 to 2020
Piezometer/
Ground
TOC
1996
1997
1998
1999
2000
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
Maximum
Minimum
Head
Piezometer/
Well
Elevation
Elevation
8/28/96
3/12/97
9/9/97
3/25/98
9/17/98
3/23/99
9/22/99
3/7/00
4/11/O1
9/12/O1
4/3/02
6/27/02
10/2/02
4/2/03
9/3/03
4/6/04
10/27/04
4/5/05
9/8/05
4/4/06
10/26/06
5/22/07
10/23/07
5/6/08
9/22/08
4/27/09
5/18/09
10/7/09
5/17/10
9/20/10
4/25/11
9/27/11
4/30/12
9/25/12
4/15/13
9/23/13
4/28/14
9/29/14
4/27/15 9/28/15
4/26/16
9/19/16
5/3/17
10/2/17
5/10/18
10/1/18
5/7/19
6/14/19
9/25/19 10/24/19
11/25/19
12/18/19
1/21/20
2/26/20 3/26/20
4/28/20
Elevation
Elevation
Difference
Well
MW-1
1006.05
1007.76
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM NM
NM
NM
NM
NM
NM
NM
NM
NM
958.86
957.86
957.26
956.50
956.45
955.86 956.41
958.06
958.86
955.86
3.00
MW-1
MW-2
994.47
994.86
956.94
953.79
955.26
954.83
955.99
952.06
949.53
947.84
945.93
947.60
947.16
NM
945.87
952.73
963.03
958.11
957.55
959.17
960.01
956.29
952.88
954.32
949.40
947.78
948.00
NM
947.70
948.19
958.43
954.11
953.62
950.17
948.87
949.04
950.28
959.57
958.39
954.71
953.33
949.39
959.32
953.69
949.26
948.24
948.62
949.31
962.81
959.86
955.86
955.76
956.32
955.64
957.36
960.76
961.51
961.53
963.03
945.87
17.16
MW-2
MW-3
859.62
860.28
NM
NS
826.63
829.49
826.81
827.41
825.80
826.80
827.04
826.71
826.79
NM
825.26
828.46
829.45
827.06
827.96
828.16
827.83
827.09
827.07
827.47
825.46
826.82
826.80
NM
827.62
827.10
828.24
826.34
827.48
825.70
826.56
826.30
827.90
828.92
828.25
826.31
827.37
825.85
829.02
825.93
826.39
825.67
828.19
827.05
830.11
NM
NM
NM
NM
NM
NM
NM
NM
NM
830.11
825.26
4.85
MW-3
MW-4
849.72
851.03
815.35
817.34
815.75
819.79
819.01
816.45
814.39
1 815.43
815.99
815.47
816.18
NM
813.77
920.28
820.72
816.50
817.59
818.93
817.82
816.81
816.02
1 817.36
813.89
815.94
814.20
NM
816.94
815.80
819.08
815.55
818.00
814.54
1 815.86
815.29
818.39
819.07
819.21
815.21
1 817.69 814.40
919.72
814.81
814.97
814.55
819.12
816.21
822.54
NM
NM
NM
NM
NM
NM
NM
NM
NM
822.54
813.77
8.77
MW-4
MW-5
DNA
DNA
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM NM
NM I
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
MW-5
MW-6
833.43
834.90
805.33
808.29
805.29
809.00
804.79
804.44
803.71
803.51
803.81
804.15
804.49
NM
803.34
806.98
807.44
804.62
805.55
807.40
806.06
804.83
803.79
805.47
803.24
803.13
802.66
NM
804.00
803.60
806.56
804.16
804.07
803.13
803.14
802.09
803.70
805.82
806.48
804.13
804.12 803.37
806.07
803.76
803.02
802.57
803.54
803.78
808.33
NM
NM
NM
NM
NM
NM
NM
NM
NM
809.00
802.09
6.91
MW-6
MW-7
890.51
892.70
856.54
858.79
856.78
860.50
856.20
857.84
855.83
856.81
858.30
856.28
857.73
NM
855.35
860.49
858.63
857.20
858.28
859.28
857.73
856.84
856.07
857.49
855.40
856.30
855.34
NM
858.68
856.10
858.50
856.25
858.28
855.64
856.45
855.67
858.50
858.77
859.20
856.16
858.14
855.41
859.19
856.13
854.88
855.37
857.77
856.82
859.50
NM
NM
NM
NM
NM
NM
NM
NM
NM
860.50
854.88
5.62
MW-7
MW-8
857.86
860.31
819.56
821.08
819.11
822.79
818.76
818.71
817.16
817.08
818.87
817.29
818.58
NM
816.49
825.51
823.04
819.31
820.76
822.95
820.53
819.27
817.49
820.03
817.03
817.37
816.17
NM
820.01
817.80
NM
818.20
819.58
816.79
817.12
816.53
820.03
821.44
823.40
818.65
820.32
817.19
821.45
817.77
816.82
816.05
820.42
817.75
824.33
NM
NM
NM
NM
NM
NM
NM
NM
NM
825.51
816.05
9.46
MW-8
MW-9
864.97
867.25
835.60
836.47
835.00
837.82
833.95
834.60
832.61
832.63
832.37
831.66
832.68
NM
831.17
835.31
837.45
835.69
835.41
837.22
836.52
834.92
833.68
834.91
830.85
832.80
831.57
NM
833.27
832.75
836.36
834.39
834.57
832.47
832.40
831.90
833.62
835.71
834.65
834.50
834.51
832.63
835.96
833.81
833.25
831.60
833.23
832.61
838.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
838.21
830.85
7.36
MW-9
NM-10A
834.73
837.23
NP
NP
NP
NP
NS
NS
NS
NS
NS
NM
827.10
NM
827.78
828.81
830.26
830.99
828.18
831.61
831.91
1 831.76
831.58
831.30
830.86
1 830.51
830.04
NM
829.93
829.93
830.96
831.06
830.99
830.67
830.34
1 830.04
830.06
830.81
831.39
NM
831.18
830.67
831.20
831.10
832.73
831.57
830.76
830.51
831.49
NM
NM
NM
NM
NM
NM
NM
NM
NM
832.73
827.10
5.63
MW-10A
MW-IOB
834.50
836.15
NP
NP
NP
NP
827.02
827.87
826.20
826.69
826.96
826.09
826.80
NM
825.74
828.05
827.84
827.58
827.72
828.94
827.80
827.50
827.12
827.11
826.26
826.59
826.00
NM
826.90
826.44
827.88
826.49
827.52
826.37
826.54
826.22
827.37
827.47
828.32
826.98
827.71
826.96
827.63
1 826.22
827.23
826.14
827.04
826.64
828.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
828.94
825.74
3.20
MW-10B
MW-10C
834.50
836.19
NP
NP
NP
NP
827.25
828.27
826.60
827.10
827.41
826.41
827.16
NM
827.12
828.39
828.06
827.85
827.92
829.20
828.01
827.72
827.45
827.38
826.52
826.88
826.28
NM
827.17
826.71
827.16
826.70
827.76
826.60
826.80
826.47
827.61
827.77
828.57
827.22
827.97
827.23
827.91
826.47
827.54
826.41
827.31
826.90
828.37
NM
NM
NM
NM
NM
NM
NM
NM
NM
829.20
826.28
2.92
MW-10C
MW-10D
834.73
837.23
NP
NP
NP
NP
827.28
828.12
826.31
826.88
827.38
826.34
827.23
NM
825.90
828.85
828.56
827.97
828.12
829.54
828.20
827.77
827.29
827.42
826.43
826.68
826.33
NM
827.07
826.44
828.04
826.47
827.61
826.21
826.45
826.08
827.49
827.68
828.72
827.02
827.91
826.88
827.91
826.24
827.35
826.07
827.27
827.79
828.89
NM
NM
NM
NM
NM
NM
NM
NM
NM
829.54
825.90
3.64
MW-10D
MW-11A
815.39
817.18
NP
NP
NP
NP
808.12
808.77
807.55
808.25
808.53
807.98
808.56
NM
807.68
809.32
809.14
808.43
808.64
809.20
808.60
808.48
808.38
808.44
807.80
808.21
807.86
NM
808.70
808.27
809.21
807.84
808.73
807.85
808.18
808.10
808.90
809.10
809.38
808.37
809.07
808.24
809.20
807.92
808.56
807.96
808.92
808.63
809.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
809.78
807.55
2.23
MW-11A
MW-11B
816.02
817.72
NP
NP
NP
NP
807.01
808.03
806.68
1 807.46
807.70
807.18
807.83
NM
1 806.90
808.36
808.07
807.64
807.82
808.41
807.72
807.70
807.79
1 807.62
807.10
807.59
1 807.24
NM
807.96
807.57
808.55
807.18
808.13
807.29
807.58
807.42
808.26
808.24
808.51
807.67
808.40
807.69
808.33
807.28
808.07
807.41
808.27
808.30
808.87
NM
NM
NM
NM
NM
NM
NM
NM
NM
808.87
806.68
2.19
MW-11B
MW-12 (B-22)
873.35
875.33
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
846.13
840.21
858.89
1 850.18
846.76
850.88
851.35
848.68
1 846.73
849.96
846.78
837.98
849.86
849.29
NM
850.09
850.05
847.28
840.73
851.34
839.90
847.13
846.87
853.13
849.02
853.48
846.51
854.71
838.58
847.95
840.42
853.58
847.78
854.41
848.58
840.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
858.89
837.98
20.91
MW-12 (B-22)
MW-13 (B-6)
960.35
962.47
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
882.57
880.41
883.97
890.90
885.09
885.65
887.90
887.78
884.68
882.40
885.86
882.33
879.95
879.30
NM
881.92
883.20
890.10
886.16
882.70
882.40
881.67
881.10
882.88
888.41
886.23
884.56
882.30
880.55
888.30
885.15
880.85
880.40
881.69
882.64
892.43
NM
NM
886.47
886.35
884.82
884.57
885.92
886.77
887.62
892.43
879.30
13.13
MW-13 (B-6)
MW-14
866.54
868.94
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
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.46
845.14
848.04
NM
846.74
849.83
846.69
848.06
845.17
846.18
846.11
848.21
849.83
849.52
846.75
847.77
844.80
849.94
845.94
845.97
844.68
848.81
842.30
850.41
849.89
NM
846.89
846.94
847.04
848.20
849.74
849.94
849.89
850.41
842.30
8.11
MW-14
MW-15 (B-29)
1 887.52
889.13
1 NP
I NP
NP
I NP
NP
NP
NP
NP
NP
NP
NP
854.94
854.52
859.54
NM
857.27
860.36
1 855.18
1 858.56
1 854.34
854.80
856.27
859.22
1 860.14
1 859.68
1 855.91
859.10 853.85
858.25
854.50
1 858.13
1 854.16
860.44
1 857.14
1 861.95
860.30
1 856.63 854.82
855.93
857.13
861.94
863.68
862.68
1 861.97
863.68
1 853.85
1 9.83
1 MW-15(B-29)
NOTES:
1. Elevations for MW-1, MW-2, MW-13, MW-14, and MW-15 from McGill Associates, Asheville, NC -Dec 2-3, 2019 [NAD 83 (2011) & NAVD 88].
2. Elevation for MW-12 from David Garrett Engineering and Geology, Raleigh, NC circa 2002 and 1999.
3. Elevations for MW-3 through MW-11B from Burnt Chimney Surveying, Forest City, NC circa 1998
4. TOC = Top Of Casing
5. NM = Not Measured
6. NP = Not Present
7. DNA=Data Not Available
8. NS = Not Stable at time of measurement
9. Bold water elevations represent the highest water level measurement in each well/piezometer 1996 to 2020
10. Historical groundwater elevation data from May 2019 and prior from site records provided by Rutherford County.
11. Only the wells for which water levels have been measured at least five times and have been at the site longer than one year were used to calculate the Average Fluctuation
Average Fluctuation = I 7.5
13675-01 Correction Factors Workbook.xlsx Prepared By: AWA
Tab A MW Water Levels Checked By: TJD/TES

EVIDENCE B
POTENTIAL CORRECTION FACTOR FROM SELECTED PIEZOMETERS AND GROUNDWATER MONITORING WELLS
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Data from 1996 to 2020
Piezometer/ Ground
Well Elevation
TOC
Elevation
1996
8/28/96
1997
1998
1999
2000
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
2017
5/3/17 10/2/17
2018
2019
2020
Maximum
Elevation
Minimum
Elevation
Head
Difference
Piezometer/
Well
3/12/97
9/9/97
3/25/98
9/17/98
3/23/99
5/24/99
9/22/99
3/7/00
4/5/00
6/1/00
6/20/00
10/18/00
12/29/00
3/3/01
4/11/01
9/12/01
4/3/02
6/27/02
10/2/02
4/2/03
9/3/03
4/6/04
10/27/04
4/5/05
9/8/05
4/4/06
10/26/06
5/22/07
6/14/07
10/23/07
5/6/08
9/22/08
4/27/09
5/18/09
10/7/09
5/17/10 9/20/10
4/25111
9/27/11
4/30/12
9/25/12
4/15/13 9/23/13
4/28/14
9/29/14
4/27/15
9/28/15
4/26/16
9/19/16
5/10/18
10/1/18
5/7/19 6/14119
9/25/19
10/24/19
11/25/19
12/18/19
1/21/20
2/26/20 3/26/20
4/28/20
MW-1 1006.05
1007.76
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM NM
NM
NM
NM
NM
NM NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM NM
958.86
957.86
957.26
956.50
956.45
955.86 956.41
958.06
958.86
955.86
3.00
MW-1
MW-2
994.47
994.86
956.94
953.79
955.26
954.83
955.99
952.06
NM
949.53
947.84
NM
NM
NM
NM
NM
NM
945.93
947.60
947.16
NM
945.87
952.73
963.03
958.11
957.55
959.17
960.01
956.29
952.88
954.32
NM
949.40
947.78
948.00
NM
947.70
948.19
958.43
954.11
953.62
950.17
948.87
949.04
950.28
959.57
958.39
954.71
953.33
949.39
959.32
953.69
949.26
948.24
948.62
949.31
962.81
959.86
955.86
955.76
956.32
955.64
957.36
960.76 961.51
961.53
963.03
945.87
17.16
MW-2
MW-3
859.62
860.28
NM
NS
826.63
829.49
826.81
827.41
NM
825.80
826.80
NM
NM
NM
NM
NM
NM
827.04
826.71
826.79
NM
825.26
828.46
829.45
827.06
827.96
828.16
827.83
827.09
827.07
827.47
NM
825.46
826.82
826.80
NM
827.62
827.10
828.24
826.34
827.48
825.70
826.56
826.30
827.90
828.92
828.25
826.31
827.37
827.85
829.02
825.93
826.39
825.67
828.19
827.05
830.11
NM
NM
NM
NM
NM
NM
NM NM
NM
830.11
825.26
4.85
MW-3
MW-4
849.72
851.03
815.35
817.34
815.75
819.79
819.01
816.45
NM
814.39
815.43
NM
NM
NM
NM
NM
NM
815.99
815.47
816.18
NM
813.77
820.28
820.72
816.50
817.59
818.93
817.82
816.81
816.02
817.36
NM
813.89
815.94
814.20
NM
816.94
815.80
819.08
815.55
818.00
814.54
815.86
815.29
818.39
819.07
819.21
815.21
817.69
814.40
819.72
814.81
814.97
814.55
819.12
816.21
822.54
NM
NM
NM
NM
NM
NM
NM NM
NM
822.54
813.77
8.77
MW-4
MW-5
DNA
DNA
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM NM
NM
NM
NM
NM
MW-5
MW-6
833.43
834.90
805.33
808.29
805.29
809.00
804.79
804.44
NM
803.71
803.51
NM
NM
NM
NM
NM
NM
803.81
804.15
804.49
NM
80'
806.98
807.44
804.62
805.55
807.40
806.06
804.83
803.79
805.47
NM
803.24
803.13
802.66
NM
804.00
803.60
806.56
804.16
804.07
803.13
803.14
802.09
803.70
805.82
806.48
804.13
804.12
803.37
806.07
803.76
803.02
802.57
803.54
803.78
808.33
NM
NM
NM
NM
NM
NM
NM NM
NM
809.00
802.09
6.91
MW-6
MW-7
890.51
892.70
856.54
858.79
856.78
860.50
856.20
857.84
NM
855.83
856.81
NM
NM
NM
NM
NM
NM
858.30
856.28
857.73
NM
855.35
860.49
858.63
857.20
858.28
859.28
857.73
856.84
856.07
857.49
NM
855.40
856.30
855.34
NM
858.68
856.10
858.50
856.25
858.28
855.64
856.45
855.67
858.50
858.77
859.20
856.16
858.14
855.41
859.19
856.13
854.88
855.37
857.77
856.82
859.50
NM
NM
NM
NM
NM
NM
NM
NM
NM
860.50
854.88
5.62
MW-7
MW-8
857.86
860.31
819.56
821.08
819.11
822.79
818.76
818.71
NM
817.16
817.08
NM
NM
NM
NM
NM
NM
818.87
817.29
818.58
NM
816.49
825.51
823.04
819.31
820.76
822.95
820.53
819.27
817.49
820.03
NM
817.03
817.37
816.17
NM
820.01
817.80
NM
818.20
819.58
816.79
817.12
816.53
820.03
821.44
823.40
818.65
820.32
817.19
821.45
817.77
816.82
816.05
820.42
817.75
824.33
NM
NM
NM
NM
NM
NM
NM
NM
NM
825.51
816.05
9.46
MW-8
MW-9
864.97
867.25
835.60
836.47
835.00
837.82
833.95
834.60
NM
832.61
832.63
NM
NM
NM
NM
NM
NM
832.37
831.66
832.68
NM
831.17
835.31
837.45
835.69
835.41
837.22
836.52
834.92
833.68
834.91
NM
830.85
832.80
831.57
NM
833.27
832.75
836.36
834.39
834.57
832.47
832.40
831.90
833.62
835.71
834.65
834.50
834.51
832.63
835.96
833.81
833.25
831.60
833.23
832.61
838.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
838.21
830.85
7.36
MW-9
MW-10A
834.73
837.23
NP
NP
NP
NP
NS
NS
NM
NS
NS
NM
NM
NM
NM
NM
NM
NS
NM
827.10
NM
827.78
828.81
830.26
830.99
828.18
831.61
831.91
831.76
831.58
831.30
NM
830.86
830.51
830.04
NM
829.93
829.93
830.96
831.06
830.99
830.67
830.34
830.04
830.06
830.81
831.39
NM
831.18
830.67
831.20
831.10
832.73
831.57
830.76
830.51
831.49
NM
NM
NM
NM
NM
NM
NM
NM
NM
832.73
827.10
5.63
MW-10A
MW-10B
834.50
836.15
NP
NP
NP
NP
827.02
827.87
NM
826.20
826.69
NM
NM
NM
NM
NM
NM
826.96
826.09
826.80
NM
825.74
828.05
827.84
827.58
827.72
828.94
827.80
827.50
827.12
827.11
NM
826.26
826.59
826.00
NM
826.90
826.44
827.88
826.49
827.52
826.37
826.54
826.22
827.37
827.47
828.32
826.98
827.71
826.96
827.63
826.22
827.23
826.14
827.04
826.64
828.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
828.94
825.74
3.20
MW-10B
MW-10C
834.50
836.19
NP
NP
NP
NP
827.25
828.27
NM
826.60
827.10
NM
NM
NM
NM
NM
NM
827.41
826.41
827.16
NM
827.12
828.39
828.06
827.85
827.92
829.20
828.01
827.72
827.45
827.38
NM
826.52
826.88
826.28
NM
827.17
826.71
827.16
826.70
827.76
826.60
826.80
826.47
827.61
827.77
828.57
827.22
827.97
827.23
827.91
826.47
827.54
826.41
827.31
826.90
828.37
NM
NM
NM
NM
NM
NM
NM
NM
NM
829.20
826.28
2.92
MW-10C
MW-101)
834.73
837.23
NP
NP
NP
NP
827.28
828.12
NM
826.31
826.88
NM
NM
NM
NM
NM
NM
827.38
826.34
827.23
NM
825.90
828.35
828.56
827.97
828.12
829.54
828.20
827.77
827.29
827.42
NM
826.43
826.68
826.33
NM
827.07
826.44
828.04
826.47
827.61
826.21
826.45
826.08
827.49
827.68
828.72
827.02
827.91
826.88
827.91
826.24
827.35
826.07
827.27
827.79
828.89
NM
NM
NM
NM
NM
NM
NM
NM
NM
829.54
825.90
3.64
MW-10D
MW-11A
815.39
817.18
NP
NP
NP
NP
808.12
808.77
NM
807.55
808.25
NM
NM
NM
NM
NM
NM
808.53
807.98
808.56
NM
807.68
809.32
809.14
808.43
808.64
809.20
808.60
808.48
808.38
808.44
NM
807.80
808.21
807.86
NM
808.70
808.27
809.21
807.84
808.73
807.85
808.18
808.10
808.90
809.10
809.38
808.37
809.07
808.24
809.20
807.92
808.56
807.96
808.92
808.63
809.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
809.78
807.55
2.23
MW-11A
MW-11B
816.02
817.72
NP
NP
NP
NP
807.01
808.03
NM
806.68
807.46
NM
NM
NM
NM
NM
NM
807.70
807.18
807.83
NM
806.90
808.36
808.07
807.64
807.82
808.41
807.72
807.70
807.79
807.62
NM
807.10
807.59
807.24
NM
807.96
807.57
808.55
807.18
808.13
807.29
807.58
807.42
808.26
808.24
808.51
807.67
808.40
807.69
808.33
807.28
808.07
807.41
808.27
808.30
808.87
NM
NM
NM
NM
NM
NM
NM
NM
NM
808.87
806.68
2.19
MW-11B
MW-12 (B-22)
873.35
875.33
NP
NP
NP
NP
NP
NP
835.07
NM
NM
835.95
835.09
833.14
833.81
833.13
833.75
NM
NM
NM
846.13
840.21
858.89
850.18
846.76
850.88
851.31
848.68
846.73
849.96
846.78
831.82
837.98
849.86
849.29
NM
850.09
850.05
847.28
840.73
857.34
839.90
847.13
846.87
853.13
849.02
853.48
846.51
854.71
838.58
847.95
840.42
853.58
847.78
854.41
848.58
840.78 NM
NM
NM
NM
NM
NM
NM
NM
NM
858.89
831.82
27.07
MW-12 (13-22)
MW-13 (B-6)
960.35
962.47
NP
NP
NP
NP
NP
NP
NS
NM
NM
NS
881.17
881.32
880.25
879.76
879.43
NM
NM
NM
882.57
880.41
883.97
890.90
885.09
885.65
887.90
887.78
884.68
882.40
885.86
885.27
882.33
879.95
879.30
NM
881.92
883.20
890.10
886.16
882.70
882.40
881.67
881.10
882.88
888.41
886.23
884.56
882.30
880.55
888.30
885.15
880.85
880.40
881.69
882.64
892.43
NM
NM
886.47
886.35
884.82
884.57
885.92
886.77
887.62
892.43
879.30
13.13
MW-13 (13-6)
MW-14
866.54
868.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.46
845.14
848.04
NM
846.74
849.83
846.69
848.06
845.17
846.18
846.11
848.21
849.83
849.52
846.75
847.77
844.80
849.94
845.94
845.97
844.68
848.81
842.30
850.41
849.89
NM
846.89
846.94
847.04
848.20
849.74
849.94
849.89
850.41
842.30
8.11
MW-14
MW-15 (B-29)
887.52
889.13
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
857.33
854.70
853.82
851.87
852.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
854.68
NM
854.94
854.52
859.54
NM
857.27
860.36
855.18
858.56
854.34
854.80
856.27
859.22
860.14
859.68
855.91
859.10
853.85
858.25
854.50
858.13
854.16
860.44
857.14
861.95
860.30
856.63
854.82
855.93
857.13
861.94
863.68
862.68
861.97
863.68
851.87
11.81
MW-15 (B-29)
LFG-6 (B-13)
939.68
941.81
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
922.67
921.97
921.50
921.79
921.09
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
922.14
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
921.70
921.60
922.78
924.26
925.11
924.70
924.60
925.11
921.09
4.02
LFG-6 (B-13)
LFG-7 (13-17)
960.89
963.14
NP
NP
NP
NP
NP
NP
927.89
NM
NM
927.13
927.94
928.00
927.44
926.95
926.80
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
928.01
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
927.74
927.76
927.36
927.27
928.84
928.73
928.44
928.84
926.80
2.04
LFG-7 (B-17)
LFG-8 (B-12S)
970.56
972.53
NP
NP
NP
NP
NP
NP
951.28
NM
NM
946.68
948.85
947.89
944.53
943.74
943.55
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
944.06
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
954.29
954.25
954.71
956.33
959.83
959.06
958.97
959.83
943.55
16.28
LFG-8 (B-12S)
LFG-8A (B-12D)
971.12
972.23
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
942.25
940.02
938.38
937.85
937.94
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
950.46
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
946.18
946.13
947.07
949.04
952.83
951.72
951.53
952.83
937.85
14.98
LFG-8A (13-121))
LFG-9
988.32
992.20
NP
NP
NP
NP
NP
NP
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
NM
NM
NM
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
LFG-9
LFG-10
971.36
975.07
NP
NP
NP
NP
NP
NP
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
NM
NM
NM
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
LFG-10
LFG-11
977.53
980.37
NP
NP
NP
NP
NP
NP
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
DNA
NM
NM
NM
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
DRY
LFG-11
B-1
1047.38
1049.56
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
982.81
982.62
981.96
979.28
981.27
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
988.99
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
988.99
979.28
9.71
B-1
B-2
1005.62
1007.84
NP
NP
NP
NP
NP
NP
957.95
NM
NM
954.45
954.50
954.22
953.12
952.49
951.99
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
957.03
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
957.95
951.99
5.96
B-2
B-3
961.74
964.99
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
894.74
DRY
892.44
893.24
893.09
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
894.85
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
894.85
892.44
2.41
B-3
B-4
987.89
989.58
NP
NP
NP
NP
NP
NP
927.96
NM
NM
923.79
923.53
923.48
922.64
921.84
921.18
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
928.94
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
928.94
921.18
7.76
B-4
13-5S
926.87
928.29
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
910.83
910.65
908.73
908.39
908.78
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
912.84
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
914.67
914.86
914.93
917.18
917.99
917.79
917.99
908.39
9.60
B-5S
13-51)
927.07
929.48
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
912.18
911.70
909.79
909.38
909.64
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
914.15
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
915.42
915.67
916.11
918.18
919.12
919.28
919.28
909.38
9.90
B-5D
B-7
927.41
929.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
881.24
880.63
879.52
879.13
878.99
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
883.96
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
883.96
878.99
4.97
B-7
B-8
916.46
918.95
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
879.61
879.23
877.80
877.46
877.29
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
882.20
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
882.20
877.29
4.91
B-8
13-9S
860.05
862.07
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
853.11
853.02
853.09
853.39
853.61
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
853.41
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
853.61
853.02
0.59
B-9S
13-91)
860.18
862.12
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
853.22
853.02
853.00
853.31
853.48
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
853.35
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
853.48
853.00
0.48
B-91)
B-10
1018.72
1021.02
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
955.30
955.14
954.74
954.20
953.68
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
961.04
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
966.57
965.41
965.27
965.02
965.13
968.27
968.77
968.77
953.68
15.09
B-10
B-11
1015.07
1016.01
NP
NP
NP
NP
NP
NP
964.23
NM
NM
960.18
959.89
959.71
959.24
958.71
958.30
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
964.13
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
964.23
958.30
5.93
B-11
B-14
971.17
972.50
NP
NP
NP
NP
NP
NP
NS
NM
NM
905.54
NS
904.15
905.08
904.65
904.69
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
907.45
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
907.45
904.15
3.30
B-14
B-15
897.55
899.84
NP
NP
NP
NP
NP
NP
867.98
NM
NM
868.09
867.94
867.22
866.54
866.91
866.56
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
869.64
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
869.64
866.54
3.10
B-15
B-16S
854.96
857.04
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.14
845.01
844.96
844.84
844.95
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
845.13
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
845.63
845.19
845.33
845.46
846.04
846.04
845.94
846.04
844.84
1.20
B-16S
B-16D
854.97
856.95
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
845.03
844.93
844.86
844.77
844.84
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
845.05
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
845.55
845.63
845.25
845.64
846.23
846.13
846.05
846.23
844.77
1.46
B-16D
B-19
959.99
962.02
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
939.40
938.83
937.22
936.74
937.00
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
941.06
942.41
944.91
944.82
948.02
947.87
947.39
948.02
936.74
11.28
B-19
B-20
897.60
899.56
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
875.66
873.43
872.76
872.04
872.10
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
873.28
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
872.81
872.96
873.14
874.28
876.25
876.54
876.06
876.54
872.04
4.50
B-20
B-21
930.04
932.22
NP
NP
NP
NP
NP
NP
910.67
NM
NM
911.25
910.62
910.50
910.51
910.81
911.00
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
892.29
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
911.25
892.29
18.96
B-21
B-23
999.37
1001.66
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
940.56
940.29
939.19
941.21
940.46
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
946.13
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
951.41
951.29
950.14
949.76
951.06 951.84
952.71
4 52.71
939.19
13.52
B-23
B-24
1045.54
1047.64
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
978.59
975.92
975.63
975.42
975.26
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
979.37
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
986.04
NM
NM
NM
NM NM
NM
986.04
975.26
10.78
B-24
B-25
951.46
954.41
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NS
929.48
927.37
926.57
926.23
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
931.01
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
931.01
926.23
4.78
B-25
B-26S
947.63
949.55
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
934.79
933.98
933.25
933.68
934.30
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
935.07
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
935.79
936.55
937.13
937.12
938.55
938.65
938.26
938.65
933.25
5.40
B-26S
B-26D
947.52
949.85
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
934.33
933.67
933.15
933.25
933.75
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
934.58
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
935.25
935.75
936.12
937.34
937.80
937.79
937.55
937.80
933.15
4.65
B-26D
B-27
927.96
929.27
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
927.27
925.52
925.69
926.22
926.48
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
926.22
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
927.27
925.52
1.75
B-27
B-28
857.31
858.16
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
855.51
854.06
854.54
853.71
854.88
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
854.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
855.51
853.71
1.80
B-28
B-30S
894.78
896.62
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
888.52
888.33
888.15
888.57
888.82
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
888.60
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
888.82
888.15
0.67
B-30S
B-30D
894.69
896.54
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
887.79
887.63
887.47
887.79
888.04
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
887.80
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
888.04
887.47
0.57
B-30D
B-31
1000.80
1002.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
946.95
946.54
945.70
946.90
946.14
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
950.03
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
953.75
953.92
952.79
953.74
956.34
957.55
957.43
957.55
945.70
11.85
B-31
B-32
975.98
978.51
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
919.46
918.49 917.00
916.35
915.96
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
921.11
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
921.11
915.96
5.15
B-32
B-33
923.48
924.80
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
905.01
904.07
902.25
901.88
901.89
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
904.52
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
905.01
901.88
3.13
B-33
B-34
928.61
929.79
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
889.16
888.60
887.73
887.67
887.30
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
889.24
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
889.24
887.30
1.94
B-34
B-35
957.29
958.54
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
924.59
924.34
923.50
922.90
922.99
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
923.84
923.84
923.94
924.89
926.84
927.08
926.70
927.08
922.90
4.18
B-35
B-36
945.15
948.12
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
930.09
926.52
924.27
923.44
924.11
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
927.32
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
928.21
930.11
930.22
932.02
933.77
932.32
932.34
933.77
923.44
10.33
B-36
B-37
888.76
891.33
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NS
861.63
860.44
859.03
861.57
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
863.21
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
863.21
859.03
4.18
B-37
B-38
845.20
847.24
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
843.24
841.22
NM
841.15
841.39
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
NM
841.34
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
843.24
841.15
2.09
B-38
B-40S
912.40
915.44
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
882.93
884.34
888.64
891.79
890.12
889.13
891.79
882.93
8.86
B-40S
B-40D
912.92
915.65
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
881.95
883.25
887.24
890.40
888.96
888.00
890.40
881.95
8.45
B-40D
B-41
914.81
917.94
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
892.68
893.18
1 896.07
899.50
897.03
896.23
899.50
892.68
6.82
B-41
B-42
945.47
948.78
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
933.08
933.88
935.42
933.98
935.27
935.33
935.42
933.08
2.34
B-42
B44
952.21
955.13
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
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
I NP
931.10
932.01
934.11
936.43
934.58
934.62
936.43
931.10
5.33
B-44
NOTES:
1. Elevations for MW-1, MW-2, MW-13, MW-14, and MW-15 from McGill Associates, Asheville, NC - Dec 2-3, 2019 [NAD 83 (2011) & NAVD 88].
2. Elevation for MW-12 from David Garrett Engineering and Geology, Raleigh, NC circa 2002 and 1999.
3. Elevations for MW-3 through MW-11B from Burnt Chimney Surveying, Forest City, NC circa 1998
4. Elevations for LFG-6 to LFG-11, B-5, B-10, B-16, B-19, B-20, B-23, B-26, B-31, B-35, B-36, B-40, B-41, B-42, and B-44 from McGill Associates, Asheville, NC - Dec 2-3, 2019 [NAD 83 (2011) & NAVD 88].
5. Elevations for all other borings or piezometers by others circa 1998 to 2002
6. TOC = Top Of Casing
7. NM = Not Measured
8. NP = Not Present
9. DNA=Data Not Available
10. NS = Not Stable at time of measurement
11. Bold water elevations represent the highest water level measurement in each well/piezometer 1996 to 2020.
12. Historical groundwater elevation data from May 2019 and prior from site records provided by Rutherford County.
13. Only the wells for which water levels have been measured at least five times and have been at the site longer than one year were used to calculate the Average Fluctuation .
Fluctuation = 1 6.7
13675-01 Correction Factors Workbook.xlsx Prepared By: AWA
Tab B Water Levels Checked By: TJD/TES

APPENDIX F
SLUG TEST PROCEDURES AND RESULTS

APPENDIX F
SLUG TEST PROCEDURES AND RESULTS
Slug tests were performed in the field to estimate the average hydraulic conductivity of the upper formation
material. Hydraulic conductivity is a constant of proportionality relating to the ease with which a fluid
passes through a porous medium. These data were used to estimate the groundwater flow velocities of
groundwater beneath the site. The field procedure was as follows:
• Measure the static groundwater elevation in the well to be tested.
Affect an instantaneous change to the static water level in the well by removing a known volume of
water.
• Measure the rate at which shown on the attached sheets the water level recovers to its original level.
The resulting slug test data (time versus water level) was reduced and hydraulic conductivity values were
calculated using the Bouwer and Rice (1976) Method for partially -penetrating wells in an unconfined
aquifer.

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000 Arithmetic Graph
Rutherford County Landfill B-13 falling head
20
15
5
0
0 5 16 15 20
Analysis by Starpoint Software
SM/2000
25 30 35
Time [minutes]

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000 Bouwer and Rice Graph
Rutherford County Landfill B-13 falling dead
1.
Hydraulic Conductivity = 2.442e-005 cm/sec
Transmissivity = 1.038 ft2lday
10
Analysis by Starpoint Software
15 26
8131 C2000
9ouwer and Rice parameter A = 2.1
Houwer and Rice parameter 8 = 0.35
1n(Re1Rw) = 1.$82474e+000
Gravel Pack Porosity = 30. %
Corrected Casing Radius = 3.688 inches
Analysis starts at time 3.198 seconds
Analysis ends at time 40. minutes
185 Measurements analyzed from 17 to 201
25 30 35
Adjusted Time [minutes]
Ho is 22.16 feet at 3.198 seconds

Rutherford County Landfill
Field Hydraulic Conductivity Test
Site fame:
Test Date:
Import File:
Rutherford County Landfill
June 21, 2000
C:\hermit datalogger1B13s0
Well Label:
8-13 falling head
Aquifer Thickness:
150. feet
Careen Length:
10. feet
Casing Radius:
2. inches
Effective Radius:
6. inches
Static Water Level:
Water Table to Screen Bottom:
19.84 feet
13.5 feet
Anisotropy Ratio:
1.
Time Adjustment:
3.198 Seconds
Test starts with trial 16
There are 201 t.me and drawdown measurements
Maximum }•feat! is 22.16 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.
-5.33e-002
41
19.94
0.9
2
3.3e-003
-5.e-002
-0.1
19.94
0.9
3
6,6e-003
-4.67e-002
-0.106
19.95
0.9003
4
1.e-002
-4.33e-002
-0.251
20.09
0.9068
5
1.33e-002
-4.e-002
-0.182
20.02
0.9037
6
1.66e-002
-3.67e-002
-0.627
20.47
0.9238
7
2.e-002
-3.33e-002
-1.374
21.21
0.9575
8
2.33e-402
-3.e-002
-1.55
21.39
0.9654
9
2.66e-002
-2.67e-002
-1.732
21.57
0.9736
10
3.e-002
-2.33e-002
-1.506
21.35
0.9634
11
3.33e-002
-2.e-002
-1.726
21.57
0.9734
12
3.66e-002
-1.67e-002
-1.933
21.77
0.9827
13
4.e-002
-1,33e-002
-1.833
21.67
0.9782
14
4.33e-002
-1.e-002
-1.927
21.77
0.9824
15
4.66e-002
-6.7e-003
-2.134
21.97
0.9918
16
5.e-002
-3.3e-003
-2.184
22.02
0.994
17
5.33e-002
0.
-2.316
22.16
1.
18
5.66e-002
3.3e-003
-2.291
22.13
0.9989
19
6.e-002
6,7e-003
-2.291
22.13
0.9989
20
6.33e-002
1.e-002
-2.172
22.01
0.9935
21
6.66e-002
1.33e-002
-1.927
21.77
0.9824
22
7.e-002
1.67e-002
-1.983
21.82
0.985
23
7.33e-002
2.e-002
-2.228
2207.
0.996
24
7.66e-002
2.33e-002
-2.209
22.05
0.9952
25
8.e-002
2.67e-002
-2.14
21.98
0.9921
26
8.33e-002
3.e-002
-2.071
21.91
0.9889
27
8.66e-002
3.33e-002
-1.864
21.7
0.9796
28
9.e-002
3.67e-002
-1.92
21.76
0.9821
29
9.33e-002
4.e-002
-1,952
21.79
0.9836
30
9.66e-002
4.33e-002
-1.902
21.74
0.9813
31
0.1
4.67e-002
-1.876
21.72
0.9801
32
0.1033
5.e-002
-1.889
21.73
0.9807
33
0.1066
5.33e-002
-1.952
21.79
0.9836
34
0.11
5.67e-002
-1.563
21 A
0.966
35
0.1133
6.e-002
-1.858
21.7
0.9793
36
0.1166
6.33e-002
-1.713
21.55
0.9728
13f7O=

Rutherford County Landfill
37
0.12
6.57e-002
-1.757
21.6
0.9748
38
0.1233
7.e-002
-1.55
21.39
0.9654
39
0.1266
7.33e-002
-1.663
21.5
0.9705
40
0.13
7.67e-002
-1.556
21.4
0.9657
41
0.1333
8.e-002
-0.326
2017.
0.9102
42
0.1366
8.33e-002
-1.393
21.23
0.9583
43
0.14
8.67e-002
-1.387
21.23
0.9581
44
0.1433
9.e-002
-1.38
21.22
0.9578
45
0.1466
9.33e-002
-1.368
21.21
0.9572
46
0.15
9.67e-002
-7.5e-002
19.91
0.8989
47
0.1533
1.e-001
-0.979
20.82
0.9397
48
0.1566
0.1033
-1.751
21.59
0.9745
49
0.16
0.1067
-1.795
21.64
0.9765
50
0.1633
0.11
-1.424
2126
0.9597
51
0.1666
0.1133
-1.142
20.98
0.947
52
0.17
0.1167
-1.349
21.19
0.9564
53
0.1733
0.12
-1.286
21.13
0.9535
54
0.1765
0.1233
-1.255
21.09
0.9521
55
0.18
0.1267
-1.28
21.12
0.9532
56
0.1833
0.13
-1.28
21.12
0.9532
57
0.1866
0.1333
-1.249
21.09
0.9518
58
0.19
0.1367
-1.255
21.09
0.9521
59
0.1933
0.14
-1.249
21.09
0.9518
60
0.1966
0.1433
-1.236
21.08
0.9513
61
02
0.1467
-1.236
21.08
0.9513
62
0.2033
0.15
-1.223
21.06
0.9507
63
0.2066
0.1533
-1.223
21.06
0.9507
64
0.21
0.1567
-1.217
21.06
0.9504
65
0.2133
0.16
-1.211
21.05
0.9501
66
0.2166
0.1633
-1.205
21.04
0.9499
67
0.22
0.1667
-1.198
21.04
0.9495
68
0.2233
0.17
-1.192
21.03
0.9493
69
0.2266
0.1733
-1.192
21.03
0.9493
70
0.23
0.1767
-1.186
21.03
0.949
71
0.2333
0.18
-1.186
21.03
0.949
72
0.2366
0.1833
-1_M
21.02
0.9487
73
0.24
0.1867
-1.18
21.02
0.9487
74
0.2433
0.19
-1.173
21.01
0.9484
75
0.2466
0.1933
-1.173
21.01
0.9484
76
0.25
0.1967
-1.167
21.01
0.9481
77
0.2533
0.2
-1.167
21.01
0.9481
78
0.2566
0.2033
-1.161
21.
0.9479
79
0.26
0.2067
-1.161
21.
0.9479
80
0.2633
0.21
-1.161
21.
0.9479
81
0.2666
0.2133
-1.161
21.
0.9479
82
027
0.2167
-1.154
20.99
0.9476
83
02733
0.22
-1.154
20.99
0.9476
84
0.2766
0.2233
-1.154
20.99
0.9476
85
0.25
0.2267
-1.154
20.99
0.9476
86
0.2833
0.23
-1.148
2099.
0.9473
87
❑.2866
0.2333
-1.148
20.99
0.9473
88
0.29
0.2367
-1.148
20.99
0.9473
89
0.2933
0.24
-1.148
20.99
0.9473
90
0.2966
0.2433
-1-148
20.99
0.9473
91
0.3
0.2467
-1.148
20.99
0.9473
92
0.3033
0.25
-1.148
20.99
0.9473
93
0.3066
0.2533
-1.148
20.99
❑.9473
6 7/2000

Rutherford County LanaM
94
0.31
0.2567
-1.148
20.99
0,9473
95
0,3133
0.26
-1.148
20.99
0,9473
96
0.3166
0,2633
-1.142
20.98
0.947
97
0,32
0.2667
-1.142
20.98
0,947
98
0.3233
0,27
-1.142
20.98
0.947
99
0,3266
0,2733
-1.142
20.98
0,947
100
0.33
0,2767
-1,142
20,98
0.947
101
0.3333
0.28
-1.142
20,98
0.947
102
0.35
0.2967
-1.142
20.98
0.947
103
0,3666
0.3133
-1.142
20.98
0.947
104
0.3833
0.33
-1.142
20.98
0.947
105
0.4
0.3467
-1,136
20.98
0.9467
106
0.4166
0.3633
-1,142
20.98
0.947
107
0.4333
0.38
-1,142
20.96
0,947
108
0.45
0,3967
-1,142
20,98
0.947
109
0,4666
0.4133
-1,142
20.98
0.947
110
0.4833
0,43
-1.142
20,98
0,947
111
0.5
0.4467
-1.142
20.98
0,947
112
0.5166
0,4633
-1,142
20.98
0.947
113
0.5333
0.48
-1.142
20.98
0,947
114
0.55
0.4967
-1,142
20.98
0.947
115
0,5666
0.5133
-1.142
20.98
0,947
116
0.5833
0.53
-1.142
20.98
0.947
117
0.6
0.5467
-1,136
20,98
0.9467
118
0.6166
0.5633
-1.136
20.98
0.9467
119
0.6333
0.58
-1.136
20.98
0.9467
120
0.65
0.5967
-1.136
20,98
0,9467
121
0.6666
0.6133
-1.136
20.98
0,9467
122
0.6833
0.63
-1.136
20.98
0.9467
123
0.7
0.6467
-1.136
20.98
0.9467
124
0,7166
0,6633
-1.136
20,98
0.9467
125
0.7333
0.68
-1.136
20,98
0,9467
126
0.75
0.6967
-1,136
20.98
0.9467
127
0.7666
0.7133
-1.136
20.98
0.9467
128
0.7633
0.73
-1.136
20.98
0.9467
129
0.8
0,7467
-1,136
20,98
0.9467
130
0.8166
0.7633
-1.136
20.98
0.9467
131
0,8333
0.78
-1,136
20.98
0.9467
132
0.85
0.7967
-1.136
20.98
0,9467
133
0.8666
0.8133
-1.136
20.98
0.9467
134
0.8833
0,83
-1.136
20,98
0.9467
135
0.9
0,8467
-1.136
20.98
0,9467
136
0.9166
0.8633
-1,136
20.98
0.9467
137
0,9333
0,88
-1.136
20.98
0,9467
138
0.95
0.8967
-1,136
20.98
0.9467
139
0.9666
0.9133
-1.136
20,98
0.9467
140
0.9833
0.93
-1,136
20.98
0.9467
141
1.
0.9467
-1.136
20,98
0.9467
142
1.2
1,147
-1.136
20,98
0,9467
143
1.4
1,347
-1.129
20.97
0,9464
144
1.6
1.547
-1.129
20.97
0.9464
145
1.8
1,747
-1.129
20.97
0. 9464
146
2.
1.947
-1.129
20,97
0.9464
147
2.2
2.147
-1.129
20,97
0.9464
148
2.4
2.347
-1.123
20.96
0.9462
149
2.6
2.547
-1.123
20,96
0.9462
150
2.8
2.747
-1.123
20,96
0.9462
8Ff1000

Rutherford County Landfill
151
3.
2.947
-1.123
20.96
0.9462
152
3.2
3.147
-1.123
20.96
0.9462
153
3.4
3.347
-1.123
20.96
O.W2
154
3.6
3.547
-1.123
20.96
0.9462
156
3.8
3.747
-1.123
20.96
0.9462
156
4.
3.947
-1.123
20.96
0.9462
157
4.2
4.147
-1.123
20.96
0.9462
158
4.4
4.347
-1.117
20.96
0.9459
159
4.6
4.547
-1.117
20.96
0.9459
160
4.8
4.747
-1.117
20.96
0.9459
161
5.
4.947
-1.117
20.96
0.9459
162
5.2
5.147
-1.117
20.96
0.9459
163
5.4
5.347
-1.117
20.96
0.9459
164
5.6
5.547
-1.117
20.96
0.9459
165
5.8
5.747
-1.117
20.96
0.9459
166
6.
5.947
-1.11
20.95
0.9456
167
6.2
6.147
-1.11
20.95
0.9456
168
6.4
6.347
-1.11
20.95
0.9456
169
6.6
6.547
-1.11
2095.
0.9456
170
6.8
6.747
-1.11
20.95
0.9456
171
7.
6.947
-1.11
2095.
0.9456
172
7.2
7.147
-1.11
20.95
0.9456
173
7.4
7.347
-1.11
20.95
0.9456
174
7.6
7.547
-1.104
20.94
0.9453
175
7.8
7.747
-1.104
20,94
0.9453
176
8.
7.947
-1.104
20.94
0.9453
177
8.2
8.147
-1.104
20.94
0.9453
178
8.4
8.347
-1.104
20.94
0.9453
179
8.6
8.547
-1.104
20.94
0.9453
180
&8
8.747
-1.104
20.94
0.9453
181
9.
8.947
-1.104
20.94
0.9453
182
9.2
9.147
-1.104
20.94
0.9453
183
9.4
9.347
-1.098
20.94
0.945
184
9-6
9.547
-1.098
20.94
0.945
185
9.8
9.747
-1.098
20.94
0.945
186
10.
9.947
-1.098
20.94
0.945
187
12.
11.95
-1.092
20.93
0.9448
188
14.
13.95
-1.073
20.91
0.9439
189
16.
15.95
-1.067
20.91
0.9436
190
18.
17.95
-1.06
20.9
0.9433
191
20.
19.95
-1.06
20.9
0.9433
192
22.
21.95
-1.048
20.89
0.9428
193
24.
23.95
-1.048
2089.
0.9428
194
26.
25.95
-1,041
20.85
0.9425
195
28.
27.95
-1.029
20.87
0.9419
196
30.
29.95
-1.023
20.86
0.9416
197
32.
31.95
-1.023
20.86
0.9416
198
34.
33.95
-1.016
20.86
0.9413
199
36.
35.95
-1.004
20.84
0.9400
200
38.
37.95
-1.004
20.84
0.9408
201
40.
39.95
-0.991
20.83
0.9402
8/7/2000

Rutherford County Landfill
Field Hydraulic Conductivity Test May 25, 1999 Arithmetic Graph
Rutherford County Landfill B-15 failing head
IA
1.6
1.4
1.2
1
x
0.8
0.6
0.4
0.2
0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 &0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 9.5
Time (minutes)
Analysis by Starpoint Software
8131)2000

Rutherford County Landfill
Field Hydraulic Conductivity Test May 25, 1999
Rutherford County Landfill
1.
1
Bouwer and Rice Graph
B-15 falling head
Bouwer and Rice parameter A = 1.83
Bouwer and Rice parameter B = 0.243
In(Re/Rw) = 1.533366e+000
Gravel Pack Porosity = 30. %
Corrected Casing Radius = 3.688 inches
Analysis starts at time 0.798 seconds
Analysis ends at time 10. minutes
182 Measurements analyzed from 5 to 186
Hydraulic Conductivity = 1.28e-003 cmisec
Transmissivity = 181.4 ft2lday
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
Analysis by Starpoint Software
8/31/2000
Adjusted Time (minutes)
Ho is 1.927 feet at 0.7" seconds

Rutherford County Landfill
Field Hydraulic Conductivity Test
Site Name: Rutherford County Landfill
Test Date: May 25, 1999
Import F€e: C:lhermit dataloggehB15s0.bd
Well Label:
B-15 falling head
Aquifer Thickness:
50. feet
Screen Length:
10. feet
Casing Radius:
2. inches
Effective Radius:
6. inches
Gravel Pack Porosity:
30. %
Corrected Casing Radius:
3.688 inches
Static Water Level:
30.39 feet
Water Table to Screen Bottom:
4.4 feet
Anisotropy Ratio:
1.
Time Adjustment:
0.798 Seconds
Test starts with trial 4
There are 186 time and drawdown measurements
Maximum head is 1.927 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
(
28
29
30
31
32
33
34
minutes)
0.1
0.1033
0.1066
0.11
7.67e-002
8.e-002
8.33e-002
8.67e-0D2
9.e-002
9.33e-002
9,67e-002
Drawdown
Head
Head Ratio
(feet)
(feet)
30.47
8.3e-002
4.307e-002
30.47
8.3e-002
4.307e-002
30.47
8.3e-002
4.307e-002
30.48
8.6e-002
4.463e-002
32.32
1.927
1.
31.19
0.802
0.4162
31.64
1.252
0.6497
31.48
1.091
0.5662
31.37
0.983
0.5101
31.29
0.901
0.4676
31.19
0.796
0.4131
31.13
0.736
0.3819
31.11
0.72
0.3736
31.03
0-638
0.3311
30.97
0.577
0.2994
30.94
0,552
0.2865
30.9
0.514
0.2667
30.85
0.463
0.2403
30.83
0.438
0.2273
30.83
0.438
0.2273
30.79
0.397
0.206
30.75
0.362
0.1879
30.75
0.359
0.1863
30.74
0.346
0.1796
30.71
0.324
0.1681
30.71
0.318
0.165
30.7
0.308
0.1598
30.68
0.289
0.15
30.66
0.273
0.1417
30.66
0.27
0.1401
30.67
0.283
0.1469
30.44
4.8e-002
2.491 a-002
30.61
0.219
0.1136
30.62
0.226
0.1173
a131 r2000

Rutherford County Landfill
35
0.1133
0.1
30.62
0.229
0.1188
36
0.1166
0.1033
30.62
0.226
0.1173
37
0.12
0.1067
30.61
0.219
0.1136
38
0.1233
0.11
30.6
0.207
0.1074
39
0.1266
0.1133
30.6
0.207
0.1074
40
0.13
0.1167
30.59
0.204
0.1059
41
0.1333
0.12
30.59
0.2
0.1038
42
0.1366
0.1233
30.59
0.197
0.1022
43
0.14
0.1267
30.58
0.194
0.1007
44
0.1433
0.13
30.58
0.194
0.1007
45
0.1466
0.1333
30.58
0.191
9.912e-002
46
0.15
0.1367
30.58
0.188
9.756e-002
47
0.1533
0.14
30.58
0.188
9.756e-002
48
0.1566
0.1433
30.58
0.188
9.756e-002
49
0.16
0.1467
30.57
0.185
9.6e-002
50
0.1633
0.15
30.57
0.185
9.6e-002
51
0.1666
0.1533
30.57
0.181
9.393e-002
52
0.17
0.1557
30.57
0.181
9.393e-002
53
0.1733
0.16
30.57
0.178
9.237e-002
54
0.1766
0.1633
30.57
0.178
9.237e-002
55
0.18
0.1667
30.57
0.178
9.237e-002
56
0.1833
0.17
30.57
0.175
9.081 a-002
57
0.1866
0.1733
30.57
0.175
9.081e-002
58
0.19
0.1767
30.56
0.172
8.926e-002
59
0.1933
0.18
30.56
0.172
8.926e-002
60
0.1966
0.1833
30.56
0.172
8.926e-002
61
0.2
0.1867
30.56
0.169
8.77e-002
62
0.2033
❑.19
30.56
0.169
8.77e-002
63
0.2066
0.1933
30.56
0.169
8.77e-002
64
0.21
0.1967
30.56
0.169
8.77e-002
65
0.2133
0.2
30.56
0.165
8.563e-002
66
0.2166
0.2033
30.56
0.165
8.563e-002
67
0.22
0.2067
30.56
0.165
8.563e-002
68
0.2233
0.21
30.56
0.165
8.563e-002
69
0.2266
0.2133
30.55
0.162
8.407e-002
70
0.23
0.2167
30.56
0.165
8.563e-002
71
0.2333
0.22
30.55
0.162
8.407e-002
72
0.2366
0.2233
30.55
0.162
8.407e-002
73
0.24
0.2267
30.55
Q.162
8.407e-002
74
0.2433
0.23
30.55
0.162
8.407e-002
75
0.2466
0.2333
30.55
0.159
8.251e•002
76
0.25
0.2367
30.55
0.159
8.251e-002
77
0.2533
0.24
30.55
0.159
8.251e-002
78
0.2566
0.2433
30.55
0.159
8.251e-002
79
0.26
0.2467
30.55
0.159
8.251 a-002
80
0.2633
0.25
30.55
0.159
8.251 a-002
81
0.2666
0.2533
30.55
0.159
8.251 a-002
82
0.27
0.2567
30.55
0.159
8.251 a-002
83
0.2733
0.26
30.55
0.159
8.251e-002
84
0.2766
0.2633
30.55
0.159
8.251e-002
85
0.28
0.2667
30.55
0.159
8.251 e-002
86
0.2833
0.27
30.55
0.159
8.251 a-002
87
0.2866
0.2733
30.55
0.159
8.251 a-002
88
0.29
0.2767
30.55
0.156
8.095e-002
89
0.2933
0.28
30.55
0.156
8.095e-002
90
0.2966
0.2833
30.55
0.156
8.095e-002
91
0.3
0.2867
30.55
0.156
8.095e-002
E�Ji�3TrI+I+I+7

Rutherford County Landfill
92
0.3033
0.29
30.55
0.156
8.095e-002
93
0.3066
0,2933
30.55
0.156
8.095e-002
94
0.31
0.2967
30.55
0.156
8.095e-002
95
0.3133
0.3
30.55
0.156
8.095e-002
96
0.3166
0.3033
30.55
0.156
8.095e-002
97
0.32
0.3067
30.54
0.153
7.94e-002
98
0.3233
0,31
30,54
0.153
7.94e-002
99
0.3266
0.3133
30.54
0.153
7.94e-002
100
0.33
0.3167
30.54
0.153
7.94e-002
101
0.3333
0.32
30.54
0.153
7.94e-002
102
0,35
0.3367
30,54
0,153
7.94e-002
103
0,3666
0.3533
30.54
0.153
7.94e-002
104
0,3833
0,37
30,54
0,153
7.94e-002
105
0.4
0.3867
30.54
0.153
7.94e-002
106
0.4166
0.4033
30.54
0.153
7.94e-002
107
0.4333
0.42
30.54
0.153
7.94e-002
108
0.45
0.4367
30.54
0.153
7.94e-002
109
0.4666
0.4533
30,54
0.15
7.784e-002
110
0.4833
0.47
30.54
0.15
7.784e-002
111
0.5
0,4867
30.54
0.15
7.784e-002
112
0.5166
0,5033
30.54
0.15
7.784e-002
113
0.5333
0.52
30,54
0,15
7.784e-002
114
0.55
0.53fi7
30.54
0.15
7.784e-002
115
0.5666
0,5533
30.54
0.15
7.784e-002
116
0.5833
0.57
30.54
0,15
7.784e-002
117
0.6
0.5867
30,54
0.15
7.784e-002
118
0.6166
0.6033
30.54
0.15
7.784e-002
119
0.6333
0,62
30.54
0,15
7.784e-002
120
0.65
0.6367
30.54
0,146
7.577e-002
121
0.6666
0.6533
30.54
0.146
7.577e-002
122
0.6833
0-67
30.54
0.146
7.577e-002
123
0.7
0,6867
30.54
0.146
7.577e-002
124
0.7166
0.7033
30.54
0,146
7.577e-002
125
0.7333
0.72
30.54
0.146
7.577e-002
126
0.75
0.7367
30,54
0,146
7.577e-002
127
0.7666
0.7533
30.54
0,146
7.577e-002
128
0.7833
0.77
30.54
0.146
7.577e-002
129
0.8
0,7867
30.54
0.146
7.577e-002
130
0,8166
0,8033
30.54
0.146
7,577e-002
131
0.8333
0.82
30.54
0,146
7.577e-402
132
0.85
0.8367
30.54
0.146
7.577e-002
133
0.8666
0.8533
30.54
0.146
7.577e-002
134
0.8833
0.87
30,54
0.146
7.577e-002
135
0.9
0.8867
30.54
0.146
7.577e-002
136
0.9166
0.9033
30,54
0.146
7.577e-002
137
0,9333
0.92
30.54
0.146
7.577e-002
138
0.95
0,9367
30.54
0.146
7.577e-002
139
0.9666
0.9533
30.54
0,146
7.577e-002
140
0.9833
0.97
30.54
0.146
7.577e-002
141
1.
0.9867
30.54
0.146
7.577e-002
142
1.2
1.187
30.53
0.143
7.421e•002
143
1.4
1.387
30.53
0.143
7.421e-002
144
1.6
1.587
30.53
0.14
7.265e-002
145
1.8
1.787
30.53
0,14
7.265e-002
146
2,
1.987
30.53
0.137
7.109e-002
147
2.2
2.187
30,53
0.14
7.265e-002
148
2.4
2.387
30.53
0.137
7.109e-002
Migifr-1111I81

Rutherford County Landfill
149
2.6
2.587
30.53
0.137
7.109e-002
150
2.8
2.787
30.53
0.137
7.109e-002
151
3.
2.987
30.53
0.137
7.109e-002
152
3.2
3.187
30.52
0.134
6.954e-002
153
3.4
3.387
30.52
0.134
6.954e-002
154
3.6
3.587
30.52
0.134
6.954e-002
155
3.8
3.787
30.52
0.134
6.954e-002
156
4.
1987
30.52
0.134
6.954e-002
157
4.2
4.187
30.52
0.131
6.798e-002
158
4.4
4.387
30.52
0.131
6.798e-002
159
4.6
4.587
30.52
0.131
6398e-002
160
4.8
4.787
30.52
0.131
6.798e-002
161
5.
4.987
30.52
0.131
6.798e-002
162
5.2
5.187
30.52
0.127
6.591 a-002
163
5.4
5.387
30.52
0.131
6.798e-002
164
5.6
5.587
30.52
0.127
6.591e-002
165
5.8
5.787
30.52
0.127
6.591 a-002
166
6,
5.987
30.52
0.127
6.591 a-002
167
6.2
6.187
30.51
0.124
6.435e-002
168
6.4
6,387
30.52
0.127
6.591 a-002
169
6.6
6.587
30.51
0.124
6.435e-002
170
6.8
6.787
30.52
0.127
6.591 a-002
171
7,
6.987
30.51
0.124
6,435e-002
172
7.2
7.187
30.51
0.121
6,279e-002
173
7.4
7.387
30.51
0.121
6.279e-002
174
7.6
7.587
30.51
0.121
6.279e-002
175
7.8
7.787
30.51
0.124
6.435e-002
176
8,
7.987
30.51
0.121
6.279e-002
177
8.2
8.187
30.51
0.121
6.279e-002
178
8.4
8.387
30.51
0.121
6.279e-002
179
8.6
8.587
30.51
0.121
6.279e-002
180
8.8
8.787
30.51
0.121
6.279e-002
181
9,
8.987
M51
0.121
6.279e-002
182
9.2
9.187
30.51
0.121
6.279e-002
183
9.4
9.387
30.51
0.121
6.279e-002
184
9.6
9.587
30.51
0.118
6.124e-002
185
9.8
9.787
30.51
0.118
6.124e-002
186
10_
9.987
30.51
0.121
6.279e-002
8131/2000

Rutherford County Landfill
Field Hydraulic Conductivity Test May 25, 1999
Rutherford County Landfill
s
5
4
j 3
ti
by Ny r...'..rr4Y►.ti.
Arithmetic Graph
B-17 falling head
0 5 10 15 20 25
Time (minutes)
Analysis by Starpoint Software
8/31 QODO

Rutherford County Landfill
Field Hydraulic Conductivity Test May 25, "1999
Rutherford County Landfill
3
Bouwer and Rice Graph
B-17 falling head
❑ 3 1U 15 20 25
Adjusted Time (minutes)
Analysis by Starpoint Software
8/3112000
He is 6.016 feet at 0.996 seconds

Rutherford County Landfill
Field Hydraulic Conductivity Test
Site Name: Rutherford County Landfill
Test Date: May 25, 1999
Import File: C:lhermit dataloggeriB17s0.txt
Well Label:
B-17 falling head
Aquifer Thickness:
150. feet
Screen Length:
10. feet
Casing Radius:
2. inches
Effective Radius:
6. inches
Grave! Pack Porosity:
30. %
Corrected Casing Radius:
3.688 inches
Static Water Level:
35.25 feet
Water Table to Screen Bottom:
17.4 feet
Anisotropy Ratio:
1.
Time Adjustment:
0.996 Seconds
Test starts with trial 5
There are 196 time and drawdown measurements
Maximum head is 6.016 feet
Minimum head is -0.546 feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.
-1.66e-002
34.7
-0.546
-9.076e-002
2
3.3e-003
-1.33e-002
37.25
2.001
0.3326
3
6.6e-003
-1.e-002
40.86
5.607
0.932
4
1.e-002
-6.6e-003
39.28
4.033
0.6704
5
1.33e-002
-3.3e-003
37.85
2.598
0.4318
6
1.66e-002
0.
41.27
&016
1.
7
2,e-002
3.4e-003
37.93
2.681
0.4456
8
2.33e-002
6.7e-003
36.39
1.144
0.1902
9
2.66e-002
1.e-002
38.03
2.785
0.4629
10
3.e-002
1.34e-002
39.37
4.115
0.684
11
3.33e-002
1.67e-002
38.52
3.268
0.5432
12
3.66e-002
2.e-002
37.55
2.303
0.3828
13
4.e-002
2.34e-002
37.92
2.671
0.444
14
4.33e-002
2.67e-002
38.63
3.376
0.5612
15
4.66e-002
3.e-002
38.44
3.188
0.5299
16
5.e-002
3.34e-002
37.94
2.693
0.4476
17
5.33e-002
3.67e-002
37.98
2.734
0.4545
18
5.66e-002
4_e-002
38.31
3.055
0.5078
19
6. e-002
4.34e-002
38.35
3.096
0.5146
20
6.33e-002
4.67e-002
38.13
2.877
0.4782
21
6.66e-002
5.e-002
38.07
2.82
0.4688
22
Te-002
5.34e-002
38.18
2.931
0.4872
23
7.33e-002
5.67e-002
38.23
2.985
0.4962
24
7.66e-002
6.e-402
38A9
2.944
0.4894
25
8.e-002
6.34e-002
38.14
2.89
0.4804
26
8.33e-002
6.67e-002
38.12
2.871
0.4772
27
8.66e-002
7.e-002
38.18
2.931
0,4872
28
9.e-002
7.34e-002
38.18
2.934
❑A877
29
9.33e-002
7.67e-002
38.12
2.871
0.4772
30
9.66e-002
8.e-002
38.14
2.887
0.4799
31
0.1
8.34e-002
38.08
2.833
0.4709
32
0.1033
8.67e-002
38.1
2.846
0.4731
33
0.1066
9.e-002
38.14
2.887
0-4799
34
0.11
9.34e-002
38.12
2.865
0.4762
8/31/2000

Rutherford County Landfill
35
0.1133
9.67e-002
38.19
2.938
0,4884
36
0.1166
1.e-001
38.1
2.855
0.4746
37
0.12
0.1034
38.09
2.839
OA719
38
0.1233
0,1067
38.09
2.836
0.4714
39
0.1266
0.11
38,09
2.836
0.4714
40
0.13
0,1134
38,09
2.839
0.4719
41
0.1333
0.1167
38.11
2.858
0.4751
42
0,1366
0,12
38.09
2.836
0.4714
43
0.14
❑.1234
38.07
2.823
0.4692
44
0.1433
0,1267
38,06
2,811
0.4673
45
0.1466
0.13
38.07
2.82
0.4688
46
0,15
0.1334
38,08
2.83
0.4704
47
0.1533
0.1367
38,07
2.82
0.4688
48
0.1566
0.14
38.07
2.82
0,4688
49
0.16
0.1434
38,07
2.82
0.4688
50
0.1633
0.1467
38.07
2,82
0.4688
51
0.1666
0.15
38.06
2.811
0.4673
52
0.17
0.1534
38.05
2.804
0.4661
53
0.1733
0.1567
38.06
2.814
0.4678
54
0.1766
0.16
38. 06
2,814
0.4678
55
0.18
0.1634
38.06
2.811
0.4673
56
0.1833
0.1667
38.05
2,798
0,4651
57
0.1866
0.17
38.05
2,804
0.4661
58
❑.19
0.1734
38.06
2.811
0.4673
59
0,1933
0.1767
38.04
2.788
0.4634
60
0,1966
0.18
38.05
2.798
0,4651
61
0.2
0,1834
38.05
2.801
0,4656
62
0,2033
0.1867
38.06
2.807
0.4666
63
0.2066
0.19
38.05
2.798
0.4651
64
0.21
0.1934
38.04
2.792
0.4641
65
0.2133
0.1967
38.03
2.785
0,4629
66
0.2166
02
38,04
2.792
0.4641
67
0.22
0.2034
38,05
2.798
0.4651
68
0.2233
0.2067
38.03
2.782
0,4624
69
0.2266
0.21
38.02
2,769
0.4603
70
❑.23
0,2134
38.05
2.795
0.4646
71
0.2333
0.2167
38,05
2,795
0.4646
72
0,2366
0.22
38.02
2.766
0,4598
73
0.24
0.2234
38.02
2.773
0A609
74
0.2433
0.2267
38.05
2.804
❑.4661
75
0.2466
0.23
38,05
2,804
0.4661
76
0.25
0.2334
38,03
2.779
0.4619
77
02533
0.2367
38,02
2.773
0.4609
78
0.2566
0.24
38,02
2,773
0.4609
79
0.26
0.2434
38,02
2.766
0.4598
80
0.2633
0.2467
38.03
2.779
0,4619
81
0,2666
0,25
38.04
2.792
0.4641
82
0,27
0,2534
38.03
2.776
0.4614
83
0,2733
0.2567
38,
2,753
0.4576
84
0.2766
0.26
38A3
2,776
0.4614
85
0.28
0.2634
38.03
2,782
0.4624
86
0,2833
0,2667
38.02
2,773
0.4609
87
0.2866
0,27
38.02
2.769
0.4603
88
0.29
0.2734
38.02
2.769
❑.4603
89
0.2933
0.2767
38.01
2.76
0.4588
90
0.2966
0.28
37.99
2.741
0,4556
91
0,3
0.2834
38.01
2.753
0.4593
8131 /2000

Rutherford County Landfill
92
0.3033
0.2867
38.03
2.782
0.4624
93
0.3066
0.29
38.01
2.76
0.4588
94
0.31
0.2934
38.01
2.76
0.4588
95
0.3133
0.2967
38.
2.747
0.4566
96
0.3166
0.3
38.03
2.776
0.4614
97
0.32
0.3034
38.02
2.773
0.4609
98
0.3233
0.3067
38.01
2.757
0.4583
99
0.3266
0.31
38.02
2.766
0.4598
100
0.33
0.3134
38.
2.753
0.4576
101
0.3333
0.3167
38,
2.747
0.4566
102
0.35
0.3334
37.98
2.725
0.453
103
0.3666
0.35
37.99
2.741
0.4556
104
0.3833
0.3667
37.99
2.741
0.4556
105
0.4
0.3834
37.99
2.741
0.4556
106
0.4166
0.4
37.98
2.728
0.4535
107
0.4333
0.4167
37.97
2.722
0.4525
108
0.45
0.4334
37.97
2.715
0.4513
109
0.4666
0.45
37.95
2.703
0.4493
110
0.4833
0.4667
37.97
2.715
0.4513
111
0.5
0.4834
37.95
2.703
0.4493
112
0.5166
0.5
37.96
2.712
0.4508
113
0.5333
0.5167
37.94
2.687
0.4466
114
0.55
0.5334
37.95
2.7
0.4488
115
0.5665
0.55
37.95
2.7
0.4488
116
0.5833
0.5667
37.94
2.69
0.4471
117
0.6
0.5834
37.96
2.712
0.4508
118
0.6166
0.6
37.94
2.687
0.4466
119
0.6333
0.6167
37.92
2.671
0.444
120
0-65
0.6334
37.91
2.665
0.443
121
0.6666
0.65
37.92
2.668
0.4435
122
0.6833
0.6667
37.92
2.668
0.4435
123
0.7
0.6834
37.92
2.668
0.4435
124
0.7166
0.7
37.9
2.646
0.4398
125
0.7333
0.7167
37.9
2.646
0.4398
126
0.75
0.7334
37.89
2.639
0.4387
127
0.7666
0.75
37.9
2.646
0.4398
128
0.7833
0.7667
37.89
2.642
0.4392
129
0.8
0.7834
37.89
2.636
0.4382
130
0.8166
0.8
37.87
2.62
0.4355
131
0.8333
0.8167
37.86
2.611
0.434
132
0.85
0.8334
37.87
2.617
0.435
133
0.8666
0.85
37.87
2.617
0.435
134
0.8833
0.8667
37.85
2.604
0.4328
135
0.9
0.8834
37.85
2.604
0.4328
136
0.9166
0.9
37.86
2.611
0.434
137
0.9333
0.9167
37.84
2.595
0.4313
138
0.95
0.9334
37.84
2.592
0.4309
139
0.9666
0.95
37.84
2.595
0.4313
140
0.9833
0.9667
37.84
2.588
0.4302
141
1.
0.9834
37.84
2.585
0.4297
142
1.2
1.183
37.78
2.528
0.4202
143
1.4
1.383
37.74
2.487
0.4134
144
1.6
1.583
37.7
2.449
0.4071
145
1.8
1.783
37.65
2.398
0.3986
146
2.
1.983
37.62
2.369
0.3938
147
2.2
2.183
37.58
2.331
0.3875
148
2.4
2.383
37.55
2.296
0.3816
651f2000

Rutherford County Landfill
149
2.6
2.583
37.52
2265
0.3765
150
2.8
2.783
37.48
1233
0.3712
151
3.
2.983
37.46
2.208
0.367
152
3.2
3.183
37.43
2.176
0.3617
153
3.4
3.383
37.4
2.147
0.3569
154
3.6
3.583
37.37
2.122
0.3527
155
3.8
3.783
37.35
2.103
02496
156
4.
3.983
37.33
2.084
0.3464
157
4.2
4.183
37.31
2.065
0.3433
158
4.4
4.383
3T3
2,046
0.3401
159
4.6
4.583
37.27
2023.
0.3363
160
4.8
4.783
37.25
2.004
0.3331
161
5,
4.983
37.24
1.992
0.3311
162
5.2
5.183
37.23
1.979
0.329
163
5.4
5.383
37.21
1.963
0.3263
164
5.6
5.583
37.19
1.944
0.3231
165
5.8
5.783
37.18
1.934
0.3215
166
6.
5.983
37.17
1.922
0.3195
167
6.2
6.183
37.16
1.915
0.3183
168
6.4
6.383
37.16
1906.
0.3168
169
6.6
6.583
37.14
1.89
0.3142
170
6.8
6.783
37.13
1.881
0.3127
171
7.
6.983
37.12
1.871
0.311
172
7.2
7.183
37.11
1.858
0.3088
173
7.4
7.383
37.1
1.846
0.3068
174
7.6
7.583
37.09
1.836
0.3052
175
7.8
7.783
37.08
1.827
0.3037
176
8.
7.983
37.07
1.817
0.302
177
8.2
8.183
37.06
1.811
0.301
178
8.4
8.383
37.06
1.808
0.3005
179
8.6
8.583
37.05
1.798
02989
180
8.8
8.783
37,05
1.798
0.2989
181
9.
8.983
37.03
1376
0.2952
182
9.2
9.183
37.02
1173
0.2947
183
9.4
9.383
37.02
1.769
0.294
184
9.6
9.583
37.01
1.76
0.2926
185
9.8
9.783
37,
1.754
0.2916
186
10,
9.983
37.
1.747
0.2904
187
12,
11.98
36.94
1.69
0.2809
188
14.
13.98
36.88
1.626
0.2703
189
16,
15.98
36.82
1.572
0.2613
190
18.
17.98
36.77
1.518
0.2523
191
20.
19.98
36.71
1.461
0.2429
192
22.
21.98
36.66
1.407
0.2339
193
24.
23.98
36.61
1.363
02266
194
26.
25.98
36.57
1.322
0.2197
195
28.
27.98
36.52
1.274
0.2118
196
30,
29.98
36A9
1.236
0.2055
MI/2fl00

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000
Rutherford County Landfill
35
30
25
20
a
x
15
10
5
0
0 5 10 15 20
Analysis by 5tarpoint Software
8/31 /2000
Arithmetic Graph
B-29 falling head
25 30 35 40
Time (minutes)

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000 Bouwer and Rice Graph
Rutherford County Landfill B-29 falling head
1.
Hydraulic Conductivity = 2.823e-006 cmisec
Transmissivity = 1.2 ft2Jday
10
Analysis by Starpoint Software
15 20
813 V2000
Bouwer and Rice parameter A = 1.901
Bouwer and Rice parameter B = 0.2618
!n(Re1Rw) = 1.592453e+000
Gravel Pack Porosity = 30. %
Corrected Casing Radius = 3.688 inches
Analysis starts at time 2.4 seconds
Analysis ends at time 42. minutes
190 Measurements analyzed from 13 to 202
25 30 35 40
Adjusted Time (minutes)
Ho Is 35.75 foal at 2A seconds

Rutherford County Landifll
Field Hydraulic Conductivity Test
Site Name: Rutherford County Landfill
Test Date: June 21, 2000
Impart File: C:lhermit datalogger\B29s0
Well Label:
B-29 failing head
Aquifer Thickness,
150. feet
Screen Length:
10. feet
Casing Radius:
2. inches
Effective Radius:
6, inches
Static Water Level:
34.43 feet
Water Table to Screen Bottom:
5.5 feet
Anisotropy Ratio:
1,
Time Adjustment:
2.4 Seconds
Test starts with trial 12
There are 202 time and drawdown measurements
Maximum head is 35.75 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.
-4.e-002
0.1
34.33
0.9604
2
3.3e-003
-3.67e-002
9.4e-002
34.34
0.9606
3
6.6e-003
-3.34e-002
8.7e-002
34.34
0.9608
4
1.e-002
-3.e-002
-0.169
34.6
0.9679
5
1.33e-002
-2.67e-002
-0.15
34.58
0.9674
6
1.66e-002
-2.34e 002
-0.382
34.81
0.9739
7
2.e-002
-2.e-002
-0.444
34.87
0.9756
8
2.33e-002
-1.67e-002
-0.752
35.18
0.9842
9
2.66e-002
-1.34e-002
-0.82
35.25
0.9861
10
3_e-002
-1.e-002
-0.789
35.22
0.9853
11
3.33e-002
-6.7e-003
-0.701
35.13
0.9828
12
3.66e-002
-3.4e-003
-0.689
35.12
0.9825
13
4.e-002
0.
-1.316
35.75
1.
14
4.33e-002
3.3e-003
-0.827
35.26
0.9863
15
4.66e-002
6.6e-003
-0.839
35.27
0.9867
16
5.e-002
1.e-002
-0.645
35.08
0,9812
17
5.33e-002
1.33e-002
-0,871
35.3
0.9876
18
5.66e-002
1.66e-002
-1.009
35.44
0.9914
19
6.e-002
2.e-002
-0.958
35.39
0.99
20
6.33e-002
2.33e-002
-0.701
35.13
0.9828
21
6.66e-002
2.66e-002
-0.645
35.08
0.9812
22
7.e-002
3.e-002
-0.739
35.17
0.9839
23
7.33e-002
3.33e-002
-0.745
35.17
0.984
24
7.66e-002
3.66e-002
-0.701
35.13
0.9828
25
8.e-002
4.e-002
-0.683
35.11
0.9823
26
8.33e-002
4.33e-002
-0.67
35.1
0.9819
27
8.66e-002
4.66e-002
-0,651
35.08
0.9814
28
9.e-002
5.e-002
-0.639
35.07
0.9811
29
9.33e-002
5.33e-002
-0.626
35.06
0.9807
30
9.66e-002
5.66e-002
-0.614
35.04
0.9804
31
0.1
6.e-002
-0.601
35.03
0,98
32
0.1033
6.33e-002
-0.595
35.02
0.9798
33
0.1066
6.66e-002
-0.582
35.01
0.9795
34
0.11
7.e-002
0.106
34.32
0.9602
35
0.1133
7.33e-002
2.5e-002
34.41
0.9625
36
0.1166
7.66e-002
-0.576
35A1
0.9793
enrz000

Rutherford County Landfill
37
0.12
8.e-002
-0.701
35.13
0.9828
38
0.1233
8.33e-002
-0.476
34.91
0.9765
39
0.1266
8.66e-002
-0.783
3521
0.9851
40
0.13
9.e-002
-0.231
34.66
0.9696
41
0.1333
9.33e-002
-7.5e-002
34.51
0.9653
42
0.1366
9.66e-002
-0.194
34.62
0.9686
43
0.14
0.1
-0.526
34.96
0.9779
44
0.1433
0.1033
-0.645
35.08
0.9812
45
0.1466
0.1066
-0.507
34.94
0.9774
46
0.15
0.11
-0.244
34.67
0.97
47
0.1533
0.1133
-0.294
34.72
0.9714
48
0.1566
0.1166
-0.438
34.87
0.9754
49
0.16
0.12
-0.482
34.91
0.9767
50
0.1633
0.1233
-0.401
34.83
0.9744
51
0.1666
0.1266
-0.344
34.77
0.9728
52
0.17
0.13
-0.388
34.82
0.974
53
0.1733
0.1333
-0.419
34.85
0.9749
54
0.1766
0.1366
-0.394
34.82
0.9742
55
0.18
0.14
-0.401
34.83
0.9744
56
0.1833
0.1433
-0.394
34.82
0.9742
57
0.1866
0.1466
-0.394
34.82
0.9742
58
0.19
0.15
-0.394
34.82
0.9742
59
0.1933
0.1533
-0.394
34.82
0.9742
60
0.1966
0.1566
-0.388
34.82
0.974
61
0.2
0.16
-0.388
34.82
0.974
62
0.2033
0.1633
-0.394
34.82
0.9742
63
0.2066
0.1666
-0.388
34.82
0.974
64
0.21
0.17
-0.388
34.82
0.974
65
0.2133
0.1733
-0.388
34.82
0.974
66
0.2166
0.1766
-0.382
34.81
0.9739
67
0.22
0.18
-0.388
34.82
0.974
68
0.2233
0.1833
-0.382
34.81
0.9739
69
0.2266
0.1866
-0.382
34.81
0.9739
70
0.23
0.19
-0.375
34.81
0.9737
71
0.2333
0.1933
-0.375
34.81
0.9737
72
0.2366
0.1966
-0.375
34.81
0.9737
73
0.24
0.2
-0.375
34.81
0.9737
74
0.2433
0.2033
-0.369
34.8
0.9735
75
0.2466
0.2066
-0.369
34.8
0.9735
76
0.25
0.21
-0.369
34.8
0.9735
77
3.2533
0.2133
-0.369
34.8
0.9735
78
3.2566
0.2166
-0.369
34.8
0.9735
79
0.26
0.22
-0.357
34.79
0.9732
80
0,2633
0.2233
-0.363
34.79
0.9733
81
0.2666
0.2266
-0.363
34.79
0.9733
82
0.27
0.23
-0.369
34.8
0.9735
83
0.2733
0.2333
-0.363
34.79
0.9733
84
0.2766
0.2366
-0.363
34.79
0.9733
85
0.28
0.24
-0.357
34.79
0.9732
86
0.2833
0.2433
-0.357
34.79
0.9732
87
0.2866
0.2466
-0.357
34.79
0.9732
88
0.29
0.25
-0.357
34.79
0.9732
89
0.2933
0.2533
-0.357
34.79
0.9732
90
0.2966
0.2566
-0.35
34.78
0.973
91
C.3
0.26
-0.35
34.78
0.973
92
0.3033
02633
-0.35
34.78
0.973
93
0.3066
0.2666
-0.35
34.78
0.973
&7/2000

Rutherford County Landfill
94
0.31
0.27
-0.35
34.78
0.973
95
0.3133
0.2733
-0.35
34.78
0.973
96
0.3166
0.2766
-0.344
34.77
0.9728
97
0.32
0.28
-0.344
34.77
0.9728
98
0.3233
0.2833
-0.344
34.77
0.9728
99
0.3266
0.2866
-0.344
34.77
0.9728
100
0.33
0.29
-0.344
34.77
0.9728
101
0.3333
02933
-0.344
34.77
0.9728
102
0.35
0.31
-0.332
34.76
0.9725
103
0.3666
0.3266
-0.325
34.76
0.9723
104
0.3833
0.3433
-0.325
34.76
0.9723
105
0.4
0.36
-0.319
34.75
0.9721
106
0.416E
0.3766
-0.313
34.74
0.9719
107
0.4333
0.3933
-0.307
34.74
0.9718
108
0.45
0.41
-0.307
34.74
0.9718
109
0.4666
0.4266
-0.3
34.73
0.9716
110
0.4833
0.4433
-0.3
34.73
0.9716
111
0.5
0-46
-0.294
34.72
0.9714
112
0.5166
0.4766
-0.288
34.72
0.9712
113
0.5333
0.4933
-0.288
34.72
0.9712
114
0.55
0.51
-0.282
34.71
0.9711
115
0.5666
0.5266
-0.282
34.71
0.9711
116
0.5833
0.5433
-0.275
34.7
0.9709
117
0.6
0.56
-0.275
34.7
0.9709
118
0.6166
0.5766
-0.275
34.7
0.9709
119
0.6333
0.5933
-0.269
34.7
0.9707
120
0.65
0.61
-0.263
34.69
0.9705
121
0.6666
0.6266
-0.263
34.69
0.9705
122
0.6833
0.6433
-0.256
34.69
0.9703
123
0.7
0.66
-0.263
34.69
0.9705
124
0.7166
0.6766
-0.256
34.59
0.9703
125
0.7333
0.6933
-0.256
34.69
0.9703
126
0.75
0.71
-0.25
34.68
0.9702
127
0.7666
0.7266
-0.25
34.68
0.9702
128
0.7833
0.7433
-0.244
34.67
0.97
129
0.8
0.76
-0.244
34.67
0.97
130
0.8166
0.7766
-0.244
34.67
0.97
131
0.8333
0.7933
-0.238
34.67
0.9698
132
0.85
0.81
-0.238
34.67
0.9698
133
0.865E
0.8266
-0.238
34.67
0.9698
134
0.8833
0.8433
-0.231
34.66
0.9696
135
0.9
0.85
-0.231
34.66
0.9696
136
0.9166
0.8766
-0.231
34.66
0.9696
137
0.9333
0.8933
-0.225
34.66
0.9695
138
0.95
0.91
-0.225
34.66
0.9695
139
0.9666
0.9266
-0.225
34.66
0.9695
140
0.9833
0.9433
-0.225
34.66
0.9695
141
1 _
0.96
-0.225
34.66
0.9695
142
1.2
1.16
-0.194
34.62
0.9686
143
1.4
1.36
-0.181
34.61
0.9682
144
1.6
1.56
-0.169
34.6
0.9679
145
1.8
1.76
-0.162
34.59
0.9677
146
2.
1.96
-0.15
34.58
0.9674
147
2.2
2.16
-0.144
34.57
0.9672
148
2.4
2.36
-0.137
34.57
0.967
149
2.6
2.56
-0.131
34.56
0.9668
150
2.8
2.76
-0.125
34.56
0.9667
MH►WIN

Rutherford County Landfill
151
3.
2.96
-0.119
34.55
0.9665
152
3.2
3.16
-0.119
34.55
0.9665
153
3.4
3.36
-0.112
34.54
0.9663
154
3.6
3.56
-0.112
34.54
0.9663
155
3.8
3.76
-0.106
34.54
0.9662
156
4.
3,96
-0.106
34.54
0.9662
157
4.2
4.16
-0.1
34.53
0.966
158
4.4
4.36
-9.3e-002
34,52
0.9658
159
4,6
4.56
-9.3e-002
34,52
0.9658
160
4. 8
4.76
-9, 3e-002
34.52
0.9658
161
5.
4.96
-8.7e-002
34.52
0.9656
162
5.2
5,16
-8.7e-002
34.52
0.9656
163
5.4
5.36
-8.1 e-002
34.51
0.9655
164
5.6
5.56
-& 1 e-002
34.51
0.9655
165
5.8
5.76
-8.1e-002
34.51
0.9655
166
6.
5.96
-8,1 e-002
34.51
0.9655
167
6.2
6.16
-7.5e-002
34.51
0.9653
168
6.4
6,36
-7.5e-002
34.51
0.9653
169
&6
6.56
-7.5e-002
34.51
0.9653
170
6.8
6.76
-7.5e-002
34,51
0,9653
171
7.
6.96
-7.5e-002
34.51
0.9653
172
7.2
7.16
-6.8e-002
34.5
0.9651
173
7.4
7.36
-6.Se-002
34.5
0.9651
174
7.6
7.56
-6.8e-002
34.5
0,9651
175
7.8
7.76
-6.8e-002
34.5
0,9651
176
S.
7,96
-6.8e-002
34.5
0,9651
177
8.2
8.16
-6.2e-002
34.49
0.9649
178
8.4
8.36
-6.2e-002
34.49
0.9649
179
8.6
8.56
-6.2e-002
34.49
0,9649
180
8.8
8.76
-ro.2e-002
34.49
0.9649
181
9.
8,96
-6.2e-002
34.49
0,9649
182
9.2
9.16
-6.2e-002
34.49
0.9649
183
9.4
9.36
-6.2e-002
34.49
0.9649
184
9.6
9.56
-5.6e-002
34.49
0.9648
185
9.8
9.76
-5.6e-002
34.49
0,9648
186
10.
9.96
-5.6e-002
34.49
0.9648
187
12.
11.96
-5.e-002
34.48
0,9646
188
14,
13.96
-5.e-002
34.48
0.9646
189
16.
15.96
-4.3e-002
34.47
0.9644
190
18.
17,96
-4.3e-002
34.47
0.9644
191
20,
19.96
-4.3e-002
34.47
0.9644
192
22,
21.96
-3.7e-002
34,47
0.9642
193
24.
23,96
-4.3e-002
34.47
0.9644
194
26.
25.96
-3.7e-002
34,47
0,9642
195
28.
27.96
-3.1e-002
34.46
0.9641
196
30.
29.96
-2.5e-002
34.45
0,9639
197
32.
31.96
-2.5e-002
34.45
0.9639
198
34.
33,96
-2.5e-002
34.45
0.9639
199
36.
35.96
-3.1 a-002
34.46
0.9641
200
38.
37.96
-3.7e-002
34.47
0.9642
201
40.
39.96
-2.5e-002
34.45
0.9639
202
42.
41.96
-3.7e-002
34.47
0,9642
AllAsioill

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000
Rutherford Countv Landfill
20
15
S
0
0 5 10 15 20
Analysis by Starpoint Software
MiMP48I1I*1
Arithmetic Graph
B-33 failing head
25
Time (minutes)

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000
Rutherford County Landfill
Bouwer and Rice Graph
B-33 falling head
0 5 10 is 20 25
Adjusted Time (minutes)
Analysis by Starpoint Software
8131 r2000
He is 22.43 Feet at 2.196 seconds

Rutherford County Landfill
Field Hydraulic Conductivity Test
Site Name:
Rutherford County Landfill
Test Date:
June 21, 2000
Import File:
CAhermit dataloggeAB33s0
Well Lapel:
B-33 failing head
Aquifer Thickness:
35. feet
Screen Length:
10. feet
Casing Radius;
2. inches
Effective Radius:
6. inches
Static Water Level:
20.73 feet
Water Table to Screen Bottom-
4.6 feet
Anisotropy Ratio:
1.
Time Adjustment:
2.196 Seconds
Test starts with trial 11
There are 195 time and drawdown measurements
Maximum head is 22.43 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.
-3.66e-002
-6.e-003
20.74
0.9243
2
3.3e-003
-3.33e-002
-0.438
21.17
0.9436
3
6.6e-003
-3.e-002
-0.325
21.06
0.9385
4
1.e-002
-2.66e-002
-0.551
21.28
0.9486
5
1.33e-002
-2.33e-002
-0.57
21.3
0.9495
6
1.66e-002
-2.e-002
-0.808
21.54
0.9601
7
2,e-002
-1.66e-002
-1.071
21.8
0.9718
8
2.33e-002
-1.33e-002
-1.472
22.2
0.9897
9
2.66e-002
-1.e-002
-1.253
21.98
0.9799
10
3.e-002
-6.6e-003
-1.084
21.81
0.9724
11
3.33e-002
-3.3e-003
-1.272
22.
0.9807
12
3.66e-002
0.
-1.704
22.43
1.
13
4.e-002
3.4e-003
-1.403
22.13
0.9866
14
4.33e-002
6.7e-003
-1.322
22.05
0.983
15
4-66e-002
1.e-002
-1.071
21.8
0.9718
16
5.e-002
1.34e-002
-1.027
21.76
0.9698
17
5.33e-002
1.67e-002
-1.165
21.9
0.976
18
5.66e-002
2.e-002
-1.09
21.82
0.9726
19
6.e-002
2.34e-002
-0.845
21.57
0.9617
20
6.33e-002
2.67e-002
-0.469
211
0.9449
21
6.66e-002
3.e-002
-0.877
21.61
0.9631
22
7.e-002
3.34e-002
-1.297
2203.
0.9819
23
7.33e-002
3.67e-002
-0.676
21.41
0.9542
24
7.66e-002
4.e-002
-0.601
21.33
0.9508
25
8.e-002
4.34e-002
-0.657
21.39
0.9533
26
8.33e-002
4.67e-002
-0.751
21.48
0.9575
27
8.66e-002
5.e-002
-0.871
21.6
0.9629
28
9.e-002
5.34e-002
-0.632
21.36
0.9522
29
9.33e-002
5.67e-002
-0.488
21.22
0.9458
30
9.66e-002
6.e-002
-0.883
21.61
0.9634
31
0.1
6.34e-002
-0.632
21.36
0.9522
32
0.1033
6.67e-002
-0.582
21.31
0.95
33
0.1066
7.e-002
-0.739
21.47
0.957
34
0.11
7.34e-002
-0.695
21.43
0.955
35
0.1133
7.67e-002
-0.614
21.34
0.9514
36
0.1166
8.e-002
-0.664
21.39
0.9536
817I2000

Rutherford County LandfiII
37
0.12
8.34e-002
-0.645
21.38
0.9528
38
0.1233
8.67e-002
-0.657
21.39
0.9533
39
0.1266
9.e-002
-0.651
21,38
0.9531
40
0,13
9.34e-002
-0.645
21,38
0.9528
41
0.1333
9.67e-002
-0.651
21.38
0.9531
42
0,1366
0.1
-0.645
21,38
0.9528
43
0,14
0.1034
-0,645
21.38
0.9528
44
0,1433
0.1067
-0.645
21.38
0.9528
45
0.1466
0.11
-0.645
21,38
0.9528
46
0.15
0.1134
-0.639
21.37
0.9525
47
0.1533
0,1167
-0.639
21.37
0.9525
48
0,1566
0,12
-0.639
21.37
0.9525
49
0,16
0.1234
-0,639
21,37
0.9525
50
0,1633
0.1267
-0.639
21.37
0,9525
51
0.1666
0.13
-0.632
21.36
0.9522
52
0,17
0.1334
-0,632
21.36
0,9522
53
0.1733
0,1367
-0.632
21.36
0.9522
54
0.1766
0,14
-0.632
21.36
0.9522
55
0.18
0.1434
-0,632
21.36
0.9522
56
0,1633
0,1467
-0.626
21.36
0.9519
57
0.1866
0.15
-0,626
21,36
0.9519
58
0,19
0.1534
-0.626
21.36
0.9519
59
0.1933
0.1567
-0.626
21.36
0.9519
60
0.1966
0.16
-0.626
21.36
0.9519
61
0.2
0,1634
-0.626
21.36
0.9519
62
0,2033
0.1667
-0,626
21.36
0.9519
63
0.2066
0.17
-0.62
21.35
0.9517
64
0.21
0.1734
-0.62
21,35
0.9517
65
0.2133
❑.1767
-0.62
21,35
0.9517
66
0,2166
0.18
-0,62
21.35
0.9517
67
0.22
0.1834
-0.62
21,35
0.9517
68
0.2233
0.1867
-0.62
21.35
0.9517
69
0.2266
0.19
-0.614
21,34
0.9514
70
0.23
0.1934
-0,614
21,34
0.9514
71
0.2333
0,1967
-0,614
21.34
0.9514
72
0.2366
0.2
-0,614
21.34
0.9514
73
0.24
0.2034
-0,614
21.34
0.9514
74
0,2433
0.2067
-0.614
21,34
0.9514
75
0.2466
0.21
-0.614
21.34
0,9514
76
0.25
0.2134
-0,614
21.34
0.9514
77
0.2533
0,2167
-0.607
21.34
0.9511
78
0.2%6
0.22
-0.607
21.34
0.9511
79
1126
0,2234
-0.607
21.34
0.9511
80
0.2633
0.2267
-0.607
21,34
0.9511
81
0.2666
0.23
-0,607
21.34
0.9511
82
0,27
0.2334
-0.607
21.34
0.9511
83
0.2733
0.2367
-0,607
21.34
0,9511
84
0.2766
0,24
-0.601
21.33
0.9508
85
0.28
0.2434
-0,601
21,33
0,9508
86
0.2833
0.2467
-0.601
21.33
0.9508
87
0.2866
0.25
-0.601
21,33
0.9508
88
0.29
0.2534
-0,601
21.33
0,9508
89
0.2933
0,2567
-0,601
21.33
0,9508
90
0.2966
0.26
-0.601
21.33
0.9508
91
C.3
0,2634
-0.601
21.33
0,9508
92
C.3033
0.2667
-0,601
21.33
0.9508
93
0,3066
0.27
-0.601
21.33
0,9508
8/7/2000

Rutherford County landfill
94
0,31
0,2734
-0.601
21.33
0.9508
95
0.3133
0,2767
-0.601
21.33
0,9508
96
0.3166
0.28
-0.601
21,33
0.9508
97
0.32
0.2834
-0.501
21.33
0.9506
98
0,3233
0.2867
-0.601
21.33
0.9508
99
0.3266
❑.29
-0,601
21.33
0.9508
100
❑.33
02934
-0.601
21.33
0.9508
101
0.3333
0.2967
-0.595
21.32
0.9506
102
0.35
0.3134
-0.595
21.32
0.9506
103
0.3666
0.33
-0.595
21.32
0.9506
104
0,3833
0.3467
-0.595
21.32
0,95M
105
0.4
0.3634
-0.589
21.32
0,9503
106
0,4166
0.38
-0.589
21.32
0,9503
107
0.4333
0.3967
-0.589
21.32
0,9503
108
0.45
0.4134
-0,589
21.32
0.9503
109
0.4666
0,43
-0,589
21.32
0.9503
110
0.4833
0.4467
-0.589
21.32
0.9503
111
0.5
0.4634
-0.582
21,31
0,95
112
❑,5166
0.48
-0.582
21.31
❑.95
113
0.5333
OA967
-0.582
21.31
0.95
114
0,55
0.5134
-0,582
21.31
0.95
115
0,5666
0.53
-0,582
21.31
0,95
116
0.5833
0.5467
-0.576
21.31
0,9497
117
0.6
0.5634
-0.576
21.31
0.9497
118
0.6166
0.58
-0.576
21.31
0.9497
119
0.6333
0.5967
-0.57
21.3
0.9495
120
0.65
0,6134
-0,57
21.3
0.9495
121
0.6566
0,63
-0.57
21.3
0.9495
122
0.6833
0.6467
-0.563
21.29
0.9491
123
0.7
0.6634
-0.563
21,29
0.9491
124
0.7166
0.68
-0,563
21.29
0.9491
125
0.7333
0,6967
-0.563
2129
0,9491
126
0.75
0,7134
-0.557
21.29
0,9489
127
0,7666
0.73
-0,557
21.29
0.9489
128
0,7833
0,7467
-0.557
21.29
0.9489
129
0.8
0.7634
-0.551
21.28
0.9486
130
0.8166
0,78
-0.551
21,28
0.9486
131
0.8333
0.7967
-0.551
21.28
0,9486
132
0,85
0.8134
-0.551
21.28
0,9486
133
0.8666
0.83
-0.551
21,28
0.9486
134
0,8633
0.8467
-0.545
21.27
0,9483
135
0.9
❑.8634
-0,545
21.27
0.9483
136
0,9166
0.88
-0.538
2117
0.948
137
0.9333
0.8967
-0.538
2127
0.948
138
0.95
0.9134
-0.538
21.27
0.948
139
0.9666
0.93
-0.532
21.26
0.9478
140
0.9833
0.9467
-0,532
21.26
0.9478
141
1.
0.9634
-0,532
21,26
0.9478
142
1.2
1.163
-0,52
21.25
0.9472
143
1 A
1.363
-0.495
21.22
0.9461
144
1.6
1.563
-0, 482
21.21
0,9455
145
1.8
1.763
-0.463
21.19
0.9447
146
2.
1963.
-0.444
21.17
0.9438
147
2.2
2.163
-0.432
21,16
0.9433
148
2.4
2.363
-0,413
21.14
0.9425
149
2.6
2.563
-0.394
21.12
0.9416
150
2.8
2,763
-0.382
21,11
0,9411
8/7/2000

Rutherford County Landfill
151
3.
2.963
-0.369
21.1
0.9405
152
3.2
3.163
-0.35
21.08
0.9396
153
3.4
3.363
-0.344
21.07
0.9394
154
3.6
3.563
-0.325
21.06
0.9385
155
3.8
3.763
-0.313
21.04
0.93E
156
4.
3.963
-0.307
21.04
0.9377
157
4.2
4.163
-0.307
21.04
0.9377
158
4.4
4.363
-0.3
21.03
0.9374
159
4.6
4.563
-0.288
21.02
0.9369
160
4.8
4.763
-0.281
21.01
0.9366
161
5.
4.963
-0.269
21.
0.936
162
5.2
5.163
-0.263
20.99
0.9358
163
5.4
5.363
-0.256
20.99
0.9355
164
5.6
5.563
-0.25
20.98
0.9352
165
5.8
5.763
-0.244
20.97
0.9349
166
6.
5.963
-0.238
20.97
0.9347
167
6.2
6.163
-0.231
2096.
0.9343
168
6.4
6.363
-0.225
20.95
0.9341
169
6.6
6.563
-0.219
20.95
0.9338
170
6.8
6_763
-0.213
20.94
0.9335
171
7.
6.963
-0.206
20.94
0.9332
172
7.2
7.163
-0.2
20.93
0.933
173
7.4
7.363
-0.2
20.93
0.933
174
7.6
7.563
-0.194
20.92
0.9327
175
7.8
7.763
-0.187
20.92
0.9324
176
8.
7.963
-0.167
20.92
0.9324
177
8.2
8.163
-0.181
20.91
0.9321
178
8.4
8.363
-0.181
20.91
0.9321
179
8.6
8.563
-0.175
20.9
0.9318
180
8.8
8.763
-0.175
20.9
0.9318
181
9.
8.963
-0.169
20.9
0.9316
182
9.2
9.163
-0.169
20.9
0.9316
183
9.4
9.363
-0.162
20.89
0.9313
184
9.6
9.563
-0.162
20.89
0.9313
185
9.8
9.763
-0.162
20.89
0.9313
186
10.
9.963
-0.162
20.89
0.9313
187
12.
11.96
-0.15
20.88
0.9307
188
14.
13.96
-0.131
20.86
0.9299
189
16.
15.96
-0.131
20.86
0.9299
190
18.
17.96
-0.119
20.85
0.9293
191
20.
19.96
-0.112
20.84
0.929
192
22.
21.96
-0.106
20.84
0.9288
193
24.
23.96
-0.106
20.84
0.9288
194
26.
25.96
-0.112
20.84
0.929
195
2&
27.96
-0.112
20.84
0.929
8rrrzooa

Rutherford County Landrin
Field Hydraulic Conductivity Test June 21, 2000 Arithmetic Graph
Rutherford County Landfill B-34 falling head
40
35
30
_ 25
20
15
10
5
0
0 5 10 15 20
Analysis by Starpoint Software
8/31/2000
25 30 35
Time (rnhLges)

Rutherford County Landfill
Field Hydraulic Conductivity Test June 21, 2000 Bouwer and Rice Graph
Rutherford County Landfill 13-34 falling head
Hydraulic Conductivity = 8.471e-006 cmisec
Transmissivity = 3.602 ft2fday
to
Analysis by Starpoint Software
1s 20
8/3112000
Bouwer and Rice parameter A = 2.1
Bouwer and Rice parameter B = 0.35
ln(Re1Rw) = 2,095985e+000
Gravel Pack Porosity = 30. %
Corrected Casing Radius = 3.688 Inches
Analysis starts at time 5.796 seconds
Analysis ends at time 40. minutes
172 Measurements analyzed from 30 to 201
25 30 35
Adjusted Time (minutes)
Ho is 43.92 feet at 5.795 seconds

Rutherford County Landfill
Field Hydraulic Conductivity Test
Site Name: Rutherford County Landfill
Test Date: June 21, 2000
Import Fite: C:lhermit datalogger1834s0
Well Label:
B-34 falling head
Aquifer Thickness:
150. feet
Screen Length
10. feet
Casing Radius:
2. inches
Effective Radius:
6. inches
Static Water Levef:
41.19 feet
Water Table to Screen Bottom:
27. feet
Anisotropy Ratio:
1.
Time Adjustment:
5.796 Seconds
Test starts with trial 29
There are 201 lime and drawdown measurements
Maximum head is 43.92 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.
-9.66e-002
-4.e-003
41.19
0.938
2
3.3e-003
-9.33e-002
9.e-003
41.18
0.9377
3
6.6e-003
-9.e-002
-3.3e-002
41.22
0.9386
4
1.e-002
-8.66e-002
-0.363
41.55
0.9461
5
1.33e-002
-8.33e-002
-0.765
41.95
0.9553
6
1.66e-002
-8.e-002
-0.978
42.17
0.9602
7
2.e-002
-7.66e-002
-1.238
42.43
0.9661
8
2.33e-002
-7.33e-002
-1,143
42.33
0.9639
9
2.66e-002
-7.e-002
-2.084
43.27
0.9853
10
3.e-002
-6,66e-002
-1.678
42.87
0.9761
11
3.33e-002
-6.33e-002
-2.321
43.51
0.9907
12
3.66e-002
-6.e-002
-1.909
43.1
0.9814
13
4.e-002
-5.66e-002
-2.028
43.22
0.9841
14
4.33e-002
-5.33e-002
-2.292
43.48
0.9901
15
4.66e-002
-5. e-002
-2.368
43.56
0.9918
16
5.e-002
-4.66e-002
-2.326
43.52
0.9908
17
5.33e-002
-4.33e-002
-2.378
43.57
0.992
18
5.66e-002
-4.e-002
-2.619
43.81
0.9975
19
6.e-002
-3.66e-002
-2.69
43.88
0.9991
20
6.33e-002
-3.33e-002
-2.439
43.63
0.9934
21
6.66e-002
-3.e-002
-2.25
43.44
0.9891
22
7.e-002
-2.66e-002
-2.094
43.28
0.9856
23
7.33e-002
-2.33e-002
-2.359
43.55
0.9916
24
7.66e-002
-2.e-002
-2.576
43.77
0.9965
25
8.e-002
-1.66e-002
-2.638
43.83
0.998
26
8.33e-002
-1.33e-002
-2.699
43.89
0.9993
27
8.66e-002
-1.e-002
-2.605
43.8
0.9972
28
9.e-002
-6.6e-003
-2.524
43.71
0.9954
29
9.33e-002
-3.3e-003
-2.212
43.4
0.9883
30
9.66e-002
0.
-2.728
43.92
1.
31
0.1
3.4e-003
-2.538
43.73
0.9957
32
0.1033
6.7e-003
-2.609
43.8
0.9973
33
0.1066
1.e-002
-2.633
43.82
0.9978
34
0.11
1.34e-002
-2.179
43.37
0.9875
35
0.1133
1.67e-002
-1.682
42.87
0.9762
35
0.1166
2.e-002
-1.98
43.17
0.983
8nrzoao

Rutherford County Landfill
37
0.12
2.34e-002
-1.985
43,17
0.9831
38
0.1233
2.67e-002
-1.961
43.15
0,9825
39
0.1266
3.e-002
-1.985
43.17
0.9831
40
0.13
3.34e-002
-2.056
43,25
0.9847
41
0.1333
3.67e-002
-1.976
43,17
0,9829
42
0.1366
4.e-002
-1.801
42.99
0.9789
43
0.14
4.34e-002
-0,444
41.63
0.948
44
0,1433
4.67e-002
-1,285
42.48
0.9671
45
0.1466
5.e-002
-2.136
43.33
0.9865
46
0,15
5.34e-002
-2.307
43.5
0.9904
47
0.1533
5.67e-002
-2.434
43,62
0.9933
48
0.1566
6.e-002
-2.169
43.36
0.9873
49
0,16
6.34e-002
-1.999
43.19
0.9834
50
0.1633
6.67e-002
-1.862
43.05
0,9803
51
0.1666
7.e-002
-1.871
43.06
0.9805
52
0,17
7.34e-002
-1.942
43.13
0.9821
53
0.1733
7.67e-002
-1.99
43.18
0,9832
54
0.1766
8.e-002
-2,004
43.19
0,9835
55
0.18
8.34e-002
-1.966
43.16
0.9826
56
0.1833
8.67e-002
-1.966
43.1E
0,9826
57
0.1866
9.e-002
-1.965
43.16
0.9826
58
0.19
9.34e-002
-1.951
43,15
0.9825
59
0.1933
9.67e-002
-1,961
43.15
0.9825
60
0.1966
0.1
-1, 961
43.15
0.9825
61
0.2
0.1034
-1. 957
43,15
0,9824
62
0.2033
0.1067
-1.957
43.15
0,9824
63
0.2066
0.11
-1.957
43,15
0.9824
64
0.21
0,1134
-1.957
43.15
0.9824
65
0.2133
0.1167
-1.957
43.15
0.9824
66
0.2166
0.12
-1.957
43.15
0.9824
67
0.22
0,1234
-1,957
43.15
0.9824
68
0.2233
0.1267
-1.952
43.14
0.9823
69
0.2266
0.13
-1.952
43.14
0.9823
70
0,23
0,1334
-1.952
43.14
0.9823
71
0.2333
0.1367
-1.952
43.14
0,9823
72
0,2366
0.14
-1.947
43.14
0.9822
73
0.24
0,1434
-1, 947
43.14
0,9822
74
0.2433
0,1467
-1.947
43,14
0.9822
75
0.2466
0,15
-1.947
43,14
0.9822
76
0.25
0.1534
-1.947
43.14
0.9822
77
0.2533
0.1567
-1,947
43.14
0.9822
78
0.2566
0,16
-1,942
43.13
0,9821
79
0-26
0.1634
-1.942
43.13
0,9821
80
0,2633
0,1667
-1, 942
43.13
0,9821
81
0.2666
0.17
-1.942
43,13
0.9821
82
0,27
0.1734
-1.938
43,13
0.982
83
0,2733
0,1767
-1,938
43.13
0,982
84
0.2766
D.18
-1.938
43.13
0.982
85
0,28
0,1834
-1,938
43.13
0.982
86
0.2833
0.1867
-1,938
43,13
0,982
87
0.2866
0.19
-1,938
43.13
0,982
88
0.29
0.1934
-1.933
43.12
0.9819
89
0.2933
0,1967
-1.933
43.12
0.9819
90
0.2966
0.2
-1.933
43.12
0,9819
91
0.3
0.2034
-1,933
43,12
0.9819
92
0,3033
0.2067
-1.933
43.12
0.9819
93
0,3066
0.21
-1.928
43.12
0.9818
8/7/2000

Rutherfard Ccurrty Landfill
94
0.31
0.2134
-1.928
43.12
0.9818
95
0.3133
0.2167
-1.928
43.12
0.9818
96
0.3166
0.22
-1.928
43.12
0.9818
97
0.32
0.2234
-1.928
43.12
0.9818
98
0.3233
0.2267
-1.924
43.11
0.9817
99
0.3266
0.23
-1.924
43.11
0.9817
100
0.33
0.2334
-1.924
43.11
0.9817
101
0.3333
0.2367
-1.924
43.11
0.9817
102
0.35
0.2534
-1.919
43.11
0.9816
103
0.3666
0.27
-1.914
43.1
0.9815
104
0.3833
0.2867
-1.909
43.1
0.9814
105
❑.4
0.3034
-1.905
43.09
0.9813
106
0.4166
0.32
-1.9
43.09
❑.9811
107
0.4333
0.3367
-1.895
43.08
0.981
108
0.45
0.3534
-1.89
43.08
0.9809
109
0.4666
0.37
-1.886
43.08
0.9808
110
0.4833
0.3867
-1.881
43.07
0.9807
111
0.5
0.4034
-1.876
43.07
0.9806
112
0.5166
0.42
-1.871
43.06
0.9805
113
0.5333
0.4367
-1.867
43.06
0.9804
114
0.55
0.4534
-1.862
43.05
0.9803
115
0.5666
0.47
-1.857
43.05
❑.9802
116
0.5833
❑.4867
-1.853
43.04
0.9801
117
0.6
0.5034
-1.848
43.04
0.98
118
0.6166
0.52
-1.843
43.03
0.9798
119
0.6333
0.5367
-1.838
43.03
0.9797
120
0.65
0.5534
-1.834
43.02
0.9796
121
0.6666
0.57
-1.829
43.02
0.9795
122
0.6833
0.5867
-1.824
43.01
0.9794
123
0.7
0.6034
-1.819
43.01
0.9793
124
0.7166
0.62
-1.815
43.
0.9792
125
0.7333
0.6367
-1.81
43.
0.9791
126
0.75
0.6534
-1.805
42.99
0.979
127
0.7666
0.67
-1.801
42.99
❑.9789
128
0.7833
0.6867
-1.796
42.99
0.9788
129
0.8
0.7034
-1.791
42.98
0.9787
130
0.8166
0.72
-1.766
42.98
0.9786
131
0.8333
0.7367
-1.782
42.97
0.9785
132
0.85
0.7534
-1.777
42.97
0.9783
133
0.8866
0.77
-1.772
42.96
0.9782
134
0.8833
0.7867
-1.767
42.96
0.9781
135
0.9
0.8034
-1.767
42.96
0.9781
136
0.9166
0.82
-1.763
42.95
0.978
137
0.9333
0.8367
-1.758
42.95
0.9779
138
0.95
0.8534
-1.753
42.94
0.9778
139
0.9666
0.87
-1.749
42.94
0.9777
140
0.9833
0.8867
-1.744
42.93
0.9776
141
1.
0.9034
-1.739
42.93
0.9775
142
1.2
1.103
-1.673
42.86
0.976
143
1.4
1.303
-1.626
42.82
0.9749
144
1.6
1.503
-1.578
42.77
0.9738
145
1.8
1.703
-1.526
42.72
0.9726
146
2.
1.903
-1.484
42.67
0.9717
147
2.2
2.103
-1.436
42.63
0.9706
148
2.4
2.303
-1.394
42.58
0.9696
149
2.6
2.503
-1.356
42.55
0.9688
150
2.8
2.703
-1.314
42.5
0.9678
8/7)2000

Rutherford County Landfill
151
3_
2.903
-1.276
42.47
0.9669
152
3.2
3.103
-1.238
42.43
0.9661
153
3.4
3.303
-1.2
42.39
0.9652
154
3.6
3.503
-1.162
42.35
0.9643
155
3.8
3.703
-1.129
42.32
0.9636
156
4.
3.903
-1.096
42.29
DAM
157
4.2
4.103
-1.063
42.25
0.9621
158
4.4
4.303
-1.03
42.22
0.9613
159
4.6
4.503
-1.001
42.19
0.9607
160
4.8
4.703
-0.973
42.16
0.96
161
5.
4.903
-0.94
42.13
0.9593
162
5.2
5.103
-0.916
42.11
0.9587
163
5.4
5.303
-0.888
42.08
0.9581
164
5.6
5.503
-0.86
42.05
0.9575
165
5.8
5.703
-0.836
42.03
0.9569
166
6.
5.903
-0.812
42.
0.9564
167
6.2
6.103
-0.789
41.98
0.9558
168
6.4
6.303
-0.765
41.95
0.9553
169
6.6
6.503
-0.741
41.93
0.9548
170
6.8
6.703
-0118
41.91
0.9542
171
7.
6.903
-0.699
41.89
0.9538
172
7.2
7.103
-0.68
41.87
0.9534
173
7.4
7.303
-0.661
41.85
0.9529
174
7.6
7.503
-0.642
41.83
0.9525
175
7.8
7.703
-0.623
41.81
0.9521
176
B.
7.903
-0.604
41.79
0.9516
177
8.2
8.103
-0.585
41.77
0.9512
178
8.4
8.303
-0.567
41.76
0.9508
179
8.6
8.503
-0.552
41.74
0.9505
180
8.8
8.703
-0.538
41.73
0.9501
151
9.
8.903
-0.519
41.71
0.9497
182
9.2
9.103
-0.505
41.7
0.9494
183
9.4
9.303
-0.491
41.68
0.9491
184
9.6
9.503
-0.477
41.67
0.9487
185
9.8
9.703
-0.463
41.65
0.9484
186
10.
9.903
-0.448
41.64
0.9481
187
12.
11.9
-0.335
41.52
0.9455
188
14.
13.9
-0.25
41.44
0.9436
189
16.
15.9
-0.188
41.38
0.9422
190
18.
17.9
-0.141
41.33
0.9411
191
20.
19.9
-0.108
41.3
0.9403
192
22.
21.9
-8.5e-002
4117
0.9398
193
24.
23.9
-6.6e-002
41.26
0.9394
194
26.
25.9
-5.6e-002
41.25
0.9392
195
28.
27.9
-5.1e-002
41.24
0.939
196
30.
29.9
-4.2e-002
41.23
0.9388
197
32.
31.9
-3.7e-002
41.23
0.9387
198
34.
33.9
-3.3e-002
41.22
0.9386
199
36.
35.9
-2.8e-002
41.22
0.9385
200
38.
37.9
-2.Se-002
41.22
0.9385
201
40.
39.9
-2.3e-002
4121
0.9384
BM2000

Falling Head Slug Test 4-28-2020
Rutherford County Landfill Rutherfordton, NC
0
0.1
M0
fy
a)
Bouwer and Rice Graph
B-36
Bouwer and Rice parameter C = 1.969
In(Re/Rw) = 2.930820e+000
Analysis starts at time 46.02 Seconds
Analysis ends at time 2.167 minutes
22 Measurements analyzed from 19 to 40
�000 OOOO 00 0
O O 0 00000000 00000 0
1.e-002 O 00 0000000000000000
Hydraulic Conductivity = 1.213e-003 cm/sec
Transmissivity = 6.13 m2/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 9.0 9.5 10.0 10.5 11.0 11.5
Project Number: 13675-01 for Rutherford County
Analysis by IAI & AWA of BLE, Inc.
Adjusted Time (minutes)
Ho is 1.474 feet at 28.02 Seconds

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Rutherford County Landfill
Rutherfordton, NC
4-28-2020
Rutherford County
13675-01
C:\Users\ivan.irizarry\OneDrive - Bunnell-Lammons Engineering Inc\Public PC134\Slu
Well Label:
B-36
Aquifer Thickness:
19.19 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:
19.19 feet
Anisotropy Ratio:
1.
Time Adjustment:
28.02 Seconds
Test starts with trial 0
There are 89 time and drawdown measurements
Maximum head is 1.474 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.467
0.
1.474
1.474
1.
2
0.483
1.6e-002
1.058
1.058
0.7178
3
0.5
3.3e-002
0.869
0.869
0.5896
4
0.517
5.e-002
0.62
0.62
0.4206
5
0.533
6.6e-002
0.502
0.502
0.3406
6
0.55
8.3e-002
0.461
0.461
0.3128
7
0.567
1.e-001
0.387
0.387
0.2626
8
0.583
0.116
0.338
0.338
0.2293
9
0.6
0.133
0.298
0.298
0.2022
10
0.617
0.15
0.264
0.264
0.1791
11
0.633
0.166
0.238
0.238
0.1615
12
0.65
0.183
0.22
0.22
0.1493
13
0.667
0.2
0.197
0.197
0.1336
14
0.683
0.216
0.186
0.186
0.1262
15
0.7
0.233
0.171
0.171
0.116
16
0.717
0.25
0.16
0.16
0.1085
17
0.733
0.266
0.149
0.149
0.1011
18
0.75
0.283
0.142
0.142
9.634e-002
19
0.767
0.3
0.131
0.131
8.887e-002
20
0.783
0.316
0.123
0.123
8.345e-002
21
0.8
0.333
0.116
0.116
7.87e-002
22
0.817
0.35
0.112
0.112
7.598e-002
23
0.833
0.366
0.105
0.105
7.123e-002
24
0.85
0.383
0.101
0.101
6.852e-002
25
0.867
0.4
9.7e-002
9.7e-002
6.581 e-002
26
0.883
0.416
9.3e-002
9.3e-002
6.309e-002
27
0.9
0.433
8.6e-002
8.6e-002
5.834e-002
28
0.917
0.45
8.6e-002
8.6e-002
5.834e-002
29
0.933
0.466
8.2e-002
8.2e-002
5.563e-002
30
0.95
0.483
7.9e-002
7.9e-002
5.36e-002
31
0.967
0.5
7.5e-002
7.5e-002
5.088e-002
32
0.983
0.516
7.1 e-002
7.1 e-002
4.817e-002
33
1.
0.533
7.1 e-002
7.1 e-002
4.817e-002
34
1.167
0.7
5.3e-002
5.3e-002
3.596e-002
35
1.333
0.866
4.5e-002
4.5e-002
3.053e-002
36
1.5
1.033
3.8e-002
3.8e-002
2.578e-002
37
1.667
1.2
3.e-002
3.e-002
2.035e-002
38
1.833
1.366
3.e-002
3.e-002
2.035e-002
39
2.
1.533
2.7e-002
2.7e-002
1.832e-002

2.167
1.7
2.7e-002
2.7e-002
1.832e-002
2.333
1.866
2.3e-002
2.3e-002
1.56e-002
2.5
2.033
2.3e-002
2.3e-002
1.56e-002
2.667
2.2
2.3e-002
2.3e-002
1.56e-002
2.833
2.366
2.3e-002
2.3e-002
1.56e-002
3.
2.533
1.9e-002
1.9e-002
1.289e-002
3.167
2.7
2.3e-002
2.3e-002
1.56e-002
3.333
2.866
2.3e-002
2.3e-002
1.56e-002
3.5
3.033
2.3e-002
2.3e-002
1.56e-002
3.667
3.2
2.3e-002
2.3e-002
1.56e-002
3.833
3.366
1.9e-002
1.9e-002
1.289e-002
4.
3.533
2.3e-002
2.3e-002
1.56e-002
4.167
3.7
2.3e-002
2.3e-002
1.56e-002
4.333
3.866
1.9e-002
1.9e-002
1.289e-002
4.5
4.033
2.2e-002
2.2e-002
1.493e-002
4.667
4.2
1.9e-002
1.9e-002
1.289e-002
4.833
4.366
1.9e-002
1.9e-002
1.289e-002
5.
4.533
1.9e-002
1.9e-002
1.289e-002
5.167
4.7
1.9e-002
1.9e-002
1.289e-002
5.333
4.866
1.9e-002
1.9e-002
1.289e-002
5.5
5.033
1.9e-002
1.9e-002
1.289e-002
5.667
5.2
1.9e-002
1.9e-002
1.289e-002
5.833
5.366
1.9e-002
1.9e-002
1.289e-002
6.
5.533
1.5e-002
1.5e-002
1.018e-002
6.167
5.7
1.9e-002
1.9e-002
1.289e-002
6.333
5.866
1.9e-002
1.9e-002
1.289e-002
6.5
6.033
1.9e-002
1.9e-002
1.289e-002
6.667
6.2
1.9e-002
1.9e-002
1.289e-002
6.833
6.366
1.9e-002
1.9e-002
1.289e-002
7.
6.533
1.5e-002
1.5e-002
1.018e-002
7.167
6.7
1.5e-002
1.5e-002
1.018e-002
7.333
6.866
1.8e-002
1.8e-002
1.221 e-002
7.5
7.033
1.5e-002
1.5e-002
1.018e-002
7.667
7.2
1.5e-002
1.5e-002
1.018e-002
7.833
7.366
1.5e-002
1.5e-002
1.018e-002
8.
7.533
1.5e-002
1.5e-002
1.018e-002
8.167
7.7
1.5e-002
1.5e-002
1.018e-002
8.333
7.866
1.5e-002
1.5e-002
1.018e-002
8.5
8.033
1.5e-002
1.5e-002
1.018e-002
8.667
8.2
1.5e-002
1.5e-002
1.018e-002
8.833
8.366
1.5e-002
1.5e-002
1.018e-002
9.
8.533
1.5e-002
1.5e-002
1.018e-002
9.167
8.7
1.5e-002
1.5e-002
1.018e-002
9.333
8.866
1.5e-002
1.5e-002
1.018e-002
9.5
9.033
1.5e-002
1.5e-002
1.018e-002
9.667
9.2
1.5e-002
1.5e-002
1.018e-002
9.833
9.366
1.5e-002
1.5e-002
1.018e-002
10.
9.533
1.5e-002
1.5e-002
1.018e-002
11.
10.53
1.5e-002
1.5e-002
1.018e-002
12.
11.53
1.8e-002
1.8e-002
1.221 e-002

Falling Head Slug Test 4-28-2020
Rutherford County Landfill Rutherfordton, NC
1.
Bouwer and Rice Graph
B-4OS
Bouwer and Rice parameter C = 1.969
In(Re/Rw) = 3.028883e+000
Analysis starts at time 100. Seconds
Analysis ends at time 8.167 minutes
40 Measurements analyzed from 1 to 40
1 Points not plotted because head ratio <= 0.0
These points are not included in the analysis
.�
`O
OLD
Hydraulic Conductivity = 2.255e-004 cm/sec
Transmissivity = 1.35 m2/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 9.0 9.5 10.0 10.5 11.0 11.5
Project Number: 13675-01 for Rutherford County
Analysis by IAI & AWA of BLE, Inc.
Adjusted Time (minutes)
Ho is 2.694 feet at 100. Seconds

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Rutherford County Landfill
Rutherfordton, NC
4-28-2020
Rutherford County
13675-01
\\BLEGVLSVR1\SolidWasteProjects\Rutherford County NC Landfill\13675-01 DHR\SIB
Well Label:
B-40S
Aquifer Thickness:
22.73 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:
22.73 feet
Anisotropy Ratio:
1.
Time Adjustment:
100. Seconds
Test starts with trial 0
There are 53 time and drawdown measurements
Maximum head is 2.694 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
1.667
0.
2.694
2.694
1.
2
1.833
0.166
2.564
2.564
0.9517
3
2.
0.333
2.393
2.393
0.8883
4
2.167
0.5
2.234
2.234
0.8293
5
2.333
0.666
2.085
2.085
0.7739
6
2.5
0.833
1.944
1.944
0.7216
7
2.667
1.
1.814
1.814
0.6733
8
2.833
1.166
1.696
1.696
0.6295
9
3.
1.333
1.58
1.58
0.5865
10
3.167
1.5
1.477
1.477
0.5483
11
3.333
1.666
1.376
1.376
0.5108
12
3.5
1.833
1.284
1.284
0.4766
13
3.667
2.
1.198
1.198
0.4447
14
3.833
2.166
1.117
1.117
0.4146
15
4.
2.333
1.042
1.042
0.3868
16
4.167
2.5
0.972
0.972
0.3608
17
4.333
2.666
0.905
0.905
0.3359
18
4.5
2.833
0.846
0.846
0.314
19
4.667
3.
0.786
0.786
0.2918
20
4.833
3.166
0.731
0.731
0.2713
21
5.
3.333
0.682
0.682
0.2532
22
5.167
3.5
0.634
0.634
0.2353
23
5.333
3.666
0.59
0.59
0.219
24
5.5
3.833
0.552
0.552
0.2049
25
5.667
4.
0.515
0.515
0.1912
26
5.833
4.166
0.478
0.478
0.1774
27
6.
4.333
0.445
0.445
0.1652
28
6.167
4.5
0.415
0.415
0.154
29
6.333
4.666
0.385
0.385
0.1429
30
6.5
4.833
0.356
0.356
0.1321
31
6.667
5.
0.33
0.33
0.1225
32
6.833
5.166
0.304
0.304
0.1128
33
7.
5.333
0.285
0.285
0.1058
34
7.167
5.5
0.267
0.267
9.911 e-002
35
7.333
5.666
0.252
0.252
9.354e-002
36
7.5
5.833
0.237
0.237
8.797e-002
37
7.667
6.
0.218
0.218
8.092e-002
38
7.833
6.166
0.2
0.2
7.424e-002
39
8.
6.333
0.185
0.185
6.867e-002

40
8.167
6.5
0.17
0.17
6.31 e-002
41
8.333
6.666
0.155
0.155
5.754e-002
42
8.5
6.833
0.141
0.141
5.234e-002
43
8.667
7.
0.133
0.133
4.937e-002
44
8.833
7.166
0.118
0.118
4.38e-002
45
9.
7.333
0.111
0.111
4.12e-002
46
9.167
7.5
0.1
0.1
3.712e-002
47
9.333
7.666
9.2e-002
9.2e-002
3.415e-002
48
9.5
7.833
8.5e-002
8.5e-002
3.155e-002
49
9.667
8.
7.7e-002
7.7e-002
2.858e-002
50
9.833
8.166
6.6e-002
6.6e-002
2.45e-002
51
10.
8.333
6.3e-002
6.3e-002
2.339e-002
52
11.
9.333
2.9e-002
2.9e-002
1.076e-002
53
12.
10.33
7.e-003
7.e-003
2.598e-003

Falling Head Slug Test 4-28-2020
Rutherford
1.
0
0.1
M0
fy
a)
0
County Landfill Rutherfordton, NC
Hydraulic Conductivity = 5.361e-006 cm/sec
Transmissivity = 7.212e-002 m2/day
Bouwer and Rice Graph
B-40 D
Bouwer and Rice parameter C = 1.969
In(Re/Rw) = 3.476284e+000
Analysis starts at time 49.02 Seconds
Analysis ends at time 32. minutes
88 Measurements analyzed from 21 to 108
1
Adjusted Time (Hours)
Project Number: 13675-01 for Rutherford County Ho is 3.113 feet at 49.02 Seconds
Analysis by IAI & AWA of BLE, Inc.

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Rutherford County Landfill
Rutherfordton, NC
4-28-2020
Rutherford County
13675-01
\\BLEGVLSVR1\SolidWasteProjects\Rutherford County NC Landfill\13675-01 DHR\SIB
Well Label:
B-40D
Aquifer Thickness:
51.08 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:
51.08 feet
Anisotropy Ratio:
1.
Time Adjustment:
49.02 Seconds
Test starts with trial 0
There are 151 time and drawdown measurements
Maximum head is 3.18 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.483
-0.334
3.18
3.18
1.
2
0.5
-0.317
3.176
3.176
0.9987
3
0.517
-0.3
3.165
3.165
0.9953
4
0.533
-0.284
3.165
3.165
0.9953
5
0.55
-0.267
3.161
3.161
0.994
6
0.567
-0.25
3.154
3.154
0.9918
7
0.583
-0.234
3.15
3.15
0.9906
8
0.6
-0.217
3.15
3.15
0.9906
9
0.617
-0.2
3.147
3.147
0.9896
10
0.633
-0.184
3.143
3.143
0.9884
11
0.65
-0.167
3.139
3.139
0.9871
12
0.667
-0.15
3.135
3.135
0.9858
13
0.683
-0.134
3.132
3.132
0.9849
14
0.7
-0.117
3.132
3.132
0.9849
15
0.717
-1.e-001
3.128
3.128
0.9836
16
0.733
-8.4e-002
3.124
3.124
0.9824
17
0.75
-6.7e-002
3.124
3.124
0.9824
18
0.767
-5.e-002
3.121
3.121
0.9814
19
0.783
-3.4e-002
3.117
3.117
0.9802
20
0.8
-1.7e-002
3.113
3.113
0.9789
21
0.817
0.
3.113
3.113
0.9789
22
0.833
1.6e-002
3.109
3.109
0.9777
23
0.85
3.3e-002
3.109
3.109
0.9777
24
0.867
5.e-002
3.106
3.106
0.9767
25
0.883
6.6e-002
3.102
3.102
0.9755
26
0.9
8.3e-002
3.098
3.098
0.9742
27
0.917
0.1
3.098
3.098
0.9742
28
0.933
0.116
3.098
3.098
0.9742
29
0.95
0.133
3.095
3.095
0.9733
30
0.967
0.15
3.095
3.095
0.9733
31
0.983
0.166
3.095
3.095
0.9733
32
1.
0.183
3.091
3.091
0.972
33
1.167
0.35
3.08
3.08
0.9686
34
1.333
0.516
3.069
3.069
0.9651
35
1.5
0.683
3.065
3.065
0.9638
36
1.667
0.85
3.057
3.057
0.9613
37
1.833
1.016
3.05
3.05
0.9591
38
2.
1.183
3.046
3.046
0.9579
39
2.167
1.35
3.039
3.039
0.9557

2.333
1.516
3.031
3.031
0.9531
2.5
1.683
3.024
3.024
0.9509
2.667
1.85
3.02
3.02
0.9497
2.833
2.016
3.013
3.013
0.9475
3.
2.183
3.009
3.009
0.9462
3.167
2.35
3.001
3.001
0.9437
3.333
2.516
2.998
2.998
0.9428
3.5
2.683
2.994
2.994
0.9415
3.667
2.85
2.987
2.987
0.9393
3.833
3.016
2.983
2.983
0.9381
4.
3.183
2.976
2.976
0.9358
4.167
3.35
2.972
2.972
0.9346
4.333
3.516
2.968
2.968
0.9333
4.5
3.683
2.964
2.964
0.9321
4.667
3.85
2.957
2.957
0.9299
4.833
4.016
2.953
2.953
0.9286
5.
4.183
2.95
2.95
0.9277
5.167
4.35
2.946
2.946
0.9264
5.333
4.516
2.938
2.938
0.9239
5.5
4.683
2.935
2.935
0.923
5.667
4.85
2.931
2.931
0.9217
5.833
5.016
2.924
2.924
0.9195
6.
5.183
2.92
2.92
0.9182
6.167
5.35
2.916
2.916
0.917
6.333
5.516
2.912
2.912
0.9157
6.5
5.683
2.909
2.909
0.9148
6.667
5.85
2.905
2.905
0.9135
6.833
6.016
2.898
2.898
0.9113
7.
6.183
2.894
2.894
0.9101
7.167
6.35
2.89
2.89
0.9088
7.333
6.516
2.886
2.886
0.9075
7.5
6.683
2.883
2.883
0.9066
7.667
6.85
2.875
2.875
0.9041
7.833
7.016
2.872
2.872
0.9031
8.
7.183
2.868
2.868
0.9019
8.167
7.35
2.864
2.864
0.9006
8.333
7.516
2.86
2.86
0.8994
8.5
7.683
2.857
2.857
0.8984
8.667
7.85
2.853
2.853
0.8972
8.833
8.016
2.846
2.846
0.895
9.
8.183
2.842
2.842
0.8937
9.167
8.35
2.838
2.838
0.8925
9.333
8.516
2.835
2.835
0.8915
9.5
8.683
2.831
2.831
0.8903
9.667
8.85
2.827
2.827
0.889
9.833
9.016
2.823
2.823
0.8877
10.
9.183
2.82
2.82
0.8868
11.
10.18
2.797
2.797
0.8796
12.
11.18
2.775
2.775
0.8726
13.
12.18
2.749
2.749
0.8645
14.
13.18
2.727
2.727
0.8575
15.
14.18
2.705
2.705
0.8506
16.
15.18
2.682
2.682
0.8434
17.
16.18
2.66
2.66
0.8365
18.
17.18
2.638
2.638
0.8296
19.
18.18
2.616
2.616
0.8226
20.
19.18
2.597
2.597
0.8167
21.
20.18
2.575
2.575
0.8097
22.
21.18
2.556
2.556
0.8038
23.
22.18
2.534
2.534
0.7969
24.
23.18
2.515
2.515
0.7909
25.
24.18
2.493
2.493
0.784
26.
25.18
2.474
2.474
0.778

27.
26.18
2.456
2.456
0.7723
28.
27.18
2.434
2.434
0.7654
29.
28.18
2.415
2.415
0.7594
30.
29.18
2.397
2.397
0.7538
31.
30.18
2.378
2.378
0.7478
32.
31.18
2.359
2.359
0.7418
33.
32.18
2.341
2.341
0.7362
34.
33.18
2.326
2.326
0.7314
35.
34.18
2.304
2.304
0.7245
36.
35.18
2.289
2.289
0.7198
37.
36.18
2.27
2.27
0.7138
38.
37.18
2.252
2.252
0.7082
39.
38.18
2.233
2.233
0.7022
40.
39.18
2.215
2.215
0.6965
41.
40.18
2.196
2.196
0.6906
42.
41.18
2.181
2.181
0.6858
43.
42.18
2.163
2.163
0.6802
44.
43.18
2.148
2.148
0.6755
45.
44.18
2.129
2.129
0.6695
46.
45.18
2.111
2.111
0.6638
47.
46.18
2.096
2.096
0.6591
48.
47.18
2.077
2.077
0.6531
49.
48.18
2.063
2.063
0.6487
50.
49.18
2.044
2.044
0.6428
51.
50.18
2.029
2.029
0.6381
52.
51.18
2.011
2.011
0.6324
53.
52.18
1.996
1.996
0.6277
54.
53.18
1.977
1.977
0.6217
55.
54.18
1.962
1.962
0.617
56.
55.18
1.944
1.944
0.6113
57.
56.18
1.929
1.929
0.6066
58.
57.18
1.914
1.914
0.6019
59.
58.18
1.899
1.899
0.5972
60.
59.18
1.884
1.884
0.5925
61.
60.18
1.87
1.87
0.5881
62.
61.18
1.855
1.855
0.5833
63.
62.18
1.836
1.836
0.5774
64.
63.18
1.825
1.825
0.5739
65.
64.18
1.81
1.81
0.5692
66.
65.18
1.795
1.795
0.5645
67.
66.18
1.781
1.781
0.5601
68.
67.18
1.769
1.769
0.5563
69.
68.18
1.755
1.755
0.5519
70.
69.18
1.736
1.736
0.5459
71.
70.18
1.725
1.725
0.5425
72.
71.18
1.71
1.71
0.5377
73.
72.18
1.699
1.699
0.5343
74.
73.18
1.684
1.684
0.5296
75.
74.18
1.669
1.669
0.5248

Falling Head Slug Test 4-28-2020
Rutherford County Landfill Rutherfordton, NC
Hydraulic Conductivity = 1.735e-003 cm/sec
Transmissivity = 9.784 m2/day
CO
rK
CO
a)
1
0
Bouwer and Rice Graph
B-44
Bouwer and Rice parameter C = 1.969
In(Re/Rw) = 2.994415e+000
Analysis starts at time 42. Seconds
Analysis ends at time 2. minutes
25 Measurements analyzed from 26 to 50
1 Points not plotted because head ratio <= 0.0
These points are not included in the analysis
0000 000 000000
O O 0000000000000000000000
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
Adjusted Time (minutes)
Project Number: 13675-01 for Rutherford County Ho is 2.817 feet at 16.98 Seconds
Analysis by IAI & AWA of BLE, Inc.

Falling Head Slug Test
Site Name:
Location:
Test Date:
Client:
Project Number:
Import File:
Rutherford County Landfill
Rutherfordton, NC
4-28-2020
Rutherford County
13675-01
\\BLEGVLSVR1\SolidWasteProjects\Rutherford County NC Landfill\13675-01 DHR\SIB
Well Label:
B-44
Aquifer Thickness:
21.41 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:
21.41 feet
Anisotropy Ratio:
1.
Time Adjustment:
16.98 Seconds
Test starts with trial 0
There are 88 time and drawdown measurements
Maximum head is 2.817 feet
Minimum head is 0. feet
Trial
Time
Adjusted Time
Drawdown
Head
Head Ratio
(minutes)
(minutes)
(feet)
(feet)
1
0.283
0.
2.817
2.817
1.
2
0.3
1.7e-002
2.706
2.706
0.9606
3
0.317
3.4e-002
2.632
2.632
0.9343
4
0.333
5.e-002
2.543
2.543
0.9027
5
0.35
6.7e-002
2.461
2.461
0.8736
6
0.367
8.4e-002
2.383
2.383
0.8459
7
0.383
0.1
2.309
2.309
0.8197
8
0.4
0.117
2.235
2.235
0.7934
9
0.417
0.134
2.164
2.164
0.7682
10
0.433
0.15
2.094
2.094
0.7433
11
0.45
0.167
2.027
2.027
0.7196
12
0.467
0.184
1.964
1.964
0.6972
13
0.483
0.2
1.901
1.901
0.6748
14
0.5
0.217
1.841
1.841
0.6535
15
0.517
0.234
1.778
1.778
0.6312
16
0.533
0.25
1.719
1.719
0.6102
17
0.55
0.267
1.667
1.667
0.5918
18
0.567
0.284
1.615
1.615
0.5733
19
0.583
0.3
1.563
1.563
0.5548
20
0.6
0.317
1.515
1.515
0.5378
21
0.617
0.334
1.459
1.459
0.5179
22
0.633
0.35
1.344
1.344
0.4771
23
0.65
0.367
1.233
1.233
0.4377
24
0.667
0.384
1.133
1.133
0.4022
25
0.683
0.4
1.04
1.04
0.3692
26
0.7
0.417
0.954
0.954
0.3387
27
0.717
0.434
0.88
0.88
0.3124
28
0.733
0.45
0.813
0.813
0.2886
29
0.75
0.467
0.75
0.75
0.2662
30
0.767
0.484
0.691
0.691
0.2453
31
0.783
0.5
0.639
0.639
0.2268
32
0.8
0.517
0.598
0.598
0.2123
33
0.817
0.534
0.546
0.546
0.1938
34
0.833
0.55
0.502
0.502
0.1782
35
0.85
0.567
0.465
0.465
0.1651
36
0.867
0.584
0.431
0.431
0.153
37
0.883
0.6
0.398
0.398
0.1413
38
0.9
0.617
0.368
0.368
0.1306
39
0.917
0.634
0.342
0.342
0.1214

0.933
0.65
0.316
0.316
0.1122
0.95
0.667
0.298
0.298
0.1058
0.967
0.684
0.275
0.275
9.762e-002
0.983
0.7
0.257
0.257
9.123e-002
1.
0.717
0.238
0.238
8.449e-002
1.167
0.884
0.119
0.119
4.224e-002
1.333
1.05
6.8e-002
6.8e-002
2.414e-002
1.5
1.217
4.2e-002
4.2e-002
1.491 e-002
1.667
1.384
2.7e-002
2.7e-002
9.585e-003
1.833
1.55
1.9e-002
1.9e-002
6.745e-003
2.
1.717
1.6e-002
1.6e-002
5.68e-003
2.167
1.884
1.6e-002
1.6e-002
5.68e-003
2.333
2.05
1.6e-002
1.6e-002
5.68e-003
2.5
2.217
1.6e-002
1.6e-002
5.68e-003
2.667
2.384
1.5e-002
1.5e-002
5.325e-003
2.833
2.55
1.2e-002
1.2e-002
4.26e-003
3.
2.717
1.5e-002
1.5e-002
5.325e-003
3.167
2.884
1.5e-002
1.5e-002
5.325e-003
3.333
3.05
1.5e-002
1.5e-002
5.325e-003
3.5
3.217
1.2e-002
1.2e-002
4.26e-003
3.667
3.384
1.5e-002
1.5e-002
5.325e-003
3.833
3.55
1.5e-002
1.5e-002
5.325e-003
4.
3.717
1.5e-002
1.5e-002
5.325e-003
4.167
3.884
1.5e-002
1.5e-002
5.325e-003
4.333
4.05
1.5e-002
1.5e-002
5.325e-003
4.5
4.217
1.5e-002
1.5e-002
5.325e-003
4.667
4.384
1.2e-002
1.2e-002
4.26e-003
4.833
4.55
1.2e-002
1.2e-002
4.26e-003
5.
4.717
1.2e-002
1.2e-002
4.26e-003
5.167
4.884
1.2e-002
1.2e-002
4.26e-003
5.333
5.05
1.2e-002
1.2e-002
4.26e-003
5.5
5.217
1.2e-002
1.2e-002
4.26e-003
5.667
5.384
1.2e-002
1.2e-002
4.26e-003
5.833
5.55
1.2e-002
1.2e-002
4.26e-003
6.
5.717
1.2e-002
1.2e-002
4.26e-003
6.167
5.884
1.2e-002
1.2e-002
4.26e-003
6.333
6.05
1.2e-002
1.2e-002
4.26e-003
6.5
6.217
1.2e-002
1.2e-002
4.26e-003
6.667
6.384
1.2e-002
1.2e-002
4.26e-003
6.833
6.55
1.2e-002
1.2e-002
4.26e-003
7.
6.717
1.2e-002
1.2e-002
4.26e-003
7.167
6.884
1.1 e-002
1.1 e-002
3.905e-003
7.333
7.05
1.1 e-002
1.1 e-002
3.905e-003
7.5
7.217
1.1 e-002
1.1 e-002
3.905e-003
7.667
7.384
1.1 e-002
1.1 e-002
3.905e-003
7.833
7.55
1.1 e-002
1.1 e-002
3.905e-003
8.
7.717
1.1 e-002
1.1 e-002
3.905e-003
8.167
7.884
1.1 e-002
1.1 e-002
3.905e-003
8.333
8.05
8.e-003
8.e-003
2.84e-003

APPENDIX G
SOIL LABORATORY TEST PROCEDURES

APPENDIX G
SOIL LABORATORY TEST PROCEDURES
MOISTURE CONTENT AND UNIT WEIGHT
An undisturbed sample is trimmed in the laboratory into a right circular cylinder approximately three to six
inches long. The dimensions and weight of the specimen are determined and the total unit weight
calculated. Moisture contents are determined from representative portions of the specimen. The soil is
dried to a constant weight in an oven at 100 degrees C and the loss of moisture during the drying process is
measured. From this data, the moisture content and dry unit weight are computed.
ATTERBERG LIMITS
The Atterberg Limits Tests, Liquid Limit (LL), and Plastic Limit (PL), are performed to aid in the
classification of soils and to determine the plasticity and volume change characteristics of the materials.
The Liquid Limit is the minimum moisture content at which a soil will flow as a heavy viscous fluid. The
Plastic Limit is the minimum moisture content at which the solid behaves as a plastic material. The
Plasticity Index (PI) is the numeric difference of Liquid Limit and the Plastic Limit and indicated the range
of moisture content over which a soil remains plastic. These tests are performed in accordance with ASTM
D 4318.
PARTICLE SIZE DISTRIBUTION
The distribution of soils coarser than the No. 200 (75-um) sieve is determined by passing a representative
specimen through a standard set of nested sieves. The weight of material retained on each sieve is
determined and the percentage retained (or passing) is calculated. A specimen may be washed through only
the No. 200 sieve, if the full range of particle sizes is not required. The percentage of material passing the
No. 200 sieve is reported. The distribution of materials finer than No. 200 sieve is determined by use of
the hydrometer. The particle sizes and distribution are computed from the time rate of settlement of the
different size particles while suspended in water. These tests are performed in accordance with ASTM D
421, D 422, and D 1140.
HYDRAULIC CONDUCTIVITY
The ease with which water flows through a soil is characterized by its hydraulic conductivity. Two general
test methods are employed depending on the soil type.
The Constant Head method is used for coarse -grained materials (sands and gravels). The sample is
confined in permeameter chamber while water is allowed to flow through it from a constant head level.
The quantity of water flowing through the specimen in a given time period is used to calculate the hydraulic
conductivity. See ASTM D 2434 for a complete description of this test.
Fine-grained materials (silts and clays) require the use of a Flexible Wall Permeameter. The sample is
prepared in a similar manner as in the triaxial compression test. It is encased in a rubber membrane and
place inside a permeameter chamber. The specimen is back -pressure saturated and allowed to consolidate
under a specified effective stress. Water is then forced through the specimen under a controlled hydraulic

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

APPENDIX H
SOIL LABORATORY TEST RESULTS

Particle Size Distribution Report
000
100
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
90
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
80
I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I 1 1 1 k ii
I I I I I I I I
I I I
70
I I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
L
w 60 I I I I I I I I I I I I I I
z
IZ
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
z 50
I1I I I I I I I I I I I I
U I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
w 40
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
30
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I
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
20
I I I I I I I I I I I I I
IN
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
10
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
0
100 10 1 0.1 0.01 0. 01
GRAIN gl7F -mm
% Gravel
% Sand
% Fines
%+3"
Coarse
Fine
Coarse
Medium
Fine
Silt
Clay
O
0.0
0.0
2.2
3.6
15.8
32.4
32.9
13.1
❑
0.0
0.0
33.1
11.2
10.4
32.9
12.0
0.4
0
0.0
0.0
4.2
6.8
24.8
45.9
17.9
0.4
O
0.0
0.0
1.2
2.9
18.8
46.2
29.5
1.4
0
0.0
0.0
2.4
2.7
16.9
37.8
30.8
9.4
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
B-40
4.0-6.0
Light grey clayey fi.-med. SAND
SC
❑
Boring
B-40
13.5-15.0
Light grey & brown silty fi.-co. SAND w/gravel
Boring
B-40
23.5-25.0
Grey silty fi.-med. SAND
O
Boring
B-41
1.0-2.5
Brown silty fi.-med. SAND
V
Boring
B-41
1.0-5.0
Brown silty fi.-med. SAND
SM
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC J Project No.: 1

Particle Size Distribution Report
000
100
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
90
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I
80
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I
I I I I I I I I I I I I
70
I I I I I I I I I I I
I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I
L,f 60 I I I I I I I I I I I I I I I
z
LL
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
z 50
I1I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
w 40
I I I I I I I I I I I I I
I I I I I I I I I I I I
I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I I
30
I I I I I I I I I I I I I
I I I I I I I I I I I I
I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
20 I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
10
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I
0
100 10 1 0.1 0.01 0. 01
GRAIN .qI7F -mm
% Gravel
% Sand
% Fines
%+3"
Coarse
Fine
Coarse
I Medium
Fine
Silt
Clay
O
0.0
0.0
0.0
0.5
27.1
52.0
20.0
0.4
❑
0.0
0.0
3.8
4.3
24.7
42.8
23.8
0.6
0
0.0
0.0
13.4
9.1
26.9
34.5
15.8
0.3
O
0.0
0.0
1.3
2.5
15.6
28.4
23.4
28.8
0
0.0
0.0
1.2
1.8
15.3
24.9
20.9
35.9
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
B-41
18.5-20.0
Grey silty fi.-med. SAND
❑
Boring
B-42
8.5-10.0
Grey silty fi.-med. SAND
Boring
B-43
8.5-10.0
Light grey silty fi.-co. SAND w/gravel
O
Boring
B-44
0.0-5.0
Brown fi.-med. sandy CLAY
CL
V
Boring
B-44
2.0-4.0
Brown &-med. sandy CLAY
CL
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC J Project No.: 1

Particle Size Distribution Report
000
(O M N
100
90
80
70
z
LL
Z
50
LLI
W 40
30
N�
20
Y%
10
---r --- t
100 10 1 0.1 0.01 0.001
GRAIN g17F -mm
% Gravel
% Sand
% Fines
%+3"
Coarse
Fine
Coarse
Medium
Fine
Silt
Clay
O
0.0
0.0
0.0
0.0
14.2
18.8
27.7
39.3
❑
0.0
0.0
2.7
4.1
19.4
29.7
25.8
18.3
0
0.0
0.0
0.1
5.2
28.6
39.0
25.6
1.5
O
0.0
0.0
9.5
4.0
24.2
46.4
13.1
2.8
SOIL DATA
SYMBOL
SOURCE
SAMPLE
NO.
DEPTH
(ft.)
Material Description
USCS
O
Boring
B-44
6.0-7.5
Reddish brown fi.-med. sandy CLAY
❑
Boring
B-44
8.0-10.0
Reddish brown silty fi.-med. SAND
SM
Boring
B-44
23.5-25.0
Grey fi.-med. SAND w/some silt
O
Boring
B-44
33.5-35.0
Dark grey silty fi.-co. SAND
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC J Project No.: 1

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 2.2 3.6 15.8 32.4 32.9 13.1
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
1/2
100.0
3/8
99.6
#4
97.8
#10
94.2
#20
88.0
#40
78.4
#60
68.6
#100
57.7
#200
46.0
Material Description
Light grey clayey fi.-med. SAND
Atterbera Limits
PL= 24 LL= 38 Pl= 14
Coefficients
D90= 1.1204 D85= 0.6850 D60= 0.1674
D50= 0.0952 D30= 0.0139 D15= 0.0027
D10= Cu= Cc=
Classification
USCS= SC AASHTO= A-6(3)
Remarks
(no specification provided)
Source of Sample: Boring Depth: 4.0-6.0
Sample Number: B-40 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 33.1 11.2 10.4 32.9 12.0 0.4
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/4
100.0
1/2
92.3
3/8
80.3
#4
66.9
#10
55.7
#20
52.2
#40
45.3
#60
35.0
#100
22.1
#200
12.4
Material Description
Light grey & brown silty fi.-co. SAND w/gravel
Atterbera Limits
PL=
LL=
Pl=
Coefficients
D90= 12.0172
D85= 10.6664
D60= 2.7852
D50= 0.6832
D30= 0.2051
D15= 0.0905
D10= 0.0495
Cu= 56.23
Cc= 0.30
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 13.5-15.0
Sample Number: B-40 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 4.2 6.8 24.8 45.9 17.9 0.4
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/8
100.0
#4
95.8
#10
89.0
#20
79.2
#40
64.2
#60
47.9
#100
32.1
#200
18.3
Material Description
Grey silty fi.-med. SAND
Atterbera Limits
PL=
LL=
Pl=
Coefficients
D90= 2.2824
D85= 1.4128
D60= 0.3710
D50= 0.2676
D30= 0.1348
D15= 0.0534
D10= 0.0311
Cu= 11.94
Cc= 1.58
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 23.5-25.0
Sample Number: B-40 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.2 2.9 18.8 46.2 29.5 1.4
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/8
100.0
#4
98.8
#10
95.9
#20
89.4
#40
77.1
#60
61.8
#100
46.6
#200
30.9
Material Description
Brown silty fi.-med. SAND
Atterbera Limits
PL=
LL=
P1=
Coefficients
D90= 0.9234
D85= 0.6642
D60= 0.2357
D50= 0.1682
D30= 0.0697
D15= 0.0198
D10= 0.0109
Cu= 21.53
Cc= 1.89
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 1.0-2.5
Sample Number: B-41 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium FiSilt Cla ne y
0.0 0.0 2.4 2.7 16.9 37.8 30.8 9.4
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
1/2
100.0
3/8
99.1
#4
97.6
#10
94.9
#20
89.0
#40
78.0
#60
66.6
#100
53.5
#200
40.2
Material Description
Brown silty fi.-med. SAND
Atterbera Limits
PL=
28
LL= 41
P1=
13
Coefficients
D90=
0.9775
D85= 0.6592
D60=
0.1930
D50=
0.1247
D30= 0.0232
D15=
0.0046
D10=
0.0022
Cu= 86.81
Cc=
1.25
Classification
USCS=
SM
AASHTO=
A-7-6(2)
Remarks
(no specification provided)
Source of Sample: Boring Depth: 1.0-5.0
Sample Number: B-41 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.0 0.5 27.1 52.0 20.0 0.4
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
#4
100.0
#10
99.5
#20
89.3
#40
72.4
#60
52.0
#100
35.3
#200
20.4
Material Description
Grey silty fi.-med. SAND
Atterbera Limits
PL= LL= Pl=
Coefficients
D90= 0.9048 D85= 0.7135 D60= 0.3079
D50= 0.2353 D30= 0.1173 D15= 0.0487
D10= 0.0255 Cu= 12.07 Cc= 1.75
Classification
USCS= AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 18.5-20.0
Sample Number: B-41 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium FiSilt Clay ne
0.0 0.0 3.8 4.3 24.7 42.8 23.8 0.6
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/4
100.0
1/2
97.9
#4
96.2
#10
91.9
#20
82.5
#40
67.2
#60
51.6
#100
37.5
#200
24.4
Material Description
Grey silty fi.-med. SAND
Atterbera Limits
PL=
LL=
Pl=
Coefficients
D90= 1.6885
D85= 1.0695
D60= 0.3323
D50= 0.2358
D30= 0.1008
D15= 0.0299
D10= 0.0181
Cu= 18.32
Cc= 1.69
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 8.5-10.0
Sample Number: B-42 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 13.4 9.1 26.9 34.5 15.8 0.3
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/4
100.0
1/2
94.3
3/8
91.8
#4
86.6
#10
77.5
#20
66.1
#40
50.6
#60
37.5
#100
26.4
#200
16.1
Material Description
Light grey silty fi.-co. SAND w/gravel
Atterbera Limits
PL= LL= Pl=
Coefficients
D90= 7.5012 D85= 4.0653 D60= 0.6480
D50= 0.4154 D30= 0.1771 D15= 0.0658
D10= 0.0369 Cu= 17.57 Cc= 1.31
Classification
USCS= AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 8.5-10.0
Sample Number: B-43 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.3 2.5 15.6 28.4 23.4 28.8
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/8
100.0
#4
98.7
#10
96.2
#20
90.1
#40
80.6
#60
72.0
#100
62.4
#200
52.2
Material Description
Brown fi.-med. sandy CLAY
Atterbera Limits
PL= 21 LL= 39 P1= 18
Coefficients
D90= 0.8454 D85= 0.5854 D60= 0.1278
D50= 0.0423 D30= 0.0024 D15=
D10= Cu= CC=
Classification
USCS= CC AASHTO= A-6(6)
Remarks
(no specification provided)
Source of Sample: Boring Depth: 0.0-5.0
Sample Number: B-44 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
L 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 1.2 1.8 15.3 24.9 20.9 35.9
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
1/2
100.0
3/8
99.1
#4
98.8
#10
97.0
#20
90.8
#40
81.7
#60
74.1
#100
66.3
#200
56.8
Material Description
Brown fi.-med. sandy CLAY
Atterbera Limits
PL= 21 LL= 40 Pl= 19
Coefficients
D90= 0.8005 D85= 0.5474 D60= 0.0944
D50= 0.0158 D30= D15=
D10= Cu= CC=
Classification
USCS= CL AASHTO= A-6(8)
Remarks
(no specification provided)
Source of Sample: Boring Depth: 2.0-4.0
Sample Number: B-44 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium FiSilt Cla ne y
0.0 0.0 0.0 0.0 14.2 18.8 27.7 39.3
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
#10
100.0
#20
94.4
#40
85.8
#60
79.6
#100
73.4
#200
67.0
Material Description
Reddish brown fi.-med. sandy CLAY
Atterbera Limits
PL= LL= PI
Coefficients
D90= 0.5962 D85= 0.3969 D60= 0.0106
D50= 0.0054 D30= D15=
D10= Cu= C C =
Classification
USCS= AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 6.0-7.5
Sample Number: B-44 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium FiSilt Cla ne y
0.0 0.0 2.7 4.1 19.4 29.7 25.8 18.3
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/8
100.0
#4
97.3
#10
93.2
#20
84.7
#40
73.8
#60
64.4
#100
55.0
#200
44.1
Material Description
Reddish brown silty fi.-med. SAND
Atterbera Limits
PL= 27 LL= 43 P1= 16
Coefficients
D90= 1.4422 D85= 0.8719 D60= 0.1967
D50= 0.1092 D30= 0.0084 D 15=
D10= Cu= CC=
Classification
USCS= SM AASHTO= A-7-6(4)
Remarks
(no specification provided)
Source of Sample: Boring Depth: 8.0-10.0
Sample Number: B-44 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 0.1 5.2 28.6 39.0 25.6 1.5
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/8
100.0
#4
99.9
#10
94.7
#20
80.5
#40
66.1
#60
54.9
#100
42.6
#200
27.1
Material Description
Grey fi.-med. SAND w/some silt
Atterbera Limits
PL=
LL=
Pl=
Coefficients
D90= 1.5087
D85= 1.1163
D60= 0.3183
D50= 0.2039
D30= 0.0854
D15= 0.0482
D10= 0.0402
Cu= 7.92
Cc= 0.57
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 23.5-25.0
Sample Number: B-44 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

Particle Size Distribution Report
100
90
80
70
IY
W 60
Z
LL
Z 50
W
U
IY
LU 40
n
30
20
10
0
%+3„ % Gravel I % Sand % Fines
Coarse Fine Coarse Medium Fine Silt Clay
0.0 0.0 9.5 4.0 24.2 46.4 13.1 2.8
SIEVE
SIZE
PERCENT
FINER
SPEC.*
PERCENT
PASS?
(X=NO)
3/4
100.0
1/2
92.7
#4
90.5
#10
86.5
#20
77.4
#40
62.3
#60
44.7
#100
29.9
#200
15.9
Material Description
Dark grey silty fi.-co. SAND
Atterbera Limits
PL=
LL=
P1=
Coefficients
D90= 4.2563
D85= 1.7428
D60= 0.3969
D50= 0.2932
D30= 0.1507
D15= 0.0627
D10= 0.0270
Cu= 14.73
Cc= 2.12
Classification
USCS=
AASHTO=
Remarks
(no specification provided)
Source of Sample: Boring Depth: 33.5-35.0
Sample Number: B-44 Date:
Bunnell Lammons Engineering, Inc. I Client: McGill Associates
Project: Rutherford County, NC - CDLF
Greenville, SC Project No: 13675-01 Figure

■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■till■■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■■■■■Sir■■■■■■■■■■■■■■■■■■■■■■■��i/■■■■■■■■■
■■■■■■■■■■■■■■■■■Sim■■■■■■■■■■■■■■■■��i�■■■■■■■■■■■■■■■■■■■■■
■■■■■■■■asp■■■■■■_�,■■■���■■■■■■■■■■■■►■■■■■■■■■■■■■■■■■■■■■
■■■■■■■mad■■■�.—.�■■■■■■■ra■■■■■■■■■■■■■■�■■■■■■■■■■■■■■■■■■■■
Fluid Press. psi
Fail. Stress, psi
Ult. Stress, psi
Principal Stresses
at Failure psi
Total Pore
Pressure
Total Pore
Pressure
Consolidated Sample Parameters
Water
Content
Dry Dens.
pcf
Satur-
ation
Diameter
in.
Height
in.
Strain Rate
in/min.
Mohr -Coulomb% - Parameters
Description
StrengthTotal Effective
- -.
angle,Friction 1-:-deg
Tangent, � •
Client: McGill Associates
Rutherford County, NC - CDLF
Source of Sample: BoringRemolded
Sample Number: :-
Date Sampled:
Rutherford
Remarks:
to 95% MDD at Optimum moisture
'logo 0 is •

LIQUID AND PLASTIC LIMITS TEST REPORT
60
Dashed line indicates the approximate
upper limit boundary for natural soils
SOIL DATA
NATURAL
SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC LIQUID PLASTICITY USCS
NO. CONTENT LIMIT LIMIT INDEX
• Boring B-40 4.0-6.0 24 38 14 SC
■ Boring B-41 1.0-5.0 28 41 13 SM
♦ Boring B-44 0.0-5.0 21 39 18 CL
♦ Boring B-44 2.0-4.0 18.4 21 40 19 CL
♦ Boring B-44 8.0-10.0 13.5 27 43 16 SM

100
100
80
;
80
60
60
a
a�
a
a) 0 40------- -
L
a) 0
40
(0
f6
^0
I . 'i
^0
a. 'i
0
O 20
r
O
r
20
L
0
O
I I
0%
8%
16%
0% 8%
16%
100
100 4
so
80
60
60
a
Cn N
CO 'Fn
a�
aUCL
a) 0 40
a� 0
40
o m
0 m
a. '>
a. '>
a�
cap
a�
�0
20
20
0
0
0%
8%
16%
0% 8%
16%
60
40
a
s
20-
0
0
20
40
60
80 100
120
p, psi
Stress Paths: Total
Effective -------
Client: McGill Associates
Project: Rutherford County, NC - CDLF
Source of Sample: Boring
Depth: 1.0-5.0
Sample Number: B-41
Project No.: 13675-01
Figure
Bunnell Lammons Engineering, Inc.
2
3
Peak Strength
3
Peak Strength
Peak Strength
Total Effective
a= 1.770 psi 0.308 psi
a= 14.34 deg 26.85 deg
tan a= 0.26 0.51
i

CONSOLIDATION TEST REPORT
-2
\
-1
\
0
1
2
C0
INS
3
N
N
4
5
6
7
8
100 1000 10000
Applied Pressure - psf
Natural
Dry Dens.
(pcf)
LL
PI
Sp.
Gr.
Overburden
(psf)
PC
(psf)
C
C r
Swell Press.
(psf)
Swell
%
e o
Sat.
Moist.
74.4 %
15.7 %
106.1
40
19
2.65
11679
0.13
0.03
0.559
MATERIAL DESCRIPTION
USCS
AASHTO
Brown fi.-med. sandy CLAY
CL
A-6(8)
Project No. 13675-01 Client: McGill Associates
Project: Rutherford County, NC - CDLF
Source of Sample: Boring Depth: 2.0-4.0 Sample Number: B-44
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

Dial Reading vs. Time
Project No.: 13675-01
Project: Rutherford County, NC - CDLF
Source of Sample: Boring Depth: 2.0-4.0 Sample Number: B-44
t90
-0.36025
-0.36000
-0.35975
-0.35950
c
0.35925
c
�-0.35900
a�
--0.35875
6
-0.35850
-0.35825
-0.35800
-0.35775 L_
0
t90
-0.3576
-0.3572
-0.3568
-0.3564
c
0.3560
-0.3556
�o-0.3552
0
-0.3548
-0.3544
-0.3540
-0.3536
4 8 12 16 20 24 28 32 36 40
Square Root of Elapsed Time (min.)
0 4 8
12 16 20 24 28 32
Square Root of Elapsed Time (min.)
-Bunnell Lammons Engineering, In
36 40
Load No.= 3
Load= 1000 psf
DO =-0.3606
D90 =-0.3595
D 100 =-0.3594
T90 = 0.48 min.
Cv @ T90
4.389 ft.2/day
Load No.= 4
Load= 2000 psf
DO =-0.3574
D90 =-0.3561
D100 =-0.3560
T90 = 0.74 min.
Cv @ T90
2.864 ft.2/day
Figure

Dial Reading vs. Time
Project No.: 13675-01
Project: Rutherford County, NC - CDLF
Source of Sample: Boring Depth: 2.0-4.0 Sample Number: B-44
t90
-0.3523
-0.3518
-0.3513
-0.3508
c
0.3503
c
c-0.3498
aD
w
ia-0.3493
0
-0.3488
-0.3483
-0.3478
-0.3473
0
t90
-0.347
-0.346
-0.345
-0.344
c
-0.343
c
co -0.342
W
Of
is -0.341
0
-0.340
-0.339
-0.338
-0.337
4 8 12 16 20 24 28 32 36 40
Square Root of Elapsed Time (min.)
0 4 8
12 16 20 24 28 32
Square Root of Elapsed Time (min.)
-Bunnell Lammons Engineering, In
36 40
Load No.= 5
Load= 4000 psf
DO =-0.3528
D90 =-0.3508
D 100 =-0.3506
T90 = 0.53 min.
Cv @ T90
3.962 ft.2/day
Load No.= 6
Load= 8000 psf
DO =-0.3464
D90 =-0.3433
D 100 =-0.3429
T90 = 0.56 min.
Cv @ T90
3.664 ft.2/day
Figure

Dial Reading vs. Time
Project No.: 13675-01
Project: Rutherford County, NC - CDLF
Source of Sample: Boring Depth: 2.0-4.0 Sample Number: B-44
t90
-0.34245
-0.34230
-0.34215
-0.34200
c
0.34185
c
c-0.34170
a�
ia-0.34155
0
-0.34140
-0.34125
-0.34110
-0.34095
0 4 8 12 16 20 24 28 32 36 40
Square Root of Elapsed Time (min.)
t90
-0.3411
-0.3408
-0.3405
-0.3402
c
0.3399
C-0.3396
aD
Of
m-0.3393
6
-0.3390
-0.3387
-0.3384
-0.3381
0 4 8
12 16 20 24 28 32
Square Root of Elapsed Time (min.)
-Bunnell Lammons Engineering, In
36 40
Load No.= 9
Load= 4000 psf
DO =-0.3426
D90 =-0.3422
D 100 =-0.3421
T90 = 0.66 min.
Cv @ T90
3.103 ft.2/day
Load No.= 10
Load= 8000 psf
DO =-0.3411
D90 =-0.3405
D 100 =-0.3404
T90 = 0.89 min.
Cv @ T90
2.307 ft.2/day
Figure

Dial Reading vs. Time
Project No.: 13675-01
Project: Rutherford County, NC - CDLF
Source of Sample: Boring Depth: 2.0-4.0 Sample Number: B-44
-0
-0
-0
-0
c
_- -0
c
cc -0
10
Ca -0
0
-0
-0
-0
-0
t90
332
331
330
329
328
327
326
325
324
323
322-
1
L
I -L
V Y V IG IV IV LV IV JL JV IV
Square Root of Elapsed Time (min.)
t90
-0.313
-0.311
-0.309
-0.307
c
-0.305
c
c -0.303
0)
of
-0.301
0
-0.299
-0.297
-0.295
-0.293
0 4 8
12 16 20 24 28 32
Square Root of Elapsed Time (min.)
-Bunnell Lammons Engineering, In
36 40
Load No.= 11
Load= 16000 psf
DO =-0.3328
D90 =-0.3285
D 100 =-0.3280
T90 = 0.60 min.
Cv @ T90
3.353 ft.2/day
Load No.= 12
Load= 32000 psf
DO =-0.3130
D90 =-0.3045
D100 =-0.3035
T90 = 0.62 min.
Cv @ T90
3.112 ft.2/day
Figure

'
■■■■■■■■■■■■■■■■■■■■ems■■■■■■■■■■;Ira■■■■■■■■■■■.�■■■■■■■■■■■
■■■■■■■■■■■■■■■■■■R5i■■■■■■■■■Rai■■■■\l�■■■■■■■■■■\�■■■■■■■■■■
■■■■■■■■■■■■■■■■■t'Lid■■■■■■■■�i/.■■■■■■■■1�1�■■■■■■■■■■\`\■■■■■■■■
■■■■■■■■■■■■■■■di■■■■■■ISM■■I■■■■■■■■■■■■■!■■■■■■■■■■■\\■■■■■■
■■■■■■■■■■ts�■■Ise■■.�■■■■■■■ri■■■■■■■■■■■■■■■■■a■■■■■■■■■■■a■■■■
pia\■■'�■■■III■■■■■■�■■Il■It■■■■■■■■■■■■■■■■■■■■■A■■■■■■■■■■■11■■
FluidPrincipal
Press. psi
Fail. Stress, psi
Ult. Stress, psi
Stresses
at Failure psi
®
Total Pore
Pressure
Total Pore
Pressure
©
1 1
111
1 •
•
�
.1
Consolidated Sample 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
FrictionStrength intercept, c= 3.250 psi 2.482 psi
• - 23.83 deg 35.76 •
Tangent,u = 0.44 1
Brown fi.-med. sandy CLAY
Client: McGill Associates.72
Project:• • County,
Source of Sample: Boring Depth:1
Sample Number: i ..
Date Sampled:
Rutherford . 1
Proj. No.:• 1
logo 0 is •

150 1
150
120
120
3 90
3
90
cn
cn
CO
N 'in
a
a) to
a
a�
IL
a) `0 60
a) o`
60
0 M
0 M
a '>
C '>
30
30
0
0
0%
8%
16%
0% 8%
16%
150 3
150 4
120
120
3 (n 90
3
90
N a) •tn _- -
in a) M
'
a) 0 60
a) 0
60
0 m i
,,
o is
0- >
---
C �
a)
coo p
a)
ru p
30
30-
0-
0
0%
8%
16%
0% 8%
16%
120
80
a
s
40
0
0
40
80
120
160 200
240
p, psi
Stress Paths:
Total
Effective -------
Client: McGill Associates
Project: Rutherford County, NC - CDLF
Source of Sample: Boring Depth: 2.0-4.0 Sample Number: B-44
Project No.: 13675-01
Figure
Bunnell Lammons Engineering, Inc.
2
Peak Strength
Peak Strength
Total Effective
a= 2.973 psi 2.014 psi
a= 22.00 deg 30.30 deg
tan a= 0.40 0.58
i
i
i
i
'
r
i

HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT: RUTHERFORD COUNTY. NC - CDLF
PROJECT NO.:
DATE RECEIVED:
J20-13675-01
11-27-19
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. B-40 SAMPLE LOCATION: 1.0-3.0'
TYPE UNDISTURBED SAMPLE DESCRIPTION: REDDISH BROWN SILTY FL-MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.957
7.511
2.948
7.488
Sample Diameter
2.876
7.305
2.825
7.176
Length/Diameter Ratio
1.03
Moisture Content (%)
WW= 225.3 DW=
199.7
12.8
WW= 257.8
DW= 217.9
18.3
Sample Wet Weight(grams)
607.6
641.9
Wet Density c
120.5
132.3
Dry Densit c
106.8
111.9
Saturation (%) ASSUMED So= 2.7
60
98
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)
70 M Influent Pressure (psi)
60
Effluent Pressure (psi)
60
B-Value
0.96
Reset
(Y/N)
Date
Clock Time
Elapsed Time HADUT
(cm)
HAIN
(cm)
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
4-23-20
2:13:09
7.5
1.77
21.7
10
4-23-20
2:13:14
0:00:05
7.0
1.80
21.7
9
8.5E-06
0.960
8.1E-06
4-23-20
2:13:20
0:00:11
6.5
1.82
21.7
8
8.1E-06
0.960
7.8E-06
4-23-20
2:13:27
0:00:18
6.0
1.84
21.7
7
7.9E-06
0.960
7.5E-06
4-23-20
2:13:34
0:00:25
5.5
1.86
21.7
6
8.0E-06
0.960
7.7E-06
HYDRAULIC CONDUCTIVITY (K20.0 7.8E-06 cm/sec

PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
RUTHERFORD COUNTY, NC - CDLF
J20-13675-01
11-27-19
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. B-40 SAMPLE LOCATION: 4.0-6.0'
TYPE REMOLDED SAMPLE DESCRIPTION: LIGHT GREY CLAYEY FI.-MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
3.000
7.620
3.010
7.645
Sample Diameter
2.850
7.239
2.855
WW= 236.9
Dw= 196.4
7.252
20.6
Length/Diameter Ratio
Moisture Content (%)
WW= 224.1 Dw= 191.0
1.05
17.3
Sample Wet Weight(grams)
633.2
650.8
Wet Density c
126.0
128.7
Dry Densit c
107.4
106.7
Saturation (%) ASSUMED So= 2.7
82
96
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)
70 M Influent Pressure (psi)
60
Effluent Pressure (psi)
60
B-Value
0.96
Reset
(Y/N)
Date
Clock Time
Elapsed Time HADUT
(cm)
HAIN
(cm)
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
4-23-20
2:28:24
irr77M
7.9
2.07
21.7
10
4-23-20
2:28:52
0:00:28
7.5
2.09
21.7
9
1.2E-06
0.960
1.1E-06
4-23-20
2:29:30
0:01:06
7.0
2.11
21.7
8
1.2E-06
0.960
1.1E-06
4-23-20
2:30:16
0:01:52
6.5
2.13
21.7
8
1.1E-06
0.960
1.1E-06
4-23-20
2:31:09
0:02:45
6.0
2.15
21.7
7
1.1E-06
0.960
1.1E-06
HYDRAULIC CONDUCTIVITY (K20.0 LIE-06 cm/sec
% COMPACTION OF STD. PROCTOR MAX. DRY DENSITY (ASTM D 698): 95.0
% WETTER THAN OPTIMUM MOISTURE CONTENT (ASTM D 698): +2.0

PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
RUTHERFORD COUNTY, NC - CDLF
J20-13675-01
11-27-19
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. B-41 SAMPLE LOCATION: 1.0-5.0
TYPE REMOLDED SAMPLE DESCRIPTION: BROWN SILTY FL-MED. SAND
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
3.001
7.623
3.051
7.750
Sample Diameter
2.850
7.239
2.857
WW= 204.5
DW= 164.7
7.257
24.2
Length/Diameter Ratio
Moisture Content (%)
WW= 210.3 Dw= 177.8
1.05
18.3
Sample Wet Weight(grams)
616.0
644.6
Wet Density c
122.6
125.5
Dry Densit c
103.6
101.1
Saturation (%) ASSUMED So= 2.7
79
98
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)
70 M Influent Pressure (psi)
60
Effluent Pressure (psi)
60
B-Value
0.95
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
4-23-20
2:37:10
7.9
2.07
21.7
10
4-23-20
2:37:21
0:00:11
7.0
2.11
21.7
8
7.2E-06
0.960
6.9E-06
4-23-20
2:37:29
0:00:19
6.5
2.13
21.7
7
6.8E-06
0.960
6.5E-06
4-23-20
2:37:38
0:00:28
6.0
2.15
21.7
7
6.7E-06
0.960
6.4E-06
4-23-20
2:37:49
0:00:39
5.5
2.17
21.7
6
6.5E-06
0.960
6.2E-06
HYDRAULIC CONDUCTIVITY (K20.0 6.5E-06 cm/sec
% COMPACTION OF STD. PROCTOR MAX. DRY DENSITY (ASTM D 698): 94.7
% WETTER THAN OPTIMUM MOISTURE CONTENT (ASTM D 698): +2.0

HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT: RUTHERFORD COUNTY, NC - CDLF TESTED BY:
PROJECT NO.: J20-13675-01 CHECKED BY:
DATE RECEIVED: 11-27-19
JOHN MATHEW
PAUL YARBER
SAMPLE NO.
B-42
SAMPLE LOCATION:
0.0-2.0'
TYPE
UNDISTURBED
SAMPLE DESCRIPTION:
DARK BROWN SILTY FL - CO. SAND w/ larger weathered rock layers
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
3.140
7.976
3.083
7.831
Sample Diameter
2.855
7.252
2.863
7.272
Length/Diameter Ratio
1.10
Moisture Content %
WW- 245.9 Dw- 219.3
12.1
WW- 294.9
DW= 250.9
17.5
Sample Wet Weight(grams)
690.6
707.2
Wet Density c
130.9
135.7
Dry Density c
116.7
115.5
Saturation (%) nssun D so= 2.7
74
103
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
FALLING HEAD TEST
Confining Pressure (psi) 70.2 1 1 Influent Pressure (psi) 60.2I
Effluent Pressure (psi) 60.0 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
4-24-20
10:32:00
10:32:32
32
1.0
23.0
2.0
22.0
40.092
37.726
21.7
5
1.5E-04
0.960
1.5E-04
4-24-20
10:32:32
10:33:06
34
2.0
22.0
3.0
21.0
37.726
35.361
21.7
5
1.5E-04
0.960
1.5E-04
4-24-20
10:33:06
10:33:41
35
3.0
21.0
4.0
20.0
35.361
32.995
21.7
5
1.6E-04
0.960
1.5E-04
4-24-20
10:33:41
10:34:20
39
4.0
20.0
5.0
19.0
32.995
30.629
21.7
5
1.5E-04
0.960
1.5E-04
Pipet Length, cm
28.390
...............................
28.390
Pipet Volume, cc ...................24...........-24......
Cross -sectional Area of
Pipet, Cm
0.8454
0.8454
HYDRAULIC CONDUCTIVITY (K20-C) 1.5E-04 cm/sec

PROJECT:
PROJECT NO.:
DATE RECEIVED:
HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
RUTHERFORD COUNTY, NC - CDLF
J20-13675-01
11-27-19
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. B-44 SAMPLE LOCATION: 0.0-5.0
TYPE REMOLDED SAMPLE DESCRIPTION: BROWN FI.-MED. SAND CLAY
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
2.999
7.617
2.986
7.584
Sample Diameter
2.850
7.239
2.836
7.203
Length/Diameter Ratio
1.05
Moisture Content (%)
WW= 211.7 Dw=
179.3
18.1
WW= 247.3
Dw= 205.4
20.4
Sample Wet Weight(grams)
628.6
641.3
Wet Density c
125.2
129.5
Dry Densit c
106.0
107.6
Saturation (%) ASSUMED SG-- 2.7
83
97
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)
70 M Influent Pressure (psi)
60
Effluent Pressure (psi)
60
B-Value
0.96
Reset
(Y/N)
Date
Clock Time
Elapsed Time HADUT
(cm)
HAIN
(cm)
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20'C
(cm/sec)
Y
4-23-20
2:33:57
7.6
1.77
21.7
10
4-23-20
2:34:36
0:00:39
7.0
1.80
21.7
9
1.3E-06
0.960
1.2E-06
4-23-20
2:35:17
0:01:20
6.5
1.82
21.7
8
1.2E-06
0.960
1.2E-06
4-23-20
2:36:04
0:02:07
6.0
1.84
21.7
7
1.2E-06
0.960
1.1E-06
4-23-20
2:36:57
0:03:00
5.5
1.86
21.7
6
1.2E-06
0.960
1.1E-06
HYDRAULIC CONDUCTIVITY (K20.0 1.2E-06 cm/sec
% COMPACTION OF STD. PROCTOR MAX. DRY DENSITY (ASTM D 698): 95.1
% WETTER THAN OPTIMUM MOISTURE CONTENT (ASTM D 698): +2.0

HYDRAULIC CONDUCTIVITY TEST REPORT
CONSTANT VOLUME APPARATUS (ASTM D 5084)
PROJECT: RUTHERFORD COUNTY. NC - CDLF
PROJECT NO.:
DATE RECEIVED:
J20-13675-01
11-27-19
TESTED BY: JOHN MATHEW
CHECKED BY: PAUL YARBER
SAMPLE NO. B-44 SAMPLE LOCATION: 2.0-4.0
TYPE UNDISTURBED SAMPLE DESCRIPTION: BROWN FI.-MED. SAND CLAY
SAMPLE DIMENSIONS AND PROPERTIES
ITEM
INITIAL
FINAL
inches
centimeters
inches
centimeters
Sample Length
3.019
7.668
3.046
7.737
Sample Diameter
2.869
7.287
2.887
7.333
Length/Diameter Ratio
1.05
Moisture Content (%)
WW= 287.9 DW=
243.1
18.4
WW= 277.5
DW= 232.5
19.4
Sample Wet Weight(grams)
662.5
683.3
Wet Density c
129.3
130.5
Dry Densit c
109.2
109.4
Saturation (%) ASSUMED SG-- 2.7
92
97
HYDRAULIC CONDUCTIVITY TESTING MEASUREMENT
(PERMOMETER)
Chamber Pressure (psi)
70 M Influent Pressure (psi)
60
Effluent Pressure (psi)
60
B-Value
0.97
Reset
(Y/N)
Date
Clock Time
Elapsed Time HADUT
(cm)
HAIN
(cm)
Temp
°C
Gradient
K
(cm/sec)
Temp
Correction
K20°C
(cm/sec)
Y
4-23-20
2:16:10
8.0
2.07
21.7
10
4-23-20
2:17:44
0:01:34
7.5
2.09
21.7
9
4.3E-07
0.960
4.1E-07
4-23-20
2:19:31
0:03:21
7.0
2.11
21.7
8
4.2E-07
0.960
4.1E-07
4-23-20
2:21:32
0:05:22
6.5
2.13
21.7
7
4.2E-07
0.960
4.0E-07
4-23-20
2:23:50
0:07:40
6.0
2.15
21.7
7
4.1E-07
0.960
4.0E-07
HYDRAULIC CONDUCTIVITY (K20.0 4.0E-07 cm/sec

COMPACTION TEST REPORT
120
115
110
U
Q
T
U)
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 698-12 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
4.0-6.0
SC
A-6(3)
38
14
2.2
46.0
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 113.1 pcf
Optimum moisture = 15.3 %
Light grey clayey fi.-med. SAND
Project No. 13675-01 Client: McGill Associates
Project: Rutherford County, NC - CDLF
OSource of Sample: Boring Sample Number: B-40
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

COMPACTION TEST REPORT
120
115
110
U
Q
T
C
N
T
105
100
ZAV for
Sp.G. _
951
2.70
0 5 10 15 20 25 30
Water content, %
Test specification: ASTM D 698-12 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
1.0-5.0
SM
A-7-6(2)
41
13
2.4
40.2
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 109.4 pcf
Optimum moisture = 16.3 %
Brown silty fi.-med. SAND
Project No. 13675-01 Client: McGill Associates
Project: Rutherford County, NC - CDLF
OSource of Sample: Boring Sample Number: B-41
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

COMPACTION TEST REPORT
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 698-12 Method A Standard
Elev/
Depth
Classification
Nat.
Moist.
Sp.G.
LL
PI
% >
#4
% <
No.200
USCS
AASHTO
0.0-5.0
CL
A-6(6)
39
18
1.3
52.2
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dry density = 111.5 pcf
Optimum moisture = 16.1 %
Brown fi.-med. sandy CLAY
Project No. 13675-01 Client: McGill Associates
Project: Rutherford County, NC - CDLF
OSource of Sample: Boring Sample Number: B-44
Remarks:
Figure
Bunnell Lammons Engineering, Inc.
Greenville SC

APPENDIX I
FRACTURE TRACE ANALYSIS DATA

APPENDIX I
LINEAMENT ANALYSIS DATA
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
Segment Length Orientation
Segment Length Orientation
Segment Length Orientation
Segment Length Orientation
1
1000
272
38
1000
288
75
1300
242
112
2000
270
2
1500
282
39
2000
332
76
700
255
113
1700
320
3
2000
285
40
3000
292
77
800
216
114
1000
351
4
1000
309
41
1500
188
78
1500
280
115
1000
300
5
1200
330
42
2000
348
79
700
250
116
1500
335
6
1500
240
43
3500
350
80
1200
238
117
1000
330
7
1500
247
44
2500
269
81
1300
345
118
1200
180
8
2000
190
45
2700
320
82
700
320
119
1300
215
9
2000
187
46
2500
288
83
1200
184
120
1200
350
10
1000
191
47
400
280
84
700
221
121
1200
40
11
1000
292
48
1500
330
85
500
191
122
800
340
12
1000
304
49
400
215
86
500
225
123
800
9
13
1500
292
50
1200
308
87
2400
259
124
2200
255
14
1200
280
51
2000
265
88
500
300
125
1500
232
15
1700
336
52
800
230
89
1400
238
126
1000
81
16
4000
317
53
1600
284
90
800
210
127
300
40
17
1200
331
54
1400
330
91
1500
238
128
700
310
18
1300
308
55
2000
325
92
1000
180
129
700
30
19
1800
348
56
2500
295
93
3500
215
130
1000
61
20
1500
240
57
1000
310
94
1000
190
131
1500
20
21
1000
330
58
600
340
95
1200
240
132
1200
41
22
1500
220
59
400
181
96
2000
180
133
2200
12
23
1500
205
60
1000
298
97
1000
275
134
700
340
24
1000
240
61
600
222
98
1500
188
135
1000
320
25
1500
250
62
1000
280
99
800
200
136
2800
4
26
3300
350
63
800
298
100
500
250
137
1500
20
27
1000
183
64
1000
308
101
500
210
138
1000
280
28
1300
309
65
1000
180
102
700
250
139
500
10
29
1300
320
66
1000
282
103
4500
318
140
1200
50
30
700
319
67
1200
340
104
800
340
141
700
260
31
500
340
68
1000
180
105
1500
355
142
2000
340
32
500
290
69
1000
220
106
1500
190
143
900
221
33
1000
290
70
2200
307
107
2700
203
144
1200
348
34
1300
322
71
1000
350
108
2500
190
145
3000
295
35
1500
195
72
1500
326
109
2300
210
146
1200
250
36
900
188
73
900
10
110
5800
190
37
1000
206
74
1000
230
111
1200
260
Data is sourced from "Fracture Trace Analysis - Blue Line Streams Within a Two-mile Region",
from CDLF Permit Renewal Application, David Garrett Engineering and Geology, dated September 20, 2000.
FREQUENCY Prepared By: TJD
Fracture Trace Data Checked By: IAI

APPENDIX I
LINEAMENT LENGTH ROSE DIAGRAM
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
N
3400 3500 00
330°
320°
310°
300°
290°
280°
w 27C,'--'
260°
25Ci' '
240°
230
10°
20°
30°
'
40°
32
28
50°
24
60°
20
L6
70°
80°
N = Lineament length
in thousands of feet 120°
° U 130°
2200 JP 1400
2100 15i=1'
0 0
1900 180° 170° 160
s

30
2900
24
APPENDIX I
LINEAMENT TREND ROSE DIAGRAM
Rutherford County Landfill - Phase 2 C&D DHR
Rutherfordton, North Carolina
BLE Project Number J19-13675-01
N
3400 3500 00
��,
L1V 1JV
0 0
1900 1800 1700 1
s
F
N = Lineament Frequency