0403_AnsonLF_DesignHydro_20000601

APPROVED DOCUMENT
NO. 3

4."

REGULATORY CROSS REFERENCE
The requirements of the Design Hydrogeological Report are detailed in 15A NCAC 13B.1623(b).
In order to facilitate the review of this document and to ensure completeness as required under this
rule, a regulatory cross reference is provided in Table 1.1. This table lists the applicable requirements
under Rule .1623 (b) and references corresponding section(s) of this report. Some of the required
information under Rule .1623 (b) (2) (A) has already been presented in detail as part of the previous
investigation reports. This information has been summarized only to the extent necessary to provide
sufficient technical information to support design of the monitoring system and determine the relevant
point of compliance.

TABLE I.I. CROSS REFERENCE TO RULE .Ifi23(b)
ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY
Rule
Re uirements
Report
Table
Fi.ZtjLre
Appendix
.1623(b)(2)(A)
lnformation re uired in sub arc a hs a 4 throe (a)(12) of Rule .1623
.1623(a)(4) Testing program for borings describing the frequency, distribution,
7.2.1
and type ofsamples and methods ofanalyses
m Standard Penetration -Resistance (A)
7.2.1.3
7.2
® Particle Size Analysis (B)
7.2.1.4
® Soil Classification ©
7.2.1.5;
7.2
• Formation Descriptions (D)
T2.1.6
• Saturated hydraulic conductivity, porosity, and effective porosity (E)
7.2.1,7; 7.2.5.7
7E
.1623(a)(5) Additional Investigation Techniques
7.2.2
7-5, 7-5A
7-5 B
.1623(a)(6) Stratigraphic Cross -Sections
7.2.3; 7.8.1
.1623(a)(7) Tabulations of WaterTable Elevations (AB)
7.1,l; 7,2A
7.4
• Estimate of Seasonal High Water Table 0
7.2.4.3
7-8A, 7-813
71)
• Potential Water Table Fluctuations
7.2.4.2
7.4
.1623(a)(8) Horizontal and Vertical Dimensions of Ground Water Flow
7.2.5; 7.4.3
7.4
• Flow direction
7.2.5.1; 7.3.2
• Flow rate
7,2.5,6
7.6
• Gradients
7.2.5.2
7.7
7C
1623(a)(9) Ground Water Contour Map(s)
7.2.6
7-2, 7-2A,
7-3, 7-3A
.1623(a)(20) Site Topographic map
7.2.7
7-l. 7-1A;
1623(a)(31) Boring logs
7B
• Field Logs and Notes
_
• Well and Piezometer Construction Records
.1 623a 12 Other geolo2c and h dro eclo is considerations
7.2.2
.1623(b) 2 (B)
Technical information needed to de8iE the monitorin s stem
7.1.2; 7.3
1623 b) 2 C)
Technical information to determine relevant Coint ofcom l ance
7.4
1623(b)(2)(D)
The number, location, and depths of rock corirngs to provide and understand
7.2.7; 7.2.8; 7.5
fractured bedrock conditions including:
• Rock types
7.5.1
® Recovery Values
T5.1
• Rock Quality Designation (RQD)
T5.1
• Saturated Hydraulic and Secondary Porosity Values
7.5.2
® Rock descri Lions includinZ Fracturin and lointin Patterns
T5.3
1623 b 2 E)
Ground Water Contour Ma ofthe LonE Term Seasonal High Water Table
7.6
1623(b)(2)(F)
Bedrock Contour Map
7.7
7-4, 74A
7A
7-6, 7.6A
.1623(b)(2)(G)
Three Dimensional Ground Water Flow Not Hydrogeoiogic Cross -Sections
7.2.3.2
7-7A, 7-713,
7-7C
.1623(b)(2)(H)
Report on the Ground Water Flow Regime
7.9; 7.2.5
7.5, 7.2A&B;
7C
7.3 A,B&C,
7.3 D, 7.3 E
• Horizontal Flow Paths and Gradients
7.2.5.2; 7.9.2;
7.9.1; 7.9.2;
7.2.5.3
• Vertical Flow Paths and Gradients
7.8.2; 7.2.5.1;
7.2,5.2;7.2.5.3
• Flow Rates
7.9.3; 7,2.5,6
7.6
• Ground Water Recharge Areas
7.9.4; 7.2.5.4
• Ground Water Discharge Areas
T9.4; 7,2.5A
1623(b)(2)(1)
Certification that all borings that have not been converted to permanent
7.10; 7.10.1;
rnonitorin wells will be ro erly abandoned
7.10.2
1623(3)
Water Qualr Monitoring Plan
Se crate report

TABLE OF CONTENTS
Section Page
Listof Figures ................. . ........................................... vi
Listof Tables ................ . ....... ...................................... vi
Listof Appendices.......................................................... vi
Certification .......... ..................................................... vii
Executive Summary ........................................................ viii
TO DESIGN HYDROGEOLOGIC REPORT ................................... 1
7.1 OBJECTIVES AND REQUIREMENTS OF THE STUDY ...................... 1
,7.1.1 Compliance with Vertical Separation Criteria ...........................
1
7. L2 Establish Hydrogeologic Characteristics for Design of Water Quality
Monitoring System...............................................1
7.2 FIELD STUDIES AND DATA PRESENTATION ............................
2
7.2.1 Borings/Borehole Testing ..........................................
2
7.2.1.1 Summary of Explorations .................................
2
T2.1.2 Standard Penetration Tests ................................
5
7.2.1.3 Particle Size Analysis, Porosity Measurements, and Other
Geotechnical Testing .....................................
5
7.2.1.4 Soil Classification Methodology ............................
6
T2.1.5 Formation Descriptions ...................................
6
7.2.1.6 Hydraulic Conductivity Testing .............................
7
7.2.2 Geophysical Testing .......................................... I ... 9
7.2.3 Site Stratigraphy....................................... . ......... 9
7.2.3.1 Lithologic Units ....................................... 10
7.2.3.2 Hydrogeologic Units .................................... 11
7.2.4 Water Table Information ......................................... 11
7.2.4.1 Stabilized Groundwater Readings .......................... 11
7.2.4.2 Seasonal High Groundwater Levels ........................ 11
7.2.4.3 Long -Term Seasonal High Groundwater Levels ............... 12

7.3
7.4
7.5
7.6
TABLE OF CONTENTS (Continued)
T15 Horizontal/Vertical Groundwater Flow Paths ......... . ................
13
T2.5.1
Groundwater Flow Direction .............................
14
7.2.5.2
Horizontal Hydraulic Gradients ............................
15
7,2,5.3
Vertical Hydraulic Gradients .......... . ... .
.......... . .... 15
T2.5A
Recharge/Discharge Zones .... . ..........................
19
7.2.5.5
Analysis of Hydraulic Conductivity .........................
21
T2.5.6
Groundwater Flow Rates ................................
25
7.2,5,7
Porosity and Groundwater Velocities ...................
1 ... 25
7.2.6 Groundwater Contour Mapping . . .... . .............................
27
T2.6.1
Water Table ............... . ..........................
28
T2.6.2
Piezometric Levels ........................
. ............ 28
-ice
47.2.7 Exploration
Location Plan/Site Topography ...........................
28
7.2.8 Exploration Logs/Well Construction Data ............................ 28
TECHNICAL. INFORMATION TO DESIGN MONITORING SYSTEM 29
7.3 ,1 Aquifer Characteristics and Saturated/Unsaturated Zone Units ............. 29
7.3.2 Groundwater Flow Direction ...................................... 29
TECHNICAL INFORMATION TO ESTABLISH RELEVANT POINT OF
COMPLIANCE......................................................30
7.4.1
Hydrogeologic Characteristics ...................................
1. 30
7A.2
Leachate Characteristics ..........................................
30
7.4.3
Groundwater Flow Characteristics ..................................
30
7.4.4
Groundwater Users .............................................
30
7.4.5
Alternative Drinking Water Supplies ........ . .......
I .. I ......... I ... 30
T4.6
Existing Groundwater Quality .....................................
30
7.4.7
Public Health ..................................................
31
7.4.8
Practicable Capability of Operation ..................................
31
ROCK CORING (DESIGN PHASE 1) ............ . ........................ 32
T5.1 Rock Type, Recovery, and RQD Values .............................. 32
7.5.2 Hydraulic Conductivity .................... . ............. . ........ 32
T5.3 Rock Descriptions/Fracturing and Jointing Patterns 32
GROUNDWATER CONTOUR MAPPING ... . ............................ 33
iii

TABLE OF CONTENTS (Continued)
7.7 BEDROCK CONTOUR MAP .... . ...................................... 34
7.8 VERTICAL FLOW REGIME ........................................... 35
7.8.1 Hydrogeologic Cross Sections ..................................... 35
7.8.2 Groundwater Gradients .......................................... 35
7,9 GROUNDWATER FLOW REGIME ...................... . ............... 36
7.9.1 Flow Paths ............................ . ....................... 36
7.9.2 HorizontallVertical Groundwater Flow Components .................... 36
7.9.3 Groundwater Flow Rates ......................................... 36
7,9,4 Recharge/Discharge Areas ........................................ 36
7.10 WELL ABANDONMENT -CERTIFICATION .............................. .
37
7.10.1 Borings and Wells Not Converted to Permanent Wells ................... 37
7.10.2 Abandonment Plan .............................................. 37
7.10.3 Certification Statement ........................................... 37

TABLE OF CONTENTS (Continued)
LIST OF FIGURES
Number
Figure 7-1
Comprehensive Exploration Plan
Figure 74A
Exploration Location Plan - Phase I Area
Figure 7-2
Groundwater Elevation Contour Plan (Phreatic Surface) May 1996
Figure 7-2A
Groundwater Elevation Contour. Plan (Phreatic Surface) May 1996 - Phase
I Area
Figure 7-213
Groundwater Elevation Contour Plan (Phreatic Surface) October 1997 -
Phase I Area
Figure 7-2C
Groundwater Elevation Contour Plan (Phreatic Surface) June 1998
Figure 7-3
Groundwater T-Ievation Contour Plan (Lower Piezometric Surface) May
1996
Figure 7-3A
Groundwater Elevation Contour Plan (Lower Piezoinetric Surface) May
1996 - Phase I Area
Figure 7-3B
Groundwater Elevation Contour Plan (Lower Piezometric Surface) October
1997 - Phase I Area
Figure 7-4
Top of Bedrock Contour Plan
Figure 74A
Top of Bedrock Contour Plan - Phase I Area
Figure 7-5
Overburden Thickness Isopach Plan
Figure 7-5A
Overburden Thickness Isopach Plan - Phase I Area
Figure 7-513
Saturated Overburden Thickness Isopach Plan May 1996 - Phase I Area
Figure 7-5C
Saturated Overburden Thickness Isopach Plan October 1997 - Phase I Area
Figure 7-6
Inferred Bedrock Geology
Figure 7--6A
Inferred Bedrock Geology - Phase I Area
Figure 7-7A
Geologic Profiles
Figure 7-713
Geologic Profiles
Figure 7-7C
Geologic Profiles
Figure 7-8A
Vertical Separation Between Seasonal High Water Table and Base Liner
Subgrade
Figure 7-813
Vertical Separation Between Top of Bedrock and Base Liner Subgrade
v

TABLE OF CONTENTS (Continued)
LIST OF TABLES
Dumber
Table 7.1
Monitor Well, Piezometer, and Soil Boring Inventory
Table 7.1A
Bridge Gauge, Stream Gauge and Well Point Measurements
Table 7.2
Summary of Soil Properties
Table 7.2A
Summary of Slug Test Results and Hydraulic Conductivity
Table 7.2B
Upper and bower Bedrock Hydraulic Conductivity
Table 7.2C
Summary of Well and Piezometers Used in Hydraulic Conductivity
Matrix
Table 7.3A
pumping Test tata Well MW-14A-BZW
Table �73B
Pumping Test Data Well MW-21B-BZW
Table 7.3C
Pumping Test Data Well P-30
Table 7.3D
Constant Head Monitoring Well Pumping Tests and Calculated
Permeabilities for Bedrock Wells
Table 7.3E
Analytical Estimate of Drawdown, MW-14A-BZW Pumping Test
Table 7.4
Water Table (Phreatic Surface)
Table 7.5
Piezometerc Level (Lower Piezometerc Surface)
Table 7.6
Site Porosity and Groundwater Velocity
Table 7.7
Summary of Vertical Hydraulic Gradients Measured in Well Clusters
Table 7.8
Vertical Separation Determination
LIST OF APPENDICES
Appendix 7A
October 1997 Water Recovery Tests
Appendix 7B
Boring Logs
Appendix 7C
Rising/Falling Head Hydraulic Conductivity Test Data
Appendix 7D
Precipitation and Historical Groundwater Elevation Data
Appendix 7E
Geotechnical Data and References
Appendix 7F
Relevant Sections of Ground -Water Bulletin Number 5
Appendix 7G
Geophysical Data
vi

CERTIFICATION
I, Michael L. Babuin, P.G., being a Licensed Geologist in accordance with the North Carolina
Geologist Licensing Act of 1995 (General Statute Chapter 99E) as administered by the Board of
Licensing of Geologists, do hereby certify that, to the best of my knowledge and belief, the Design
Hydrogeologic Report (Section 7.0 of the Permit to Construct Application) for the proposed Anson
County Solid. Waste Management Facility was prepared in accordance with the North Carolina
Division of Waste Management's applicable rules statementsdesigns and.guidance documents
Per Rule 15ANCAC 13B A623(b) (2) (1), it is further. certified. that "all borings at the site that have
not been converted to permanent monitoring wells will be properly abandoned in accordance with the
procedures for permanent abandonment of wells," as delineated in I 5A NCAC 2C .OI 13 (a) (2).
���*PI IPe liy dl�o
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a
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North Carolina
License No. 6S I
December 14, 1998
vtt

December 14, 1998
Executive Summary
This Design Hydrogeologic Report addresses the requirements in 15A NCAC 13B ,1623 (b). To
satisfy the requirements, an intensive field program was conducted between 1991 and 1998 to collect
and evaluate data. The field program included installation of 133 soil borings, piezometers and
monitor wells to evaluate site geology and hydrogeology; geophysical tests to evaluate bedrock
geology; installation of 13 stream gauges and well points to evaluate discharge to adjacent creeks;
collection of 27 soil samples from different lithologies for geotechnical laboratory analyses;
performance of 70 aquifer (slug) tests on more than 50 wells, 20 Packer tests, and three pumping
tests to determine hydraulic conductivity of the geologic units; and collection of water levels in site
piezometers and wells on 14 occasions between 1992 and 1998.
Based on the extensive field program; Tdetailed understanding of site stratigraphy and hydrogeology
has been developed. Geologic formation descriptions have been made in general accordance with the
Geologic Map of North Carolina (1995). The site soils (saprolite), derived from the Carolina Slate
Belt, Floyd Church Formation (bedded Argillite), and the Chatham Group, Undivided, Triassic Basin
rock units (Wadesboro Basin), consist of fanglomerate, conglomerate, sandstone, graywacke, and
siltstone/mu d stone. Magnetic surveys indicate two north-northwest trending features (interpreted
as diabase dikes), which vary in width and are inferred to be 10 to 70 feet below existing grade.
These features are not massive, homogeneous, linear bodies of rock that have filled large fractures;
rather, they consist of swarms of thin stringers of rock that have filled -in along a fracture zone. On
a regional scale, the dikes are hydraulically indistinguishable from surrounding lithologies. For this
report, parent rock types are referred to as Wadesboro (Sandstone), Slate Belt (Argillite) and
Diabase. The weathering profile is referred to as saprolite, partially weathered rock (PWR), and
bedrock.
The hydrogeologic units which control near surface groundwater movement across the majority of
the site include the saprolite, the PWR, and the upper portion of the competent bedrock. The water
table is found in the saprolite, PWR, and upper bedrock units; all of which appear to behave as a
single, interconnected aquifer system. Hydraulic conductivity testing results indicate that the
permeability across the majority of the site is moderately low. Average hydraulic conductivities vary
by one to two orders of magnitude.
Regional groundwater flow occurs from the Phase 1 area to low-lying areas near Brown Creek and
Pinch Gut Creek. Within the Phase 1 area, horizontal groundwater flow is generally toward the
northeast and converges along drainage swales toward the area occupied by the NM-21 well cluster.
This convergence of groundwater flow is predominantly influenced by drainage features cutting
viii

December 14, 1998
across the northern portion of the Phase 1 area. The pattern of groundwater flow at this site appears
to be controlled by topography rather than by higher hydraulic conductivity zone, contact between
formations, or a weathering horizon which could act as a preferential flow conduit. Additionally, the
data collected from wells in the Phase I area de€nonstrate that the two zones of diabase dikes do not
influence horizontal groundwater flow.
Water level measurements conducted on 14 occasions between February 1992 and June 1998 are
illustrated in the hydrographs and figures. A conservative statistical approach was developed to
evaluate seasonal high and long-term seasonal high groundwater levels based on all groundwater
measurements in the Phase I area including peak groundwater levels measured during the wet winter
of 1997 and spring of 1998 (El Nifio period). The proposed subgrade liner was designed to provide
vertical separation of at least four feet above seasonal high groundwater levels and to be above long
term seasonal high groundwater levels.
Based on this investigation, a contour map showing the approximate top of bedrock (defined by auger
refusal) was prepared which indicates that the bedrock surface is generally highest toward the west
and northwest of the site and generally lower toward the central and eastern portions of the site. This
is consistent with site topography. A bedrock valley originates near the center of the Phase I area,
trending northeast beyond the Phase I footprint. Overburden (saprolite and PWR above rock) is
thinnest on the west side of the site near Brown Creek and thickest east, northeast of Boylin Road.
The top of rock values were used to evaluate the vertical separation with the subgrade liner at well
points and inferred locations between well points. The proposed subgrade liner has been designed to
be at least four feet above the highest top of rock elevation reported for each well location and the
contoured top of rock surface.
The depth of saturated overburden at the site was also evaluated and found to decrease between the
wet and dry seasons in the northern portion of Phase 1 area. The reduced level of saturated
overburden in the dry periods was an important factor in designing a method for monitoring site
groundwater subsequent to waste placement. An Enhanced Liner System (ELS) has been designed
to provide a dual liner syste€n in portions of the site as described in Section 2.0 of the Application.
As demonstrated in this report, subsurface and hydrogeologic conditions at the site have been
thoroughly evaluated and are sufficiently understood to design and implement an effective water
quality monitoring system for the site. A Water Quality Monitoring Plan based on this report is
included in Section 6.0 of the Permit to Construct Application. Therefore, this report satisfies the
requirements of Rule .1623(b).
€x

December 14, 1998
7.0 DESIGN HYDROGEOLOGIC REPORT
7.1 OBJECTIVES AND REQUIREMENTS OF THE STUDY
The information provided in this Section of the report is that required by Rule .1623, subparagraphs
(b)(1)(A) and (B).
7.1.1 Compliance With Vertical Separation Criteria
The rules cited require that the bottom of the proposed liner system be established four feet
above seasonal high groundwater and non-rippable bedrock. This study provides the basis for
this determination as follows:
• Estimated seasonal high groundwater (ESHGW) levels have been statistically determined
based on water level measurements collected at the site on 14 occasions from February
1992 to June 1998. The basis for ESHGW levels is discussed further in Section 7.2.4.2.
The design ESHGW levels are provided in Table 7.9.
• The basis for the long-term seasonal high groundwater level estimate is given in Section
7.2.4.3. The design long-term seasonal high water levels are also shown in Table 7.8.
• The data from installation of 133 borings, wells and piezometers at the site are
summarized in Table 7.1. Figures 7-4 and 74A of this Hydrogeologic Report establish
top of bedrock elevation contours (defined herein as auger refusal depth) based on the
field investigation.
• The landfill base subgrade has been designed to achieve a minimum of four feet vertical
separation between the proposed liner and both the ESHGW elevation contours and the
top of rock elevation contours as demonstrated in the referenced tables and figures of
this report. Additionally, the subgrade has been designed to be above the highest
recorded groundwater elevation at each location. Figures 7-8A and 7-8B present the
integration of all the above data. The Figures and Table 7.8 were used to design the
"Base Liner Subgrade Gradin Flan" (Drawing E-1 of the Engineering Report).
7.1.2. Establish Hydrogeologic Characteristics for Design of Water Quality Monitoring
System
The scope and results of this Design Hydrogeologic Report provide more than sufficient data
with which to design an effective water quality monitoring system for this site. The design
of the monitoring system is the subject of Section 6.0 of this application.
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December 14, 1999
7.2 FIELD STUDIES AND DATA PRESENTATION
The information in this Section of the report is that required by Rule .1623, subparagraphs (a)(4)
through (a)(12).
7.2.1 Borings/Borehole Testing
The following sections describe the field program implemented in several stages between
1991 and 1999 at the facility to collect and evaluate pertinent site data.
7,2.1.1 Summaryof Explorations
Hydrogeologic charactfrization of the site has been undertaken in several phases
between 1991 and 1998 resulting in the installation of 133 borings, wells and
piezometers. Table 7.1 provides a summary of the installation dates, surveyed
coordinates and elevations, relevant subsurface geology data, and well construction
data for the borings, wells and piezometers installed.
Seven borings and monitoring wells were installed in 1991 during an initial site
evaluation. In 1992, 53 borings were completed as monitoring wells, and 108 test pits
were dug for evaluation of soil borrow areas. Results of these previous explorations
were presented in a report entitled "Volume III, Site Application for Solid Waste
Management Facility, Anson County, North Carolina, .504(l)(c) Hydrogeologic
Study" (1992 Site Hydrogeologic Report), and submitted to the Solid Waste Section
(SWS) on May 28, 1992, by Chambers Development of North Carolina, Inc. as part
of the required site study.
Geophysical testing (magnetometer survey), installation of seven borings completed
as monitoring wells and hydraulic conductivity tests (in diabase dike zones) were
conducted in May 1995. Results of this phase of investigation were submitted in a
report to the SWS entitled "Supplement to Site Hydrogeological Report," Solid
Waste Management Facility, Anson County, North Carolina, by Chambers
Development of North Carolina, Inc., dated May 1995.
In May 1996, clustered piezoreters were installed at 16 additional locations (P-1
through P-16) within and adjacent to the Phase I boundary. The intent was to meet
the required density of one boring/acre for the construction application as well as to
provide sufficient data to meet groundwater bedrock separation from base liner
requirements needed by this design. Hollow -stem auger techniques with split -spoon
sampling every five feet were used to advance the boring to auger refusal. Rock
coring was conducted within the upper 10 to 15 feet of bedrock at each of these 16
locations using an HQ -size core barrel. Two-inch diameter PVC well screens were
sealed into the upper bedrock using bentonite clay seal. At the same locations, cluster
Page 2

December 14, 1998
well screens were also installed to span the water table in the saprolite and/or partially
weathered rock (PWR) zone.
In June 1997, additional monitoring wells were installed to further define vertical
separation data, vertical gradient data in the overburden, and preferential flow in the
overburden, as agreed upon by the SWS on May 27, 1997. Each boring was
advanced via hollow -stem augers coupled with split -spoon sampling every five feet
to auger refusal (top of rock).
The June 1997 borings were advanced first to split spoon refusal (>100 blows per
foot, considered to be the top of PWR) and then to auger refusal (the top of bedrock).
Two -inch -diameter well screens were set exclusively in the PWR zone where present,
and/or another well screen set to span the water table in the saprolite if greater than
three feet of saturated material was present above the PWR. At several locations,
well screens were installed exclusively in the PWR zone. These locations include all
geologic types found at the site.
During this June 1997 field phase, in which the focus was on overburden material,
(defined by the SWS as all residual soil, saprolite and PWR above auger refusal), the
low permeability of the soils made it difficult to determine water table depths while
drilling. Therefore, boreholes were drilled, augers were removed, and the borings
were allowed to remain open (in some cases greater than four days) to allow
observation of the water table depth. As an illustrative example, in the area occupied
by P-107 and P-108, the PWR was found to be dry after three days and well screens
were installed in the event that water levels were slowly recharging.
The June 1997 field effort resulted in installation of 15 borings with completion of 11
monitoring wells, of which two were clusters (P-102S/D and MW-21SID). Two-
inch -diameter PVC screens were installed in the PWR zone at P-101, P-102D, P-103,
P-104, P-109 and MW-21D, Two inch -diameter wells were set to span the water
table in the saprolite at P-102S and MW-21 S. No water was encountered at PZ-101
and PZ-103; therefore, the boreholes were abandoned.
As directed by the SWS, an attempt was made to install clustered wells in the
saprolite and PWR at a location of complex geology near the western corner of the
Phase I buffer area in order to evaluate hydraulic characteristics. Based upon a
recommendation by the SWS, a location was selected where a contact exists between
the Wadesboro, Slate Belt, and a diabase dike. Measurements in nearby wells
P-13SID and P-7S/D indicated from five to 15 feet of saturated overburden thickness
above top of rock.
The first well attempted was P-108. Because no water was encountered and rock was
found at a depth shallower than expected (15 feet below ground surface), another
Page 3

December 14, 1998
attempt was made to install this well adjacent to the first location. No samples were
taken at this second location as rock was encountered at the same depth. The boring,
although dry at the time of installation, was completed as a piezometer (P-108).
Three additional borings were attempted P-105, P-106, and P-107, of these P-1.07
was completed as a piezometer. The investigation resulted in the discover} of little
to no saturated overburden in this area and that rock was encountered at shallower
depths than in nearby wells P-7S/D and P-13S/D. The geologic contacts were
concluded to be zones of high mineralization rather than zones of high fracturing.
Such secondary mineralization could result in "tighter" rock less susceptible to
subsequent weathering.
As a result of comments received in the September 23, 1997 letter from the SWS, a
sixth mobilization occurred in October 1997. These efforts resulted in the installation
of 15 additional borings, 11 of which were converted to piezometers. During this
phase, nine wells were installed in and near the Phase I area to better characterize
distinct lithologic units. Two additional wells were installed in new locations and four
soil borings were advanced. To supplement the previous evaluation of hydraulic
conductivity data and geotechnical analysis, additional slug tests were conducted and
undisturbed soil samples collected. Recovery tests were conducted on select wells
(Appendix 7A) and water levels measured for all of the wells located at the site.
In response to SWS comments, an additional phase of investigation was conducted
in June, 1998. A field magnetic survey was performed in conjunction with this
investigation to identify locations of shallow zones of diabase dikes in the northeast
corner of the Phase 1 area. One well nest (TML-108S and TML-108D) was installed
along a transect near the northeast corner of the Phase 1 area. The well pair was
designed and installed for potential use as a long-term monitoring location for the
facility (see Section 6.0 Water Quality Monitoring Plan). An additional piezometer
(PZ-300) was installed west of the Phase 1 area at a location not previously evaluated.
Soil samples from each boring were collected for geotechnical evaluation. Slug tests
were also conducted on each well and piezometer.
In response to the SWS' May 27, 1998 letter, five well points and five strearn gauges
were installed along Pinch Gut and Brown Creeks in June 1997. The purpose was to
evaluate groundwater discharge from the site into the creeks.
Richard Harrington and Associates R.L.S. completed a new site survey in November
1997 inclusive of well locations, top of casing elevations and ground surface
elevations for all monitor wells, borings and piezometers installed up to that time
period. Additionally, Harrington and Associates mobilized in June 1998 to survey the
well points, stream gauges, geophysical transects, monitor wells and piezometer
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December 14, 1998
installed in June 1998. The coordinates of site features have been incorporated into
the tables and figures included in this Design Hydrogeologic Report.
Descriptions of the past boring and testing programs, boring logs, test data, tables and
results have been incorporated into this report where practical. All borings,
piezometers, and monitoring well locations are depicted on Figures 7-1 and 7-1A
(Phase 1 area). Boring logs are included in Appendix 7B.
7.2.1.2 Standard Penetration Tests
During drilling, Standard Penetration Tests (SPT) were conducted in accordance with
the American Society of Testing and Materials (ASTM) standard D 1596-94 to obtain
soil samples and to meakure the resistance of the soils to penetration of the sampler.
The testing also aided in identification of geologic layering during boring installation.
Results of the SPTs are shown on the boring logs included in Appendix 7B.
As shown on the boring logs, and in agreement with SWS definitions, SPT values less
than 100 are identified as either residual soil or saprolite. SPT values of 100 or more
blows per foot (bpo are identified as partially weathered rock (PWR). The term
"auger refusal" is defined by the SWS as the top of competent rock.
7.2.1.3 Particle Size Analysis, Porosity Measurements and Other Geotechnical
Testing
Soil samples were collected during test pit and boring installation for geotechnical
evaluation. Laboratory tests included particle size analysis, specific gravity, moisture
content, liquid limit, plasticity index, total porosity, and permeability. Results are
summarized in Table 7.2. Laboratory reports (except for the soil borrow study) are
contained in Appendix 7F.
Particle size analyses were conducted for a significant number of samples of residual
soil and completely weathered bedrock overburden (saprolite) obtained from test pits
during the soil borrow study. These analyses generally compared favorably with
visual -manual classifications. The particle size analyses indicated the materials are
fine-grained and variable in character ranging between Silt and Silty Sand to Lean/Fat
Clay. The results of the particle size analyses for the borrow study are presented in
Volume 11, Appendix D, of the 1992 Site Study Report.
During the October 1997 investigation, six undisturbed soil samples (Shelby Tubes)
were obtained to evaluate geotechnical characteristics of soils within and adjacent to
the Phase 1 area. Tests conducted included permeability, porosity, moisture content,
liquid limits, plasticity index, and specific gravity. An evaluation of grain size
distribution (with hydrometer) was conducted for each sample, and the samples were
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December 14, 1998
classified using the Unified Soil Classification System (USCS). Based upon the
request of the SWS, undisturbed samples were also collected in June 1998.
Additionally, a bag sample was prepared from soil adhering to the bottom flight of
augers at one location (TML-108S) for evaluation of PWR soil properties. The June
1998 soil samples were analyzed for the same parameters as in October 1997.
Porosity measurements were conducted on undisturbed soils from each geologic unit
in saprolite. Thin wall Shelby Tube samples were obtained where possible and
transported to a geotechnical soils laboratory for analysis. Total porosity was
determined by taking the total unit weight of the entire sample and an average water
content to determine dry unit weight.
The effective porosity -(specific yield) was estimated by plotting grain size data as
illustrated on the "Textured classification triangle for unconsolidated materials..." '
The grain size estimates were modified on the distribution diagrams to reflect the
particle size restrictions of the textural classification diagram. The modified
distribution curves and corresponding textural classification triangles are included in
Appendix 7E. Table 7,2 provides a range of effective porosity values for saprolite
soils grouped by lithology.
7,2.1.4. Soil Classification Methodology
Soil classification for the borings is based on the Unified Soil Classification System,
and is given on the boring logs in Appendix 7B. Visual determinations are in
accordance with ASTM D2488-84 Visual Manual Procedures.
7.2.1.5 Formation De cri tions
Formation descriptions are generally in accordance with the terms shown on the
Geologic Map of North Carolina (1995), The soils (saprolite) have been derived from
the Carolina Slate Belt, Floyd Church Formation (bedded Argillite), and the Chatham
Group, Undivided, Triassic Basin rock units (Wadesboro Basin), which consist of
fanglomerate, conglomerate, sandstone, graywacke, siltstonelmudstone. Detailed
discussions of the regional and site geology are given in the 1992 Site Hydrogeologic
Report text, Sections 3.10 and 4.30, respectively. For this report, parent rock types
are referred to as Wad esboro/Sand stone, Slate BeltlArgillite and Diabase. The
weathering profile is referred to as saprolite, partially weathered rock (PWR), and
bedrock.
Johnson, A. I., US Geological Survey Water -Supply Paper 1662-D, 1967 from Fetter, C.W., "Applied
Hydrogeology", 1994, p 93.
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December 14, 1998
7.2.1 6 Hydraulic Conductivity Testin
Multiple types of hydraulic conductivity tests have been completed on over 50 wells
or piezometers located at the site. Hydraulic conductivity measurements were
conducted in wells and piezometers screening saprolite and PWR using the slug test,
rising head and falling head methods. Packer tests were conducted on wells screened
in shallow bedrock and pump tests were conducted on deeper bedrock wells. The
slug test results are summarized in Table 7.2A with field reports contained in
Appendix 7C. The packer test results are summarized in Table 7.2B. The pump test
results are summarized in Tables 7.3A - 7.3E. Locations of the piezometers and wells
tested are shown on Figures 7-1 and 7-IA.
Slug Tests
The 1996 rising head tests were conducted using a 10-foot slug inserted into each
well. A pressure transducer was placed in each well to record the pressure change
from the change in water level due to the water volume displaced by the slug. After
the slug was inserted, the well was allowed to stabilize until the water level returned
to approximate static level; then the slug was quickly removed and the transducer
recorded the rising water level versus time. These changing levels over time were
plotted and the slope of the head versus time curve was estimated for use in Hvorslev'
equation for the rising head case.
The July 1997 hydraulic conductivity testing was performed by either adding water
to piezometers (failing head) or pumping water out (rising head) of piezometers and
measuring the change in water levels. An attempt was also made at each location to
perform constant head tests, but, due to the low hydraulic conductivities, constant
head tests were not possible. The data were evaluated using the Hvorslev equation
and the Bouwer and Rice' equation for the rising head tests.
In October 1997, hydraulic conductivity testing was performed on 18 piezometers and
monitoring wells in and adjacent to the Phase I area. The tests were performed using
a 1-inch diameter, 5,5 foot long stainless steel or PVC slug to create an instantaneous
change in the water level (head) at each selected well, A 20 pounds per square inch
(psi) pressure transducer was used to measure water -level fluctuations during each
test. The pressure transducer was attached to an electronic -data logger (In -Situ
SEI000Q. The depth to water from the top of the PVC well casing was measured
prior to insertion of the pressure transducer and slug. Water levels were measured
by hand at various times during each test and at the completion of each test to verify
the electronic data.
Lambe & Whitman, "Soil Mechanics,", 1969, p. 284-286,
Ilouwer, H., & R.C. Rice, Water Resources Research 1976, 12A23-28.
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December 14, 1998
Twelve rising -head tests and six falling -head tests were conducted during the field
investigation. Falling -head tests were performed on wells in which the entire screened
interval was below the static water level prior to testing. Rising -head tests were
conducted on wells which had a screened interval extending above the static water
level or in wells in which the pressure transducer and slug were left in the well
overnight. Falling -head tests consisted of rapidly lowering the PVC or stainless steel
slug into the well and simultaneously initiating a logarithmic recording interval on the
data logger. Rising -head tests were conducted by removing the slug and initiating a
new logarithmic recording step on the data logger,
The October 1997 slug -test data were analyzed using the Bouwer and Rice method
which accounts for theeffects of partial penetration changing aquifer thickness (water
table conditions). Four of the slug -test data sets were also analyzed using Hvorslev's
method for comparative purposes. The aquifer thickness was interpreted from boring
logs and from information provided in the field during the latest round of field drilling,
A packing porosity of 25 percent for the well filter pack was assumed'.
Hydraulic conductivity testing was also performed in June 1998 on TML-108S and
TML-108D (installed in diabase). The results were analyzed using the Bouwer and
Rice method which, as mentioned above, accounts for the effects of partial
penetration changing aquifer thickness (water table conditions). The aquifer thickness
was again interpreted from boring logs and from information provided in the field.
Discussion of the results and interpretation of the hydraulic conductivity testing are
presented in Section 7.2,5.5 and Table 7.2A, respectively.
Packer Tests
Hydraulic conductivity testing in the rock was performed by packer testing in bedrock
boreholes in 1992 and 1995. These test results are presented in the 1992 Site
Hydrogeologic Report, Table 2 and summarized in Table 7.2B of this report.
Pumas Tests
Because of initial concerns raised by SWS about potential preferential flow along the
diabase dike intrusions, short-term pumping tests were conducted in three bedrock
wells located in or immediately adjacent to the dikes. Relatively steady rates were
established in two of the wells and the tests were continued for at least ten hours, The
third well was pumped dry in two hours and did not recover. Test data and the
locations of pumping and monitoring wells are shown on Tables 7.3A, 7.3B and 7.3C.
Walton, W.C., "Principles of Groundwater Engineering", 1991, Appendix B, Table B.1
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December 14, 1998
The pump test results indicate that there was little or no drawdown observed in any
of the surrounding observation wells during the pumping tests. Hydraulic
conductivities were estimated using the drawdown and near steady state flow rates
measured in the well being pumped. Table 7.3D summarizes the hydraulic
conductivities estimated from the pumping tests. A more detailed discussion of the
pumping test results is presented in Section 7.2.5.6.
7.2.2 Geophysical Testing
A total -field magnetic survey geophysical investigation was used to identify magnetic
anomalies that could be interpreted as diabase dikes. The methods used, complete results,
and approximate diabase dike location maps are presented in Appendix D of the supplemental
hydrogeological report submittdd to SWS in May 1995. Approximate diabase dike locations
and boundaries are shown on Figures 7-6 and 7-6A of this report.
Total -field magnetic survey data were collected at regular intervals along 12 transects in the
vicinity of the Phase 1 area. Two separate north-northwest trending anomalous zones were
identified. One of the anomalies intersects the buffer zone near the western -most corner of
the Phase I area, while the other intersects the Phase 1 area near its eastern -most corner. The
amplitude and width of the anomalous zones vary along their length, and it is likely that the
anomalies are caused by two or more closely spaced, parallel diabase dikes rather than a
single diabase dike.
A second magnetic survey was performed in June 1998 in order to better assess the location
of diabase dikes in the northern portion (buffer zone) of the Phase 1 area. At the selected
location, east -west lines were established from a centroid (location "00") 300 feet west and
300 feet east, then surveyed in the field by a registered land surveyor (Harrington and
Associates). Two parallel lines, each also 600 feet in total length, were established 100 feet
north and south of line "00". Reference stakes were placed every 50 feet along each line for
control during the magnetic survey and to accurately relocate each station. The western -most
station was labeled 0 and the easternmost station was labeled 600 for each line.
Results of the 1998 focused survey confirmed a diabase dike zone at the TNIL-108 location
(Appendix 7G). Subsequent subsurface investigation was rendered to install a nested well
pair at the specific location where the diabase dikes registered strongest. The nested well pair
(TMI,-108SID) was subsequently installed.
7.2.3 Site Stratigraphy
The following sections describe the lithologic and hydrogeologic units resulting from the site
investigations.
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December 14, 1998
7.2.3.1 Litholo is Units
Subsurface profiles across the site are presented on Figures 7-7A, 7-7B and 7-7C.
The locations of the cross -sections are shown on Figures 7-1 and 7-IA. The cross -
sections show thickness and extent of overburden [saprolite and partially weathered
rock (PWR)], depth to bedrock, generalized rock types, water table, and inferred
hydraulic gradients based on the piezometer/well clusters.
In general, the lithology of the Phase I area consists of silty clay saprolitic soil (zero
to 40 feet thick) and PWR (zero to 20 feet thick) overlying competent bedrock. The
PWR is discontinuous over most of the Phase I area and is generally less than five to
15 feet thick when present. An overburden thickness contour plan is presented on
Figures 7-5 and 7-5A�„�-
Bedrock geology is mapped on Figures 7-6 and 7-6A and fully described in the 1992
Site Hydrogeologic Report, Sections 3.10 and 4.30. The competent bedrock
generally consists of bedded Argillite and Wadesboro Basin sedimentary rock units
such as conglomerate, sandstone, graywacke, and siltstonelmudstone, The magnetic
survey indicated two north-northwest trending features (interpreted as diabase dikes),
which vary in width and are inferred to be 10 to 70 feet below existing grade. It is
important to note that these diabase dikes are not massive, homogeneous, linear
bodies of rock that have filled a large fracture. Rather, they are typically swarms of
thin stringers of rock that have filled in along a fracture zone. On a regional scale, the
dikes are hydraulically indistinguishable from surrounding lithologies.
The Wadesboro basin sedimentary rock units dominate the Phase I area; the main
contact with the Argillite is along a north -south line near the western side of the Phase
I area. A northeast/southeast trending 1,200 foot wide section of bedded Argillite is
inferred to be in the center of the area. As discussed in the 1992 Site Hydrogeologic
Report, the contact between the Wadesboro and Argillite is an historic fault zone.
Rocks in this zone exhibit evidence of faulting (i.e., offsets, fault breccias, etc.), but
the fractures have been filled with secondary mineralization, The primary fault traces
are from southwest to northeast approximately N54°E.
Joint sets in bedrock appear to be evenly distributed. There is no evidence suggesting
that more joint sets (and associated fracturing) exist in the fault zones than in non -
fault zones. In addition, the joints appear evenly distributed across the site regardless
of rock type or structure. Therefore at the site scale, the subsurface may be
represented as a porous, granular media.
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December 14, 1998
7.2.3.2 Hydrogeologic Units
The hydrogeologic units which control near surface groundwater movement across
the majority of the site include the saprolite, the PWR, and the upper portion of the
competent rock. The water table is found in the saprolite, PWR, and upper bedrock
units; all of which appear to behave as a single aquifer system. Hydraulic conductivity
testing results indicate that the site has moderately low permeability across the
majority of the site. Average hydraulic conductivities vary by about one to two orders
of magnitude as demonstrated in Table 7.2A.
Saturated overburden thickness ranges from zero to approximately 40 feet and varies
seasonally as the water table fluctuates. The thickness of saturated overburden for a
wet period (May 1996) and a dry period (October 1997) is illustrated on Figures 7B
and 7C. Further discussion of the hydrogeologic characteristics of these units is
provided in Section 7.2.5.
7.2,4 'Water Table hif;ormation
T2.4.1 to it -ze- Groundwat r Re in s
Tables 7A and 7.5 present summaries of historic water level data in the wells and
piezometers at the site. Water level measurements were conducted on 14 occasions
between February 1992 and June 1998. The trends of stabilized water level
measurements are illustrated in the hydrographs in Appendix 7D.
Stabilized water levels were measured at each monitoring well/piezometer using an
electronic water level meter. Based on an average estimated hydraulic conductivity
of4.70 x 10"6 ciri/sec (in the PWR using the Bouwer & Rice method) and 6.95 x 10"'
cm./sec (in the saprolite using the Bouwer & Rice method), analytical estimates
indicate that recovery times to reach stabilization will occur in less than four to five
days. Stabilized water level measurements were taken not less than seven days
following completion of a new well to allow for stabilization and hydraulic
equilibrium.
7,2,4 2 Seasonal High Groundwater Levels
The North Carolina Division of Water Resources (NCDWR) Bulletin No. 5
(Appendix 7F) contains a comprehensive discussion of water table fluctuations in the
region. It is noted that the general seasonal cycle of water table fluctuations in the
Anson County area exhibits water level rises which generally begin in December or
January and continue into April or May, thereafter declining until December. This
cycle is in general agreement with the groundwater elevation data collected at the site
as illustrated on the hydrographs (Appendix 7D). This conclusion is further supported
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December 14, 1998
by the May 1997 measurements which were similar to the May 1996 measurements
(averaging less than 0.1 feet difference). Based on the above data (exclusive of the
winter 1997 and spring 1998 data) and, as reinforced by the referenced NCDWR
Bulletin, it initially appeared that the May, 1996 readings represented a level near or
at seasonal high groundwater levels.
The unusually wet El Nino period (see Section 7.2.4.3), caused a "rethinking" of
seasonal high and long-term seasonal high groundwater levels. Generally, peak
groundwater levels were measured at the site during the winter and spring of 1998,
resulting in groundwater levels above the May 1996 measurements. In order to
estimate the seasonal high groundwater levels for the site, a statistical approach was
developed using all groundwater measurements in the Phase 1 area from February
1992 through June 199,8, inclusive of the peak groundwater levels. The estimated
seasonal high groundwater elevation (ESHGW) was computed by adding the mean
(average) plus 1,282 times the standard deviation at the 90% quantile. The 90%
confidence interval was selected based on the assumption that an unusually wet period
may occur approximately once per ten years. The most recent El Nino period
occurred in 1982-1983, approximately 15 years ago.
The ESHGW elevations for Phase 1 area wells are provided in Table 7.8 and depicted
in Figure 7-8A. For well pairs, the highest ESHGW elevation was selected for
contouring purposes. At two locations (MW-32-SB and P-9D) the ESHGW
elevation was calculated to be above ground surface. At these locations, the ground
surface elevation was assumed equal to the ESHGW elevation as shown in the data
table on Figure 7-8A.
Table T8 also demonstrates compliance with vertical separation criteria. The
proposed subgrade liner is at least four feet above the ESHGW elevation for all Phase
1 area well locations. Figure 7-8A demonstrates a minimum of 4 feet vertical
separation between the proposed liner subgrade and the ESHGW elevation contour
all well points and inferred locations between wells.
7,2.4.3 Long -Term Seasonal High Groundwater Levels
To evaluate the long-term seasonal high water level trends, site groundwater levels
and historical precipitation data were reviewed. Table 7,8 provides a summary of
historic groundwater levels in the Phase 1 area, Generally, the highest groundwater
levels in the Phase 1 area were measured during the February, March and June 1998
events. Hydrographs for all site .wells in Appendix 7D also illustrate a rise in
groundwater levels during this period. The rise in groundwater levels is a result of
extreme precipitation and tree removal operations.
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December 14, 1998
Data provided by the National Center for Environmental Prediction/Climate
Prediction Center (NCEP/CPC) was reviewed (Appendix 7D). The NCEP/CPC data
characterize the period October 1997 to March 1998 as a strong wet period compared
to historical data presented from 1950 to 1999. The North Carolina State
Climatological Office (SCO), in a November 1997 study (Appendix 7D), concluded
the extreme precipitation was attributed to one of the strongest El Nino events ever
recorded and that North Carolina "would experience above normal precipitation
....during the winter season."
To understand the local scale impacts of El Nino, precipitation data from the SCO's
stations in Wadesboro and Monroe, NC were obtained (Appendix 7D). The data
illustrate that during the period January - March 1998, rainfall amounts were
significantly above (more -than double for January 1998) the average monthly historic
precipitation levels at the SCO stations.
In addition to extreme precipitation, a second major contributor to high groundwater
levels has been clear -cutting and timber removal operations which occurred between
August 1997 and March 1998. As the trees were cleared, the groundwater levels rose
in response to a diminished area of trees to absorb the groundwater. The clearing also
disturbed the soil surface thereby increasing the rate and volume of rainfall infiltration.
The water table in low permeability soils such as those at the site is typically slow to
equilibrate. The groundwater table therefore reached a new "high" level subsequent
to tree removal.
It is expected that groundwater levels will subside to a significantly lower, stabilized
elevation after landfill construction. As the Phase 1 area is developed and covered
with a lining system, the infiltration capacity of the Phase 1 area will be virtually
eliminated. However, the regional hydraulic system will see no impact in the regional
flow regime.
The highest recorded groundwater levels should be considered representative of long
term seasonal trends when evaluating vertical separation criteria. As is shown in
Table 7.8 and Figure 7-8A, the proposed subgrade liner elevation has been designed
above the highest recorded groundwater level for Phase 1 area wells.
7.2.5 HorizontalNertical Groundwater Flow Paths
This Section of the report evaluates horizontal and vertical groundwater flow paths at the site
including: flow direction, hydraulic gradients, recharge/discharge zones, hydraulic
conductivity, and flow rates.
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December 14, 1998
7.2.5.1 Groundwater Flow Direction
The horizontal groundwater flow direction over the site is illustrated on Figure 7-2
series drawings (phreatic surface groundwater elevations) and Figure 7-3 series
drawings (lower piezometric surface groundwater elevations). The phreatic surface
contours were developed from water levels measured in piezometers and wells
predominantly screened spanning the upper saturated zone of the saprolite and PWR.
The lower piezometric surface contours were developed from water levels measured
in deeper piezometers and wells screened solely in PWR, crossing PWR/TOR
interface and in shallow bedrock. The contrast was important in evaluating potential
hydraulic confining behavior. Groundwater flow occurs perpendicular to the
groundwater contour lines drawn on these figures, as indicated by the flow arrows on
each figure.-:
To evaluate flow direction, data from a wet period (May 1996) and a dry period
(October 1997) were contoured for both the phreatic surface and lower piezometric
surface groundwater elevations. May 1996 groundwater elevations for the phreatic
surface are contoured in Figures 7-2 and 7-2A. May 1996 lower piezometric surface
groundwater elevations are contoured in Figures 7-3 and 7-3A. October 1997
groundwater elevations for the phreatic surface are contoured in Figure 7-2B, and the
lower piezometric surface groundwater elevations are contoured in Figure 7-3B. June
1998 groundwater elevations, the most recent collected, are also contoured in Figure
7-2C (phreatic surface).
In general, the horizontal flow direction in the phreatic surface (Figure 7-2) is very
similar to the flow direction in the lower piezometric surface (Figure 7-3). Minor
differences exist in the shape, configuration, and overall flow pattern of the Figure 7-2
series phreatic groundwater flow maps as compiled from the data gathered on
different dates. Comparison of the lower piezometric contour maps of Figure 7-3
series also shows consistency between the contoured sets.
Regional flow occurs from the groundwater divide located at the topographic high
area near the southwest side of the Phase I landfill footprint, to low areas near Brown
Creek and Pinch Gut Creek. Within the Phase I area, horizontal groundwater flow
is generally toward the northeast and converges along drainage swales toward the
area occupied by the MW-21 cluster of wells. This convergence of groundwater flow
is predominantly influenced by drainage features which cut across the northern portion
of the Phase I area.
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December 14, 1999
It is important to note that the pattern of groundwater flow at this site appears to be
controlled by topography rather than by the presence of a higher hydraulic
conductivity zone, contact between formations, or a weathering horizon which could
act as a preferential flow conduit. Additionally, the data collected from the Phase 1
area wells demonstrate that the two zones of diabase dikes do not influence horizontal
groundwater flow.
7,2.5.2 Horizontal Hydraulic Gradients
Horizontal hydraulic gradients at the site were calculated from the May 1996 phreatic
and lower piezometric surface groundwater contour maps (Figures 7-2 and 7-3). The
horizontal gradients were determined by computing the slope of the contour line from
the Phase 1 area to. a discharge point at Brown Creek or Pinch Gut Creek. The
steepest, most conservative portion of the contour line was selected within each
specific geologic formation (Wadesboro or Argillite).
Hydraulic gradient values are provided in Table 7.6. The gradients for saprolite and
PWR units are assumed identical based on Figure 7-2 contours for the phreatic
surface. The values shown for diabase are an average of the values for Wadesboro
and Argillite (since diabase occurs in both units). The values shown for deep bedrock
are assumed equal to the hydraulic gradient in shallow bedrock (from Figure 7-3).
Most of the site and specifically the Phase I area have much lower horizontal
hydraulic gradients than the conservative estimates shown in Table 7.6. The actual
groundwater velocities at the site are anticipated to be lower than the values shown
in Table 7.6. Horizontal hydraulic gradient appears to be controlled by topography
and the relative locations of recharge/discharge areas rather than the different
lithologies present at the site.
7.2.5.3 Vertical Hydraulic Gradients
Vertical hydraulic gradients within the Phase I area are both downward (positive
values on Table 7.7) and upward (negative values on Table 7.7). In general, well
clusters located towards the lower elevations near the site streams show upward
gradients, and upland area well pairs show downward gradients. However, there are
some exceptions. The site topography is rolling with significant relief noted adjacent
to some wells. A few of the well clusters are located near intermittent streams and
show both upward and downward gradients depending on the month measured.
Many of the wells with small gradients are observed to fluctuate between upward and
downward gradient
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December 14, 1998
PHASE 1 AND BUFFER ZONE WELL
The following well pair locations from Table 7.7 have data indicative of both upward
and downward vertical gradients.
MW-32 0.02 to -0.09 Wells located in a drainage feature. Mostly
upward gradients with one exception in
November 1996.
P-3 0.02 to -0.02 Wells located in diabase dike. Downward
vertical gradient in wetter Spring months and
upward in Surnmer/Fall months.
P-5 0,03 to -0.01 Wells located on slope of hill, three downward
vertical gradient events, one upward vertical
gradient and one dry event.
P-12 0.01 to -0,02. Relatively flat to slightly upward gradients
with the exception of slightly downward
behavior in October 1997.
P-15 0.57 to -0.25 Wells located near a surface depression which
collects runoff. Moderate to strong upward
and downward vertical gradient behavior likely
influenced by the depression.
The following Phase I area well pair locations from Table 7.7 Have data indicative of
upward vertical gradients.
P-102 0.00 to -0.01 Wells located on the slope of a hill and set in
Saprolite and Sandstone PWR. Only two
events to evaluate relatively flat gradients.
Water levels differ by at most 9/100ths of a
foot.
P-6 -0.05 to -0,09 Wells located near base of slope of a hill and
set in PWR and Sandstone. All events suggest
slight upward gradients.
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December 14, 1998
P-7 -0.05 to -0.09 Wells located on slope of a hill between two
surface drainage features. Well P-7S is set in
PWR/Sandstone. Well P-7D screen spans
PWR, Sandstone and Diabase.
P-4 0.00 to -0.03 Consistently flat vertical gradients with the
exception of the May 1996 event.
NON PHASE 1 AREA WELLS
The following non -Phase 1 area wells also exhibited both upward and downward
vertical gradients.
MW-1.6 0.08 to -0.01 Moderate downward vertical gradients on
three dates, except October 1997, when
slightly upward gradient.
MW-21 0.08 to 0.00 Moderate downward vertical gradients on four
dates, except October 1997, when flat
gradient.
MW-24 0.03 to -0.07 Only two events to evaluate data; one upward,
the other downward vertical gradient.
MW-26 0.05 to -0.95 Well located adjacent to a creek. Slight to
moderate downward vertical gradient in wetter
Spring months and moderate to strong upward
gradient in Summer/Fall months.
MW-28 0.02 to -0.07 Wells located near a swampy area. Moderate
upward vertical gradients with one exception
in November 1996.
P-8 0,01 to -0.06. Generally upward vertical gradients with one
exception of downward gradient behavior in
May 1996.
For typical upland hydrogeologic regimes in humid regions, recharge zones are found
in topographically high places, while discharge zones are located in topographic
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December 14, 1998
lows'. Other factors that influence location of recharge and discharge zones include
local topographic relief and type and extent of vegetation. Recharge zones are
described as areas where groundwater flow (and vertical hydraulic gradient) is
predominantly downward. By contrast, discharge zones are described where
groundwater (and vertical hydraulic gradient) is predominantly upward. Groundwater
flow (and vertical hydraulic gradient) is horizontal -to -upward beneath valleys and
predominantly horizontal within intermediate areas. It is important to note these
expectations are anticipated during stabilized (steady state) conditions.
Deviation from the anticipated hydraulic gradient may be explained by differential
groundwater level response due to local heterogeneities. For example, groundwater
level response to a storm event may be affected by proximity to recharge/discharge
zones, variable infiltration rates and whether or not the system is under confined
conditions. For multi -level wells, the result may be a lag in groundwater level
stabilization between wells and thus an unexpected direction in vertical hydraulic
gradient. Other factors that influence hydraulic gradient evaluation include site
geology, ambient conditions during measurement (barometric pressure, time of day)
and location of well pairs with respect to streams and surface water features.
For the site, vertical hydraulic gradients are generally shallow (+/- 0.05) for almost
70% of the reported measurements (Table 7.7). The shallow gradients are indicative
of predominant horizontal flow. At five well pairs, the prevalent hydraulic gradient is
consistently close to zero (e.g., MW-27 OB/SB; P-4D/SA; P-12D/S; P-14D/S; and
P-102D/S). These well pairs are spatially distributed across the study area
demonstrating the prevailing tendency for horizontal flow.
Consistent downward vertical gradients are noted in six well pairs (MW-15-OB/SB;
MW-21-OB/SB; MW-21D/S; MW-33-OB/SB; P-2D/S; and P-13D/S). Consistent
upward vertical gradients are noted in three well pairs (P-6DIS, P-7D/S; and P-8D/S).
Temporal shifts in vertical hydraulic gradient direction are also noted at eight well
pairs (MW-24-OB/S13; MW-26-OB/OBS; MW-28-OB/SB; MW-32-OB/SB; P-3D/S;
P-5D/S; and P-15DIS). It is believed that hydraulic gradient values are a reflection
of localized heterogeneities (as described above).
While no definitive, quantifiable answer can be provided to account for these shifts,
it is feasible to discuss and offer several possibilities which may explain the observed
variability of the vertical gradients. These possibilities include many variations which
affect infiltration rate through the vadose zone to include:
Fetter, C.W., "Applied Hydrogeology", 1988, pp. 275-276.
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December 14, 1999
(1) Impact of fine -.grained soils versus coarse -grained. soils
Fine-grained soils retard the movement of groundwater, thus, hydraulic conductivity
is lower and groundwater may become perched on top of clay/silt lenses for extended
periods of time, thus nullifying or delaying downward movement of groundwater.
(2) Impact of compacted (denser) soils versus unconsolidated (.less dense)soils
Likewise, dense soils (i.e., soils with higher blow counts) also retard the movement
of groundwater, thus, the resulting hydraulic conductivities are potentially lower and
groundwater may become perched on top of clay/silt lenses for extended periods of
time. This occurrence may also nullify or delay downward movement of groundwater
flow.
(3) Duration, intenLAy and frequency of rain events ovet time
Variations in the intensity of a rainfall event and the duration of a rain event also
affect the resulting infiltration rates. Additional variations in rainfall dynamics over
differing seasons can result in variability of the groundwater flow. For instance,
periodic rainfall over a given time period (such as 48-hours) versus a steady rainfall
over the same time may yield significant differences in resulting aquifer responses due
to wetting fronts and seepage rates in different geologic units.
(4) Impact of cover in forested areas versus clear-cut areas
Clear cut areas offer substantially less resistance to infiltration thus, promoting
increased infiltration. In contrast, forested areas absorb a large portion of rainfall
through the trees and brush, thus minimizing the volume of water (and also retarding
the downward flow) seeping into the vadose zone.
(5) Impact of leaf matting
During winter months fallen leaves form a temporal deciduous leaf mat on forested
areas. This mat acts as a sponge and absorbs rainfall prior to a subsequent slower
release into the vadose zone. During other times of the year where leaves remain on
the trees, infiltration is not restricted to the same extent.
Although it is difficult to account for all of the variables that may impact vertical
hydraulic gradient values reported at the site, it is believed that these shifts are not
significant in affecting flow on the site -wide scale. Groundwater flow is demonstrated
to be predominantly horizontal. Nonetheless, the Water Quality Monitoring Plan
accounts for potential horizontal and vertical flow paths by proposing monitoring of
both overburden and bedrock materials.
7.2.5A Recharge/Discharge Zones
As discussed in the previous section, the vertical groundwater flow direction is
predominantly horizontal with components of downward (recharge) and upward
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December 14, 1998
(discharge) gradients. Recharge is expected over most of the Phase I area with
discharge ultimately prevailing along the creeks and other low-lying areas north and
east of the site. This scenario is typical where areal recharge occurs between a
groundwater divide and a creek. Some discharge also occurs into the intermittent
streams during periods of high water table as evidenced by slightly upward gradients
at several monitoring wells located near these areas. This hydrogeologic setting offers
the advantage that the entire flow regime appears to be defined within a limited
downgradient area and can be accurately monitored. Groundwater flow is not
anticipated to migrate beyond Pinch Gut Creek and Brown Creek due to the steep
terrain east and north of these creeks. This is corroborated by data collected from
wells, well points and staff gauges at the site and along the creeks indicating
groundwater flow mirrors topography,
lee_
An initial question and subsequent potential contention raised by the SWS as to
whether Pinch Gut and Brown Creeks are potentially losing streams (i.e.,
groundwater is receiving water from the streams) is not well supported. The typical
stream in a humid region receives groundwater discharge' with the prevailing
hydraulic gradient sloping from the potentiometric surfaces toward the stream. A
stream that receives water from groundwater is termed a gaining strewn.
Because some of the nested piezometers were laterally juxtaposed apart from the
onsite streams several hundred feet or more, an additional field mobilization was
conducted to provide and demonstrate that the onsite bordering creeks are acting as
discharge features for site groundwater flow.
A field program to make this demonstration was discussed and approved during a
meeting with Anson County landfill representatives and Mr. Bobby Lutfy (SWS) on
June 4, 1998. This program comprised the installation of a series of five well points
and corresponding staff gauges on the tributaries bordering the site. Specifically, three
stream gauges and three well points were installed along Brown Creek, while two
stream gauges and two well points were installed along Pinch Gut Creek. Locations
for these installations are shown on Figure 7--2C. The intent of these devices was to
allow comparison of groundwater elevation measurements from each well point to
stream elevation at corresponding stream gauges.
In June 1998, the well points and stream gauges were installed. Well points were
constructed of segments of galvanized steel casing with a two foot .010 slotted
stainless steel screen section terminated by a pointed steel end cap. Well points
labeled WP-1 through WP-5 were installed within the floodplain immediately adjacent
to the two referenced streams to a depth that intercepted groundwater. Stream gauges
SG-1 through SG-5 were installed within the stream channel and in alignment with
Fetter, C.W. "Applied Hydrogeology", 1994, Page 58.
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December 14, 1998
corresponding well points. Additionally, surface water level measurements were
recorded at each railroad bridge overlying Pinch Gut Creek (BG-1) and Brown Creek
(BG-2, & BG-2A). Following installation, a registered land surveyor established
precise vertical and horizontal well point and stream gauge coordinates. Groundwater
and surface ;rater level measurements were subsequently measured on four occasions.
Results are presented in Table 7.1A.
Staff gauge and well point data show water level elevations that are consistently lower
than groundwater levels reported in other groundwater monitoring wells at the site.
As expected, the potentiometric surface is a subdued expression of surface
topography, with a hydraulic gradient sloping towards the creeks. This conforms to
a typical hill slope morphology -groundwater regime in a humid region.
Evaluation of well point, stream gauge pairs shows the groundwater elevation greater
y than the surface water elevation at WP-4/SG-4. However, in the remaining well point -
stream gauge pairs, surface water elevations are slightly higher than corresponding
groundwater elevations which is inconsistent with predicted results for a gaining
stream. Field conditions at the time of data collection (as will be discussed following)
account for this inconsistency.
At the time water level measurements were taken, the creeks were in low -flow to no
flow condition. Field personnel describe the creeks as predominantly dry, with
intermittent stagnant, ponded areas where water collects in depressions within the
irregular channel bottom, These quiescent areas allow settling of fines, thereby
reducing hydraulic conductivity of bottom sediments and producing perched surface
Water puddles. Dry conditions within the creeks are the result of unseasonably dry
weather.
Consequently, when the creeks are not flowing, groundwater does not intersect the
stream channel, but rather, groundwater discharge is directed downstream within the
floodplain. This is supported by groundwater hydraulic gradients sloping downstream
within the floodplain. Figure 7-2C shows a groundwater contour map illustrating a
flow path from the uplands to the valley and proceeding downstream for the June
1998 sampling event.
7.2.5.5 Analysis of Hydraulic ConductiyL
Multiple slug tests, packer tests and pump tests have been performed to evaluate
hydraulic conductivity in the different lithologies at the site.
lu Tests
Slug tests conducted on wells and piezometers at the site were evaluated by two
methods as demonstrated on Table 7.2A. For July 1997 and earlier tests, the data
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December 14, 1998
were evaluated by the Hvorslev method, October 1997 and subsequent tests were
evaluated by Bouwer and Rice method (Section 7,2.1.6).
Pre -July 1997 slug tests were conducted on 27 wells at the site (Table 7.2A), As
demonstrated by the data reports contained in Appendix 7C, many of the earlier slugs
tests were completed over a very short time interval (i.e, the total recovery time was
only a few minutes). The data were also evaluated using the HvorsIev method for
determination of hydraulic conductivity. Consequently the average conductivities
reported were approximately 1x10"4 cni/sec.
Nine additional slug tests were conducted in July 1997. The majority of these tests
resulted in hydraulic conductivities of approximately 1 x10'6 cm/sec, nearly two orders
of magnitude lower than-pre-1997 results. These more recent tests were carried out
for a longer period of time (up to 90 minutes) and were evaluated by Bouwer & Rice
method for determining hydraulic conductivity. In September 1997, the SWS
requested that additional testing be conducted to resolve the apparent discrepancy in
hydraulic conductivity values.
In October 1997, 18 additional slug tests were conducted at the site (Appendix 7C).
The tests were conducted in the range for 30 to 120 minutes or until stabilized water
levels were observed. The data were evaluated by Bouwer & Rice method for
determination of hydraulic conductivity. As shown on Table 7.2A, Bouwer & Rice
computed conductivities are one to two orders of magnitude lower than Hvorslev's
computed conductivities. Hvorslev's methodology was also used on select data sets
so that a comparison could be made between the two data reduction methodologies.
In comparing the methodologies, Hvorslev's method is suitable for point piezometers
(wells) that are open only over a short interval at their base or piezometers that are
open over the entire thickness of a confined aquifer, Hvorslev's methodology is an
approach for anisotropic conditions and a wide variety of shape factors. The method
is considerate of cases where a piezometer is open only at its basal cross section or
one that encounters a permeable formation underlying an impermeable one (Hvorslev,
1951). Hvorslev's method is ideally suited for confined aquifer conditions where a
clear and distinct aquiclude or aquitard separates multiple hydrogeologic units.
In contrast, the Bouwer and Rice methodology is a technique which is applicable and
best suited for completely or partially penetrating wells in unconfined aquifers
(Bouwer and Rice, 1976). This technique is based upon the Thiem equation of steady
state flow to a well.
The Anson County site displays hydrogeologic characteristics which indicate primarily
unconfined aquifer characteristics behaving like a single stratigraphic aquifer and
display interconnectivity between the uppermost lithostratigraphic units (saprolite)
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December 14, 1998
through the underlying units (partially weathered rock and bedrock). The Bouwer
and Rice methodology is believed to be a more appropriate approach to determine in -
situ hydraulic conductivity at this site. As is demonstrated in the far right columns of
Table 7.2A, comparison of the four October 1997 test results computed by both
methods indicates the Hvorslev method conductivities were one to two orders of
magnitude higher than the Bouwer &Rice method results.
The Hvorslev reduced conductivity values are based on recovery tests conducted over
very short periods of time. Much longer recovery times (as with the October 1997
slug tests) more accurately depict representative hydraulic conductivity. The
Hvorslev computed slug test results are not directly comparable with the Bouwer &
Rice computed slug test results but allow for evaluation of the potential range of
conductivity values. 'Tlie Bouwer and Rice slug test results are more representative
of actual subsurface conditions than the Hvorslev data due to 1) the length of the tests
conducted and 2) the applicability of test method to hydraulic characteristics of the
site. The Hvorslev data has merit though and should not be discarded as Hvorslev`s
method remains an industry standard to evaluate hydraulic conductivity, and provides
useful data, when applied correctly.
Packer Tests
Hydraulic conductivity testing in the rock was performed by packer testing in bedrock
boreholes in 1992 and 1995. These test results are presented in the 1992 Site
Hydrogeologic Report, Table 2 and summarized in Table 7.2B of this report,
Pr�n— Nests
To evaluate hydraulic conductivity in and immediately adjacent to the two diabase
dikes identified at the site, three pumping tests were conducted at wells MW-1.4A-
BZW, MW-2IB-BZW, and P-3D (Tables 7.3A, 7.3B and 7.3C). The tests at MW-
14A-BZW and MW-2IB-BZW pumped 2.6 gallons per minute (gpm) for nine hours.
Hydraulic conductivity values computed were 1.15x10 -4 cm/sec for MW-14B-BZW
and 2.05x10 _q cm/sec for MW-2IB-BZW. The pumping test at P-3D was sustained
for ten minutes at 2.6 gpm before the well pumped dry. No drawdown was observed
in multiple observation wells monitored during the pumping tests. The monitoring
wells were located in the range of 100 to 1000 feet from the pumping well as shown
in the figures on each table. The resulting K values indicate a cone of depression
under pumping conditions which is very steep and does not spread out as far as the
closest observation wells for each pumping test. Table 7.3D shows the estimates of
hydraulic conductivity at these wells using the Hvorslev constant head test formula.
To cross check that pumping 2.6 gpm from the two wells that sustained flow for nine
hours should not lead to drawdown in nearby monitoring wells, a theoretical
drawdown curve was estimated by applying the Cooper -Jacobs (1964) analytical
solution to the problem. The solution was applied to results from pumping well MW-
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December 14, 1998
14A-BZW as this well has the closest monitoring wells of the two wells that sustained
flow. Results indicate that after nine hours of pumping drawdown should not be
observed at a distance greater than approximately 60 feet. The nearest observation
well to NM-14A-BZW is MW-14B-BZW at 110 feet distance. The screened section
of the monitoring well is within the screened interval of the pumping well. Detailed
results of this analysis are illustrated on Table 7.3E,
The 1995 Supplement to the Hydrogeological Study reported three other constant
head hydraulic conductivity tests in the diabase dikes at wells MW-17A-DD (1.14 x
10' cm/sec), MW-17A-BZW (5.73 x 10' cm/sec), and MW-2IB-BZW (3.31 x 10'
crn/sec), These values generally agree with the hydraulic conductivities estimated in
Table 7.313 for bedrock,
In the deeper bedrock, hydraulic conductivity was compared to the degree of
fracturing based on RQD testing. A consistent correlation could not be established
between low RQDs (i.e., more fracturing), and higher hydraulic conductivities.
However, at two locations where low RQDs were observed (P-5D and P-12D),
higher hydraulic conductivity values of 7.1Ox10' and 3.27x10' cin/sec (from the
Hvorslev evaluation methodology) were measured based on the pre -July 1997 data.
Both of these wells are screened in the upper rock of the saprolitic Wadesboro
Formation. Additionally, wells screened in the upper Wadesboro between and
downgradient of these two locations do not exhibit these higher permeabilities.
The hydraulic conductivity values were evaluated to determine if there is a
preferential, high conductivity zone related to geologic features at the site. An
additional field mobilization of a drill rig occurred in June 1998 following completion
of the second magnetic survey on the subject site. TML-108D was installed to provide
a monitoring well pair in diabase material. Following completion and development of
these wells, hydraulic conductivity tests (slug testing) were performed. The resulting
I conductivity value for TML-108S was calculated to be 2.44x10"5 cmisec
using the Bouwer and Rice methodology. The resulting hydraulic conductivity for
TML-108D is estimated to be 3.01x10'S cmisec, assuming an aquifer thickness of 200
ft.
Hydraulic conductivity values across the site do not provide conclusive evidence for
widespread site preferential flow, This is further reinforced by analysis of
groundwater flow patterns compared to formation thicknesses and bedrock
topography. This analysis indicates that the dominant control on groundwater flow
is site topography rather than the potential presence of highly conductive zones. The
hydraulic conductivities from the diabase dikes are somewhat higher than the other
geologic units, and at a local scale they may provide an avenue for preferential flow
at the site which will prove useful in complimenting the design of the groundwater
monitoring system. The diabase dikes are linear and planar features, and their
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December 14, 1998
locations and orientation are well understood and flow passing through them is
predictable and relatively simple to monitor.
Hydraulic conductivity testing results are summarized in Tables 7,2A and 7.213
according to weathering horizon [saprolite, PWR, upper bedrock (top 20') and lower
bedrock] as well as parent rock type [Wadesboro Formation, Slate Belt (Argillite) and
diabase]. Table 7.2A identifies the slug test results, specific wells and grouping of
data for computing geometric means for each lithologic unit. Table 7.213 provides a
summary of bedrock conductivity values based on packer tests and pump tests
conducted at the site. The computed hydraulic conductivity geometric means are also
summarized in Table 7.6.
7.2.5.6 Groundwater Flow Rates
The groundwater flow rate through the site was estimated using a mass balance based
on areal recharge over recharge areas. The areal recharge rate was estimated to be
3.25 inches/year based on the previous groundwater model study (GZA, 1993) and
50 years of hydrograph data reported by the USGS on the Rocky River, which is
located north of the site in Norwood. The total groundwater flow over the entire
perimeter of the Phase I area is approximately 8.5 gall onshninute, computed as 3.25
inlyr areal recharge multiplied by 50 acres. Most of this flow is directed toward the
northeast and Pinch Gut Creek.
7.2.5.7 Porosity and Groundwater Velocities
The porosity of a geologic medium is a measure of the volume of void space within
the medium, and is used in determining groundwater pore velocities. Soil porosities
(for gravel to clay -sized particles) typically range between 0.20 and 0.50 with values
generally increasing with decreasing grain size 7. Effective porosity is the ratio of the
void space through which flow actually occurs to the total volume of material and is
commonly used for velocity calculations. Effective porosity is not directly measured,
but can be estimated from literature.
As discussed in Section 7.2.1.3, total porosity was measured on undisturbed samples
from each lithologic unit in the saprolite. Direct measurement of porosity was not
available in the PWR due to the inability to drive a Shelby Tube into material typically
above 20 bp£ However, a bag sample was collected from auger cuttings in the PWR
at location TML-I08S.
In the saprolite, total porosity values ranged from 0.29 to 0.62, The average total
porosity measured in the Wadesboro formation was 0.39, The average porosity
Freeze, R.A., Chen}', J.A, "Groundwater", 1979, pp. 37-38.
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December 14, 1998
measured in the Argillite was 0.43 and, the average porosity measured in the Diabase
was 0.48, These total porosities are within the range of published values and
approximate typical clays and silts.
Specific yield, which is a measure of the volume of water that can be drained from a
unit voluane of saturated media, is often used as a surrogate measure of effective
porosity for unconsolidated material. Effective porosities in saprolite were estimated
by plotting grain size data on the textural classification triangle (See Section 7.2.1.3).
In the saprolite, effective porosity values ranged from 0.01 to 0.13, The average
effective porosity values estimated for saprolite in the Wadesboro, Argillite, and
Diabase formations were 0,05, 0.04 and 0.09, respectively, These effective porosity
values are also within the range of published values and approximate typical clays and
silts.
All saprolite unit porosity and effective porosity values are listed on Table 7.2, and
laboratory data presented in Appendix 7E. Effective porosities in the MR, upper
bedrock and lower bedrock were estimated from literature as indicated in Table 7.6.
The effective porosities, hydraulic gradients, and hydraulic conductivities within each
hydrogeologic unit were used to estimate groundwater velocities at the site.
Groundwater velocities in the horizontal direction were estimated using the following
equation (Darcy's Law).
where
V=kxI/ne,
V = groundwater velocity (ft/d),
k = hydraulic conductivity (ft/d),
I = hydraulic gradient (ft/ft), and
ne = effective porosity (dimensionless).
During this evaluation a range of groundwater velocities were computed. The
Bouwer & Rice hydraulic conductivities were used to compute representative
groundwater velocities for the site. For comparison, the Hvorslev computed
hydraulic conductivity values were used to estimate the more conservative high end
velocities. The specific data used and assumptions made in the groundwater velocity
calculations are provided in Table 7.6.
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December 14, 1998
The estimated average horizontal groundwater velocities range from 89 to 178 ft/yr
in the saprolite, 3 to 18 ft/yr in the PWR, 13 to 190 ft/yr in the upper bedrock, and
362 to 1,757 ft/yr in the lower bedrock. Note the higher velocity value for lower
bedrock is based on one Bouwer & Rice method slug test result from well MW-16-
DI3.
While many of the porosity and effective porosity values were calculated based upon
analysis of actual in situ samples, many of the locations exhibited soils which were too
resistant to collect undisturbed samples via shelby tubes and other in -situ sampling
devices. In these instances, some of the values presented in Table 7.2 for effective
porosity are based on literature. Because the effective porosity value represents the
denominator of the velocity equation, as effective porosity decreases, resulting
groundwater velocity increases. The value selected for estimating effective porosity
has less influence on the calculated groundwater velocity than does the value used for
hydraulic conductivity. For example, the range of effective porosity values applicable
to a site may vary typically by less than one order of magnitude (Le,, 2 to 20%),
whereas, the range in hydraulic conductivity values at a site may vary by more than
one to two orders of magnitude (Ix10"G vs. l x 10' cm/sec). The higher conductivity
values result in higher groundwater velocities.
7.2.6 Groundwater Contour Mapping
The horizontal groundwater flow direction over the site is illustrated on Figure 7-2 series
drawings (phreatic surface groundwater elevations) and Figure 7-3 series drawings (lower
piezometric surface groundwater elevations). The phreatic surface contours were developed
from water levels measured in piezometers and wells predominantly screened spanning the
upper saturated zone of the saprolite and PWR. The lower piezometeic surface contours were
developed from water levels measured in deeper piezometers and wells screened solely in
PWR, crossing PWR/TOR interface and in shallow bedrock. The contrast was important in
evaluating potential hydraulic confining behavior. Groundwater flow occurs perpendicular
to the groundwater contour lines drawn on these figures, as indicated by the flow arrows on
each figure.
Groundwater contour maps were generated using Surfer, a computerized contouring package
highly respected and recognized in the industry. The algorithm that generates the contours
takes random data, generates a regularly spaced grid of data through interpolation, and then
contours these evenly spaced numbers. During this process there can sometimes be instances
where the contour line does not precisely fit the original data. In these instances, the data
were manually "smoothed" accordingly, following a cross-check of plotted contours with
known data points. Contours of all Figures were generated to consider topography and other
specific features based on the professional opinion of the licensed geologist.
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December 14, 1998
7.2.6.1 Water Table
Groundwater contour maps of the water table or phreatic surface (May 1996) are
shown on Figures 7-2 and 7-2A and discussed in Section 7.6 of this report. Figure 7-
2B depicts October 1997 phreatic surface elevations. Figure 7-2C illustrates the June
1998 phreatic surface elevations.
7.2.6.2 Piezometric Levels
A groundwater contour map of piezometric levels in the lower piezometric surface
is shown on Figures 7-3 and 7-3A based on water levels measured in May 1996. The
contour maps generally show a similar flow pattern as the phreatic surface water table
contour map in Figures 7-2 and 7-2A.
For comparative purposes, the October 1997 lower piezometric water level elevation
contours are shown on Figure 7-3B. The May 1996 data and the October 1997
comparison also show similar flow patterns.
7.2.7 Exploration Location Plan/Site Topography
Exploration locations (borings, wells, and piezometers) and topographic contours from
studies at the site are shown with the proposed landfill and Phase I boundaries on the
exploration location plan (Figure 7-1). A monitoring well inventory which includes well
number, installation date, coordinates, top of well casing elevation, ground surface elevation,
bedrock elevation, well screen length, and well screen interval elevations or open hole interval
is also included on Figure 7-1. A larger scale view of the Phase I area is provided in Figure
7A A.
7.2.8 Exploration Logs/Well Construction Data
Boring/well fogs showing sample intervals, soil and rock descriptions, approximate depths,
well construction details, and water levels are presented in Appendix 7B of this report.
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December 14, 1998
7.3 TECHNICAL INFORMATION TO DESIGN MONITORING SYSTEM
The information in this Section of the report is that required by Rule 1623, subparagraph (b)(2)B.
The primary technical information used to design the groundwater monitoring system in Section 6.0
of this report are the horizontal groundwater flow directions shown in Figures 7-2, 7-2A, 7-2B, 7-2C,
7-3, 7-3A and 7-3B and the hydrogeologic characteristics of the saturated and unsaturated zones
described in Section 7.2.5.
7.3.1 Aquifer Characteristics and Saturated/Unsaturated Zone Units
A detailed analysis of the hydraulic characteristics is found in Section 7.2.5. In general, the
overburden saprolite and, RWR have significant amounts of silt and clay and exhibit a
relatively low hydraulic conductivity. During the fall months when water levels are at their
lowest elevation, approximately 40 percent of the Phase I area has less than 10 feet of
saturated overburden with a significant portion having little to no saturated overburden. The
thick unsaturated zone (generally 20 feet or more) resists vertical flow and limits areal
recharge because of its low hydraulic conductivity. As discussed in Section 7.2.5.6, very little
areal recharge (3.25 inches/year) infiltrates the soil. The slope of the ground surface also
reduces the amount of rainfall infiltration.
As discussed in Section 7.5, groundwater flow direction at the site is controlled by
topography and not by a highly conductive zone at a geologic contact or very permeable
formation. There may be localized preferential flow along diabase dikes; however, the
diabase dikes are relatively simple, linear features and their locations are well understood,
which will greatly enhance the ability to be monitored. Despite several separate rounds of
field investigation and geologic analysis and interpretation, a dominant continuous conductive
zone in a geologic unit or a weathering horizon at this site has not been identified, In the
larger picture, it is important to note that groundwater movement flows down from the
recharge area (top of the slope) to the discharge areas near the creeks. Although there may
be minor local changes in the general flow pattern, there is no evidence of a significant
alteration in vertical or horizontal flow at the site other than that which would normally occur
in hill/slope morphology.
7.3.2 Groundwater Flow Direction
Groundwater flow is discussed extensively in Section 7.2.5.1.
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December 14, 1998
7.4 TECHNICAL INFORMATION TO ESTABLISH RELEVANT POINT OF
COMPLIANCE
The information in this Section of the report is that required by Rule .1 623, subparagraph (b)(2)C and
Rule .1631, subparagraph (a)(2)B.
7.4.1 Hydrogeologic Characteristics
Hydrogeologic characteristics have been established and reported in Section 7.2.
7.4.2 Leachate Characteristics
Since this is a proposed landfAl facility, site specific data Leachate data are not available,
Leachate is expected to be the same as that from similar facilities. Leachate will be collected
y from the facility and shipped offsite for treatment.
7.4.3 Groundwater Flow Characteristics
Horizontal and vertical flow paths are reported in Section 7.2.5.
7.4.4 Groundwater Users
There is no groundwater use proposed at the site or public water supply in the vicinity.
Several homes along Boylin Road have private wells as reported in the 1992 site study.
However, groundwater flow, as reported in this document is away from these users.
7.4.5 Alternative Drinking Water Supplies
A public water supply utility is available on Highway 74 at its intersection with Boylin Road.
7.4.6 Existing Groundwater Quality
There has been no previous commercial or industrial use of the site other than timbering and
dairy. Groundwater quality is therefore expected to be potable. As reported in Groundwater
Bulletin No. 5 (Appendix 7F), groundwater from the Triassic sediments in this area have been
found to contain higher than average concentrations of calcium, manganese, chloride and
hardness. Background water quality will be established prior to waste placement at the
facility.
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December 14, 1998
7.4.7 Public Health
The environmental containment (liner system), enhanced liner system and water duality
monitoring program proposed are anticipated to maintain current site water quality, and be
protective of the environment and public health,
7.4.8 Practicable Capability of Operation
Chambers Development of North Carolina, Inc. employs personnel who are experienced in
the business of constructing and operating landfills. These personnel will be responsible for
the landfill's construction and daily operation. As reflected in the information previously
submitted to the SWS, the Company is financially sound and is prepared to operate the landfill
as set forth in the permit application,
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December 14, 1998
7.5 ROCK CORING (DESIGN PHASE 1)
The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)D.
7.5.1 Rock Type, Recovery, and RQD Values
Rock coring in the 1996 borings was accomplished using an HQ size sample barrel within the
upper 10 to 15 feet of the bedrock surface at 16 locations within and adjacent to the Phase
I boundary. Rock types encountered were the bedded Argillite, Wadesboro sedimentary, and
diabase rock units, as described on the logs. The recovery and RQD values compare
favorably with the results of the 1992 Hydrogeologic Study, and indicate fair to poor
recovery within the upper 15 feet of bedrock. RQD values are illustrated graphically in
Figures 3 & 4 of the 1992 Siw�--Hydrogeologic Report and are in the range of 0 to 40%.
7.5.2 ]Hydraulic Conductivity
Hydraulic conductivity based on slug tests, packer tests, and other data are summarized on
Tables 7.2A, 7.2B, and 7.2C, and discussed in Section 7.2.5.
7.5.3 Rock Descriptions/Fracturing and Jointing Patterns
Individual rock descriptions and fracture/joint patterns are recorded on the boring logs in
Appendix 7B, in Appendix A of the 1992 Site Hydrogeologic Report, and 1995 Supplement
to Hydrogeological Study Report. The bedding and joint/fracture patterns are varied and
undifferentiated between individual boreholes. Generally silty clay filled or iron oxide stained
joints occur within the upper 20 feet of the bedrock surface. Isolated, small fracture zones
occur at various depths and could not be correlated to any preferential or lithologic pattern.
Page 32

December 14, 1998
7.6 GROUNDWATER CONTOUR MAPPING
The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)E.
The horizontal groundwater flow direction over the site is illustrated on Figure 7-2 series drawings
(phreatic surface groundwater elevations) and Figure 7-3 series drawings (lower piezometric surface
groundwater elevations). The phreatic surface contours were developed from water levels measured
in piezometers and wells predominantly screened spanning the upper saturated zone of the saprolite
and PWR. The lower piezometric surface contours were developed from water levels measured in
deeper piezometers and wells screened solely in PWR, crossing PWR/TOR interface and in shallow
bedrock. The contrast was important in evaluating potential hydraulic confining behavior.
Groundwater flow occurs perpendicular to the groundwater contour lines drawn on these figures, as
indicated by the flow arrows on each,figure.
Groundwater contour maps were generated using Surfer, a computerized contouring package highly
respected and recognized in the industry. The algorithm that generates the contours takes random
data, generates a regularly spaced grid of data through interpolation, and then contours these evenly
spaced numbers. During this process there can sometimes be instances where the contour line does
not precisely fit the original data. In these instances, the data were manually "smoothed" accordingly,
following a cross-check of plotted contours with known data points. Contours of all Figures were
generated to consider topography and other specific features based on the professional opinion of the
licensed geologist.
Groundwater contour maps of the water table or phreatic surface (May 1996) are shown on Figures
7-2 and 7-2A and discussed in Section 7.6 of this report. Figure 7-2B depicts October 1997 phreatic
surface elevations. Figure 7-2C illustrates the June 1998 phreatic surface elevations.
A groundwater contour map of piezometric levels in the lower piezometric surface is shown on
Figures 7-3 and 7-3A based on water levels measured in May 1996. The contour maps generally
show a similar flow pattern as the phreatic surface water table contour map in Figures 7-2 and 7-2A.
For comparative purposes, the October 1997 lower piezometric water level elevation contours are
shown on Figure 7-3B. The May 1996 data and the October 1997 comparison also show similar flow
patterns.
The basis for evaluation of seasonal and long-term high water table estimates has been presented in
Sections 7.2.4.2 and 7.2.4.3. As discussed in Section 7.2.4.3 and Table 7.8, the base subgrade
elevations were established at least four feet above the estimated seasonal high groundwater levels
and above the long term seasonal high water level elevations. A comparison of the seasonal
groundwater levels and the base subgrade liner elevation is given on Figure 7-8A.
Page 33

December 14, 1998
7.7 BEDROCK CONTOUR MAP
The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)F.
Based on the results of the site investigation, a contour map showing the approximate top of bedrock
is shown on Figures 7-4 and 7-4A. The i-nap indicates the bedrock surface is generally highest toward
the west and northwest, along steep slopes, similar to the topography, and generally lower toward
the central and eastern portions. A bedrock valley originates near the center of the Phase I area,
trending northeast beyond the Phase I footprint. The elevation of top of sound bedrock, as depicted
on Figures 7-4 and 7-4A, is defined as the level of auger refusal.
These values were used to evaluate the vertical separation illustrated on Figure 7-8B. Vertical
separation with the subgrade liner has been evaluated at well points and inferred locations between
well points. As shown in the data table of Figure 7-8B and on Table 7.8, the proposed subgrade liner
is at least four feet above the highest top of rock elevation reported for each well location and the
contoured top of rock surface.
Figures 7-5 and 7-5A (Thickness of Overburden and PWR) should be viewed with Figures 7-4 and
7-4A and the data from Table 7.1. The figures provide a convenient visual reference for depth of the
bedrock surface below existing ground surface as well as how much overburden is above the rock.
In general, overburden is thinnest on the west side of the site near Brown Creek and thickest east,
northeast of Boylin Road,
Figures 7-5B and 7-5C (saturated overburden thickness) may also be compared to Figures 7-4 and
7-4A. The depth of saturated overburden decreases between the wet and dry seasons in the northern
portion of Phase l area as shown by comparing the October 1997 data (Figure 7-5C) to the May
1996 data (Figure 7-5B). The lack of sufficient saturated overburden (Figure 7-5C) in the dry period
is an important factor in determining the method of monitoring for the Water Quality Monitoring
System. An Enhanced Liner System (ELS) has been designed based on Figure 7-5C conditions as
described in Section 2,0 of this report,
Page 34

December 14, 1998
7.8 VERTICAL FLOW REGIME
The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)G.
A detailed discussion of the vertical flow regime and hydrogeologic analysis is contained in Section
7.2.5,
7.8.1 Hydrogeologic Cross Sections
Hydrogeologic cross -sections have been developed to characterize the vertical groundwater
flow regime for the site. The sections are presented on Figures 7-7A, 7-713, and 7-7C.
Locations of sections are shown on Figures 7-1 and 7-1A. The location of the proposed
landfill is identified on each section.
7.8.2 Groundwater Gradients
Vertical gradients measured between overburden wells, PWR wells, and bedrock wells are
shown on Table 7.7. Vertical gradients are illustrated on the profiles of Figures 7-7A, 7-713
and 7-7C.
As demonstrated on the cross sections, the phreatic groundwater elevations are generally
above the lower piezometric groundwater elevations. Vertical hydraulic gradients within the
Phase I area are both downward (positive values on Table 7.7) and upward (negative values
on Table 7.7). In general, well clusters located towards the lower elevations near the site
streams show upward gradients, and upland area well pairs show downward gradients.
Explanation of the variability of the vertical gradients are discussed in Section 7.2.5.3.
Page 35

December 14, 1998
7.9 GROUNDWATER FLOW REGIME
The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)H.
The items requested have been addressed in-depth in previous sections of this report as referenced
below.
7.9.1 Flow Paths
See Sections 7.2.5.1 and 7.9.
7.9.2 HorizontalNertical Groundwater Flow Components
See Sections 7.2.5.2, 7.2.53-irnd 7.8.
7.9.3 Groundwater Flow Rates
See Section 7.2.5.5,
7.9.4 Recharge/Discharge Areas
See Sections 7.2.5.4 and 7.8.
Page 36

December 14, 1998
7.10 WELL ABANDONMENT AND CERTIFICATION
The information in this Section of the report is that required by Rule .1623, subparagraph (b)(2)I.
A Licensed Geologist is required to certify the boring abandonment plan for wells not converted to
pennanent use. This section discusses the criteria for determining the wells to be abandoned and the
certification of the plan.
7.10.1 Borings and Wells Not Converted to Permanent Wells
Figure 7-1 shows the location of borings/observation wells on the site. Site borings will be
converted to piezometers or wells following receipt of comments from the SWS pertaining
to the Water Quality Monitoring -Plan, or they will be abandoned per Rule ,1623(b)(2)(I) prior
to commencement of operations. Figure 7-1A also shows the footprint of the proposed
landfill and the location of the first phase to be constructed, including the 250' buffer zone
around the Phase 1 area. Table T 1 provides three-dimensional (x,y,z) coordinates for each
well/piezometer including other important well construction data.
Figure 6-1, Section 6.0 of the Permit to Construct Application (Water Quality Monitoring
Plan) identifies the monitoring well clusters proposed to be converted to permanent
monitoring wells for the Phase 1 area. Two well pairs (P-7S/D and TML-108S/D) are
proposed to be converted to use in the Water Quality Monitoring Plan. All other borings will
be abandoned as described below.
7.10.2 Abandonment Plan
Upon approval of the monitoring plan proposed in Section 6.0 referenced above, monitoring
wells and piezometers which are not made part of the final monitoring plan for the subject site
will be properly abandoned in accordance with the procedures for permanent abandonment
of wells (15A NCAC 2C, Rule .0113 (a)(2)). The exception to this will include those
piezometers and wells deemed to have some long-term value to the site as outlined by
Chambers Development of North Carolina, Inc. and as discussed with the SWS.
7.10.3 Certification Statement
Certification by a North Carolina licensed geologist is provided by the P.G. seal found on the
certification statement following the table of contents of this report.
Page 37

...............
TABLE 7.1
NIONFTORINC WELL, PIE70MEITER, AND SOU, BORING INVENTORY
V,'rlt Ill
InaaBatim
Date
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Page I
Ml nn.alc
12.Jt.98

TABLE' 7.1
MONITORING wF.u, rjuzo S€iTRR_',Nb SOIL It ww, [1tlC?NTORY
F%71M ,t,
Yege 2 u: torus

TABLE 7.1
N1ONITORIM; WEILL. PIFZOA11:TER, AND 5011,BORING INV1iNTORI'
®®����
N.-
1, N% w amlScnMc
2- R'm not Rr>surrA.
3. vni wr➢ nix insr ailyd oR dar< of iraerr�.
a. Ric - ncr cncreyvYrrri dvru�, i?i14ng.
5. ns saml�ksn,x.,�€In;lcn Rung r(=la ai>ucns an�i•us nollov.'stenv aurersnM ct�eQ su'.n lnx auger rr#usal ,k•Plh iswarmsn
6. FLF,111C5' I & ' 1 A cr[dlcd (tem Nm'an1rY I99i Slk pll\Y COILhiCYd h' Rkllard Iia3YYllglttt k AS�Or[air.5.
1. FiP,ures 7i & : 3.4 creakA f[ttn Yq+ n(0.ock ileeannns.
6. Figures 7-5 & 7,5 n creaioA (rem mxrlslMrn udc}ncss d¢(ili.
4. Pigllrrs' 5g g ?.5C creslal from 5�95 sni I � 9" salurik..1 m'rrhlrtkn data.
10. R:frs In 0r bnr g kgc in Apr{ Wt, 7A fa slrxiflc'.tttails.
I I. �' - olrn i=cNruc3- wr.li.
12, scs writ - PVC scrc 1 ur➢.
13. Lnmig-s«I1mnr-g_
la. a - B—d [Ri —hod i-4 in1MC I= ? ,,f fn k
15_ •• -Pali curing coS3apsy tMW dclrh mcastuc•.d A 41 W R Ogs, ll-.gAry.
Pr71 M.xk
I'ag, 3 1'.IF6:98

TABLE TlA
BRIDGE GAUGC,STREANI GAUGE and NITLL €aOIN'r MEASUREMENTS
BASE COORDINATES AN47 FLEVATIONS
IF) Name
Sun'ey
:.+otghing
Survey
Eas6ng
Snn'tyed
Clcvatinn
(ft,msl)
llaiznnifJ
Disnncc.
(fi)
BC,-€r§nch flw Creek
455484.44
1654535-28
27710
RG-2MB,, un Crcekl
458783.53
164651462
:56.07
!3G-^_fT3ronn Crcck'�
458931.Q1
16462t2,9»
256,36
W1'-1
46AIif, R2
164915.167
239-3-7
34.71
5G-I
460341 S}
1649180.02
237.53
-
35'P-2
461594.g7
16SI116.15
238.U8
_04
SG-»
461592.77
165112348
234.37
WP•3
46»,19.30
L653S29.39
:3446
-50
j7.6
SG-3
463731-72
L654539.30
?3?48
WN-4
460077.86
1655358.48
239.48
2
SG-4
460076.83
1655366.03
237.49
WP-5
456659.15
1655208.83
248.43
22.13
SG-5
45666: 62
i655'-34,69
24664
VERTICA€,GRADIENT PE"IMMINATION
Brid e Gau a mrcatn Ganpe and Well Point b€eas urements
Stream Base Elecatinn
Gradient
Gau -
F!24 »5i1998 6i?7-'_5;4998 7l9198 71998 7f13.98 ;113i98 ifF99 707;98 4.8-99 49,49
62d-?_S;1W8 7'9:98 7113f98 7A7f98 4.Si99
Flcv
e
Well Point
Measured Surface McasureJ Sncface i1casitrcd S'nfa,,e Steasurcd Surface MeasQml Su't-
M-umd IWO
11'elk Nim Fan W� ll i'mnt l.1ev Well Povar Eln° w` Point Floc Well Poim
Fdc".
i=1ci
from rcfercme
Eics'.
frnin refercntt
Eirs ,
De th
Fle-tion
- Sr- 01 ,
-Stream D: ,
Stream us,V
- Svearn [7er
S
- Su'eam Fles'
ID
fram reference
Elcv.
front reference
rom rcfcrenc
(f€)
(fi)
(ft)
((t-m SI)
{fll
(IS-m Si)
ifLi
tfl.m5)7
11t3
(fl-m 51)
Efl�
(fF-md1
l3G-I(Pi nch Oul-Creek
29 a5
248.75
29.48
248.22
a.'m
u/a
30.43
247.27
N.64
249.06
€3G.2.4(Hroan Crcck)
I6.40
239,67
16.45
?39.62
nfm
nia
16.71
239.36
16.38
239.69
nla
nfa
BG--'-(D-"n Creek)
17.90
233.46
19. LO
238.26
n1m
nla
18.16
.38.20
17_'9
239.07
n!a
nIa
-
WP-1
7.36
231.51
7.64
231.73
753
231,79
764
231.73
4.91
2344(
ala
n!a
Mama ed
Sii-1
4.62
232.91
4.66
232.87
491
232,71
501)
23253
damn ed
L.
5.86
231,67
-I.40
-1.14
-0.92
-0.80
WP-'_
8.83
229.20
8.84
229.24
896
229_I2
9.10
»'_8.98
7.50
»30.58
n/a
nta
-
-
-
_
dama cd
SG2
491
229-46
4.92
22945
5.00
229.37
5.20
229.17
dama2cd
n!a
576
2.8.fi1
-6?G
-0,?L
-0.25
•O.19
WN-3
7-36
227.10
7-24
-7.n
7.6?
"6.83
7.66
236.so
5.53
223.93
-0.6Q
damaged
SG-3
S-QS
227,43
S-?©
227,28
5.02
227.46
5.08
227.4G
dama cd
W.
6.(16
22b.42
-0,33
-0,06
-(1.6�
11'P.-S
756
231,92
7.51
231-97
7.65
231.83
7,75
'_31.73
8.3'_
1_31.16
n!a
0.19
065
-4
540
»3299
SSo
231.99
5.9¢)
231.59
595
23€.54
6JR
23G.51
S-9S
231_54
-f1YI7
-QA2
0,24
-
1k'P-5
i96
24247
6,96
241.47
6.76
241.67
6.39
'_41.54
4,74
243.69
nfa
nla
-
-
J7
-4,12
U.03
tiE}-5
.l_25
?42k'1
4,71}
24194
4.X6
24178
499
'_4l.66
2.'S8
'_43.66
605
24�59
O.G3
-0
-OAI
Notcs
(i) The locations BG-1, SG-2A, BC-2 are on railroad vacks,
(2) Scream tkplh is mcasuced from Snnepon mark m locapan dour to IWT level.
(3) SC 4 u'as almost dry on 7!13,1)8 yicld4np, vns`ccl 4nsa'nund vradicnt.
(4J SG-4 .. a dry on 7?17.98 yielding suspcn 1-u and gradient.
(5) The "lknrontal €listance" is lncasnred from the conespondmg "WP" location co the cnrresP.nding "SG- lei 6-(1 c_ di^ranee hcrrs'een WP-1 and SG-1 j.
(6) T)ata rued rn -ppon Figure 7-'C_
(7) 4!8,99, Li -ln gauges SG-1, SG-2 an,T S(i-3 acre .bscned damaged Jae. to logs and other debris.
Fc7lar.sis
Page 1 4.'Ik99

SAMPLES COLLECTED RV GZA
Exploration
;Number
Sampled
Depth
(feet)
Litholoey
UniFted Soil
Classification
TP_1gB5�5Residual
Soil
ML
ResidualSoil
CH
Resdual Soil
IviesTP_28Residual
Soil
CLSaprolite
CL
TP-70
TP-74
2.0
6.0
Residual Soil
Saprolite
CL
ML
GIITP-5
2.5-4.9
Rcaidual Snit
CL
GHTI'-l4
4.5
Residual Soil
CC_
B-1
-1.5-5.0
Residual Soil
ML
B-4
P-103
0.5-2.0
0-2
Residua$ Soil
Residual Soil
ML
Cl.
8 - 10
Saprolite
CL
P-104
0.5 - 2.5
Residual Soil
CL
8-9
Saprolite
Cl.
P-105
1-3
9 - 9.8
Residual Soil
Saprolite
CL
CL
SAMPLES COLLECTED BY TRC M OCTOBER 1997
TABLE 7.2
SUMMARY OF SOIL PItopmvrIES
Sieve Data Natural Liquid Plasticity Porosity PCmicability Wet Unit \\69111 Dry Unit W6,ht
Specific Moisture Limit Index
=In -No. 0.200 0.002 mm Graviiv Content (%) (cm/sec} (g cc} (pet) (ice) (Pct
t00 98 55 11 2.71 15.3 .19 12 -
100 100 95 43 50.3 86 49
100
100
94
24
53.1
6R
34
-
18
39
17
11.8
23
8
100
95
73
25
9.1
38
29
10
11
13.8
36
17
l0D
85
32
9
_
20.3
21.1
42
47
7
16
0,44
0.45
0.45
0.46
0.3 6
Exploration
Number
Sampled
{depth
(feet)
Lithology
UnifedSoil
Classification
MH
Sieve Data
.,,
318In.
100
No.4
100
No.200
67
Saprolite
CH
100
100
75
WP-2D-P22-24Saprolite
Saprolite
ML
too
100
55
Saprolite
Saprolite
MH
SC
100
too
100
95
69
25Saprolite
MH
100
90
62
Specific
Gravity
T73
2.72
2.74
2.75
2.64
2.84
Natural
Moisture
Content (%)
60.5
12.9
10.7
49.7
9.6
15.7
Liquid
Limit
(%}
62
65
NP
60
36
51
t
71ndex
15
37
NP
17
12
20
Total
Porosity
0.62
0.43
0 41
0.60
0.29
0.39
Effective
Porosity
(Text. Triangle)
0,12
0.02
0.08
0.10
0.13
0.04
Permcability
Wet Unit
\4'cWit
Dry Unit
Weight
(cm!scc}
2.1 E-5
2.7 E-6
4.2 E-4
2.5 E-6
8.3 L•-5
l.9 E-4
(glee)
1.65
1.76
1.78
L66
2.07
2.00
(pc1)
103.20
]09.69
110.94
103.38
128.92
124.67
(81ce)
1.03
1.56
1.61
L11
1.88
1.73
(pcf)
64.30
97.16
100.22
69.06
117.63
107.76
)_005 mm
20
49
25
23
9
32
R72 fin.xts
Page 1
12110198

TABLE; 7.2
SUMMARY OF SOIL PROPERTIES
SAMPLES COLLECTED BY TRC TN RJNG 1998
I;.xploration
Nrumb,r
Sampled
Depth
(feet)
Lithol:F�j�
Sieve
No. 4
99.9
99.5
100
Data
:No.200
69.1
' 86.5
70.1
[0.001 mm
29.2
33.3
2 L6
Specific
Gravity
2.65
2.72
2.62
;natural
Moisture
(Content (°%
16.0
17.0
29.8
Liquid
Limit
(%)
33
44
26
n.-
Plasticity
Index
(°/)
15
22
8
17
Total
Porosity
0.34
0.34
0.49
n a a
Effective
Yomsity
(Text. Triangle)
0.04
O.OI
0.05
D 02
Permeability
Wet Unit
(,34 L-)
4.34> 9
1.32 Ci-8
7.61 E-7
4.75 E-6
(ytcc)
2.02
2.10
1-75
1.84
TMI= T08S-SR-1
25-25.15
20-30
2 - 4
PWR
Saprolite
Saprolite
Cl,
C1.
CL
100
Ia0
100
P7-300-SB-2
TML-108S-1
PZ-300-S-2 2-4 Saptolite MI, 100 100 98.6 33.2 2.64
PnrO511y CalCt113110n (4)
Geo Unit Sample Porosity
lVadcsi)oro P-SD-R 0.43
P-6D-R 041
Mw-tan 0.29
P7.-300-SB-2 0.34
P7_-300-5-2 0.43
P103 0.44
P103 038
Average 0.39
Arsilliie MW-16D 039
P104 OA5
P104 0,45
Average 0.43
Diabase P-2D-R 0.62
P-131)-R 0.60
P105 0.46
P105 0.36
TM1 710 8 -SS B- 0.34
TML-1085-1 0.49
Average j 0.49
Notes:
Notes:
Average
Unit W
126.32
1,74
108.90
131.39
1.80
112.30
109.55
1.35
84 40
114.92
L51
94-20
Average Saprolite Effective Porosity (5)
Geo. Unit
Sample
Eff Porosity
Wadesboro
P-5D-R
0.02
P-6D-R
0.08
MW-IOD
0.13
PZ-300-SB-2
0.01
PZ-100-S-2
0.02
Average
0.05
Argillite
MW-16D
0.04
Average
0.04
Diabasc
P-Zip-R
0.12
P-13D-R
0.10
'T ML-108S-1
0.05
Avcrag,
0.09
Ft72 fin. xls
Page 2 12/10/98

TABLE 7,2A
SU%l's1.AR}-Or SLVG TEST RFSULTS AN❑ IM'DRAULIC CON DUCTic7TY C.UCL'LATIONS
w'elE
Psrsr
l4'a
Screen
Iaga.
L rifri
� okgiC
Ctr+
Tesr
Daleisi i6�o
Filter
Pxk
Diamera
Lkiiei�
M'e1L
Dian-
d•,-i>RI
.... k�
w'eEl
biamnu i'_i
hiin
51 i11i
Time
Chace
�imsri
Liti'oNSiEy'
Ha�wlic
Cadrxsivinikl
Kh ilid.5'1
Hl'QRSF '
Iiyd.ulx
Cw.Mrrv+G�:li
Kh•cmrscil
l;ca11
H1ri R!
RcaJ^_
Jl'sffi-�
Tirucl Time2
ilim'ni r3.mm1
RE€1ROi.'K WELLS
Ar8illne w431s in B,&.k
P-IP
8.5
argillis
gior 1a 7996
3,70
I.WI
6.10
0.03
0.75
206
131
1.96
690E-0J
P-10D
1000
A.Sllfic
pries to 1996
3.70
2
190
0.03
0.D04
0
9
9
04J
1.53Eil1
P-14D
10,00
A,silh-
pion to 1996
3.70
2
1.90
1.01
001
0
k
1
1.07
7.30E-0I
p[9rw-16-Dr7i
25.00
A g'iih.
0-97
C mmom iJi ].21 4.226E-0I
Di.b- w0h in P k ocl
P.?D
10.00
Diabasr
1996k Oe-97
3.7G
L.9'J
0_I4
0.1?
0
I
1
0.?4
L.02Eil4
1'-I3D
10.00
Di.baurP.reillitc
pi-1996
370
2
1,90
0.0
0.UI
0 1
0.3
03
14.06
1,96E-03
FhII.lf>BD
6,00
1un98
na
na
Gmmem(4r 2.03 7.13E-(4
Wacksbmn w'elh in 1�o g
PAD
I0,al
SaMtrone
1996 S ©:a-97
3.7fl
1.90
0-i7
0.10 -
0
0..5
0-75
4.Ci
I0E43
74LI
10.00
Sarckrmm
1996&0-97
3.70
2
1.90
9D4
0.01
0,1
1»
1_I
237
837E+1I
Y-5D
10.6C1
Cnn%nxe
1996 S 0a-97
3.70
2
1.90
0.07
0.009
0
0.
G1
20.I1
7.40E-03
P-6ry
IOiO
S_d_
piar is 1996
370
_
i.43
0.06
0tC4
0
10
10
652
183E-0I
P-7D
10.00
Gray+acke
pies to 1996
3.70
I.90
0w
- 002
0.1
0.2g
0.18
725
2.56E-03
P-81)
I0.00
Sardstorc
1996 S ().-W
3,70
2
L.90
062
0.032
0
I8
18
235
8 z3EA1
P-9D
10.00
Sa acox
pier 1a 1"6
310
i.90
0,09
0.02
0
10
10
0.29
1A3£-0J
P13L1
10.tb
Saxtanc
199b Bars-97
3.70
190
0.017
arx
0
0.5
0.5
9�^-8
3.27E-03
P-15D
IG.(13
5-1srmae
pi.". 1996
3.70
2
1.90
037
0.10
0,15
365
.9
085
3fi3S[4
f:comeen m4i 251 8.84E•04
6EDACxI(!11EaN �4i 1.83 6ASkC4
DV%RRLTWEY W Ei J 5 - PSCR
A rgillae R-'ells in PwR
P-IOS
8.(U
Sw ty C}ay51 M
prior 1u 1996
8,.5
2
1.90
0.03
O.G7
0
6
6
0.47
1.65E-11
P-14ti
4ko
A gil8le
pia ra 1996
!0,25
2
1.9)
0.03
001
0
0_5
GS
352
1.24E-03
P-I04
884
Argilliie
1p1-9J
8.25
_
l90
146i
939
30
I'K1
90
0.01
3.7 iEA6
P-Io,
a59
Argilbic
Da-97
na
na
na
P-108:51
I,75
.Crgilh.
3u1-97
&25
P-L09 i5�o
10.Oi
A,gilii.
Jai-97
8.'S
_
190
3i SG
28-79
1.5
25
U5
001
Owmean r4l 0.10 3.536-05
DiAb wc31s i FWR
P-107 iA 3.9'_ [iiabaro lu!-9'� 8,25 °a
Cewme.n y4;3 no na
4v.de�ao Wdl. k1 PKR
P_35
800
Sahli-
pioraei996
8.25
2I,90
021
0AG
0.07
086
-79
1.97
694E-A
Y-4SA
9-W
Sard5lmae
1996 & 0a-97
325
2
190
0.12
0.08
0
I
1
071
2A9E 4)11
P-5T1-R
50,00
CnnSlomQac
Oa-91
rra
nanana
s>a
P_6p.R
5.00
S0ve
on 97
nanana
r'n
M
P-7S
i l Do
Sardirmk
1996 & Oa-97
H 2S
I.A7
O.Os
0,001
0
3,
3
i-i5
a.Ca6EA4
P-SS
1100
Smdwor.c T'la. star
ELcis 1996
8'S
1.90
0,04
0.01
0
1
I
1.71
b,P16A1
P-IS
J0.00
Sarl�tone
iaio1w r996
8,25
190
0.05
001
0
1
L
2_35
831E-01
P-IOI i51
788
Sandstone
loll-M
8,75
IT
1.90
21.50
18.17
6n
JO
0,01
2266E-06
I'-30:3J i51
fl,[Y3
Sxdslane
lul-9T
8.^_5
1-10
36.1'_
10
I.5
75
73.5
Doi
3.21E-06
Y-143 i51
9909
S-b-
W-97
1 8.25
1 2
1,90
22,07
21A2
L5
3U
15
0.00
9.83G-07
.AOGh'fRkR1('L
I3yd:ul"k
Cu.+scr'r:ih.L01
Kn;R'&p
EOCR�'Eii .4 RICE
li5+kaulic
Cuduanin€i0i
Kh
1t5'aR51El-
Hydmlic
Cmhoclniry tl?i
Kh ifi.'Avyi
H�'ORs1I:t'
Fly,�wlic
CoMtKsnsty!12;3
Kh tcm.�ss,ci
1x
rc
rc
rc
70
451E-0J
270 9.51E-0J sx rc
0_i(1
3.44EI.6
nc
rc
xrc
rc
0.09
3.61E-05
009 3.222E-05 roc rc
0.00.
5.76E{i7
ocu3
1.7k�£-06
rc
0.0.1
1.02EO5
078
?76E-hi
00A
5.IIE{07
OA:.
8.6?E-06
rc
rc
rc
�
0.01
227E-06
0.06
'_SJ64J5
rc
rc
rc
rc
O.COJ I52E-06 0.11 3276E-05
0.102 3.60EU5 O.li 3.76E-05
O.UJ9
3.?.SE-06
0054
1.99E,05
rc
0.003
1-14)
rrc
O.h37
2 62E-06
0013 3.67E-06 s1c nc
0011 4.03E-06
0.0F1 403E{16 rc rac
rw
0.141
4.98E )5
0.01 L
J OSE-06
0016
5.70E06
O.OJB
1 68E-05
nc
1e
0005
1.12E-06
0.006
261E-06
0,002
7.78E-07
r�
R72a(m.d.
Pam 1 [2.%IOr99

TABLE 7.2A
SI.IkTATARY OFSLUG TESTREMITS TS AND 11YDRAULIC CONDUCT ITTTY C-41.01LIMONS
W'el€
P:oomnle+
m
W'er
Screen
Lmgdr
L rilri
Ocoivgic
Urw
Test
❑vn;s'o i6)
Fdra
Fxk
Diameter
Dri�ni
R'c€J
Ikan.
dx!ail
Firiiivakia
k'eLS
Dixnacr i'._r
de!iri�
SI �;In
lime
Ch,a ,
drimni
Ji�'[}KSLLL'
WsO.Iw
Cudwi-11ity!L1
Kh ik+dasi
FR'ORSLEti"
Hydaulk
Cll x 'i,yi:li
Khiem.+sx'i
SSeaJI
HIrR'�
Head'_
SI'rEft-�
E-I
Gim:li
lime2
r3m:ri
PZ-IO:iS_l
5,76
Saz,�rone
1u197
8.?5
1.4J
'-0,??
58.05
5
&}
55
Or)3
L6LE<J6
TN=LOD
iCQ
a n'adcst«o
Ocr-Y+
na
na
na
1AW11509
11,62
CUye55ilu -
0,97
w
na
r'a
hrN.IDi5S
5.50
Sarahtmc
1v1-97
8.3
I.90
571
3.0.
L2
FA
a8
O.G3
1.08F{a5
h11S'-3?-0H
.56;
Sandswne
t>a-7'
na
na
C wri.ii 0.11 3,73E-05
PV.T21 TA' iii U11 3.63E-05
OE'P:R53SIRDEN NMI S. SAPROLLTF
ar �Ig�e Well, in S =rk
rta na
t..come:n l�= lµ rta
Diabau W'dl, in Saprnlire
P.'a
J^_.00
Clav
1996S1u1.97
8'S
lA]
0.'�T
4_S4
0.^_J
L0_
O.78
J.f9
5,19E-01
Dik-
0-T
na
na
na
R13S
7 W
Di base Si Sy Clay
p ier ro 1996
8.25
S.9G
1141
tL 101S
B?J
S)iat,asc
3vn-48
na
r..�mean;as 1': a.3LE-0a
W'adcstn+a wells Sn Savdile
P-5S
10.00
Siht`ongbmerxe
prior ro 1996
8:3
1.90
9'-0
0.03
0
3
3
1.45
3.7?Etu
P-65
1500
Siky':Clay
piar to S996
B.'„5
1.943
2.10
0-06
0.17
037
U2
190
1O:E.-03
P9S
4.[il
Clay
Ir to 1996
8.23
_
144
0-12
0.09
0
IS
15
0.47
1.66Fh1
P-S55
6ty}
Clay
ylier ro 1996
8.25
2
S.X1
006
0.02
t3
1
1
125
7,95E4a
P-IO'_S r5"�
9.d?
Sand.' clay
To 97
8 23
S.9'3
14.44
lud6
5
1'_
U,M
^_.SgE-05
5.00
S-t5r CSay
(ki-97
na
na
ne
hni =2L5 y5i
L83
Clay
lcl 97
825
L94
5.97
513
I?
13
0.031.2m.AS
Geomean rd� 015 L.58ETJJ
SJ.PROLM. NOVA J (SI 0. 4 : 6JE-04
Mace.
!I1 G7a hych wJc cw.'kictsvtinvalaea xxrc cemrysscd usr,g 1(emslcv's epatiw,s fo< rising Mxl, n mmiro+.a18 xxf6 a documM<d
in Lambed Whianar=;1969'�"Soil hislsanrs', p. 38.1-?.86. TrauPorm raw ass,imtd=l.
i:i = equivaLnl Biamacr of xefl a:s:rg+o aeewrq far fille�e o(grasel pack ad xdl caw.g x:h:n me sraQrcd paniws of El,c ocJE.) d<, SQRTin'@c'-in-11•=i'a'i)
i 3i P.n CVA, Rising head �rmedrilpy ksF Aei a frwn UI"1sr Eny:aanemal'+'Cwnprd<nsi.c S e Ax,eumem" of Sasunla Ia91, AIT,t,wlu P_
(ii H1+8xu1ic Craaiw�iviry CJeomexs+erye,u>E+6eunmie meat evaage of the +nss eardre+ed xehn each geologic vnk il3edrack, PWTZ wl5ap�€:+ei.
is nonwer K R'we smg yam r.+.s,w�ed M'r�� S� ��r.m 7e tar duail, ad grvlil.
;nl v,>+�ir. dare, nlGr � rb,a �+r+n�snK„r,razr e,ria�aenJ 1„ I,..'a ��+rro.s �+u'a�g ad Ixi�E �a ly9e
an�,n-L�tawc�
H>H aul'm
C rrduaniniSU1
Khift'dayt
sot,RtT3t&JUcs
H}daulie
Caw3acsici0'%S0)
Khicmfscct
Jn'nizcLJ:�'
Hsaixalie
Caahwrcciry it?.�
Khffrday'i
1iS'E'.�vF-
HYdaulie
Cv,dnsn'iq'F;i'-�
Kh icrnr+�i
0,0)3
1.02E-06
0.936
?.69606
rc
oou
L56C05
nc
rc
OA23
645E-06
O,G35
1.35EV5
4.g1s 1.97E-06 m rc
0012
M
f•] ru na �_�
a_i'.f
1.3gEA5
5.982
?.IIE-0?
0.0?'
7.g8E4)6
1w
rc
rc
4 -69
2.41Fx,,6
rw
0.058 103C45 5.983 „I i$-03
rc
rw
nc
O.N6
163F-05
UC:»
7.30E-07
0,015 5'SE31b nc nc
0, Aln'-16DR cmo:5r,M dsp tbact -11.
i Bj xu ml a11.ficabk.
(9)rc-Skrg +ro.'a+m+ca.SK!<d M'TRC «cakularionxu na p.ulo+mal,
Camb'_-d G7A"TRC+kg si 1clnk+using Rm+x-m & Ricemerhad. i.tppeMk 7Ci u
du .-,d 'm C wr f-. Vnl'_7,Na, 3 Ms y-June 1989.
01'� Th, H-a J. tl ad'_,Tk el wd T:ne. ,'abes is ds labk relreum,rrc +k8.. of Bre iime W.-I
aaraa.+drr ,a><�,aislali�Ierean,�rE:,gKI,
i I'_7 TRC skg t<a data used to canlxae €rydavlk cahtueiiv'ayti±' Hvorsk� ma4n,A for camps i+on.
F,72.r. La
IS 1A=4$
Pages z

TABLE 1215
BEDROCK IiYDR.AULJC CONDUCTIVITY
(Csivsec)
Geologic
Unit
Bedrock Wells
GZA Iivorslev
Slug Tests
Bedrock Wells
Bouwer &Rice
j Slug Tests
1992
Upper Bedrock
Packer Tests
199)
Pntnp Test
(Const. Head)
May-95
Pump Test
(Const. head)
May-95
Packer
Tests
1992
lower Bedrock
Picker Tast
Upper
Bedrock
(<20 ft)
Lower
Bedrock
(�2U 1t)
44'adcsboro
DlVAruillite
&-84E-04
4.26E-04
6.45F-a4
]-52E-{16
3.2'2E.-05
9.S1S=-04
3,ti4E;-05
4.04E-04
4.04F:-04
9.75E-05
..5.-.sL.
2.45E-04
2.ti5 E-048-08
L1.'.E-04
4F:04
n'a
E-04
3.32E-04
n'a
9, 14F-04Slate
70E-04
�11F�-047-13p..04
i,:2E.04
?.02E-04
:motes:
I- Phase 1 Arca slug test data in bedrock from etomevic mettns of Tabit 7.2A livor5le�' ;nrihod ptrloa3ud by (VA.
2. Oct 97 TRC dam compmcd from upper bedrock slug test geometric mean in Tab€c 7.2A except for Inver bedrock state belt v dur-
TRC slam b,.Jvt Aitn durum (as shown oa Table 7.2A) used only in lowerbedrock hydraulic conductivity calculation, See Note S.
3. 1992 GZA packer test deta wmprued from geomcnns in ruble bolo-
4 1996 GZA pump test data from Table 7.31).
5, Slay 1995 & 1992 GZA lower bedrock JUMP and packer test data indicated in tables below.
6, Upper 20 feet bedrock eakues computed fmm geometric means of 1992 packer test data indicated below, Phase I Area GZA 54verslev slug lest data,
and Oct 97 TRC ➢onwer & Rice slug tests data.
8. Sower bedrock valt:es computed from geotneuic means of GZA slug test, pump test and packer, test data providrd (including Oct 97 TRC stale belt lou-er bedrock vuh¢c),
9- Refer to put GZA repons fox details concem{na Pump teaks and packer tests.
SUMMARY OF 1992 UPPER BEDROCK PACKER TEST DATA FROM hIYDROG£OLOGlC REPORT
Uppers-10I'ce{ Rock
l Kleenmcan)
K(uvera'e
Wadcsl:nro 6.15E-6S
I.S /E-pa,
Diaira<c 2.}.E-G4
2,3?E-04
SlateD01 2.fi9E-04
7.6t E-04
MW-14A-513
4.31E-OS
A ett:te
M1V-ITtiH
€.SfiE-07
Ar=illim
MLV-IoS➢
3,59E-04
Ar=Ifiim
M w'.24Sf3
I,P7}''-OS
Wndesboro
A1W-265➢
no row
Wades'boro
MW-32SD
4,77EF(1I
Wadesboro
M%V-335R
4.I-E-44
Wadcsbonr
v5W-345D
2.3:E-04
Diab;-
Next I0-20 feet Rock
K fgeome:utj
K (aeer-)
Po'adesimrn
t.53E-ba
6,47f.-Oa
13iabase
7,i)J Ci-U4
7.04E-04
Slate Pelt
3.3 iE-05
3 24V-04
Well K Unit
1141' OSDWIMD
w
15'adtsburo1`1
i'-12SB.07
nrs%illittM
R'- 44A-S1105
Ar illiteM
W-I'S➢-03
A-IlitcAJW
{9Sn-0S
nr ilhtt-04
lvadcsb",OW-2oS13ow
Wadesboroh1W-32Si}-06
'U';uicshommW-33SB-43
Wndlc VoroMW-14SC;-Pa,
Diahawe
SUMNIARY OF 1995 PUMP TEST'S AND 1992 PACKER TFSTS FOR LOWER i3FDROCK
May 1995 Pump
Tests (Constant
Tread Tests) {Hydraulic Conduct.)
Dedrnck
Gco Mean
Avers e
1S'acicsborn
N'A
NA
Ar illite
3-32E-04
7.32E-04
Disbase
B.ORP-04
8.57 E.114
May 1995 Packer Test Data (Hydraulic Conductivity
➢edrnck
Gca Meat
nvcra'e
f{iv'h No(es
Wadesbam
NA
NA
NA
A, illuc
3.7Gi{-04
5.70E-04
tAS E-6S one location baked)
Diab'asc
9.f4E-04
1,4 FE-93
3.30E-43 3locmions
3992 Lowcr Bedrock Packer Test Data, (Hydraulic Conductivity)
I3cdrock
Gco 1,1ean
Aver -cc
Notes
1Vadcsbora
1.13E-04
5.38E-04
only 2 of9 top ock hiSher tltun avers c
Ar 1111111
2.18E-04
5.51 E-04
F.70EA3
o:& 3 of 8 to rock hi her than avers e
Dinbase
NA
NA
NA
Data rtftre;t,ed by GZA from previous GZA rq--
R7201n.Ais
Page 1 12l70196

TABLE 7.2C
SUMMARY OF WELLS AND PIEZOINIETERS USED IN HYDRAULIC CONDUCTIVITY MATRIX
PWR
Upper (20')
Lower
Saprolite
:!�t;
Bedrock
Bedrock
ug Tests: P-5S, P-6S, P-9S,
Slug Tests: P-3S, P-4SA, P-5D-R,
Slug Tests: P-3D, P-4D, P-5D, P-
Pump Test: MW-2IB-BZW
15S, P-102S, MW- IOS, MW-
P-6D-R, P-7S, P-8S, P-12S, P-
6D, P-7D, P-81), P-91), P-12D, P-
Packer Tests >20': MW-105B, MW-
21S
101, P-102D, P-103, PZ-102, MW
15D
15-DB, 1MW-24-SB, MW-26-SB,
101), MW-15-OB, MW-21D, MW
1992 GZA Shallow Bedrock
MW-27-DB, MW-28-DB, MW-3I-
Wadesboro
32-OB
Packer Test Wells: MW-10SB, MW
DB, MW-32-SB, MW-33-SB
24SB, MW-26SB, MW-32SB, MW-
33SB
Slug Tests: P-2S, P-21)-R, P-13S,
Slug Tests: P-107
Slug Tests: P-21), P-131), TML-
Pump Tests: MW-14B-DD, MW-
TML-108S
108D
14B-BZW, MW-17A-Dll, MW-17A-
Diabase
1992 Shallow Bedrock Packer Test
Well - MW-34-SB
BZW
MW- I6D (Vertical permeability)
Slug Tests: P-10S, P-14S, P-104,
Slug Tests: P-ID, P-101), P-14D
SlugTests: MW-16-DB
P-108, P-109
1992 Shallow Bedrock Packer
Pump Tests: MW-14A-BZW, MW-
Tests: MW-12SB, MW-14A-SB,
12B-BZW;
Slate Belt/
MW-17SB, MW-19SB
Packer Tests >20': MW-9-13B, MW-
Argillite
12-SB, MW- 13-DB, MW-14A-SB,
MW-16-DB, MW-17-SB, MW-18-
DB, MW- 19-DB.
Notes:
1) Refer to Table 7.2B and previous GZA reports for data on Pump Tests and Packer tests.
2) Wells and piezometers indicated were used to calculate hydraulic conductivity in each lithogic and geologic unit described in Tables 7.2A and 7.213.
Ft72c1m.x1s
Page 1 12/10/98

TABLE 7.3A
PUMPING TEST DATA WELL MW•14A-BZW
Observation Well
Pumping
:ueit
Flow
MW-1kA•HZW
De th (FO
Time
De Ill (Ft.)
Time
De th (Ft.)
Time
Depth9. (Fs.3
Tuna
De th (1 t.?
Time
De th 1 t.
Ratc ( ml
Time
De It'-!
Wel! l.D.
Time
68.42
16:48
81.00
17:56
59.50
19:02
89.21
20:04
9,32
42,50
0
11:02
59.20
MW-14A-HZW
11:02
59.20
14:30
16:51
425.50
18:00
42.SD
19:02
42.50
20:07
3.3
12:08
59.20
MW 14H-HZW
11:D5
42.SD
14.34
42.50
20
42.00
3.3
14:30
68.42
MW 14H•DD
!i o4
�5.778
19.09
35,g8
19:011
35.778
20:15
35.75
3.3
16:48
91.00
P-13D
35.08
14.44
35.8
176:00
35.75
18:11
35.75
3Dry5
5.75
iDry
3.3
17:50
90.20
P-13S
I1:16
35.75
14:46
35.75
Dry
17:02
17:07
Dry
18:15
Dry
19:18
20:22
2.6r
17:56
99.70
B-1
11:20
Dry
4I.55
14:51
14:53
a1.55
17;09
41.55
18:16
41.55
19:19
41.55
20:23
a1.55
9.18
2.6
18:59
89.21
?v1w-12.5s
1l:22
19.18
15:01
19,18
17:17
19.18
18:24
19.18
19t28
19.16
20:32
119.24
2.6
20:04
99.32
P-12D
11:30
11:32
19.24
15:03
19.24
17:19
19,24
18:26
t9 24
19:30
19.24
20:34
12,52
2.G'
21:11
89.27
P-125
11:36
32.52
15:07
32.52
17:24
32.52
1S:31
32.52
19:36
32.52
20.42
Dry
P-SD
P•1D
i 1:37
Dry
15:08
Dry
11:25
Dry
18:32
Dry
19:37
19:41
Dry
Dry
20:47
Dry
$-4
11:40
Dry
15:12
Dry
17:29
Dry
18:42
Dry
37.01
19:48
37.01
3Dry
P-11D
11:46
37,01
15117
37.01
17:34
37.01
18:42
18:43
Dry
19:49
Dry
20:55
P-11S
11:47
Dry
15:18
Dry
17:35
17:41
Dry
32.82
18:49
32.52
19:56
32.82
21:03
32.82
P-14D
11:53
32.82
15:23
32.82
32.61
17:42
32.61
IS:SO
3261
i9:57
32.61
21:04
32.61
P-14S ___
1l:Sk
32.G1
15:25
:mp test conducted by GZA personnel on 5116/96 using a submersible pump placed at 91 feet below ground surface. Pump test started at 12T8.
z. Pump rate adjusted to 2.6 gpm.
3. Pump test ended.
4. Pumping well and monitoring wells are shown in green.

TABLE 7,311
PUMPING TEST DATA WELL MNV-21B•BZW
Flow
Rule ( m}
Pumping
MW-21B•BZW
Time
S:DI
well
De th (Fs.)
8.30
Weii 1.D.
MW-21B•BZW
Time
8:01
Depth (Ft.)
8.30
Time
16:5D
Du th SFt.}
Sl.ai
servstion
Time
12:40
12:49
Well
Dc th (Ft.l
32.G5
9.60
Time
I4:58
15:02
t7epth {Ft.)
33.20
9.60
Time
36:39
16:57
De th (Ft.)
3360
9.60
Time
18:fl0
! 8:03
Dc 3. 0
33.20
9.60
fl
3.5
9:50
8.30
M W 21 B-SB
9:05
9.60
10:56
9.60
7.30
12:51
7.30
15:0a
7.30
16:59
7.30
I8:?OS
7.30
3.5
3.5
10:0t
26.85
MW-21B-OB
8:06
7.30
10:57
] 1:07
26.85
13:03
26.80
5 5: 10
26.80
17:05
26.80
18:10
26.86
]0:5D
31,45
H-$D
8:16
8:20
26.$0
26.97
11:11
26.97
13:05
26.97
I5:la
2G.97
17:08
2G.90
18:11
26.96
2.6
If:47
32.b0
B•BS
8:2G
13.90
HA8
13.90
13:12
13.90
15:20
13.90
17:18
13,90
18:21
13.9D
2.6
12:40
32.60
B-ISD
8:27
12.35
11:25
12.35
13:15
12.35
15:22
12.35
t7;20
52.35
16:22
12.35
2.6
]4:58
33.20
H-155
8:274 2
18.35
11:,56
18.23
13:30
18.23
15:35
18,23
17:38
18.23
18:33
48.23
2.6
16:58
33.I8
B-15
8:44
20.20
11:58
20.20
13:34
20.20
15;3.7
20 2D
37:4D
20.20
18.41
2D.2D
2.6
l8:00
33.20
B-2D
8;51
3.50
12:02
3,50
13:39
3.50
15:42
3.50
17:48
3.50
18:41
3.50
2.6�
19:01
33.21
B-9D
8:53
5.90
12:04
5.9G
13:41
5.90
15:43
5.90
17:47
5.90
18:43
5.90
B.9S
MW•33-SB
9:10
10.56
i2:12
4D.56
13:49
10.56
ISiSD
ID.56
17:53
lD.S6
18:50
10.56
8.53
MW-33-013
913
_ 8.58
12:14
8.58
13:51
8,58
15:52
8.58
1 17:54
8.53
18:52
Notes:
1. Pump test conducted by GZA perienncl pn 5117196 using a suhmer ible pump placed at 41 feet below ground surface. Pump tcst started at 0950:
water level readings were conducted using a SINCO electric water level feeder.
2. Pump rate adjusted to 2.6 gpm.
3. Pump test ended.
4. Pumping well and monitoring wells we shown in green.

Pumping Weil
Flow
P-3D
e (a m)
Time
De th Ft.)
Well I.
0
8:11
22.13
P-3D
3.0
9:31
22,13
P-3S
3.0
9:34
40.54
P-9D
31
9:42
67.50
P-9S
0
9:50
65.31
P-2D
P-2s
P-6D
P-6S
P-4D
P-4SA
P-5D
P-5S
P-16D
P-16S
TABLE 7.3C
PUMPING TEST DATA WELL P-3D
Observation Well
Time
De ih (Ft.)
Time
De th {Ft.)
Time
De tts Ft.)
Time
Depth Ft,
8:11
22.13
9:50
65.31
12:49
59.90
15:20
59.85
9:13
21.83
9:52
21.83
12:50
21.83
15:22
21.83
8:19
3.65
9:59
3.65
12:58
3.65
I5:30
3.65
8:20
5.85
10:01
5.85
13:00
5.85
15:32
5.85
8 :24
18.2 8
10 :06
19.28
13 :07
19.28
15 :4 0
18.2 8
8:26
17.75
10:08
17.75
13:09
17.75
15:43
17,75
8:30
12.86
l 0: l 3
12.89
13 A 4
12.89 .
15:49
12.89
&32
14.48
10:15
14.48
13:16
14.48
15:51
14.48
8:36
28.68
10:21
28.68
13:23
2$.66
15:58
28.68
8:38
29,05
10:23
29.05
13:25
29,05
16:00
29.05
8:49
14,51
10:33
14.51
13:38
W.51
16:12
14.51
8:51
14.96
10:36
14.91
BAO
14.91
16:15
14.91
8:59
24.66
10:43
24.66
13:48
24.66
16:25
24.66
9:00
Dry
10:45
Dry
13:50
Dry
16:27
D
Notts:
I. Pump test conducted by GZA personnel on 5120196 using a submersible pump set at 67.5 feet below ground surface. Pump test started at 0931;
water level readings were conducted using a SINCO electric water level feeder.
2, Well P-3D pumped dry. Pump and asscmbly removed from we)),
3. Pumping well and monitoring wells are shown in preen.

TABLE 7.3T3
PUMPING TESTS AND CALCULATED PERMEABILITIES
CONSTANT HEAD MONITORING WELL
FOR BEDROCK WELLS
DRAW HYDRAULIC',:
HYDRAULIC
WELL
WET SCREEN
TRANSFORMATION
FILTER
FLOW :
ID
LENGTH::::
RATIO
Pack Diam.
RATE
DOWN CONDUCTIVITY
CONDUCTIVITY
L (ft)
m [sgrt(Kh/Kv)]
D (ft)
Q (gPm)
He (ft) KIti (fVday)
Kh (cm/sec)
1
0.5
2.6
31
0.3
1.15E-04
MW-14A-B71�'
4Q
1
0.25
2.G
25
1.
2.05E-Q4
�
MW-21 B-BZW
30
1
0.25
2.6
43.0
0.8
< 2.86E-04
P-3D
10
Notes.
1. Hydraulic conductivity values were computed us'sn vorslev's,equations for constant head in monitoring wells as documented
in Lambe & Whitman (1969) "Soil Mechanics", p.
2. During pump test at P-31), well was pumped dry and could not sustain flow. Hydraulic conductivity as shown above, therefore
represents maximum possible hydraulic conductivity.
1
T73DFIN.XLS
12/08/ 1997

TABLE 7.3E
ANALYTICAL ESTIMATE OF DRAWDOWN, NjW-l4A-l3Z\V PUMP TEST
WELL DATA
Wells
Distance from
Ptilnp Wel3
Screen or Open 11010
Deptit below GS
Unit
Pump Well
MW-14A•SZW
00
NA
(ft)
13 - 120
Argilli€e
Obs. Wells
MW-14H-13ZW
110
60to80
Ar�illi€e
MW-14B-DD
135
54 to 120
Argunku
P 13S
270
27 to 43
Saprolite/Di abase Parent
P-13D
270
43 to 55
Diabase
Rate
n)
2,6 1 16.5
Cone of Depression
radius (fl)
r
drnwdown
s .'.
0.1
3f .9S
0.5
23.21
1
1936
1.5
17.90
2
16.SI
5
12.08
10
8.73
is
6.77
20
5.38
25
430
30
3.42
50
0.95
W
T07
65
-0.32
T I S
12 3 03 0.005
I
D ao
1fl�
I'I 15, 00
o` 20 00
it
25 Do
30 04
I
0
PUMPING TEST DATA
M11.15F-04
A-f3ZW Hydrat€lic Cot'ductivity
Time May-951996 Pump Test Average
(days) Packer Test(Const. Head) Hyd Cond.
d (en1/scc) (cIn/sec) (cin/sec) (Wda�
0.5 3.70- 04 2.421--04 0.69
Drawdown versus distance
m
A
'
,
20
40 60 60 1W 12D 140
➢istancefrom Pump Well i
N'o€es:
i. Transtltissivity estimated using measured hydraulic condtictivi€y and ap}II}'ing saturated thickness to s0l01i0n until drawdaw t at well
matc"cd obsened drat+down in pumping test.
2, SID11ge coefficient csiimatcd based on published valves ( Bouwcr, 1918, McGraw-l-bll).
3, Estimated pumping time used is considered consenulive at 0.5 days (12 hours) as ac€ual ptnn01T €line was 9 "ours.
4, Anllytical solution is Cooper -Jacobs (1964) modified non-cgnilibritnn egnaiion.
TTIFT1h,XLS
1 1210 119{)7

TABLC 7A
WATER TABLE (PIIREATIC SURFACE)
Sczren Lcn th
pieravon
<fY msti
To 6£Caan
E1t�'auon
(ftmsl)
Ground Surface
Litrauon
(ftmsl)
i)c E}3 to
Water
«I14;92
(h)
Gronndualer
E1cti'ation
2r14f92
(ftmsl)
pUi to
Waur
311i92
(ftj
Groundwater
Eltt' d-
TF42
(ft msli
pep h to
Water
3!1092
(fy
Grnrndwaicr
Elecadon
3i1isi9"_
(flms11
Pcpth to
Watr
4r9,92
(€q
Graandnater
Ele�arlon
4i4.l9«
(frt msl)
?cgth to
Water
5121,96
{flj
Grotmduatcr
E1ct'slion
5f21r96
tfunell
north to
Waicr
11;6;96 1
(fQ
1©-€b
23.43
GTOo nd-la r
Elevauon
Papist to
Water
Groundwater
-"auou
t4'dI ID
Installation
Daze
11;6;96
Eft msll
SR6/97
(fi)
Sllfil97
h nth)
316,95
<307.19
B-1
IDfli91
1 rt 3:91
unk
unk
326.95
32L25
323.69
317A1
n,'m
2345
W.drr
Z9 i.80
Z3-39
<397.19
297,86
rum
23.46
Nm
297.79
dry
23,44
<307.1q
297.81
23-30
dfy
36.87
26.75
dn°
20.15
If is
119-i
<347.19
197.95
.07
Z97.82
dy
<290.51
.
dry
<«973
g_3
R-6
y_7
B-8
1SN'-9-513
i f,%v 10 (-()R
MW-iO-DF)S
10^_r91
In-91
909
9,3i);91
10 ^r9I
2;5;9 2
2;12 9^_
2tt 2.'9^
mrk
unk
nnk
unk
unk
224.13-232.73
?46.88-281."
265.74-285.70
33264
273.39
292AR
273.21
258.89
'_y0.32
290.38
35
0!-
39.
269?3
289,77
269-17
25673
28758
288.2.
.
2969
27.91
34.09
20.07
dR'
n'm
907
243SD
264.57
239.12
238.82
<__46.88
n;m
30.b1
28.67
35.10
19.78
10.94
n.rm
9(7
241.78
263.81
238.11
240-11
2i9.{?
n'm
WE
3.7
29.24
35.23
19.15
ID.68
nfm
nrm
43.12
264.24
237.98
13974
27464
a,'m
dry
30.72
28.69
3559
19.55
10.81
11,44
.
<289U7
Z420
263-79
2 37,62
23994
279.51
276.9R
'_3R.35
28R64
<303.94
291.97
289.62
236.52
265.73
36A«
31.52
.
260.96
.
27?2
236.20B-4
Z6S_.1
<234.17
<234, 17
<234.17
23814
279.17
^_78.44
20.20
11.68
12.73
238.69
«78,64
?i7.G5
_
II Sq
_
«78.8d
MW-1O-SA
2IM92
214.09-242.09
289.78
288.09
MW-14S
74+8,+97
266.63-271 63
289.51
N-7 78
\14J-10-1)
D?\V-13 SE3
Fd1i'-14-09
[.1\i'-14A-OB
hiW-15-Os
\1\S'-16.OB
10�8;9"]
?'S�9'_
?'4+9'
2I25i92
2I13192
2f4+92
149.41-25441
-n«3{ 6i-'_dt>.SJ
i83.61 293,81
3(i3.94-318.94
'_77J0-297.14
267.63-«9793
289.30
]73.12
305.72
337.48
344.56
715.22
28761
P7U.Ci{
30331
33494
302.10
312_B3
36.?3
nrm
n:m
n "m
25.44
_36.R9
n;m
n;m
nrm
2R9.78
33.36
16.03
n:m
13.31
25.21
239 76
-99.69
n/m
Z9125
290.01
33.7I
n,'rn
aftNtn
12.91
'_5.67
238.41
n?m
Z9165
289.55
3d.77
I6.08
dn'
12.59
25.60
3452
'_38.66
34-LY
^_36.10
1280
292.92
18,6'_
287, 14
day
<3(13-9a
3i,40
L?5
29«.31
14.37
'_9019
23..55
29167
29.91
28531
Z4.67
290.35
8.80
- 303.74
7.79
304,75
_
-
61-%v-16-D
61W`-17-Offs
10i6i97
214192
273.80-17R B0
300.73-30573
314,25
312.54
259-11
31156
310.73
257.26
-
dn-
24,4
-
<306.73
9.71
22.85
<304.73
23626
nlrn
»5,79
m'm
'_33.32
M-
«7.41
<300-73
2317
27.75
231.36
26.24
234.87
27.57
231.54
264.03
M11'-IS-SB
1r1W-19 SB
1T'-20-C)B
2fI7!92
2f3f92
213i92
'.3f9_2^5-5'6-6[
227,„6-232.26
195:?8-Z35.28
S_57-21257
^_50.9'r
280.54
268.O-1
247.28
27837
265.76
nfm
'_8,30
I759
nfm
252.24
?5)48
nfm
26.54
6.60
n!m
2.54,04
26147
,
i7,{5
25,61
9�1?
232.6^_
254.13
256.90
1912
2402
6.48
;3055
75652
26159
2�3,30
17.68
229.77
262.86
1962
19.94
23025
260,70
16.51
16.51
264.03
130
26077
9.80
:52
260.87
-21D
6,127f97
16907
266.93III
-i
_
M\-215
1W="-OC326{.51.295.13
�1A'-23-OCt
,UiW-25-OB
h411'-'-6-Oii
1.414-2€.OL3S
MW-27-OA
,'Jtli' :8-011
h11V'_9-()13
81\',•'.30-06
K11V-31-O8
MtV-3«-OB
h% -33-OB
M\V-34-013
6, 24 97
716;92
7I7r92
1i16;92
2119+9'_
2f1.7,,q'-
2r(1l07
92
Il17112
Zil'<<+92
2111,192
2l6f92
3r319«
2i«7l42
2j27792
257.49-265.99
2, ''66,59
256.35--'.71.35
24568-25568
22944.2-39.44
'38.74-?48.7c)
213,39-'-33.39
205.3(1-226.30
24-i.92-259.92
265.39.267.R9
'3139--'.4439
262.23-29223
26434-27934
„70.20-272.50
269.59
300.u6
275 73
282 36
27546
253,75
2.5{05
24487
247.90
265.62
272:89
248.03
300.5a
28447
37635
266.99
297.3{
T72.99
279.35
273.18
251.44
'S 1.7D
238.39
245.30
«62.92
27U.3Y
246.39
298,23
292.34
276.20
14.65
13.42
20.92
IS41
n m
15+,55
14.20
7Sf)
dn'
4.01)
n!m
Wm
n.'m
261 08
«68 94
2545{
233.34
olio
225 32
233.70
258.1--
Q61.39
244.03
n;.m
n'm
n;m
663
17 31
21.81
dty
nfm
14,92
Eq,38
15.13
4.44
3.16
n+m
5,81
n.'m
-69.10
265.05
253.65
<2229.d-1
n!m
225.95
233.52
250A9
Z6845
2i4
n.'m
27K66
nita
n!m
14-31
«-29
ode °
non
14.14
13,25
non
9.05•"
nlm
1525
9.78
nlm
268.25
253.17
<2?9.d-1
nfm
226.73
23; 65
nhn
«fi38Sa"
n,�m
285.29
274.69
nfm
73.19
12.55
23.22
dn'
I3,D9-
13,27
1:41
dry
4.07
l44'_
11.70
�'
-
262.iq
17.15
25658
1432
269,81
?5224
2448
-
250.98
5 82
27.43
27638
276.54
24R 03
25.96
-
244.50
<2«9A4
<Z38 70
.'-778
;.34.63
253..'.0
<265.39
243-96
286.1]
«7277
<2N.20
I I.00
10.98
16.80
14.D0
NA
24275
'_a3A7
230.90
233,90
-
c«65.39
1251
115
I752
16131
6.86
do
241.53
241.54
21159
23109
25R.75
C65.3•"J
4.3d
9.34
14A1
243.31
?s-1.71
233.69
5.25
'242.78
4.58
243.45
-
-
10.7D
'_69.8{
F4,63
Z85.91
50.26
290,26
8.57
275.90
12.96
27L51
7.95
276.52
d
<270,20
<27t72p
<27U.^_0
3i10
2b'_4
289-fit
262,24
3892
24.23
28579
256.30
3457
20-3b
290.14
262.17
-
P-ID
5!'-,96
«81.42--'_9i.02
3«4.71
322.02
P_1S
i-
P_2p_R
512,96
50196
IR.3r97
«9653-306.53
Z49-95-26495
«5143-2.52.43
3..24.72
?8251
282.66
322.03
279.95
279.93
-
223b
265.t18
26.30
261-14
«249
264,95
P.3S
517f96
259.87-271.97
287.44
286.87
-
_
3164
15.44
16,82
268.32
'-99.93
ZIL23
35,84
21.23
22.12
«64. 12
294.14
3191
14.48
268 u5
300.39
P-FS
p7dSA
F'-SS
P-SD-R
p{tS
5(I196
Sf7196
5I7f96
107±97
5r7i96
'_67.3 )-28^_30
259. 17- 74. 17
2R4.74-304.14
7148-^_87.4R
751,73-'69.73
297.84
299.96
315.37
317,03
^_B8A5
29736 -
«97.17
31474
314.88
285.73
-
-
-
-
265.93
17.i7
-
27D 88
-
P-6D_R
It2?rV1
248.bFi-253.66
268.58
23586
Ftbl7mLxk
12110198
Page 1

TABLE 7.4
WATER TABLE (PHREATIC SURFACE)
1','rli 3)
De ph to W'attr
7112-131997
(ft)
Grnun4w'ater
Elrva€=an
711'_-1311997
(flmsli
i7c}+rh co
W� ater
10^_1--^M1'-4"i
(ft)
Grou�odwa€cr
Ez-tiara
1412E'23r97
(R-Ql
Dc th to W'a�<r
12; 2.3i97
(fO
Ciroun.S+ater
El-n� n
12i2-Y97
(fta,, i
;),Pull*
Rater
1^G;98
(f0
Uroundr' ecr
Ekc atwn
1.120,98
(ftmel)
R'atcr
'_��:'98
(ft)
Eiroundw'aler
Elreauon
«125198
Eft mslb
Dj tp r to
Water
330-31�98
(Ft)
Gro-du�a-er
F3n'auon
313R31 N8
{fE msiJ
Depth to
Rarer
6i24-2948
(fr)
(;roemdu'atcr
Eles'auon
6'24-?S.'98
fC€msdl
Hiph-1 GSV
Elc.'arinn
(R msi)
Lo vsl Ci
E1e+'ation
(Fl msp
0."ater Lt-1
Ran
(fQ
R-1
B-'
g-3
i3-3
13.6
13•i
B.g
MW'-10-OR
h1tiV' 1�1O8S
;vli4 i SL3
Ivf1P_70-5
M33'_!p-D
M14'-13-Ss;
;vfW-14-OB
NMI-14.A-OB
YtW-15-013
NW-1-1)
MW-17-OBS
MW'-18-Sf3
MlV-19-SH
,Y3i 4-20-OB
NiW-2I-OB
1dW-21D
mw-21S
VSW'-22-OH
MW-23-OB
NttV-^4-OB
NitF-25-US
NOV-26-UC.
M1!'-2(}1j65
M W-27-09
MlV-^_8-OB
MiV'-29-flB
M1V31-OB
'AW-32-O3
MW-33-OH
34-6d
FP--I1SF)
F!2S
p-pD-g
P-35
PAS
PASA
P-5S
P.SD_g
P-bS
p-6p-g
dry
'_3.55
_
3717
21.41
drt
14.12
13.58
1;_1'
28
.
10.57
11.20
10.26
1 CO
10.57
I I.cg
1623
1284
1461
dry
,.
?04
2353
32.26
18.16
19.16
7307.19
297.70
_'36. 21
265,07
..n'
<23417
276.2"
27680
291 a4
2ia'
74
257.50
a7.87
299.32
-
24946
243,18
24247
231-67
287.70
27386
.
<270,20
289.15
26449
263,91
267,70
'_97-21
268.89
dry
dry
3185
d[v
36.98
30,98
Cr,
21.33
12.57
13.32
15.34
12.33
11.76
35.88
!M4
33,14
15,84
2
28,1
drt'
2155
1333
17,46
PIK
18.91
2L2.,
6.67
27.19
I0.10
la_73
17.37
19.28
7.72
,
1'70
13,S7
de
39.74
dv
7413
24.46
26_p6
do
35.77
dry
-27
23.35
«?.36
c307.19
<290.51
30_', 16
<289.07
236,41
26150
<23417
23756
277.75
27706
27444
277.18
277..54
237.»4
286.N
304.34
238.72
28.5
20
<300,73
230i1
258.99
254.74
-1
2161
259?6
281_!5
25449
275,69
2a8.28
243.65
'_393'_
22350
228.62
257.90
265.9
99
28784
270.90
<7,
28547
<296,53
258, 20
26I.38
726 4
264.19
<289.74
29a.76
264.70
_'66.2'
c[l'
drY
d -
dry
37. 16
31.95
d
19.5
.7
1126
12,36
15,19
10 24
10.41
33.45
20.09
31.12
13.40
30.10
29.10
7.71
274
40
21.11
664
634
433
i 74
12.12
5.75
27.55
10,55
1346
18,19
17.72
6.59
3.3
1035
11.79
v
39.05
do
2345
25,44
lidR'
36,10
20.07
2t1,9a
23.08
22.09
<30719
<290.51
<300.51
<289.07
236.23
26U53
<3417
».
279.06
278-['-
2?4 59
279.27
27389
240,pi
285,64
30636
289.16
'85. 126-OB
285.1
304.83
327
23167
259.43
'_61.4.1
262.73
265.25
29432
'_6361
276.61
247.91
-43 2U
'-40.59
22 68
'_34,1A
259.0
j2444�67
172 619
285 66
29.37
25921
262.00
<267.30
263.36
295,30
29b.U9
26d.97
2b6,a4
dn'
dry
dn'
dre
3644
32,47
dr'r
10.35
11.12
3.13
9.34
4.51
ram
21.30
26,02
14.78
'5.27
2a.20
dry
m
1222
10.77
3-87
38S
3-10
3.5„
5.37
4.38
22.41
11.S8
11.36
12.89
13.83
465
375.12
20
8.78
8.
2107
�4.24
dry
35.20
15.93
16.88
2048
1932
ti47.19
<29091
<30a5t
<^_89 07
236,95
260,01
<234.17
-
27997
279-226
281.05
M 17
''-79.79
28442
31146
28`778
5
c30073
23.$5
269-77
26a._4
265.22
'_66.48
296.54
270.36
277.99
252.99
242, 17
342.69
227.98
23407
26097
..
'9176
°7636
_
260.59
263.20
<267.30
264.76
29944
300,15
267.57
2b9'6
dtti'
11.83
do
do
dr.'
24.18
dre'
3.16
1U.5
7
9,fi-1
6.76
10.92
8,86
32,24
28.54
3.00
14.03
2004
d-I
?a.3
15.04
11.40
4.00
4.11
3.96
8.00
9.21
3.51
1G.27
11.67
932
10 73
12.01
40
7.63
6.25
27.94
2009
20,39
2241
29,61
33.02
13.51
10.63
15_!7
IL75
c307.19
309A2
<300.51
G89.07
<23a.^_3
268.30
C3a.17
.
24573
779.57
780.7-3
283.02
278.59
38044
.4r188
277.18
33449
290-53
29421
�30073
2a.8
235.03
269.14
264.47
264.96
265.62
292.06
261.52
278.85
265.19
24„ 08
'2aa.?3
23U.12
235.89
26157
77
4500
292.91
^7822
296.76
"6.F4
262.27
265.03
?68.23
266.94
301.86
30646
27;..88
-76.83
7.70
19.18
34.84
36.40
18.04
dr>•
13.62
9.47
9.D9
5.88
3.38
3.63
33,54
28.65
'30'_
13.06
17.6«
8.76
2-.3
5290"
12.63
4,69
4.60
4-57
8.89
9.65
4.b4
7.76
11.31
8.39
7.08
11.91
362
.,
339
6.89
546
I%_81
19 44
2070,
28.76
30.71
7.79
10.73
13.47
1156
<30719
3I355
304.83
297.80
236.99
27-F.a-i
Q34.77
24527
28985
?8I.'9
263 90
181-13
290-67
239.59
277.07
331.46
291.50
296.63
303.78
35_RI
97 F,
j67,91
263.38
264,47
265.01
291.17
266,69
27772
»6770
242.44
245.66
23379
235.99
262.00
'93.65
27901
4
<296.53
2
264.22
266.74
2b9.p8
269-75
30758
306-30
274.58
277.02
dn-
8.30
31_91
36.28
23.36
L9.U6
37.09
20.71
SOA9
10.40
942
951
9.54
34.22
9.64
29.53
13.09
19.76
18.85
9.01I
7.54
20.62
I4.00
7.^_6
6.67
616
12.98
1639
542
i2.97
1020
1026
11.80
14.58
4.76
5.64
7.90
dv
7
1751
19-15
25 55
27,73
12,44
14.54
15.57
14.65
<307,19
312,45
30'_.'2G
29636
25003
'_734?
236.72
239_18
279-33
280.33
380 36
280.00
279.76
:3R,9ii
297.08
3U7.95
29148
295,46
29540
303.54
23
229.45
266.54
260.81
262.40
263.42
287.08
25934
276-94
26249
243-55
243 79
«24.07
23332
,
26986
539
141 RA
294 9
27657
C7020
2463
673
265.15
268.29
272.^_9
17. 23
302,97
30249
27248
273,93
316.95
31355
3LLt.83
297.80
75003
Zia 17
239-12
245.,73
28485
28 L:.9
?83 90
281.13
280-67
240.88
297.08
334.48 -
292.31
296.68
296.63
301.83
23fi?6
237.85
26v.77
264.20
265.22
2 66.48
296.54
27936
278.85
26770
244, i3
245.66
'33.79
235.99
262.
«9
2453
«-90
27R01
e27©20
3353
-9678
264.73
265.15
'_66.29
272.29
272.«3
30758
306 iG
274.58
'_77.02
<307.19
<2945!
<340,51
<289.07
<23a.23
?60,t31
C34.17
23756
c246.68
27680
274.44
277.18
27754
»36.89
277.47
<303.94
«$872
»85_12
?85.15
430073
4
22.71
a97.i7•
252.24
;jQ aB
257.61
259.26
281,55
25448
265.05
247.91
<229.4a
<238.70
22.68
228.62
209
Qb539
<23139
85.29
274.9
270.20
5.bd
<296.53
256.34
258.20
<26767 30
263.86
<289.74
'_4a.76
26a_70
266.22
>9,76
>23,0a
>13'-
>9 73
>1580
14A3
>495
8.17
33-97
a,a4
946
3.95
3.13
3.99
«0.O1
>30,54
3.59
1156
11 76
r4,i0
655
a0.68 �2837
17.53
53.72
7.61
72«
1539
I5.88
13,89
1979
> 1469
>6-46
3111
737
37
>S_6
7MW-MM)B
>Ea }
11.,5Q01
9(l
8.11
4
8.b8N0.
>O.a
6.43
6.95
7.15
rd.99
837
>17,84
1i.67
9-88
Sri-80
Page 2 1?hO1,98

TABLE: 7.4
WATER TABLE I I'IIREATIC SURFACE)
f3t(rdi [C
C'sr���in1u'aFc[
IRP91f SO
crog R"icr
[ 1p h [O
p[00ndµ la
DCp Oi 10
Cri+a Odu'alcr
I)cptlt IO
Or041fdw'ater
DCPM !0
(71'0'Inej-t-
DCpt1! tD
Gt'iutydx'aiCT
Ct'e31 Lp
Installation
Su- 1-en th
To Of Cavn
Oruu� d Surface
Water
(Iccatian
Watcr
Fic-Lion
Water
Eln'ation
waltr
Elevation
Water
[levation
Watcr
Ilevati0n
L1.tcr
ElOvation
7lceation
Elcratinn
1»In'apo❑
21I4r92
114192
31;92
3Ri92
3:10;92
M0,92
419,92
419192
5131196
5121!96
11I6196
i116,196
S1169'1
�(ft)
5116197
Daze
(T[msl)
((tms)
lftmsii
(ft?
Eftmsl)
(fu
fft-I
Cfl}
4ftm�1
Oft)
(ftmsli
Cfil
iftmQ)
(fi)
(flrreal)
(ftmsi)
f'bs-R
10P197
26159-266.59
286.35
'-85,69
-
25.94
28638
28 32
284.00
25 44
286.38
11-75
Sr$i 96
274 85-- 289.85
312.32
369.85
30.26
263.47
34.63
278.90
30.36
283.37
p-85
5113;96
273.51-287.51
313.73
3H�.51
-
8.44
267.43
9.96
265.41
6.20
264.61
P-95
51966
26322-272.72
275.87
273.22
"_4.11
3001G
3112
243.25
2431
304,16
PAM
5�10,196
29192-306.92
32447
321.92
40.38
289.92
4
<?80.91
39.82
290.48
F-I 16
51096
2Kl 93.290.9'3
330.30
326.93
p-LLS
5J7i96
29694-311,84
329.88
326.84
'_2.07
288.it
25y35
285.16
21.32
2R9.19 -
P-L 2&
5110196
278.44 �93 s14
310.51
307.44
-
-
37,80
290.99
40,92
287.87
3738
291.41
P-13S
5;7r96
283.61-298.61
328,79
326,61
-
-
-
P-13rU-R
IOi6i97
N6.40-29140
328.29
326.30
S-R
IOf(i19?
29541-700.41
328.90
326.41
34 d9
289.81
L'86.25
3388
290.42
P 145
5; L5;9G
28G.25-301-25
324.30
322.25
-
15.31
278.89
9.40
284.60
16.53
277.67
L'-15S
51d5;96
272.94-'A?:7.1
294.237
296,94
27.37
280.R8
d
Q74.63
dry
[279,63
P-l6U
5714.+96
219.03-289.63
3fi8.25
30563
}�-L68"•�' -
5li5f96
191 72-301.72
308.89
345,72
-
i�_10L
6125,"97
28(>.36-303 3C,
320.75
318,36
_
fl-1 Ct'_€7
6,�25;97
2'75.27 -�8227
319.27
315,77
-
1'-1025
6/25i97
283-95-298.96
317.s2
355.95
P-E03
6;26;97
24.5,75-16575
290.I7
'_87,75
'
E�-104
irl i97
28R.25-308.25
326.45-
L'-107
6;26197
28735-29435
321.91
319.35
-
Y-L 08
6f3M7
198.22-29997
30.70
313.22
P-109
7f2197
27709 287_@R
314.01
312.08
259,91- 69.91
29(7.78
P205
I)-1297
2SO77-285.77
395-37
302.87
_
5455'-I OL
I€; LO,'97
«9-i23-'_99.21
115.97
313.71
p7 300
Gi98
29426 299.26
32034
317.76
-
TML-JOBS
6198
254.29169.'-9
281.5�7
279 ''-9
-
F1b174 Yls
Page 3 II! l0, 96

TABLE 7.4
WATER TABLE{i'IIREATTC SURFACE)
Weil if)De
rh In S4`ater
Graitndu'acer
l:Icyation
Depth to
W`atcr
Gr�nndwater
Eleyatiah
!1c ih !o W'a�er
Cimon.t++ater
£IeV' wa
Depth to
SS-aier
Grounds ater
F3eyarinn
Depth to
Water
Groond,ma
E1c+'ation
Depth to
wma
Crounduatef
E!c+�atinn
Depdt to
4!'atcr
rm ,nd+s'atcr
F!e+•aii�tE
Highest rWr
E1c+atinn
L.o++rst CsW'
3=lcyatian
W'atcr Lesel
Ran e
7; 1213'f l97
7r1 2-131997
102F-23.97
10r21-23:97
112d; 97
12;2147
5+20.98
1?++-4;99
:; Si99
2.25A)s
VL0-31'98
3;94-31-)8
6124-25,98
612425-98
-40
(ftM.',?
(fr)
(ftmd,
40
€ftmA,)
fft3
(fr..slj
(flj
Utms ll
ifti
(frrnsi-j
(frj
(irmsi)
(frmsl)
fftmsl)
411)
22.45
26311fr
2144
264.91
1949
266,86
14.29
272.06
10.20
276-1S
1352
377.83
216.15
263.90
12.25
11-6g-R
P-7S
26
2R5.89
28.17
284,15
2
261
284,71
25.67
M6,65
232»
289.10
21.38
29G04
19.89
79344
293.7-1
28 W
9.53
P-85
,43
3196
29F.77
3527
278.46
35,78
277,95
28.39
285.34
22.90
290.33
22.16
291.57
26.73
28700
291.57
27295
13.62
P•95
9,41
266.46
<263?2
3.64
272,27
297
'i'g0
3.G6
272.81
7.64
268.23
7.29
26858
2_72.90
<263.2
>9.68
2614
29833
do
<'91.92
31A6
2930I
.
2290
301,57
21.99
32.49
19.78
30t9
_'
<'
>12.77
P-17D
4fi42
239,R9
43.87
Z6643
4491
D85.39
41.23
289.07
32?3
293.07
37.U7
293.23
33.68
296.52
298.01
<28093
>17.34
do
<»9684
d v
C96.84
dry
<296.8a
E
<296.84
31.69
29819
dn'
<24684
29314
<29684
>1.35
-I15
P-12S
21.52
288,99
23.28
28i_23
2,K
29999
1596
294.65
1250
298 uI
9,67
30084
8.00
302.51
30251
285.16
17.35
P-135
37.51
29F '8
39,96
268.83
40 64
286. €5
39 50
289.29
36.35
29'__44
3285
295.94
29.62
299.17
'29917
28787
11.30
11-13D-R
39,50
283.79
4018
286.11
3904
284.25
32.52
29577
3235
295.94
29.I6
299.13
299, 13
286.13
11.G2
7-13S-R
drc
295.41
di,
<295.41
dry
<295.41
dn'
<29541
dt
c»95Ai
29.95
298.95
298,95
<29541
>3.54
P-14S
3507
289.23
drV
<286.25
dry
<28625
3240
29L96
dry
<286.25
23,28
301-02
26,55
297.75
3fl1 D2
Q86.2S
>14.77
I'-155
18.81
'_15.39
2045
273.75
19.89
274.31
163'
277.88
11.32
282,88
9.52
ZA4,66
15,86
278.34
28468
10.93
P-16D
,J,
7279. 33
dn�
<279.63
do
»79-63
98
28 285.27
24.92
283.33
20.63
287.62
dn'
<279.63
28762
>7.99
drs
<29i,72** a
13.56-
293.33-
155ll-
-19339.-
is,53-
^_93.36^'
li-7",�
29419-
15.56-
293,33 ""'r'
2ci-3.19""
>r x7at�
P•165*'«
P•S01
2(-51
294.24
2F DT
299.74
2R.R7
291 88
5.60
295,15
F6.Cr<i
3U4.66
B-82
311.93
8:82
311,93
31193
1<2-45
2005
P-10'D
'_0.87
298.40
25 E3
293.64
25.56
293.71
21.94
29733
16,97
30'_.30
1249
316.78
15.38
303,89
3W78
13-14
P-102S
19.4i
298.37
24 27
293.55
24.07
293 75
24.49
29733
15. 18
30'_.64
10-79
307.03
13 86
303,96
307.03
1348
P-1U3
25,43
264.8.5
d ,
<245.75
2_731
262.96
26.38
Z63.99
24.69
165.59
2»_91
267.36
21 (15
269,22
269-72
>2347
29.36
»97.09
3484
295.61
29.72
29673
22.73
10 72
22.52
303.93
71.83
304.52
25 0i
301,4G
304.6Z
4)1i
30.64
291.27
dv
<287.35
;try
<287,31
dr
<28735
31.61
290.27
26.25
295.06
2462
297,'_9
297.29
<2$7.35
>y94
P-107
22
dry
<298, 2-1
dry
<298. 22
15,48
300-62
dn,
<298.22
Ifj al
3[T3.89
304.69
<29&22
>6,67
i'-109
14.60
26.24
301
787.77
d
31.77
<2W
282.24
3028
283.13
rIs
'_36.83
»»86
291.15
17.17
296,94
16.24
29777
297.77
282.'_4
1553
p1-102
25.11
765.67
do
<259,91
2667
264.1€
»6.04
264.74
74-35
26643
23.11
267.67
21.07
Z69.71
"_69.71
<''-54,91
>4.90
Pi4g
2960
284.77
18.70
28667
16,97
288 Ar}
1482
»9055
13.92
29145
13.39
291.98
291.9R
284.77
711
1653
299.44
13.33
362.6-4
1U,5-4
3Q5,-43
9.81
306.16
951
306,46
10.86
305.11
306.46
299.4.4
1.0'-
6{SS'-i 41
33.55
266.A
286.79
286,78
n;a
P2-34U
_
TML-IGflS
Na -
1. Data in T- lc 7.4 w•as used 1n de+'e1oP shallnu iiy-s 7-2. 7-2A, 7-2B, s 7C.
-' iniscates -11 iw mikd ai the umc of me. ynrensenl or data nat college].
3_ Re(ef to Appendix 7D £or a sron3ruroy of historical ground++atcr me:Snremenir. am1 iowirographs-
4_ ' -MSS'-19-56, 3i311i9fl uaier lesel tste asurcn3ctft considered swlxct baccd on hisrnnc s'a1ue�.
S5 "• - MW-30.0 B. 3i 10;92 water 1c+'el me asnremem considered s¢s1Kci ba9cd on measurement t leu screened inten'al.
G_ *** - P-6S water Icycl measurements cnnS:Aercd suslret bard nn arll triia+ior as a sttml?.
Pt.bl74.als
Page 4 12,10i98

TABLE 7.5
LOWER mHOMETR1C SURFACF
hastallat4nn
Dare
Scran L, Cn9ih
Ekcapon
(f4 -i!
l' OC CasiEt
Eiev n-
(fr -,I)
Ground Surface
Fl-. tkm
(fv ms1}
i)cPth W
Water
2114192
(ft1
GroundLL-ater
R!n ndoo
21E4192
f.[t axij
D911h Io
Water
3fl192
(ft)
GrnundN ter
i=1e. afio3a
3VIr92
!ft msl}
Depth to
Waccr
3-10.92
(ft}
Grnundu ater
,k,ml2n
(fr rnsi"I
DCPfh to
419192 kl
(ft3
Groundwater
1'4I9/92n
(fl ms11
Depth to
W.
5121f196
(fp
Grnvmdwatcr
IS?2 i196o
Eft msiJ
DcPch In
Groundwater
Depth to
Croundw�ater
5116197
W'ciI iD
WeEI T x
I\€ C19G
(fl)
1ii16196`v
Sfl -13
5wG797
(fsF
€f1 rasq
19,97
2�,54
287, 73
320,7
2i 46
i5.57
28L74
315,G7
-
-
MW-3-SR
OBW
M8192
244.94 '26299
306.70
304.99
-
21.12
20.42
34,77
d
14 W
28538
320.82
',iW-ILSB
MW-13-SB
pi0.'-14A-39
M1Va5-SB
MW-kIi-SB
hSW-17-SB
hi\L'-IB-SR
64W-19-SH
?.ili'-21-Sd
MtV-24-S13
A4W-26-SB
A731r-27-SR
MW'-23-SR
A4W-31-SR
y1W-32-SB
61LV-3 x.Sfi
OHW
OBW
OW
OBW
OBW
OBW
OBW
OBW
OBW
OBW
OBW
OBW
PWR.'Rak
ilB\'i
OI3W'
QBW
2`2T9�
2l3192
2.'h•'92
2113192
7i3192
2%28192
2112192
2!3l92
2/17J92
2iiJ92
27l7f92
2'10192
I1i5792
2/E Fl9"_'
2126192
l71'92
274,29-289,29
238-b4-246.64
282-33-248.73
243-26-254.26
252.2}-257.21
243-90-26R.70
227.26-232.26
195.2?-233.28
230. 11.249-7t
236.58-236-S8
?ii°.47-226,67
19G.48-206.48
184.52-169.52
224 A4.'29,ao
225.27-258.21
235.RR46E.38
341.24
273-12
37ti-95
305-04
313,71
ii3-84
259. 11
250.07
269.69
292.66
254.D7
240.55
246.94
248.17
300.R8
2R5.40
339.29
270-b4
33a"li
30226
311211
310.70
25;-26
247.28
265.91
290.08
251.67
7 38A8
24452
246A9
298.27
¢
2H3._R
-�
36.23
i6.54
-
24.07
-
294
-
1139
12.06
_
S65
a-77
-
236-99
320.41
-
239.'7
-
229.iE
237-39
210.6
241.34
243.4
-
34-36
dry
24-87
2i71
26-9
22-85
10.12
12.74
24.68
i5.13
-
412
12,42
12,G1
-
239.7fi
-c282.33
'-90.17
29o-tNi
286.94
236.26
259.56
26992
229.39
225,42
214.05
239-46
272-79
_
34.71
-
15.57
24.79
29.15
25.79
}7.45
958
11-31
i9-27
-
11,97
-
13.25
12.2
23811
-
289,41
288.48
23464
1.33.32
232.62
260-1
27P.79
2J4.8
-
235.02
-
281.63
273.2
23R35
74-52
238.60
34,19
<2R2.33
d:
<292-33
d
28233
d
<282.33
290.97
14.00
29104
16.44
283.6
-
74, 14
'-89.63
14.14
789.63
24.3g
294.33
2151
29Q1C
2909
?7AI
2P4.75
2317
27.20
27.7.5
2RGf4
231.36
_283d
23.24
2R5.5
230.F7
26.85
27.57
296A4
231-54
19.22
230-83
20.J0
229.77
19.82
2.3R25
2D.16
229-91
R.44
2G1.24
9,GQ
2G0.08
12 hi
257.07
4.27
260.41
'
.1.06
16.53
27i.6
737,64
-
12,2E
241.81
4 97
I4-2i
,
277.G9
239$4
12.5g
241.49
i3.35
23
227.2
237.7G
10.55
12.G1
230
2J4.3G _
17.22
16.36
723.33
230.G3
12,95
-
?34.04
;-469
243.48
SS0
24L67
4.9
243.27
-
-
73
283.G
4.00
2 91,F8
15.65
285.23
1.63
293.25
11, 8.3
273,57
10.55
274.8.5
}a-2.7
271,13
9.81
275,59
14.07
264.43
16,00
2625
18.6
� 38-92
26034
285.79
15.17
34.57
263.33
290.14
Ai;w 14-SA
OB\4'
2W92
244.72-266,22
273.50
276.22
�_
P-ID
Rock
52r96
2Rl02-2Q1712
324.71
32292
-
-
_
_289.6E��
-
20.W
24.43
26E.87
264.79
24 JG
27,g3
258.11
261.29
20.64
24,9.5
261.83
264.27
p ?p
p_30
Rock
Pock
5+3l9G
5r7l9G
232.09-24L09
21!?,722487
232.47
284.22
2R0.09
286,F7
-
-
-
-
-
31.25
17.i1
157
24.38
2G9.(k2
3i11)24
272-W
287.68
36-18
23.73
26.7
21
264.09
293.62
67.93
,
32.23
17-85
15.88
24.49
268.04
298.5
271-75
287.57
P-0D
Ruck
5✓"7+9b
237-33-247.31
300-27
247,3i
-
-
---"'
P-Sr)
PAD
P iD
pWR Rock
R
PWR1R-k
517196
261,91-271.81
223.40-233A0
26143-271.43
31735
285.63
312.06
314-9i
235,7
309.43
-
-
-
29.54
233.36
73.38
279,52
28.60
284-3
P-8D
Rack
519.+96
256.63.266,61
312.90
110.13
-
-
6.37
24.30
26932
3D0�OR
9.62
Ji.i4
266.07-93
293.24
5.7G
24-33
2,59
300.05
P-9D
Y-IOD
P\VRrA­k
PIfRRcxk
319196
ii10+96
2itQ-26E.02
275.65-235.G5
275.69
324.33
27302
371-65
-
-
-
-
-
40.38
289.92
d -
Q80.93
. 39-62
290.49
p-nD
Rock
+"`10196
78O 93-290.93
33030
32G-93
2i.73
38,42
SG.51
?9871
g9Q.Gi
299,75
277.06
25.24
4LS2
39.S5
i6-82
d
285.IR
22751
28503
276,75
Q79.b3
2i.20
37.86
34-17
14.08
d
289-24
29i-17
290,41
279.49
<219.-289,63.63
P-12D
P-E30
P-14D
p-g517
Rack
PVRRock
PWR'Rnck
P\VR'Rock
5+10r96
unknown
5i14196
q;:�12�1
26571-275.71
271-35-281.35
274A9-29449
-27004�291.11�K,
310.44
329-03
324, 5S
307,7E
326, J5
.322, 49
.6430.88
-
-
-
-
-
_
-
.240-109.
10
-
FIh175, 0s
Page 1 12/1W98

TABLE 7.5
I.,O\4'ER PIE7,03I'TRIC SURFACE
13 th to lYarer
1L2-3fg7
{€t)
Cround-fl,
EIe+-atson
1212-3r97
(8-I)
Ueprh to
L4'ater
i!20/93
Sft)
Gmundwatcr
L1c+'atsun
1'2D-'93
Sfrnsl]
D sth to 3Vate
2125fgA
Eft)
Gresunduater
Eleti anon
V2ii98
fflmsn
Uryth to
Water
?�'30-?V9R
(ll
fimvindwaler
Ele+ation
3130.3I19S
tft msl}
Uryth to
LYatex
6124-25198
(R)
Gmu-fi-er
i:lecntinn
6t24-?it98
(O msl)
Highcs€ Gk'
Ptce arirsn
Lowest GLY
(=.E[VAI]Rn
Wamr Lnd
Ran c
`
Well ID
Depth to
LYater
7A2.1}'19g7
'(ft
Cimnndwater
FlcvanRn
7�1b13'199"7
(fft ms
Depth to
W`aEcr
Ip`21-23'97
fft)
Gronndwaler
_ [ln alinn
IO•21-73147
(R 3nst)
(ft mst�
Ck raesi)
(1Ej
2J
K--4ASB
8
U
M17W'-IS-513
M19W'-19-SB
M19LV-21-513
Mu'-24$f3
MLY-26-SF3
MW'-27-Si3
MLY-28-5H
MW'-3 LS16
MLY'-32-SR
MLY'.33-5L3
M W.34-SU
P_Ip
P-2D
p_xp
P-4D
P-5D
p{,p
P-7p
p.%D
p-gD
P_gpp
P-1SU
P-12Ed
E113D
P-wD
P.ISD
P-161)
-
dry
152G
26.9f,
2837
-
12.90
F3.34
U.4fi
_
II16
12.35
16.16
}656
Z2.3
24.76
53.53
20.31
17-12
25.53
30.39
8.51
2624
40-42
2141
38 c5
35-31
15-9
d
-35.89
<25�.33
239,75
286.53
230.7d
256.72
240.73
233,53
239.72
272.55
2f 1.94
289_I5
250J7
264-46
267.69
297.04
271-31
23fi.53
28251
267.19
298-14
284.38
25903
21011
24.27
277,67
279.63
>556
25.04
dry
18.1�
27-GO
27-5E
29.00
2I.15
14.90
7.41
YSA7
16-99
IG-t5
SS1
II]}
14-86
ls. 11
38,74
24.42
2G-96
3GIt
22-25
21.01
27.22
33.86
f0.96
3p.74
43.87
23.25
4p.49
194
35!
2M 14
111.20
237.24
<282.33
-.?321G-37ZPS-4'1
2sGI7
286.13
"0-It
22&.92
254.73
275.25
239.Eh]
223.5E
23064
241 .6G
259-17
Zip-j4
2i9-79
23597
25S.05
262.26
26aJ6
295-10
287-62
264.83
279.04
7.64.73
293.G4
23G.43
287.16
238:54
23524
2750
15?9
28.71
J3.05
dry
285i
27,83
27-D4
18.4D
9.25
4.62
15.22
17-89
i7 p?
4,34
5-42
12,40
18-55
39-05
23.39
29.64
36-37
7.S-QD
21 A2
26.38
34.04
7.25�
3L25
44.9E
2L48
41.36
8I
13
do
291.42
312-53
240.07J224
<232.]3
?8524
286.01
232.07
231.G7
260.43
278.04
23&85
222,0
?29.96
243.St
295.46
273.00
259.95
2BS.66
254.08
259.55
263.90
296.35
267.61
285.68
2'. S-%6
268-44
293.I3
285.39
28s.96
287,67
28445
76
<2
20-12
22.25
d
24,30
27-IS
nm
12.22
5.61
2.30
14.55
12..,
1G.68
3-97
2,42
8-27
1646
32.31292,40
22-03
2i-20
3542
16.53
19-11
2J 4d
25.a3
1.17
22-Ufl
4L23
15.65
39 h0
31-47
3
22.48
25653
315.99
-.2dl
a 289,47
2RG,66
217.95
264.07
280.2b
239.22
227.99
110-31
244-20
297.96
NT 13
7.6104
260.44
262.02
2G4-85
300.h7
26952
28S.62
23747
274.52
3D2.39
239-07
294-79
289.43
292.11
279.24
285
16.52
I7-89
15,a1
19-4%
2D.04
2a.43
IS L9
21.41
198
14.31
s.37
1509
4,5i
?-U
6$fl
14.05
31.90
2M.
23.70
33,66
1242
Ii-21
20.88
20. i0
0.60
23.49
32.23298.07
12.38
3b.12
27
106 2
34.93
290.18
32335
240fi8
289.EJ
294.29
29?8D
234.F=.3
235.p3
_ r.
45.?�
280.65
234,76
2321%
2.31.91
243.66
293.75
273.6U
264.45
292.81
262.09
2G3,52
267.21
3(}-1.47
273.42
29l.I8
292-20
7i09
302.89
296.D6
2929i
229872.C935
253-33
16-19
I7,J9
3354
14-74
16A7
tZ51
2J-30
52,40'
6.OG
1.95
13.4t
G.7S
1}-41
4-34
€.70
6-47
€L34
SU_37
IS-88
24-24
3D-94
30.45
1}.f9
19.26
20.30
D,72
3030
37g7
9-43
32.8b
263._.95E8
20.63
29052
32.17.a2
234-Ss
29030
2.5877
296.33
255,8!
197,17•
263.62
250.71
240.66
233.77
233.57
243.81
294.18
278.93
26fi-i6
294.J4
26154
264-96
2b9.33
306.90
E921
287.49
323,82
291.42
323.85
281.14
3I2.53
10.28
11.32
34.22
238.90
240-83
236,89
199S13
c282.33
320.-0!
<232.33
�35.0313
34.64
29D40
291,04
230.17
t0,87
245.U0
29G.30
234.3%
12.d2
i8-66
Z7-SD
2D.(>>'_
9.09
4.2-0
295.18
231.6E
29,45
2G{1-60
27842
296.3}
236.26
237,85
2G407
2PD-71
28469
22 9.71
197,t7•
248.27
2G9.92
1LG4
6.5$
do-6P`
i5-36
1 -
12,66
2414i
24 E.$1
229.39
1442
f1.44
12-31
229-I1
234.68
233,77
241.34
122 bG
22996
11-1r
11.38
6-39
241.78
244.20
241.6E
2.54
i-7D
211
299.18
270.54Z.l
3.95
9-70
13,85
?73.70
264,65
273.93
266.I6
27p.54
259.79
8.39
6.37
3D_56
244.I5
294.34
2B5,
8,68
17,7E
'Llt
Is Ai
2I4.7I
2G7.91
272.25
264,71
2679
272.25
253A5
25
263.90
6.G6
S35
15.12
302.23
1734
27545
292.80
292.60
274.9'
304A5
13.60
19.51
275.p3
792.55
240
242.80
2Y761
234.84
7.96
25.12
287,")8
292-GO
2'IS_86
E3-74
7240
3D 1.96
3Eki-08
293,I3
109E
293-2J
3p1-D1
296.17
722p8847i ..(66302I
33.6E
8.06
30.41
2I16d61o..388
296.62
302.33
245.62
298A7
302.35
29II.62
01
3220887a3,-.0662
>280.93
235.l9
237.SI
>IT.14
f720
l L I1
561
<2224H7L.T7.5251
<222877459..4f.7G563
>14G73.9i559
264.
2GJ.55
264,55
0.00
TMi.-I03t7
NOtCS.
i. Data in Table 7.5 was used IR d-. Il p shallow Sra ,Jwattr eles afinn contours She- an HE,.., 7-3, 7-3A- A 7-36
2. " " indicale5 well was n 1 installed ar the rime oCaaeasurenacnt or data not rnllcctcd.
3. We, to Appcndil 7p tar a summery o(histnr+cal grwmdw4ter Imasuremeuts mi hydragraph5.
4. "DSW" -open bedrock well, "Rock" - screen isolates rock: "PWR:'RZ V - screen cv-5 PLP H'tnP-ef-rock interface.
5. 1 -MLV-E9-513. Y3M99 water lc.clntea.l¢ra-ment rnnsidcn:d Speer based on historic .alucs
FtG17S.cls
Page 2 1211 D198

TABLE 7.6
SITE POROSITY AND GROUNDWATER VELOCITY
Geologic
Unit
Hydraulic
Conductivity
Hvorslev
Hydraulic
Conductivity
Bouwer & Rice
Horizontal
Gradient
Total
Porosity
Effective
Porosity
Estimated
Velocity
Hvorslev
Estimated
Velocity
Bouwer & Rice
(emvl ec)
(cm/sec)
(ft/R)
(Soils Data)
(cstimated)
(fi/year)
µ
(ftlyear)
Saprol€te (2}
FrnniTable 7.?A Saprolite wells
Wadesboro
1.58E-04
5.25E-0b
0.040
0.39
0.05
132
4
Diabase
4.31E-04
2.03E-05
0.09
223Argillite
n/a
1.90E-04"
0.43
0.04
Ilia
251
MO40.48
avera Le
178
89
PN5'R (3)
From Table 7.2A PWR wells
Wadesboro
3.73E-05
4.97E-06
ilia
0.18
9
1
Diabase
n/a
4.03E-06
n/a
0.04
o/a
5
Argillite
3.67E-06
0,051
n/a
0.07
27
3
average
18
3
f'pper Bedrock (�20')
g3.53F-05
B
Table 7.2A
Wadesboro
5
1.52E»O6
0.028
nla
0.10
24
0A
Diabase
2.16E-04
i 3.22E-05
0.039
n!a
0.05
169
26
Argillite
2.04E-04
n/a
0.050
lrla
0.03
377
n/a
average
190
13
Loser Bedrock (>20')
Table T213
Table 7,2A
Wadesboro
1.521-04
n!a
0.028
n/a
0,10
44
n/a
Diabase
5.8111 04
n/a
0,039
n/a
0.05
469
ilia
Argillite
3.11E'-04
9,51E-04
0.050
ilia
0.03
575
1757
average
362
1757
hcics:
I . Total Porosity far saproIite based on averages ofineasured values of undisturbed samples in Table 7.2.
2. Effective porosity (specific yield) for saprolitc estimated from avera," of Table 7.2.
3. Effective porosity for Diabase PWR based on Table 7.2 lab data for sample TAIL-IOSS-S13-2. Effective porosity for Argillite Formation (0.07) and
Wadesboro Formation (0.18) based on published Specific Yield values for sandy clay and silts (Feller. )980, p, 68}.
4, Effective porosity in Argillite, upper and lower bedrock (0.028) estimated by averaging specific yield rangcs of 0,005 - 0.05
(0.5% to 5%) for shales (Driscoll, 1986, p 67).
5. Effective porosity in Diabase, upper and lower bedrock (0.05) estimated from average of fracnned crystalline rock range of 0.0
to 0.10 (0 % to I G%) (Freeze & Cherry, p. 37)
6. Effective porosity in Wadesboro, upper and lower bedrock (0.10) estimated from specific yield average of sandstone range of
0,05 to 0,15 {5 % to 15%) (Driscoll, p. 67)
7. Hydraulic conductivity from geometric means in Table 7.2A (Hvorslev and Bouwer & Rice methods) and from averages in "fable 7.2B.
& Velocity eompuled front (hydraulic conductivity ` gradient) / effective porosity; (Darey's Law),
9. Horizontal gradients (dhldl) determined by suhtracting relative potentiometric high and low groundwater contour intervals of the
May 1996 phrealic and shallow bedrock maps (Figures 7-2 and 7-3) and dividing by the distance between selected contour intervals.
10. ' - Based on vertical permeability of sail sample MW-16D as provided in table 7.2.
P06fin.xis
Page 1 12/10198

TABLE 7.7
SUMMARY OF VERTICAL HYDRAULIC GRADIENTS h1EASI!RED 1 NVELL CLUSTERS
May 21, 1996
No,cmbcr 6, 1996
May 16, 1997
July 12 - 13. 1947
Oetohcr 21 - 22. 1997
WCLL ID
Phase 1
and Buller
Zone
E.Ic,:tFion
$aiurah"c1
Mid Point
Elevation
�� n151�
Vertical
Gradient
(R)
Elevation
Saturated
iMid Point
Elevation
tit tnsll
Vertical
Gradient
�113
Frievation
Saiuralcd _.
Mid Point
Elevation
�f n�51)
Vertical
Gradient
(fF)
ElcvatiEna
Saturated
Mid Point
Elevation
(11 n1S1)
Vertical
Gra/dient
��
Salureled
N<Iid Point
levalion
(ft nil)
Vertical
Gradient
4ft1
Plveatic
Surface
(A n>51)
Shallow
Bedrock
fit MO)
Plueatic
Surface
(Ft n151)
Shallow
Bedrock
\fl ms1)
Phreatic
Surface
fIl rtLSi)
Shallow
Bedrock
(fl nt51)
Phreatic
Surface
(lt ln,0)
Shallots'
Bedrock
(fl 111G11
PhreaticLowcr
(Surface
lft Iml)(tt
nledr.ck
Bedrock
nt51)
239.01
200.26
-0.05
A9�4"-9-SB
237.56
-
228.73
-
M W - FO-S
-
-
_
277.18
2
0
P4W^14-D
_
_
-
_
277.54
-
51 91
251
-
MW-13-DL3
-
-
-
-
-
-
-
-
'
2.37.24
236.91
-
217.23
237.94
0.02
MW-15-OB
-
292.31
-
294.71
0.04
290.19
283.65
0,05
-
-
-
290.44
-
283.77
0.02
288.72
-
-
282.91
0.01
MW-15-SB
-
-
291-04
248.76
-
-
281.60
248.76
-
-
-
-
-
-
289.78
249,76
-
286.91
-
248.76
-
\4N>-16-OB
-
291.67
-
279.75
0.08
285.3t
-
276.57
0 04
290.35
279.U9
6.00
-
-
-
-
1.SG.05
-
-
27b.94
-0.01
MIN-16-SB
-
-
289.63
254.71
-
-
284.38
254.71
-
-
290,26
2154.71
-
-
-
-
-
286.17
-
254.71
-
MW-2t-OB
h4W-21-SB
-
260.77
-
260.08
255.26
2399I
0415
-
258,27
-
-
257f17
254.77
239.91
0.08
260.87
-
-
260,4P
25516
2:9.91
0.03
257.50
-
-
256.72
2i3.88
239.91
0.06
-
254.74
-
254.78
-
252.50
2399i
0.00
MW-21D
-
-
-
-
-
-
-
-
-
-
-
257.87
2S4.IR
0.34
-
257.61
-
254.18
0.39
Mu%-215
259.32
258.41
25926
256:38
-
MW-24-0B
276.54
263.85
-0,07
275.69
263.85
0.03
MW-24-SB
-
-
-
-
-
271.69
246,58
-
-
-
-
-
-o-G.
-
27i25
-
246.5R
-
NIW-26-OB
A9\V-26-085243.07
24L75
-
234.44
240.89
0,05
-
244.13
-
241.54
234,44
240. 12
-0.46
243.31
-
-
244.71
234.44
24I.71
0.19
243.18234.44243.65
-
242,47
240.59239OF6'I14'-27-OB
234.44
-0.95
-
230.07
-
221.73
0.00
223.35
-
219-37
0.00
-
-
-
-
-
-
-223.50
-
-
218.45
0.-
N4W-27-SB
-
-
230.00
201.48
-
-
223.33
201.48
-
-
-
-
-
-
-
-
^
-
223.56
-
201.49
MW-28-OR
-
233.90
-
2i5.30
-0.02
231,09
-
215.30
0-02
233.89
-
2I5.3f1
-0.01
231.67
-
215.30
-0.07
228-62
-
-
- 215.30
4U.07
NiW-28-SB
-
-
234.3E
197,02
-
-
230.G3
187.02
-
-
234.04
187.02
-
-
233.53
187.02
-
^
230.64
-
187.02
MW-32^OB
MW-32-5B
k
X
289.84
-
-
291.R8
2'.6.04
241.77
-0.06
-
285.91
-
285.23
274.07
241.77
0.02
^
290.26
-
293-25
276.25
241,77
-0.09
287.70
-
299.72
M1.77
-0.06
2B7.R4
-
289.17
-
275.04
241.77
-O.f14
P1W-33-0B
W-3-SBX
X
275.90
-
-
274,R5
270.12
248.88
0.05
-
27I.51
-
-
271.i3
267.93
248-SR
0.02
^275.59
276.52
-
270.43
248.88
0-04
-
273.86
-
272.55
0.06
-
27090
^
-
270.54
-
-
267.82
248.88
0.02
R77fin.xls
Page 1 12/10/98

TABLE 7.7
SUMMARY OF VERTICAL (IYDRAULiC (:RADIFNTS MEASURED IN WELL CLUSTERS
May 21, 1996
November 6, 1996
May 16, 1997
July 12 - 13, 1997
Oetobh r 21 - 22, 1997
WELL ID
Phase 1
and Buffer
Zone
Elc"ntinn
Saturated
Mid Point
Elevation
Vertical
Gradient
flcvatinn
Saturated
Mid Point
Elevation
Vertical
Gradient
1=lcyation
Sattrzalcd
Mid Poirt
Elevation
Vertical
Gradient
[.-Ic.atiat
Saturated
Mid Point
Elevation
Vertical
Gradient
l'Ination
Saturated
Mid Point
Elevation
Vertical
Gradient
Plueatic
Surface
Shallow
Bedrock
Phreatic
Surface
Shallow
Bedrock
Phreatic
Surface
Shalio,v
Bedrock
Phreatic
Surface
Shallow
Bedrock
]'Irrcafic
Surface
Shallow
Bedrock
Lower
Bedrock
(ft oast)
(ft msl)
(fl msl)
(ft)
(ft trash
(ft rush
(R u151)
in)
(ft ms1)
(ft nssl)
(ft msi)
(it)
(ft nssl)
(fa msl)
(14 msl)
(AT
R n,si}
(ft nts!)
(ft msi)
(f) ursl)
(ft)
P-2D
X
-
26L87
237.09
0,02
-
259.11
237.69
6,01
-
26133
237.09
0.02
-
260.17
237.09
002
-
258.05
-
237.09
0.02
P-2$
X
267 24
-
256.10
-
258.30
-
254.13
-
262.17
-
256.06
-
260.49
-
255.22
-
258.40
-
254.18
0.09
P-.D-R
X
-
-
_
.
-
-
-
-
_
-
-
-
-
258.20
-
25 L93
0.01
P-ID
X
-
264.79
223.87
0.01
261.29
223.87
000
-
26427
223.87
0.02
-
264.46
723-81
-0.01
-
262.26
-
223-97
-0.02
P-3S
X
26i08
262.48
261.14
260-51
-
264.95
-
262,41
263.91
-
261.89
-
261.38
-
-
260.63
-
P-4D
k
-
269.02
242.31
-©.03
264.09
242.31
0.00
-
269.04
242,31
0.00
267.69
242.31
0.00
-
264.16
-
242.31
0.00
P-4SA
X
269.32
263.75
264.12
-
261.65
268.05
-
263.61
-
267-70
-
263-44
-
264-.19
-
-
261.68
P-5D
X
-
300.24
266.81
-0A1
293-62
266.81
0-02
-
299.50
260.81
0-03
-
297.04
266.81
0.01
-
295.10
266.81
Ica
P-5S
X
299.93
294.S4
-
294.14
-
291.94
3_39
295.07
-
297.21
-
293.49
c289.74
-
dry
-
P-6D
X
-
272-92
228.40
-0.05
-
267.93
228.40
-0-06
-
272-75
229.40
-0.06
-
271.31
2284D
-0.07
-
267.62
-
228.40
-0.09
P-6S
X
271.23
-
262.23
265.93
-
26D.33
-
270.88
262?3
-
268.89
-
261.8!
-
264J0
-
259.72
-
P-61)-R
X
-
-
-
-
-
-
-
-
-
-
266.22
-
251.16
-0.20
P-6S-R
X
-
-
-
-
-
-
-
-
-
-
-
-
-
-
263-90
-
-
262.75
-
P-71)
X
287.68
266.43
-0.09
-
284.94
266.43
-0.07
287.57
266.43
-0.08
286.53
266.43
-n.05
284.SA
-
266.43
-0.05
P-7S
X
286.38
-
280.fi2
-
294.00
-
279.43
?86-38
280.62
-
285-89
-
280.37
-
284.15
-
-
279.50
-
P-8D
-
28-3 36
261.63
0.01
-
279.52
261.63
0.04
284.30
261.63
-0.0(,
-
282.51M270.710.00
279.04
261.63
-0,04
P-SS
-
283.47
-
277-99
-
278.90
-
275.71
-
283.37
277.94
-
291-77
-
.46
275.49
-
P-121)
x
288.71
270,71
-0,02
-
285.18
270.71
0.00
-
289.24
270.71
0.00
-
289.03-
297.16
-
270.71
0.01
P-12S
X
298.44
-
283.44
285.16
281.90
-
289,19
-293.82
-
288.99
-
-23
-
-
282.84
-
P-13D
-
-
290.61
276.35
0.03
-
287.31
276-35
0.04
-
291.17
276.35
0.02
-
290.98
27635
0.03
-
288.54
-
276.35
0.03
P-13S
-
29099
297.30
-
287.87
-
285.74
291.41
287.51
-
291.28
-
297.45
-
288.83
-
-
286.22
P-14D
289-75
279.49
0.01
-
295.03
279.49
Ala
-
290,4I
279.49
0.00
-
-
-
-
285.24
-
27949
n!a
P-14S
-
289.81
-
288.03
-
<286.25
-
dry
-
2-
288.34
-
-
-
-
-
<286.25
-
-
dry
P-15D
X
-
277.06
265.04
0.17
276.75
265.04
0S7
-
279.49
265.04
-0.18
-
277-67
265.04
-0.25
-
275-06
265.04
-0.16
P-15S
X
278.89
275.92
284.60
278.77
-
27T67
-
275.31
-
275.39
-
274.17
-
273.75
-
273.35
P-10N)
Y,
-
-
-
-
-
-
-
-
-
-
298,41)
278.77
0-00
-
293-64
-
278.77
-0.01
P-Ju7s
X
-
-
-
-
-
-
-
-
-
-
-
-
298.37
-
293-(,6
-
293-55
1. rua - not applicable since dry well.
2- Negative vertical gradient equals upward direclioa-
F177fn.xls
Page 2 12/10198

'1-ahle 7.8
Vertical Separation Determination
Well ID
11197
Survey
NORTHING
11197
Survey
EASTING
Tap of Ruck
(vcrburden Thickness
Proposed
S09r2de
Elevation
(ftt
-
-
-
-
-
-
Groundwater
Elevations
by Date
Measured
Depth F,levation
10192
419792
5/21/96
1116196
5/16197
7111197
10/23/97
1213197
1/20198
2125198
3131/98
6/25/98
Ins1
(ft n1Sl)
ISiSIt
(ft n151)
(ft ti1s1
(ft in51)
(ft nlsl)
(ft msl)
(CS Ills])
(ft nlsl)
(ft lncl)
(tt insl)
(ft 11151)
(ft Ind)
=217
B-2**
458666,26
1650992,24
26.5Q
290.51
316.12
97,79
297.81
297.95
297.62
<290-51*
297.70
<290..51*
<290.51*
<290.51*
309.42
313.55
312.95
MW-15-OB
457.546-85
1651818.67
nls
nla
11/a
91.65
291.97
292.31
290.19
-
290.44
288.72
289.16
289.78
290.53
291.50
29148
MW-15-SB
457544,61
t651830.64
nfs
IVA
Itla
280.17
199,47
290.97
291.04
288.6
-
289.78
28691
237.32
288.47
289.63
290.30
MAO
MW-32-OB**
458354-37
1651355.14
n/s
nla
306.37
-
285.29
286.12
28284
285.91
290.26
281.10
287.$4
290.14
241.76
292.91
293.65
294.90
MW-32-SB**
459860.64
1651351.33
40.00
258.27
306.37
283.46
287,63
2,18.15
291-88
295.23
293.25
289.72
289.17
295.46
297.96
298.75
299.19
299.18
MW-33-013**
0.59225.43
1651851.59
11/s
n/a
290.88
278.66
274.69
272,77
275.90
271.51
276.52
273.96
270.90
272.68
276.36
278.22
279.01
276.57
MW-33-SB**
459216.83
1651835.28
NW
263.39
290.88
272,79
273.20
273.51
27495
271.13
27559
272.55
270,54
273.00
277.13
218,60
278.93
275.70
P-ID
459586.51
1651329.63
27.50
294.52
nla
-
-
-
289.61
285.79
290.14
289A5
285.97
295.66
292.40
29231
294.34
794.15
P-IS(2)
459590.87
1651335.06
Ws
n'a
n1a
-
-
-
-
-
-
<296.53*
<296.53*
12Wi3*
296.78
<296.53*
<296.53*
P-2D**
459198-03
1652510.15
37.00
243.09
Z79.81
-
-
-
261.87
258.11
261.33
260.17
259.05
259.08
260.44
262,09
263.59
264.71
P-2S**
459193.33
1652511.52
n!s
nla
279.81
-
-
-
262.24
258,30
262.17
260.49
258.40
259.37
260.76
262.44
263 72
264.73
P-2D-R**
459196.31
1652514.05
28.50
25143
279.81
-
258.20
259.21
260.59
262.27
264.22
265.15
P-3D
458811-37
1652607.39
55.00
231.87
11J3
-
-
-
-
264,79
261.29
264.27
264.46
262.26
259.58
26102
263.52
264.98
267.91
P-3s
458811.65
1652601.56
n1s
n'a
n1a
-
-
-
-
-
-
-
-
265.08
261.14
264.95
263.91
261.38
262.00
263.20
265.03
266.74
268-29
P-4D
458441,95
1652594,03
49.00
24, .31
Wa
-
-
-
269.02
264.09
268.04
267,69
264.16
263.90
264.85
267.21
269.33
272.25
P-4S
458440.00
5652592.30
iris
nia
n'a
-
<267.30•
<267.30*
<267-10*
268.23
269.08
272.29
P-45A
459449,89
1652590.33
n/s
nla
nla
26832
264.12
268A9
267.70
264.19
263.86
264.76
266.94
269.25
272.23
P-5D**
458324.10
16517b7.50
42.50
272.31
311.99
-
-
-
300.24
293.62
299.50
297.04
295.10
296.35
300.67
304.43
306.90
302.23
P-SS**
458327.19
1651771-59
als
n/a
311.99
299.93
294.14
300.39
297.21
<289.74*
295.30
299.44
301.86
307.58
302.97
P-5D-R**
458327.01
1651764.53
37.40
277.48
311.99
-
-
-
-
-
-
-
294.76
296.09
300.15
306.40
306.30
302.49
P-6D
458935.S1
1652866.42
52.00
M 70
Wa
272.92
267.93
272.75
271.31
267.62
267.61
269.52
27342
275.45
275,03
P-6S
458939.77
1652862.27
II/s
n/a
n/a
-
-
-
271.23
265.93
270.89
268.89
264.70
26497
267.57
272,88
274.58
272.48
11-6D-R
45893638
1652854.85
We
-2113 66
111a
-
-
-
-
-
-
-
-
266.22
266.49
269.26
276.83
277.02
273.93
Pb5-R
45937,0
6288.8
Ills
2690
264.9
266,66
272.06
276.15
272.83
FiM118.xis
Page 1 12/10/99

Table 7.8
Vertical Separation Delerntination
�3'e[IlD
11/97
Survey
NORTHING
11/97
Survey
FASTING
Top of
OverburdenTbickrim
Rock
Proposed
Subgrade
F,levaEinn
2114192
-
-
-
-
-
-
-
-
-
-
-
-
Groundwater
Elevations
by Dale
Measured
Depth
Elevaliciu
3f1192
3110192
419192
5121196
Ill6196
1/16197
7113l97
10/23/97
1213197
I/20198
2125198
3131198
6125/9H
P-7@
458743.30
1650782.12
39.00
270.43
n/a
287.68
284.94
287-57
286.53 1284.84
285,68
288 62
291.18
292.80
292.55
P-7S
458741.63
1650786.07
R/s
n/a
u/a
-
-
-
286.38
284.00
286.33
295.89
284.15
284-71
286.65
289.10
29094
293.44
P-9D**
459264.72
1652189.93
10.50
262-52
283.25
-
-
-
269.32
266.07
269.93
267.18
264.73
263.44
274.52
275.09
27497
270.44
459270.86
165205,37
n/s
nla
283-25
-
-
-
267.43
26591
269.67
266.46
<263.22*
272.27
272.90
272,91
269.23
268.59
P-l0U
458107.95
1651189.71
36.00
285,65
nla
-
-
-
300.OS
293.24
300.05
298.14
293,64
2
302.38
302.89
304.08
30198
P-10S
458112.37
1651190,41
nA
na
n"a
300.26
293,25
300,16
298.33
90.92*
30157
302.49
304.69
302.26
P-12D
459,110.78
1651430.39
30.00
277.71
n/
288.71
285J8
299.24
280.03
287J6
294.79
29806
301.01
302.38
P-12S
459312.81
1651434A5
ills
/a
289,44
28516
289.19
288.99
294.65
298.01
300.84
30151
P-ISD
459678.61
165188119
19.00
27L64
n/a
277.06
276.15
279,49
277.67
27.
,
279.24
282.95
284.61
281.72
P-15S
459682.65
1651877Al
n/s
nla
n/a
-
-
-
278.89
284.60
277.67
275-39
273.75
274.31
277.88
282.88
284.68
279.34
P-16i1**
458851,77
1651948.60
17.00
288.63
293.19
-
-
-
280.88
<279.63`
<279 63*
<Z79-63*
<279.63*
<279.63*
28527
233.33
287,62
<279.63*
P-16S'* (=
P-16S** (3)
458852.95
165194355
n/s
nla
291.19
-
-
-
-
-
<291,72*
93.33 (3
293.39 (3
293,36(1)
294. N (3)
293.33(3)
P-101 **
45871131
1650977.91
32.00
286.36
316.33
-
-
-
-
-
-
294.24
299.74
291.88
295-15
304.66
31 L93
311.93
P-102D
44WSS 19
I651423.53
40,50
275,27
n/a
-
-
-
-
-
-
298,40
293.64
293.71
297.33
302.30
306.78
303-89
P402S
458084.51
[651419.10
uls
n/a
nfa
-
-
-
-
-
-
298.37
293.55
293.75
297.33
302.64
307-03
303.96
P-103 *"
45876033
1652465.15
42M
24i75
284.95
-
-
-
-
-
-
264.94
<245.75*
262.96
263.39
265.58
26736
269.22
P-104 **
45843U7
1651628.62
36,50
287.75
315,43
-
-
-
-
-
-
297.09
295.65
296.73
303.72
30393
304.62
301A0
P-108
459006.98
1650764.16
15.00
298-22
n/a
-
-
-
-
-
-
301.10
<298.22*
<298.22*
<298.22*
300.62
<298.22*
304.89
P-I09
458307.70
1650978.07
39.00
273.OS
n/a
287.77
282.24
283.73
28G.83
29LI5
Z96.84
297-77
PZ-102 **
458493.29
1652274.26
28.00
259.91
284,93
265.67
Q59.91*
264.11
264.74
266.43
267.67
269,71
P-205
457754.51
1651853.53
22.10
230.77
n/a
-
284.77
296.67
289.40
290.55
291,45
291.98
PZ-101 **
458012.20
1fi52016.67
43.00
253.59
307.27
ilia
nIa
nla
nfa
nIa
-n/a
IV
n/a
o/a
ilia
n/a
nla
nla
ula
ttla
n/a
PZ-103 *"
459443.66
1653705.18
27.00
267.69
292.35
n/a
n/a
nla
n/a
ilia
n/a
Ilia
Ilia
n/a
n1a
n/a
nla
n/a
P-201 **
458397.27
1651353.02
18.00
308.46
3i9.87
rtla
nIa
nfa
ilia
nfa
ilia
n/a
ilia
ilia
n/a
n!a
nla
n/a
F0178Ms
Page 2 12/10/98

Table 7.8
vertical Separation uelerlttinatioll
Welt ID
Groundwater Levels
Fstirnated Seasonal High
GW Elevation (ESHGW)
Meao+1,282SD
Vertical
Separation
WESHGSi' E€ev
Separation Oh
Lung Ternr (;W levels
Tali Of Rock
Separation
Highest
GW Flev
to 6199
Vertical SeparationFOf
with Lang Term
gasonal High G1V Elcvoa
k
Vertical
Separation
witliTOR
Mcan
N
Sid Dev-
Quantile
(ft msi)ft)
(fl msl)
(ft)
(fl msl)
(ft)
)
(ft)
B-2*'
302.07
10
6.92
0.90
310.93
5.19
313.55
2.57
290.51
25.61
MW-15-013
290.75
12
1.13
0.90
292.20
Till
292.31
n/a
n/a
n/a
MW-15-SB
23859
12
2.96
0.90
292-39
ilia
29i.04
Ilia
Ilia
n/a
MW-32-OB**
289.70
12
5.19
0.90
293.79
12.58
294.90
11.47
Ilia
Ilia
MW-32-SB**
292.62
13
4.99
0.90
298.27(9)
8.10
299.19
7.19
25,U7
48.t0
MW-13-OB**
275.20
13
2.70
0.90
275-67
12.21
279.01
I1.87
ilia
ufa
MW-33-SB**
274.43
13
2.66
090
277,83
13.05
27493
11.95
263.38
27.50
NID
290.00
l0
3.39
0.90
294.35
n/a
794-34
n/a
294.52
n/a
P-IS (2)
(2)
1
(2)
(2)
(2)
n/a
296.78
n/a
n/a
n/a
260-99
1 10
1 2.23
0.90
263.86
15.95
264.71
15.10
243.09
36.72
P-2S**
26L26
10
2.18
0.90
264.05
15.76
264.73
15.08
11!2
Ilia
P-2D-R**
261.61
6
2.76
0.90
265-0
14.66
265.15
14.66
251A3
28.38
P-ID
263-51
10
2.33
0.90
266.49
Ilia
267.91
Ilia
231.87
n/a
P-3S
264.17
10
2.32
0.90
267.15
n/a
268.29
n/a
ilia
ilia
P-417)
267.05
10
2.78
0.90
27061
10a
272,25
11/3
248.31
11/3
P-4S
209.87
3
1 2,14
0-90
272.61
rt/a
272.29
n/a
lI/a
ttla
P-4SA
266.94
t0
2-72
0.90
270-43
Ilia
272.23
nfa
❑!a
nla
P-5D**
299.6I
t0
4,19
0,90
304.98
7,01
306.90
5.09
272.31
39.68
P-55**
299.87
9
4.10
0.90
305.12
6.87
307.58
4,41
nia
Ilia
P-5€]-R**
301-03-
6
4-96
090
307.40
4.59
306.40
5.59
277.48
34.51
]'-66
271.36
10
3.02
€?.90
275.23
n?a
275 45
Ilia
233.70
Ilia
P-65
269.41
IO
3.52
0.90
273-92
Ilia
274.58
Ilia
Ilia
n/a
P-6D-R
271.63
6
4.95
0.90
277.98
n/a
27702
ilia
E<22,.48.66
nlaP-bS-R
2G9.45
6
4.y2
090
275.76
Ilia
276.15
Ilia
ra/a
Ftbl78.xls
Pane 3 12/10198

Table 7.8
Vertical Separa3inn Determination
Well ID
Groundwater Levels
Estimated Seasonal High
(;W Elevation (ES IG4V)
�tean+1.282SD
Vertical
Separation
rIESIICNV F.lev
Separation with
i,nng Tern G\1' Levcl%
Top Or tdoek
Sep:lrAon
ighest
w VIeV
6/98
P29180
Vertical Separation
Willi Long Term
Scasonal High CNN' Elev
rop
Of Roek
Elevation
Vertical
Separation
evith TOR
Mcan
N
Sid Dev.
Quantilr
P-7D
288.24
10
3.00
0.90
292.OS
ilia
Pala
270.43
ilia
P-7S
287.16
10
3A
090
291.12
nla
93.44
n/a
n/a
ilia
P-9D**
270.07
10
3.73
(00
273,02 (9)
10-23
275.09
8.16
26252
20.73
P-9S**
269.36
9
2.71
0.90
272.84
10.41
272.90
10.35
n/a
n/a
P-10D
298.96
10
4.22
090
304.38
n/a
304.08
117a
23565
ilia
P-10S
299.56
9
4.05
090
3(A.75
n/a
304.69
ilia
n/a
ilia
P-12D
292.45
10
6.13
0-90
30031
nla
302,38
n/a
277.71
nla
P-12S
29240
l0
6.13
0.90
300.26
11/2
302.51
n!a
ilia
n/a
P-15D
279.03
i0
3-19
0-90
283,12
n/a
284.61
n/a
27164
n/a
P115S
278,84
10
4.01
0.90
283.98
nla
294.68
nla
n/a
n!a
P-16D*I
2R4.28
4
2.86
0.90
287.95
5.24
297.62
5.57
288.61
4.50
P-I6S'* (3)
(3)
{3)
[3)
(3)
(3)
(3)
(3)
(3)
a
tlfa
1,1101 **
30136
7
8.33
0.90
312.04
4.29
311.93
4.40
286.36
29.97
11402D
299.44
7
5.06
0.90
305.93
n/a
306.78
ilia
275.27
n/a
PA02S
299.52
7
5,18
0.90
306.16
Wit307.03
n/a
ilia
ilia
P-103 **
265.64
6
7-31
0.90
268.60
16.35
269.22
15.73
245.75
39.20
P-104 *
300.44
7
3.97
0.90
305A0
10.03
304.62
10.91
257.75
27.69
P-109
302.20
3
2.34
0.90
305.20
n/a
304.89
nla
298.22
n/a
P-109
289.48
7
6,07
0.90
297.26
n/a
297.77
n/a
273.08
11/3
PZ-102 **
266.39
6
2.05
0-90
269.02
15.91
269.71
15.22
259.91
25.02
11-205
288.97
6
2.86
090
292-64
n/a
291.98
n!a
280.77
nla
PZ-301 **
n/a
11/a
ilia
n/a
n/a
n/a
n/a
ilia
25359
53.63
PZ-103 **
ilia
n/a
nla
ilia
n/a
n/a
n/a
ilia
267.69
24.66
P-201 **
nla
ilia
ilia
n/a
n1a
n/a
t11a
❑/a
L 308.46
1 1 L41
Nutm
1. n/a - not applicable, n/m- noI measured_
2. lusufbcient data to conduct statistical evaluation.
3. "Fhe well acts as a sump fur snrfacc water and does not intersect groundwater.
4. Figures 7-3A & 7-88 were created from Table 7.5.
5- ** - Phase 1 Footprint Area.
6. * - Well dry, dalum not used in statistical evaluation
7,TOR - Top Of Rock, GSHG W - Fstimated Seasonal High Grotmdwater.
3. Bold inllnleral5 indicate highest recordcd groundwater elevation evrnt.
2 For ,\IW-32-SB and P-9D, FSl3 OW clecation above ground surface.
10. PZ-101, PZ-103 and P-201 are borings completed to top ofrock.
Ftbl78.xls
Page 4 12/10/98

=A

APPENDIX 7A
OCTOBER 1997 WATER RECOVERY TESTS

Results'of Well Recovery following Pumping for Select Wells
Well I.D.
Initial Water
Level
(feet from TOC)
Water Level
After Pumping
(feet from TOC)
Drawdown
(feet)
24-Flour
Water Level
(feet from TOC)
Recovery
MW-16-OB
29.17
30.20
1.03
29.22
99.8
MW-21-SB
14.90
20.30
5.40
15.41
96.7
P-2D
24.42
39.90
15.48
24.45
99.9
P-2S
24.13
29.22
5.09
24.13
100.0
' P 3D :F-
26.96
39.01
12.05
38.11
P-3S
26.06
29.65
3.59
26.75
97.4
P-6D
21.01
24.30
3.29
21.04
99.9
P-6S
23.35
31.32
7.97
24.11
96.8
P-102D
25.63
41.15
15.52
24.33
105.3
P-102S
24.27
28.51
4.24
25.76
94.2
P-109
31.77
35.51
3.74
34.25
92.8

APPENDIX 7B
BORING- LOGS

DEPTH DESCRIPTION
I^ 1.
' '• Hard S:i971ELy
Residu�n: orange Brcx�n t=ff o
Silty co Clavev SILT
7'7 when Sarapied Becomes
Partially wea�`Iered Rack
Brown Birk Red Silty CLAY
CL/ cii
3 5 pied 8eCCTN--3
Parczaily weathered Rack when S
Red Brawn Tars. Cce=n Cray ilavey Siicy fine co
:�.5 ;a.5 sx�n -,user refuGa
Bc;: m*m
; ceunat:eG ac
Jr; u` Lens�
�nacion of �ari
Z" 7.0 Snndpipe insralled co a depth
zit ib.5'
Dry on 10/3/91
c.levation - G.S. 323.69 ft
Water Level - Dry ( / )
4
ELEV. 0PENETRATION— BLOWS PER FT.
0 10 20 30 40 60 80 100
Preii. ,:—ary Site tvaluac:.on
Site 1 12
EORING AND SAMPLING MEETS ASTM D-1585 r�.rSCn LpLS}LY, \�
CORE GRILLING MEETS ASTM 0-2113
PENETRATION IS THE NUYBER OF BLG',VS OF 140 L3 HAMMER
FLU-ING 'O IN. RECUIRED TO DRNE 1.4 IN. 1.0, SAMPLER I FT.
LYy61STlJFtBED SAk*�
WATER TAELF-24 HR.
I
WATER TABU-1 HR. %ROCK CORE RECCVEFCY r
urn c
50/.5
50/.L
s ET
TEST -BORING RECORD
BOR W G N5�----
DATE DRILLED --
JOB N0.
.ti
aftd cwt5chnicn1 S2fvicm Im

DEPTH DESCRIPTION
FE
t01'SOIL
Residum: Eraw� Tan r:rfl 5iiry CLAY
CH
J Green Gray fiery Stiff Silty CL"y, ``�Ln rock
; raaments
ie Hard 5z1ty CLAY
Green Gray PLrp
:3.5
GL
Part ally veacnered Rcck
CL
3'0
L:'hen SasrQ Led BecaTes
Geachered Rock
PatLBUfV Vern SLign tlY G1aYey tine Sandy
Tan 3uf�
SILT
6.5 Auger Refusal
Boring rerr�unated at 26.5` upon
Dry at termination of boring
2" p�� Stand'), LnsraLLed to a depth of
'0.5'
Elevation - G.S. 317.01 ft
Water Level - Dry (10197)
ELEV. 4pPENETHA I iUN-0-UT.0 � %
0 10 20 30 40 60 80 100
Tm�! 8
2B
417
50/.5
SET
50/.5
SET
50/.2
S UT
50/0
SET
?reliminary Site Evaluation TEST BORING RECORD
Site d 12
GORING AND SAMPLING MEETS A5 T IA D-l586 �r�on County, -C BORING I10.---?-----
COftE DRILLING MEETS ASTM D-ZI13 LO-3--91
F£NETr�ATlON 15 THE NLa+EsER CF �Q''S OF 140 LE_ HAMMER t DATE DRILLED---Ln��Z
FALLING 3C 1N. REQUIRED TO ORrVE 1.4 IN. I.D. SaMPLER I FT. JOB NO.
WATER TAi�--24HR, 1�de tngh0t= EVir0nffx10E
ow
UNDISTURBED 4A —_- WATER TABLE -I HR.
3and1fitG31 $EfY1CgL ITiG-
j5Cj% ROCK CORE RECTIEIRY � _ „n1 r r tiV G Q)

DEPTH DESCRIPTION
F T.
r� :an Broan'v'ery �tilf Ciiy 'L�.Y,
Res idu[uii:
ht trace of rocs (rants
CL
J
SaUroiite: Tan Rea Brawn whine aer}' ff to
Hard KightlY Silty CLAY
�otz: art depth CaiOr cizan e in samlPl.e Inge
orange red less whJT e
. 0 :;t:�ff Ciuti•ev �ii;., ;�zth
;1g,anese stain
_'3.0
Crav Can buff Hard Y k aYeY BiLT
............................................................. .
U.�
4;oring terminated ac 30.0' 1, aaoroi�te
Dry at tzrmination of bc)rirrg
2" P"."C Standpipe installed to a depth of -�•0�
Dry un 10l3/91
Elevation - G.S. 330.51 ft
Water Level - 28.35 ft (10/97)
ELEV. *PENETRATION—BLCWS PER FT
0 10 20 30 40 60 BO f00
Pren,Li nary Sire Evaluation
Sited lz
CORING ANO SAMPUNG MEETS ASTM 0-1586 nson lcun[y, `C
CORE GRILLING MEETS ASTM 0-2113
PENETRATION IS THE NL)HeER OF Bt-CwS OF 140 LB. HAMMER
FALLING 1-O IN. FECUiREO TO DRNE 1.4 IN. I.D. SAMFLER I FT.
U►1015TUR8ED S 1 °� WATER TAR F-24HR.
FCGWATER TA2LE-IHR.
o }C CORE: E R ECUI E RY — ` r c r n, l
20
14
18
TEST BORING RECORD
BORING NO.---� ---
f DATE DRILLED 10-. 2 91 --
JOB NO.
Wegtrqho= Environ i
and Gaoodinicfl Ser'ric; Inc -
FA

DESCRIPTION ELEV. *PENETRATION—iiU_M5 1,r_m r i.
DEPTH 0 10 20 30 40 60 80 100
F T. 71
Vern cif E Ciayev
i u�sn: gang, f3rcwn
•-IT
5aprolite: Ta'► �ra_n wY�ite Grav Very Hard
ClayeY 5111, with iron stairs
3.0
Purple Green Brown hard Lo Very isard 5ilcy I
CLAY witFs manganese nodules and staining
CL
dote: jade a 6 at 18.5` had increased clay
0 CcntenC
Partially weathered Rnck
i3.0
Partially weathered Rock When _Sztx�ied Becanes
Tan Bran _Silty Cl-AY, with trace of rck
Eras eats ar,d scr-,e ircn staining
tiace: Sampie at 38.5' was wet
Elevation - G.S. 329.07�7}t
Water Level - Dry
Ecring Ce^mated at �o' i n Partially 'reached'
hock L0.0,
21, FVC 5 C a ,dpipe insralled co a depth oC
',racer level at 30.5' cri 10-3-91
I}.0
etirary _Site Evaluation
?ORING ; NO 12
SAMPLING MEET S ASTM D-1586
Site f
rscn Gat:nty
CORE DRILLING miEETS ASTM Q 21I3
P�INETRATION 1S THE NVM6E•R OF FLOWS OF 140 L5. HA1 ME.R
FALLING 301N. FECUIRED TO
ORNE !.4 !N, I.O. E= PLER I FT.
SAA�'LE WATER TA��-24HR.
I.R�QiSTUREEQ
WATER TABLE
HR.
ROCK CORE REC4dERY _ _nLE CavE
5
F
50/.5
SET
ICI. Ili ' -<,._
50/•3
SEr
TEST BORING RECORD
BORING NO. _
IO-1-9i
DATE DRILLED a�
072
JOB NO.
wastInghm= Environmental
l
acid nipl SUVICI a- Inc.
5

DEPT.H _ DESCRIPTION
FT
Zan 3ra�.n Sciff Sli.ghrly Fine Sandy
Fesi,duumResiduum:
i
CLSY
CL
,.5 scirc Sligncly
shire Gray lan Very CLV
3.0 Ff Silry CLAY
Cray Green RurPle very Sri
CL
.3.5 when Sarr-7led Beccmes
Partially Ueatineri Roc.
Red i3r�wr� Si? c CLA.Y
VoL2: .ton srairt-ng in 5aT:131e aL
Elevation - G.S. 269.23 ft
Water Level - 32.82 ft (10/97)
3.0 then Sar�ied i;ecccres
Rarrially 4�earnered Rock
Red Bran Clayey SILT, with rcc- f:a rents
�r;.ng rer:unate� ar ».� in Far iaily
u�eachere,j Rcck
2" F°:C ScandPlPe installed co a deoch of
33.0'
Facer level ac 22.5' on 10-3-91
ELEV. 0PENETRATION- 6LCWS Ftl� r i
0 10 20 30 40 60 as €00
'rei L1,7d-'3C'a Site Evalu'r-lon
Sice 1 12
60RiNG ANO SAMPLING MEETS ,ASTM 0-1586 3rjscn Ccunry,
CORE GRILLING MEETS ASTM 0-2113
PE";ETRATiCN IS THE NV' E� ER OF BLOWS OF I40 LB. HAMMER
FALLING 30 tN. F.ECUIftEO TO ORNE 1,4 IN. 1,0. SAMPLER S FT.
UNCtSTUReEO SASE = waTER TAKE-Z4HR,
WATER TABLE-1HR.
j;d% ROCK CCRE P.EONEV n�c C vVE
17
50/.
1.I'! i
/.2
TEST BORING RECORD
80RING NO. --
DATE DRILLED g�—--
C'e,4--C-072
JOB NO. ------------
Wes;ir�l�a Enuir�rrperr�l
and finical Servicm lnc.

DESCRIPTION
ELEV. 0PENETRATION- BLOWS PER FT
DEPTH
F T.
;.o
w
13.0
27
'3
0 10 • 20 30 40 60 80 100
pre i;�;�xy Sire Evahorion
ORING .:.ND ': MPLING YE=TS ASTM 0-1566
Sire J L2
COPE CRILLING MEETS ISTM D-203 ?rsan co ncY. `tic
PE ETRATION IS ThE NomBF.R OF SLC` i-S Or !40 LB. H,A"ER
M'UUNG Z0IN. RECUIRED TO CRNE 1.4 1N. I.D. SAMPLER I FT
llNGl5TUR0EG �AI.+�E WATER TABLE-24HR.
POCK CORE RECOVERY WATER ^TABLE-IHR.
50/.2
SrT
TEST BORING RECORD
B-7
60RIN G NO. -.---- --- -
DATE DRILLED 9---
���7z
J 0 B NO. --------`
WesbNhuL= Environmff f21
and Goat ct nitai Servicm Ire

DEPTH
FT
DESCRIPTION
ELEV. ® PENETRATION— BLCWS PER FT.
n 10 20 30 40 60 SO 100
r- 5 7
' iZ25Id'.1LGit: ;un Brour� i=]_.T-ril 70 Very ]Ciff wiiCY
' Y
w
�5
C�
CL 25
F_ Brun Derr SCiff Silty (-LAY,
f r3��n:5 (Subangular gt:artz)
rLir*t 21
flan 3ro,n Very SCiff Clayey SILT, s.zCh Crace 18
mangenese staining
Note: Trace of mica at 13.5' to 15.0' 26
! s
I
11R iSC n C'iiLK UMV Very JCift alit Lid' �eCV
ine Sandy Slightly CLavev SILT, wick
sianganese staining 18
i1L
4
SaprolirE: t;I ice Pink Brav'n Very Stiff to 2b
Hard Slightly Clavey Fine Co Coarse Sandy SILT
with manganese stainistg
Elevation - G.S. 269.17 ft
Water Level Dry' (10/97 )-
6 A
?,acing term3-nate1 at 35.0' :: saeroi?te
=4'C Star�nipe installed to a depCh at 35.0'
t�aCer lave' a: 27.0' on 10--3-31
?re1 urinary, Site Evaluation
Site P 12
EORING AND SAmpLL G MEETS ASTM 1H58G arcs t;cunC 2 tiC
CCFE CR1LUNG MEETS AS7M D-2113
:�NETRA70N iS Th:E NL)yDFR OF ELONS OF I4-4 LE, NAmMER
FLUNG w-O ;'I. REQUIRED TO GRNE 1.4 },*4. I.D. 5, 1MPLER I FT.
l74CISTUREED SAVPS—E
I5�o� — WATER TABLE-lHR.
o F.�CK CORE RECOVERY
TEST BORING RECORD
BORING NO. B a ------
10-Z-91
D QTE DRILLED.._..-------
Cr •r-4---0 7 2
J 0 B NO. -----
West ngho= Envimmerrt3l
and GNt-c�nical Servicm Im

GZA GeoEnvironmental, Inc.
Log of Well MW--08—SB
Sheet 1 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
oun
Anson County, North Carolina
y�
Job Number:70141.30
Newton Upper Falls, MA
Elevation: G.S. 304.99 ft.
Phone [phone] Fax [phone]
Driller: B.Barnes/J. Wagner -- ASE Drilling Services
Drilling
Date
Time
Drill Meth d: Air Hammer ?
Started
2/27/92
NA
Sample Method: idA
Finished
2/28/92
NA
Borehole Diameter. 10/6 in.
Water Level: 23,85 ft. (10/97)
Logged By: Banner/Pcnti, Jr.
Checked By: J.L. Daw
O
C
C
Ol
v�
*
3
n
Materlais Description
Well Completion
"aaF
E
a
_
m
ar
a�
L
a
cn
c
s
o
~
u
�— Protective
m
Steel
dsEng
RESIDUAL SOIL. €0-3')
Cement
a-o.s'
2
--- Volckay/
Cement
Grout
0,5-40'
3
SILTY CLAY (3-101
4
6" PVC
Casing
tnslde 1a
51
Borehole
0-42'
6
r
7
8
9
0
PALE YELLOW SILTY AND CLAYEY SILT (10-22')
11
12
13

GZA GeoEnvircnmental, Inc.
Log of Well MW-08—SB
Sheet 2 of Q
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax (e171 965-7769
Elevation; G.S. 304.99 ft.
o
c �
�o
�
0
*
Materials Oescrlption
Well Completion
N
r
L
E
3
ayi
�o
ro
Cn
Q7 0
4- m
15
1fi
17
18
19
20
21
2 2
REDDISH BROWN CLAYEY SILT (22-28')
23
t
24
25
2fi
27
28
REDDISH BROWN CLAYEY SILT (28-30')
29

GZA GeoEnvironmental, Inc.
Log of Well MW-08—SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 304.99 ft.
O
C
�
*.
ra
or
o
Materials Description
Well Completion
ai
o
..
n°1
��
a�
c
E
�
m
w
.
�"
CL
m
U)
C
Q1
s
0
co
d
m
GRAY SILTY SAND (30--40')
31
32
33
-
34
35
36
-
37
38
39
..........
.
4
Sealonife -
PALE RED ARGILLAEEDUS SANDSTONE (40-50')
40-42'
4
Hard, slightly weathered, pale red Argiliaceous
SANCSTONE.
4 2
6" open -
Bearocx
Well
42-60'
43
-
44
-
45
-

GZA GeoEnvironmental, Inc.
Log of Well MW-08—SB
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Humber: 70143.30
Newton Upper Falls, MA
Phone [phone] Fax (617) G65-7769
Elevation: G.S. 304.99 ft.
o
� c
*
©
c
o
Materials Cescription
well Completion
p)
n�'
a1 r r
H
r
EL �9
47
_
48
_
49
50
DARK GRAY HUDSTONE/SrLTSTONE (so-53')
Hard, fresh, dart' gray,
-
MUDSTONE/SILTSTONE.
51
IL
52
53
PALE RED ARGILLACEOUS SANDSTONE (53-60')
54
55
iMonitoring Weil installed with 2'x2'x4" concrete
pad at existing ground surface supporting. f/-
3 foot protective steel casing with locking
cover. Borehole advanced using air hammer
56
method with a i0" drl bit io 42 feet, and a 6"
-
drill bit to 60 feet. Soil and rock stratum are
estimated on the coior and general
composition of cuttings observed from air
57
hammer method.
-
58
µ
59
-
60
Bottom of Borehole at 60 feet.
61

GZA GecEnvironmental, Inc.
Log of Well MW-9-13B
Sheet I of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job plumber: 7 0141.3 0
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 258.01 ft.
Driller: Scribellito - A&E Drilling Services
Drilling
Date
Time
Drill Method: Hollow Stem Auger; Core/Air hammer
Started
1/29/92
NA
Sample Method: Split Spoon: HO Core
Finished
1/29/92
NA
Borehole Diameter: 10/6 in. Water Level: 19.00 fta (10/97)
Logged By: P. Banner
Checked By: S.L. 0aw
o
Z
c
z
c
m
lr=
o
-2 Materials Description
Well Completion
as
❑
av
Protective
a
o =
n
Stee€
Casing
cn
c
v
x
-o
r-
0
Cl-
m
rrr
Lean Clay (CL) - mostly fine, few medium to
vo€c€ay/Cem
fine sand, trace weathered bedded argiltite
Grout
rrr gravel, burnt orange, moist, medium to high
"r plasticity.
rrr
S-1
24/24
rrr
rrr
2
rrr
rrr
rrr
rrr
3
rrr
s PVC
ARGILLITE (2.8-63.5)
Casing
10#
4 4
Hard, fresh, light greenish -gray, bedded
10*
ARGILLITE - highly fractured with numerous
C--1
39.5/39
1ON
ROD-46
shallow and steeply dipping weathered joints
10*
(strong iron oxide stained).
5
6
Few calcic filled joints and disseminated Pyrite,
with few pyritized annealed joints and
fractures.
10*
T*
C-2
60/50
7
RGO-80
Tx
9
7*
10
11
Hard, fresh, greenish -gray. bedded ARGILLITE
with disseminated pyrite and few iron oxide
stained joints; mafic beds reflect minor faults
12
throughout rock core.
T*
8*
C-3
60/60
8X
ROD-9t
a
13

GZA GeoEnvironmental, Inc. Log of Well MW-9-08 Sheet 3 of 5
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 258.01 ft.
Phone [phone]—CO50 Fax (6i7) 965-7769
Z m L Materials Description Well Completion
^] L
Q
E �r m � ..... 4
m
H
U p
C m
BEDOEO ARGILLI;E
I OKI�
31
7#
C-8
60/60
B
Roo-9i
32
6-K
7
33
_
34
-
35
-
6)(
36-
s*
C-9
60/60
9#
ROD-75
_
9
-
9*
37
-
38
39 39-43': Calcicfiled, deep vertical vugs, minor
'
fault, breccia, +/- 1" offset; caicic annealed,
steeply dipping, fractures and joints; some
weak iron oxidation.
_
40
-
-
9
41
-
5*
-
C-10
60/60
5* ROD-93
5
5#
4 2 .:
-
43
44
5A
6)
C-11
60/58
6A
RDD-68
46
8
6*

GZA GeoEnvironmental, Inc.
Log of Well MW-9—❑B
Sheet 5 of 5
Engineers/scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone (Bi7) 989-0050 Fax MIT) 965-7768
Elevation: G.S. 258.01 ft.
c �
0
Zi
o
Materials Description Well Completion
a
0
av
m m
z
Q
ECQR
N
n
ill c S
a: o
�
C7
0. m
7
i}.
C-14
54/54 8X
ROO-68
6 3
9�
Bottom of Boring at 63.5 feet.
6 4
Remarks:
1Monitoring well installed with 2'x2'x4" concrete
pad at existing ground surface supporting
+/-3 foot protective steel casing with locking
6
cover.
28orehole advanced using hollow stem auger;
rock core obtained using HO size core barrel;
monitoring well completed by air hammer
6 6
method using a 10-inch drill bit to 52 feet, and
6-inch drill bit to 63.5 feet.
30riiling water loss at +/-4.63; observed
drilling water flowing around casing onto
67
ground surface; 1.5' of hole plug added around
4-1/4" I.O, flush casing to prevent water
loss.
68
69
70
71
72
73
74
75
76
77

GZA GeoEnvironmental, Inc.
Log of Well MW--10-06
Sheet 1 of 3
Engineer s/Scient'ists
Carolina Piedmont Disposal Facility
---
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone]C Fax [phone]
Elevation: G.S. 287.88 ft.
Driller: S. Barnes/J,�:'Wa_pef-,-- ASE Drilling
Drilling
Date
Time
Drill Method:' Air Hamme ,-''
Started
2/12/92
NA
Sample Method: NA
Finished
2/12/92
NA
Borehole Diameter: 8 in. rater Level: 10.13 ft. (10/97)
Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw
C3
C
V
m
9 O
1
Materials Description
Weil Completion
aD
0]
o a°J
41 L
E
a- m
,°'A,.
41 0C
0a1 0
r Ln
{— Locking
c- m
PVC Cap
-F
Concrete
i0-0.5'i
SEE GZ� BORING LOG Mw-10-OBS AND
voiclay/
MW-10,O FOP, SAMPLE CLASSIFICATION AND
Cement
STRAT� DESCRIPTION.
Grant
2
n
2.. PVC
O
Riser
f
i0-6'
3
UEntonite
Seal
4
5
Filt2r
Sand
(5-4t'j
2" PVC
_Wellscreen.
�
16w41')
8
9
10
e a�.
Borehole
11
E0-ds'f
12
i
13
q

GZA GeoEnvironmental, Inc.
Log of Well MIW--10--08
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax [phone]—T769
r1eY8tIDft: G.S. 287.88 1t.
c
1
C
M
O
Z
L:
J
Materials Description
Well Completion
QJ
U
41
a
a C)
05
L`
t
(a
U)
(D
o
LO
a.
m
15
16
1i
18
�1
51�61y
19
� tr
S
20
21
22
........
23
24
25
26
27
28
29

GZA GeoEnvironmental, Inc. Log of Well MW-10-08 Sheet 3 of 3
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job plumber: 70141.30
Newton Upper Falls, MA
( 171 965-7769 Elevation: G.S. 2$7.88 ft.
phone [phone]
Fax 6
C
..
z
Tal
Tajo
*
m L
Materials ❑escriptlon
o ,
O a m
n
'a
n
co
LO
v o
a- In
/$ ds..
32
33
34
35
36
37
38
. 39 ....
40
4 Bottom of Borehole at 41 feet.
4 2 Remarks: 1Monitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fo�t protective steel casing
with locking cover. Monitoring well installation
4 3 completed by air hammer mehtod using a 8"
drill bit to 41 feet.
44
45
Weil Completion

GZA GecEnvironmental, Inc.
Log of Well MW--10—OBS
Sheet i of 2
Engineers/Scientists
Carolina Piedmont disposal Facility
320 Needham Street
Anson County, Korth Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 288.20 ft.
Driller: J. Scribeliito - A&E Drilling Services
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
2/12/02
NA
Sample Method: Split Spoon
Finished
2/12/92
NA
Borehole Diameter: B-1/4 in.
Water Level: 11.14 ft. (10/97)
Logged By: P. Banner
Checked By: J.L. Daw
n
Materials Description
Well Completion
Vj
0.}
...
a°�
Ul
L
E
d
•.�.
n
CL
2
M
co
o
Lo
4— Locking
o-
m
PVC w8P
.'.•.
0-0.3
Concrete
rrr
rrr
1
rrr
rrr
SAPRO!_ITE (0.3-18.5')
Bentonite
rrr
Seal
rrr
rrr
♦rr
2
rrr
2" PVC
rrr
rrr
Riser
rrr
rrr
10-2.5")
-T-
rrr
rrr
rrr
4" Lean Clay with Sand (CL) - mostly fines,
miter
rrr
fine to medium sand, trace quartz gravel, light
sand
gray, moist, stiff, low density.
(€.5-23']
rrr
S-1
24/24
rrr
B-10
rrr
rrr
rrr
rr♦
rrr
rrr
rrr
rr
rrr
2" PVC
♦Ir
r r
Wellscreen
c
rrr
I2,5-22,5'1
V
r
rr
r
t
r
g
Lean Clay (CL) - mostly tines, little fine to
medium sand, trace quartz gravel, light gray,
moist, stiff, low plasticity.
S-2
24/20
10
11
12
13
Silt (ML) - mostly fines, little fine to medium
sand, dark grayish-- brown, dry, hard, low
S-3
24/22
IB-21
plasticity.
28-38

GZA GeoEnvironmental, Inc. Log of Well MW--10—SB Sheet 2 of 5
Engineers/scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job dumber: 70t41.30
Newton Upper Fails, MA
Phone [phone] Fax [phone]�YtiOPi: G.S. 288.09 ft.
c
c
Z v * r J Materials Qescriptlon Well Completion
a� C' a a m
r CL
y L
0_ m
15
H
17
H
18 �� SANDSTONE (16.5-441
20
21
22
25
26
27
28
29

GZA GeoEnvironmental, Inc. Log of Well MW-10—SB Sheet 3 of 5
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job Plumber: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax t617) 955-7769 Elevatlon: G.S. 268.09 f t.
C � �
O �
z L^ Materials Cescr€ptlon Well Completion
41
m LO
� c s
aY o
d m
5-1
6/6
95/6
Highly Weathered Argillaceous Sandstone (WH),
Clayey Sand (SC) - mostly fine to medium
31
graded sand, little clayey fines, dry, reddish
brown (5YR, 5/3), low plasticity (WH).
32
33
_
34
Highly Weathered Argillaceous Sandstone (WH),
—
S--2
5/5
127/5
Clayey Sand (5C) - mostly fine to medium
graded sand, little clayey fines, dry, gray
-
(5YR, 5/3), low plasticity (WH).
_
35
-
_
36
-
_
37
-
_
38
-
_
39
Highly Weathered Argillaceous Sandstone (WH),
5-3
1.5/1
1f21f.5
Silty Sand _(5M)-mashy fine .to..medium _sand,
.. ... ............ ..
little silt to clay fines, dry, gray (5Y, 6/1 to
5/1), non -plastic (WH).
-
42
43
4 4
Seal
SANDSTONE (44-53.9')
Hard, slightly weathered, grayish green
j44-46')
SANDSTONE with close, slightly weathered
4 5
ioints; beds dipping 3C-40 degrees (WS).
CI-1
I
42/31
74%
RGD-54

Sheet 4 of 5
GZA GecEnvironmental, Inc. Log of W=Dlsposa[Facility
Engineers/Scientists Carolina Piedm320
Needham Street Anson CountJob Number: 70141.30
Newton Upper Falls, MAPhone
[phone] Fax [phone]Elevation: G.S. 288.09 ft.
C �
p r c o
Materials Oescrfptlon Well Completion
u o
U7 .r ZU
E
N f+
C
CL In
6" Open
G c d r o c
c-1
7aa1
ROD-54
4 7
well
46-74)
Hard, fresh, grayish black CLAYSTONE, few
moderately close, slightly weathered, joints
(F).
I IT48
49
50
C-2
60/56
93%
ROD-80
51
52
-
58
Hard, fresh, grayish green SANDSTONE with
moderately close, slightly weathered joints with
parting along horizontal bedding planes. 555:
3-inch thick clay layer. Relatively horizontal
54
bedding and joints, joints are closely spaced
_
to moderately closely spaced.
Hard, fresh, paie red CONGLOMERATE,
subrounded gravel; 59.1-60.5': Hard, fresh,
55
il
grayish black MUDSTONE (F).
I �
GRAYISH GREEN UAYST©NE (53.9-57.1`)
C-3
697%8
ROD-86
-
56
-
57
GRAYISH GREEN SANDSTONE (57.1-59.1')
-
58
-
59
o
CONGLOMERATE (59.1-60.5'1 60-66': Few
Q
close to moderately close,silghtly weathered
O
tparallel horizontal bedding planes;
4
C-4
60/60
ROD-86
6 0
few sli sdes.
100%
0
00
GRAYISH GREEN SANDSTONE (60.5-661
61

GZA GecEnvironmental, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, MA
Phone [phone] Fax [phone]
c �
z t:
E
y o
a d
C-4 60/60 ROD-86
100%
60/56
C-5 93%
C-6 156/64
114 %
Log of Well MW-10—SB
Carolina Piedmont Disposal Facility
Anson County, North Carolina
0
Haterials Description
a
2
cc
63
64
65
RQD--68
GRAYISH GI
O.0
•,a
67 -o
D. 0
0
.0 0
Sheet 5 of 5
Job Number: 70W.30
Elevation: G.S. 288,09 ft.
(66-72.7')
68 o Hard, fresh, grayish -green CONGLOMERATE
0 few slightly weathered horizontai and shallow
dipping joints; subrounded arg'silite gravel (F)
O.0
69 00
•. a. o
70
.o.o
ROD-8$ � ••o
. 0. 0
714.6 0
0
a. 0
72 00
0.0
73
74—
Bottom of Borehole at 74 feet.
Remarks: 1No samples taken between existing
7 5
round and +/- 30 feet below existing grade.
See GZA Boring Log MW-10-OBS for soil
classifications and stratum descriptions for
7 6
materials betwp�en existing ground surface and
+/- 23 feet. Monitoring Weil installed with
2'x2'x4" concrete pad at existing ground
surface supporting +/-- 3 foot protective steel
casing with locking cover. 46orehole
7 7
advanced using augers and single HO core
barrel; open bedrock well installation
completed by air hammer using 10-inch D.D.
drill bit to +/- 46 feet, and 6-inch drill bit to
+/- 74 feet.
Well completion

TRC Environmental Corporation
*Customer -Focused Solutionsx
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone (gig) 419-7500 Fax (Big) 4io-7501
Driller: Bore 6 Core, Inc./Mark Seiler
Drill Method: Hollow Stem Auger
Sample Method: NA
Borehole Diameter: 8 in. Water Level: See R
m o
tj N OCU
a CD x �' a
a
o
2
3
Ell
5
6
Log of Well MW-10S
Anson County - S.W.M.F.
Pcikton, North Carolina
Drilling
Started
Finished
e
marks I Logged By: J.L. ❑aw, P.G
Materials 9escrlption
Sheet i of 2
Job Number: 23490-0020-00000
Elevation: G.S. 287.78 ft.
Date Time
10/8/97 NA
10/8/97 1530
Checked By: J.G. Tew, Jr., P.E
NO SAMPLES COLLECTED Refer to TRC boring
MW-tOD for sample descriptions
9
10
11
12
13
Well Completion
Locking
Cover
2" PVC
Riser
p- 16.15
Por:lBed
Cement
0-12'
Bentcn,te
Seal
12 - t 5.5'

TRC Environmental Corporation Log of Well MW-10S Sheet 2 of 2
.xCustomer--Focused Solutions)( Anson County - S.W.M5.
6340 Quadrangle Drive, Suite 200 Polkton, North Carolina Job Number: 23490-0020-00000
Chapel Hill, NC 27514
Phone [phone] Fax [phone] Elevation: G.S. 287.78 ft.
c v
Z m io L Matertals description hlell Completlen
al o
al U 41 x Q w .a- L
E CL
Q y m
C m ~ L7
(n C
nm
15
�1a_`
16Filter
17
15.5-21.i5'
18—
F
2" i.0101
PVC W4EN
Screen
IS.IS-2E.15'
_
19
C
I'llf
—
20
—
21
Bottom of Borehole at 21.15 feet.
—
22
_..... .......
.............................
2 3
e.marks: lwater level >2115' BGS at completion
.....
.........
r
Water level >21.15' BGS after 25.5 hours
3Water level 10.60' BGS 10/21/97 at 2031
—
24
25
—
26
27
28
29

TRC Environmental Corporation
Log of Well MW-10D
Sheet 1 of 3
*Customer --Focused SolutionsY,
Anson County — S.W.M.F.
6340 Quadrangle Drive, Suite 200
Polkton, North Carolina
Job Number: 23490-0O20-0000C
Chapel Hill, NC 27514
Phone [phone] Fax 19t9) 419-7501
Elevation: G.S. 287.61 fit.
Driller: Bore & Core, Inc./Mark Seiler
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
10/8/97
NA
Sample Method: 2" O.D. Split Spoon
Finished
10/8/97
1240
Borehole Diameter: 8 in. Water Level: See Remarks
Logged By: J.L. Daw, P,G,
Checked By: J.G. Tew, Jr., P.E.
O
c
_
v
o
Materials Description
Well Completion
a
OJ
3
E
ro
-
rn--
Locking
Z
Cover
° •
RESMUAL SOIL to-n
1
..: .
Riser
/rr
SAPROLITE (1-23')
0-33.2'
rrr
rrr
/ r r
— PoRia�d
rrr
Cement
rrr
0-2©'
rrr
rrr
Pale yellowish brown (10YR 6/2)/moderate
rrr
yellowish orange 00YR 7/8) slightly mottled
T'
rrr
fine Sand and Clay, little tine gravel (SW)
S-1
24/16
4
rrr
rrr
5_6
/rr
rf1
/ r I
„ r
"r
Shelby tube collected 5-6` (tube refusal)
rr
rrr
r/.
„ r
r/
fr
Moderate olive gray (SY 6/2) Silt, some
fine -coarse sand (SM)
S-2
24/22
10-18
9
25-26
10
12
13
Moderate olive gray (5Y 8/2) Silt, little
fine -coarse sand (SM)
S-3
24/24
14-27
43-55

TRC Environmental Corporation
Log of Well MW--100
Sheet 2 of 3
*Customer -Focused Solutions-x
Anson County — S.W.M.F.
6340 Quadrangle Drive, Suite 200
Job Number: 23490-0020-00000
27514
polkton, forth Caroii>na
Chapel Hill, NC
Phone 19191 4$9-7500 Fax f919) 419-7501
Elevation: G.S. 287.61 ft.
ti
c
m
o
Z
10
�=
�'
Materials Oescription
Well Completion
U
❑
am
U
a0
3
....
d
L
ECC
ofo
d
❑
m
II]
0
d
14-2743-55
5-3
24124
15
rr/
r/r
16
l/r
117
/f!
18
/rr
rI/
���
Moderate olive gray (5Y 6/2) Silt. trace
fine -coarse sand (SM)
/rf
rr!
S-4
24/24
n
19
rrr
i i
19-25
r
r!/
rr/
rrr
20
r/
21
r
22
................
...................
..............
s
.. . .............
............
5-5
5/4
100/51,
PARTIALLY WEATHERED ROCK (23-38.2')
24
Moderate olive gray (5Y 6/2) 5iit (ML)
25
26
27
28
Moderate olive gray (SY 6/2) Silt and
S-6
6/5
100/61,
fine -coarse Sand (SM)
B eniOnite
seaE
29

TRC Environmental Corporation
Log of Well MW-100
Sheet 3 of 3
)(Customer -Focused Solutions*
Anson County - S.W.M.F.
6340 Quadrangle Crive, Suite 200
polkton, North Carolina
Job Number: 234GO -0020-00000
Chapel Hill, NC 27514
Phone [phone] Fax [phone]t
Elevation: G.S. 287.61 ft.
a
c
-
o
z
aJ
U
n
C
=
Q d
J
V
Materials ❑escription
Well Completion
a
w
(D
U]
C
~
C7
CD
d
31'`°.
s`
N N sip
l
32
3.3
Moderate olive gray (5Y 6/2) Silt and
Filter
S-7
3/3
100/3"
fine -coarse Sand (SM)
Sand
30,5-38.2'
34
35
PVC WEE
36
Screen
3 3.2 - 38.2'
Slightly softer zone 36.5-38'
37
Moderate olive gray (5Y 6/2) Silt (ML)
3
S-8
3/3
100/3"
Bottom of Borehole at 38.2 feet.
39
�emark5: 1Water level >38♦2' BGS at cgmpfetion
Water level 11.9' BGS after 24 hours Water
level 10.07' BGS 10/21/97 at 2033
40
41
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well MW-11—SB
Sheet 9 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count y, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Elevation: G.S. 339.29 ft.
Phone [phone] Fax [phone]
Driller: B.Barnes/J. Wagner -- A&E Grilling Services
Drilling
Date
Time
Drill Method: Air Hammer
Started
2/27/92
NA
Sample Method: Air Hammer Cuttings
Finlshed
2/27/92
NA
Borehole Diameter: 10/6 in.
Water Level: 26.09 ft. (10/97)
Logged By: M.A. Ponti, Jr.
Checked By, J.L. naw
c
a�
L
Materlals Descriptlon
Well Completion
E
cc
m
cu
p
a
o
to
G
s
0
Prctectiwe
m
5leel
Lasing
1
RESIDUAL SOIL (0-3')
� cement
0-o.s'
2
vctcray�
Cement
Grout
0,5 48'
3
SILTY CLAY SAPROLITE (3-lo')
4
5
6
._ ......... .......... .
s7
8
s
10
PALE ICED MODERATELY WEATHERED
11
SANDSTONE (10-15')
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW--11—SB
Sheet 2 of 5
Engineers/Scientists
Carolina Piedmont ❑isposai Facility
320 Needham Street
Newton Upper Falls, MA
4
Anson Count N
y, North Carolina
Job Number: 70t4l.30
Elevation, G.S. 339.29 ft.
Phone [phone] Fax [phone]
O
c
�
m
a
Materials Cescription
Well completion
E
ej
CC
m
p "'
L
a
r)
c
QJ
0
~
M
n-
`m
15
REDDISH BROWN CLAYEY SILT (15--301
16
17
18
19
20
21
22
23
9
.................................................................................
24
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Dog of Well MW--11—SB
Sheet 3 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
ACount North Carolina
Anson y�
Job Number: 70141.30
Phone W71 959-0050 Fax [phone]
Elevation: G.S. 339.29 ft.
c
o
w
U
Materlals Description
Well Completion
o
E
0
cc
(
v
0-
C
C
y
X
o
~
C7
4
m
CLAYEY SILT SAPROLITE (30-40')
31
32
33
34
35
36
37
38
39
4 0
HIGHLY WEATHERED YELLOW -RED CLAYEY SILT
too-sa')
41
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well MW-11—SB
Sheet 4 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 339.29 ft.
z
m
C
E
Q
U
_
Materials Description
Well Completion
E
m
n
m
fD
L0
C
N
X
O
W
L7
4
m
47
4 8
Dentonite
sea€
49
5 0
E., Doan
©ARK GRAY -GREEN -GRAY CONGLOMERATE
(50-62')
tidal
so -es'
51
52
53
54
56
57
58
59
60
6S

GZA GeoEnvironmental, Inc,
Log of Well MW-11—SB
Sheet 5 of 5
Engineers/Scientists
Carolina Piedmont disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone (61T) 969-0050 Fax (ei7) 965-7769
Elevation: G.S. 339.29 ft.
c
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4J
CJ
*�
m
O
C v
a
0
c�
Materials description
Spelt completion
a
�
v m
CL
ro
�
c
m
o
cO
2
�
GASBRO (62-65')
64
6
Bottom of Borehole at 65 feet.
66
Remarks: IMonitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fc?t protective steel casing
with locking cover. Borehole advanced by air
67
hammer method using 10" dril pit to 50 feet,
and 6" drill bit to 65 feet. Estimated stratum
descriptions based upon air hammer cuttings.
68
69
7fl
...
..
71
72
73
74
75
76
77

GZA GeoEnvironmentai, Inc.
Log of Well MW-12--SB
Sheet 1 of 4
Erngfneers/scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson on
QCut North Carolina
y,
Job Number: 70141.30
Newton Upper Fails, MA
Elevation: G.S. 323.63 ft.
Phone [phone] Fax [phone]eg
Driller: S. Barnes/d. Scribellito - AGE Drilling Services
Drilling
Date
Time
Drill Method: H.S.A.; Air Hammer; HO Core
Started
2/5/92
NA
Sample Method: Split Spoon; HO Core
Finished
2I5I92
NA
Borehole Diameter: 10/6 in.
beater Level: 38.06 ft. (10/97)
Logged By: Banner/Tschosik
Checked By: J.L. Caw
O
c
c
o
Cj
v
E
*
m
a
n
Materials OEscription
Well Completion
aL
�
CL
�
CO
�
r
m
p ....
a
m
cx
~
iD
1L.
n
t— Locking
PVC Cap
• .■
m �g
RESIOUALSOIL (0-l')
--- Cement
e.
•r
6" PVC
Rise'
r •
SAPROLITE 0-91
rr/
fnsiae 10"
2
r • •
rrr
Borehole
rr•
(0-55'1
rrr
rrr
rrr
rrr
Lean Clay (CL) - mostly fines, little fine to
— Volciay/
rr•
medium graded sand, few sift laminae, moist,
Cement
yellowish• -red (5YR, 5/8) medium plasticity,
Grout
rrr
soft to firm consistency.
0.5--53'
S
1
24/12
20-
4
f
30-66
rrr.
rrr
rrr
„ r
,rr
6
r „
r"r
„ r
„r
rrr
„ r
.....................
.
t
rr
g
rr
Silty c9ay (CL/ML) - mostly fines, little fine to
medium sand, dry, yellowish -red (5YR, 5/6) low
S-2
18/8
40-41
•"r
to medium piasticity, blocky.
75/4
9
PARTIALLY WEATHERED ARGIILM (9-15.7')
10
11
12
13
Clayey Silt (ML/CL) - mostly fines, little fine to
5-3
10/5
40-75/4
medium sand, dry, red (2.5YR, 4/6) low to
medium piasticity, blocky.

GZA GeoEnvironmental, Inc.
Log of Well MTV-12--SB
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax (W) 965-7769
Elevation: G.S. 323.63 ft.
c
CO
Z
U
E
o
00
Materlals 4escription
$deli Completion
d
QJ
C
N
Y
D
~
C7
CL
m
15
ARGILLITE (15.7-60')
(WM/WS) Hard, fresh, tight bluish -gray bedded
ARGILLITE - with numerous steeply dipping,
highly weathered joints and fractures; 1-3"
1
thick beds of argiilite interbedded kith 1/18" to
3/0" thick mafic layers dipping +/-- 40
degrees; minor offsets (F).
14X
1a
C-1
677%6
13#
ROD-59
13X
19
.
2 0
21
2 2
J.
5 �4
C-2
0...
60/6
. 5
5#
Fi(3D-83
2
...........
100%
5#
5X
24
25
20-30': Moderately dose spaced steeply
dipping, highly weathered joints and fractures
2�
exhibit strong iron oxidation, across annealed
joints and fractures (WH).
27
5A
C-3
60/60
4100%
4A
4#
ROD-90
28
4 X
3*
29

GZA GeoEnvironmental, Inc.
Log of Well MW-12—SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number; 70141.30
Newton Upper Fails, MA
Phone (617) eeg-0050 Fax leM aes-7769
Elevation: G.S. 323.63 It.
O
C
x
O
Materials Description
Well Completion
-a�
o
r
h
O
fD
U)
C
47
X
0
r
U'
O_
m
C-3
60/60
4100%
ROD-90
31
32
3*
C-4
60/60
4*
ROD-85
3 3
100%
4*
4*
34
35
35.6-36.9`: Several small stress fractures
36
between moderately close, highly weathered,
steeply dipping and vertical joints, exhibit
strong oxidation (WH).
37
3*
60/60
3.5*
3 a
C-5
t00X
4*
ROD-98
4.5*
4.5*
39
40
41
42
4.5X
60/60
5.8*
43
C-�
100%
5.9)(
Rao-88
5,8)(
5.7*
44
45
C-1
RQ0-97

GZA GeoEnvironmentai, Inc.
Log of Well FEW-12—SB
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 323.63 ft.
Materlats Description
Well Completion
m
E
©
a
m
¢�
o
d
m
47
5.81(
48
C-7
so/so
6.s#
13.5*
RCC-97
t00�
6.7*
49
50
Several highly weathered, steeply
51
dipping/vertical joints and fractures.
52.8-55,6'; Several steeply/shallow dipping
calcite and pyritized filled joints; minor fault
with +/- 0.03' offset (WH),
52
60/60
4.s#
4.9*
53
Benconite
C-8
100%
4.7N
R04-90
Sea€
(53-55'i
4.0
4.8.X
5 4
:-
55
."
56
Remarks: 1Monitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
5 7
supporting +J- 3 fo?t protective steel casing
6" Open
with locking cover. Borehole advanced using
Bedrock
augers and single HO core barrel; open
well
bedrock weH installation completed by air
(55-so'1
584.
hammer method using 10-inch drillpit to +/- 55
feet, and 6" drill bit to 60 feet. Slightly to
highly weathered joints and fractures exhibit
strong iron oxide staining.
59
60
Bottom of Borehole at 60 feet.
61

GZA GeoEnvironmental, Inc.
Log of Well MW-13-08
Sheet 1 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax [phone]
Elevation: G.S. 271.23 ft.
Driller: B. Barnes/M. Trinkle — AGE Drilling Services
Drilling
{Date
Time
Drill Method: H.S.A.; Air Hammer; HO Core Barrel
Started
1/27/92
NA
Sample Method: Split Spoon; HO Core
Finished
1/28/92
NA
Borehole Diameter: 10/6 in.
Hater Level: 34.42 ft, (10/97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. Daw
O
c
�
m
o
qa
v
a
m
u
Materials Description
Well Completion
a
E
a
CU
ma
�
L
m
C
a)o
k
L7
E— Protective
o-
Steel
rrr
using
rrr
rrr
SAPROLITE (0-4')
Cement
rrr
.rr
a-a.5'
I
rr•
rrr
rr.
rrr
rrr
2
rrr
rrr
rrr
/rr
rrr
rrr
rrr
rrr
r„
Vo]ciay!
rrr
Cement
rrr
Grout
rrr
rrr
0.5--46'
4
rrr
PARTIALLY WEATHERED ROCK (4-10')
S-1
16/16
32--46
75/4
Poorly Graded Sand with Silt and Gravel
(SP-SM) - mostly fine to medium, hard,
5
subangular, pale yellow 0,5YR, 8/3), sand; little
6" PVC
fines with low plasticity, little gravel, pale
Casing
yellow, dry.
Inside 10"
O.C.
eorehoie
.....
7
...........
a
No penetration; no sample.
10
ARGILLITE (10-So')
Hard, fresh, slightly weathered, greenish gray,
C-1
30/18
5
RGC-60
bedded ARGILLITE, with close, highly
weathered, strong, iron oxidized joints.
12
13
C-2
114148
ROC-10

GZA GeoEnvironmental, Inc.
Log of Well MW--13-08
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: 70141.30
Elevation: G.S. 271.23 ft.
Phone (61T) 969-0050 Fax (6S7) 9e5-•7769
O
C
w
�
C
of
7-E
ai
(3
*
o
y v
O
0
Materials Oescr€piton
lge91 Completion
ECC
0n
iD
m
pQJ .`-.
4
C
S
~
L7
1
16
17
5
,. .
5
4
C-2
114148
4
RGG-10
18
4
4
5�
20
21
22
Hard, slightly weathered, greenish gray -pale
brown, bedded ARGIi LITE with highly
weathered, steeply dipping iron oxidized joints:
occasional cross cutting along talc -silicate
r
2 3
_ . '
annealed joints and fractures,
24
3
25
3
3
5
C-3
96/24
3
RGD-0
26
3
3
3
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW-93—DB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
,fob Plumber: T0141.30
Newton Upper Falls, MA
Phone [phone] Fax f617) 965-7769
Elevation: G.S. 271.23 ft.
C
�
*
a
_Qa
Materials Description
Well CompSetlon
n
Q
f!7
n
C
Qi
Y
o
~
�
m
_T
3
Hard, slightly weathered, pale -brown bedded
C-4
30/24
3
ROD-0
ARGILLITE, highly fractured, close, highly
weathered joints with strong iron oxide stains;
steeply dipping.
32
JJ
34
4
C-5
48/36
5
RC C-50
4
35
36
37
Hard, fresh, greenish -gray, bedded ARGILLITE
moderately weathered, close, iron oxidized
joints and fractures.
38
........
4
6
C-6
84/50
5
6
ROD-4a
4 0
6
7
4
42
43
4 4
Hard fresh, greenish -gray, bedded ARGILLITE
7
8
with calc-silicate annealed, steeply dipping
6
joings; micro fault breccia.
C-7
96/58
8
R130-60
45
7
6
6

GZA GeoEnvironmental, Inc.
Log Of Well MW-13—DB
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: lQt4t.3Q
Elevation' G.S. 27t.23 ft.
Phone [phone] Fax [phone]
c
*
a
0
Materials Description
Well Completion
aj
c
aj
s
o
~
ea
a
m
47
7
48
e�nta�,te
6
Seai
C-7
96/68
6
6
R04-60
44
fi'cr
4E 48
6" Open
Bedrock
6
4s-so'
6
50-
5141
52
53
5
C--B
60/60
5
RCp-54
54
4
3
5 5 _
... ........
56
57
3
C-9
42/3
30
Rao-0
2
59
60
Bottom of Borehole at 60 feet.
Remarks: 1Monitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
—
1
supporting +/- 3 foot protective steel casing
with locking cover. Borehole advanced by air -
-
hammer method using 10-inch drill bit to 48
feet, and 6-inch drill bit to 60 feet.

GZA GeoEnvircnmental, Inc.
Log of Well MW-13—SB
Sheet i of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
Job Number: 70141.30
320 Needham Street
Newton Upper Falls, MA
County, ount
y, North Carolina
Elevation: G.S. 270.64 ft.
Phone [phone] Fax [phone]
Driller: J. Scribellito — A&E Drilling Services
Drilling
Date
Time
Drill Method: Air Hammer
Started
2/5/92
NA
Sample Method: Air Hammer Cuttings
Finished
2/5/92
NA
Borehole Diameter: 10/6 in.
plater LeY�l:33.40 ft. (10/97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. Daw
C—ar�
,A.
Qy
u
o
nv
U
Materials Description
Well Completion
Ecc
y
ifl
p „`.,
a
-
�
�
C
Oi
O
~
LO
CL
Protective
Steel
Las,ng
Cement
SEE GZA BORING LOG MW-13-08 FOR SOIL
CLASSIFICATION AND STRATUM
DESCRIPTION.
2
Vofelay/
Cement
Grout
0.5- 22'
3
4
5
6
..
... .... ...
...............
i
8
9
—
10
—
11
12
-
13

GZA GeoEnvironmental, Inc.
Log of Weil MW-13—SB
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 270.64 ft.
O
c
U
Z
o
O
Materials Cescription He€l Comp€etlon
N
0.
0
a�
a
L
E
aNs
m
ro
CO
OJ
o
r
0
CL
m
15
16
1T
18
19
2D
21
2 2
Seal
22-24
28
........... ............ .......... .. _
.......
.............. ... ........
2 4
- 6' Open
5eG:ock
Vi 6I!
24-3F,'
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW-13—SB
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone (e17) 969-0050 Fax [phone]$9
Elevation: G.S. 270.64 ft.
O
c
C
o
�
Materials Description Well Completion
E
or
av
U7
C
al
S
D
C7
IL
m
31
3 2;
33
34
35
36—
Bottom of Borehole at 36 feet.
37
3a
Remarks: 1blonitoring well installed with 2'x2'x4" -
concrete pad at existing ground surface
supporting +/- 3 fo?t protective steel casing
Borehole using
with locking cover. advanced
...............
........
.................
3-5-
.......... air _hammer method.with a 10"_dril bit to 24
............. ...........
feet, and 8" drill bit to 36 feet.
40
-
41
-
42
43
44
45

GZA GeoEnvironmental, Inc,
Log of Well MW-14-08
Sheet 1 of 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number:70141.30
Newton Upper Fails, MA
Phone (6171 Bag-0050 Fax (6i7) 085-7160
Elevation: G.S. 303.31 ft.
Driller: M. Trinkle - AGE Drilling Svcs.
Drilling
Date
Time
Drill Method: H.S.A.
Started
2104192
NA
Sample Method: Split Spoon
Finlshed
2/04192
NA
Borehole Diameter: 8 in. Water Level: 17.03 ft. (10/97)
Logged By: M.A. Tschosik
Checked By, J.L. Caw
c
Materials Description
well completion
Q)
y W
L
E
cc
a]
V
N
(o
~
Q
a
in
Steel
• '' •
RESMAL SOIL (0-2')
Casing
.:..
Concrete
e :.m
2
:..:
Dacict�il
r r
SAPROLITE (2-18.5')
la.s-s1
rrr
rrr
r,r
rrr
2" PVC
rrr
Riser
rrr
rr'
Lean Clay (CL) - mostly fines, trace of fine
f0-9.5'1
graded sand, moist, brownish yellow (1CYR,
T-
6/6) medium plasticity, soft to firm
consistency.
S-1
24/24
6-7
7-10
rr,
5
rrr
rrr
8entor'ite
rrr
Seal
r r,
i5-7'1
rrr
6
rrr
,rr
rrr
rrr
rrr
rrr
rrr
7
.. .... ........
.
Filter
Sand
f7-0.7'1
rrr
rrr
r,
8
r,
rr,
Sandy Lean Clay (CL) - mostly fines, few fine
r
sands, trace of laminated silt, moist, yellowish
TF
CJ
r
brown OCYR, 5/6) soft to firm consistency.
S-2
24/24
6-7
8-13
10
2" PVC
Wettscreen
i1
12
13
Silt (ML) - mostly fines, little fine to medium
graded sand, moist, brown {tOYR, 4/3), soft
consistency, low plasticity.
S-3
24115
13-13
17-17

GZA GeoEnvironmental, Inc.
Log of Well MW-14—OB
Sheet 2 of 2
Engineers/Scientists
Carolina
Piedmont Disposal Facility
320 Needham Street
Anson
County, North Carolina
Job Plumber: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax [phone]
Elevation: G.S. 303.31 f t.
c
Z e
*
C=
Hateriats Oescription well Completion
u o
ai
E CC m
m
o�
t
F
LO
m a
0. m
S-3 24/15 13-13
17-17
1J
rrr
rrr
rrr
16
rrr
rr,
17
r „
18
rrr
s-4 4/2 7514"
PARTIALLY WEATHERED ROCK (18.5-19.7')
19
Clayey Sand (SC) - mostly fine to coarse
-
sand, few fines, traces of fine graded gravel,
24
moist, yellowish brown OOYR, 5/4), moderate
cementation.
Bottom of Boring at 19.7 feet.
21
Remarks;
1Monitoring well installed with 2'x2'x4" concrete
pad at existing ground surface supporting +/-
22
3 foot pXotective steel casing with locking
cover, Bottom of sample appeared wet at
+/-- 19.7 feet. Borehole advanced using auger
method to refusal at +/- 19.7 feet.
...........................................
. _ . .. .....
24
2
26
27
28
29

GZA GeoEnvironmental, Inc. Log of Well MW--14A—BZW Sheet 3 of 8
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job Number: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax [phone] Elevation: G.S. 337.75 ft.
o u c CO o
* 16 C= Materiais 0escrlption Welt Completion
S CD
10 G 2 ~ CL
CO
a m
31
32
_
33
34
-
35
36
_
37
_
38
-
................
__
39
-
4 0
BEDDED ARGiLLITE (fight tart -grayish green)
-
41
-
42
i
43
44
45
-

GZA GeoEnvironmental, Inc. Log of Well MW-14A--BZW Sheet 4 of 8
Engineers/Scientists Carolina Piedmont oisposai Facility
320 Needham Street Anson County, North Carolina Job Number: 70141.30
Newton Upper Falls, MA
Phone (W) 969-0050 Fax [phone] Elevation: G.S. 337.75 ft.
c
C N D
z CO -j Materials OescrOtlon Hell Completion
0j U m a s u
Q7 t - a w L
Er N
E
C� i
0 o
d m
47
48
A
—
_
50
BEDDED ARGILLITE (light tart —grayish green)
—
_
51
_
52
_
53
_
54
. ....... .
55
56
57
_
58
_
59
60
BEDDED ARGILLITE (gray)
61

GZA GeoEnvironmental, Inc. Log of Well MW--14A—BZW Sheet 8 of 8
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job Number: 70141.30
Newton Upper Falls, MA
Phone [617) 969-0050 Fax [phone]se Elevation: G.S. 337.75 ft.
c
C A O
ci * Materials ❑escriptlon well Completion
N
E `Y H
M r Y_ M
rn Q� Q
� m
111
112 BEDDED ARGILLITE (dark gray)
III
114
115
116
117
118
Li
j
119
120 Bottom of Borehole at 120 feet.
121 Remarks: 1Monitoring well installed with 2`x2'x4"
concrete pad at existing ground surface
supporting a flush mounted steel well cover.
Soil and rock stratum descriptions are
122 estimated based on the color and general
composition of cu�tings observed frcm air
hammer method. Borehole advanced with air
hammer method with a 12" drill bit to 13% and
123 completed using a 6" drill bit to 120',
124
125 -

GZA GeoEnvironmentai, Inc. Dog of Well MW-14A—OB
Sheet i of 3
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina
,fob plumber: 701141.30
Newton Upper Falls, MA
Phone (e17) 868-0050 Fax [phone]
Elevation: G.S. 334.94 ft
Driller: S. Barnes/J. Wagner — ACE Drilling Svcs.
Drilling
Date
Time
Drill Method: 6" Air Hammer
Started
2/25/92
NA
Sample Method: NA
Finished
2/25/92
NA
Borehole Diameter: 6 in. Water Level: 30.60 #t. (10/97l
Logged By: M.A. Ponti, Jr.
Checked Bu: J.L. Daw
O
C
m
o
Z
*
Q
t
Materials Oescriptlon
Well Completion
OS
E
`
a
p—
m
to
h
Protective
m
Steel
Lasing
Concrete
(0-3.5)
SEE GZA BORING MW-14A-SB FOR SOIL
CLASSIFICATION AND STRATUM
DESCRIPTION.
2
- volciay/Ce -
Grout
3
4
5
6
.........
..... ..... .........
...... .
....
.......
8
9
i0
11
12
13
OentonEte
-
Seal
[13-t5'1

GZA GeoEnvironmental, Inc.
Log of Well MW-14A—OB
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 334.94 ft
C
�
_
o
a�'
Materials Description
Well Completion
Eof
v
N
j=
L
m
rn
c
CD
o
~
�
a
m
31
Bottom of Borehole at 31 feet.
3 2
Remarks: iMonitcring well installed with 2`x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fo?t protective steel casing
with locking cover. Borehole advanced sing
an air hammer method with a 6" drill bit. See
GZA boring MW-14A-S13 for detailed soil
classification and stratum description.
34
35
36
37
38
....
40
41
42
43
44
45

GZA GeoEnvironmental, Inc. Log of Well MW-14A-SB Sheet i of 4
Engineers/Scientists Carolina Piedmont Disposal Facility Job Number:70141.30
320 Needham Street Anson County, North Carolina
Newton Upper Falls, MA Elevation: G.S. 334,73 ft.
Phone (6171 g69-OO50 Fax [phone]
Drilling Date Time
Driller: M. Tschosik/M.A. Pcnti, Jr. - A&E Drilling Svcs. 9
Drill Method: H.S.A.; Air Hammer; HG Core
Started 2/i3/92 NA
lit Spoon: Ha Core
Finished
2/6/92 NA
Sample Method: SP � P �"
Borehole Diameter: 10i6 in. WateC Leva4 >]sy t10/97),/ togged By: Tschosik/Ponti, Jr. Checked Hy: J.L. Daw
* 6 y materials cescflption well Completion
U �• O Qm
U
CD N d
Q CC D
H C7 F— Lockim:
ro
N o PVC Cap
Cl- m
Silty Clay (CL/ML) - mostly fines, few
laminations, fine sand, moist, brownish -yellow Concrete
® (i6YR, 6/8), soft to medium consistency, low to
j 1 medium plasticity.
`.• • RESIDUAL SOIL (0-t.51) r�
SAPROLITE (t.�-1a') (�i{I
15-21
S-t 24/18 29_38
.................................
S-2 17/14 15--45
S-2A 1 75/5
S-3 I 10/10 I30-75/4
2
Clayey Silt (ML/CL) - mostly fines, few
laminations of fine sand, dry, reddish -yellow to
r r r
(5YR, 6/8 to 5/8) low to medium
yeilowish-red
firm consistency.
plasticity,
5
0
L;
9 Silty Clay (CL/ML) - mostly fines, little
laminations of fine grade sand, trace of
�� felspar, dry strong, brown (7.5YR, 5/6) low to
medium plasticity, firm consistency.
10 PARTIALLY WEATHEREO ROCK (10-34')
S-2A: Silty Clay (CL/ML) - mostly fines, few
laminations of fine graded sand, dry,
olive -yellow to light olive -brown (2.5YR, 6/6
to 5/6), low to medium plasticity.
12
131 Silty Clay (CL/ML) - mostly fines, little
laminations of fine sand, dry, light
yellowish -brown to light olive -brawn (2.5YR,
814 to 514) tow to medium plasticity, blocky.
volclay/
Cement
Grou:
l0.5-34')
6" PVC
Rlser
?nside 10'
0.0.
eorehole
(0-38'l

GZA GeoEnvironmental, Inc.
Log of well MW-14A—SB
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax (6I7) 965-7769
Elevation: G.S. 334,73 ft.
o
Z
N
c
=•
c
*
m
e
L
a
o
Materials Description
well Completion
d
W
CD
w
G
4
c
(U
z
0
r
LO
a-
a
15
16
17
18
Silty Clay (CL/ML) - mostly fines, little
laminated of fine graded sand, dry,
S-4
16/13
25-50
19
yellowish -brown to dark yellowish -brown
75/4
(10YR, 5/4 to 4/4) plasticity.
20
21
22
............................
2
S-5
4/t
100/4
24
Hard, moderately weathered, light gray to gray
(6Y, 7/1 to 6/1) Argillite (WM) with alternating
layers of silty clay (CL/ML) - mostly fines,
little fine dry, yellowish -brown. 00YR, 5/4 to
25
5/6) low to medium plasticity.
26
27
28
Hard to moderately, weathered, light gray to
S-6
2/1
75/2
gray (5Y, 7/1 to 6/1) siltstone (WM) with
29
alternating layers of silt clay (CL/ML) - mostly
fines, little fine sand, dry, yeflowish-brawn
(10YR, 5/4 to 5/6) low to medium plasticity.

GZA GeoEnvironmental, Inc.
Log of Well MW-14A—SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone f617) 969-0050 Fax (617J 955-TT69
Elevation: G.S. 334.73 €t.
Z
*
o
�,
Materials Oescription
Well Ccmptet€on
ae
£
a
v °'
E
COm
o�
Cl
0
ro
LO
p}
s
o
a
m
31
32
0
Hard, moderately weathered, light gray
J J
bedded Argillite rn�•i� ' With a=tcr nnting layers of
clayey silt #ML/CL) - mostly fines, little fine
sand, dry, light olive -brown (2.5Y, 5/3 to
75/i
5/4).
34
3Ani3nite
seal
ARGILL.ITE (34-52.4')
35
Hard, fresh, light gray, bedded ARGILLITE with
T
moderately close, shallow to steeply dipping
C-1
4900%3
7
Roc-4i
36
weathered joints; few thin, steeply dipping
— 6 open
mafic beds; few calcic filled planes.
Becrock
6
Well
[3s-52 a'I
37
..
.............
39
39'. 40.5: Shallow, highlyweathered closely ......
spaced joints, with strong iron oxidized joints.
5
40
C-2
60/58
97%
7
8
RflD-40
8
T
41
42
4 3
43'-46.5': Few steeply dipping, closely spaced
mafic layers, 1/2" to 1/5" thick.
6
44
8
C--3
35/
9
ROD-48
10
10
45

GZA GeoEnvironmental, Inc.
Log of Well Mkt-14A—SB
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number:70141.30
Elevation: G.S. 334.73 ft.
Newton Upper Falls, MA
Phone [phone] Fax [phone]
O
C
*
0
m
O
J
Materials Oescrlptlon
Well Completion
QJ
o
a�'
Ql
L
L
Er
ro
✓
p =
a
0
ai
x
o
r
m
46.5'-48': Several close, steeply dipping,
9
highly weathered joints; minor offset mafic
C-4
25/24
10
ROD-0
47
layer; calcic mineralizations along joint plane.
96%
to
481�
.
49
�I
C-5
I
40132
80%
5
7
ROD-79
6
50
51
C-6
1311
9
ROD-0
52
Bottom of Borehole at 52.4 feet.
5 3
Remarks: iMonitoring well installed with 2'x2'x4"
—
concrete pad at existing ground surface
supporting +1- 3 fo�t protective steel casing
with looking corer. Borehole advanced using
54
augers and single HO core barrel; open
—
bedrock well installation compieted by air
hammer method using 10-inch drill bit to 36
feet, and 6-inch drill bit to 52.4 feet.
.....
.........
... .. .........
5 5
r
56
57
-
58
-
59
-
60
-
61
-

GZA GeoEnvironmental, Inc.
Log of Well MW-14—B—BZW
Sheet t of 6
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 13744
Newton Upper Fails, MA
Phone (6I7) 969-OCSO Fax [phone]
Elevation. G.S. 334.25 ft.
Driller: D. Graham - Graham C Currie
Drilling
Date
Time
Drill Method: 12"/6" Air Hammer
Started
.5/11/95
NA
Sample Method: See Note 2.
Finished
5/11/95
NA
borehole Diameter: 12/6 in. Water Level: 45.62 ft. (10/97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. Daw
c
o
*
o
n�
�
Materials Oescrlptlon
Well Completion
a
E
m
N
4
Oar
4
D
aai
o
Flush
CL
m
Mount
Refer to GZA Boring Log MW-14A-56 for
Cover
. e
stratum description.
- Concrete
;.s
FESIDUAL auu c0-2 I
2
s
s ;.s
Geo {nr
CLAYEY SILT (SAPROLITE) (2-23')
r r r
/rr
rrr
�
rrr
rrr
rrr
rrr
5"PVC
r r r
Casing
r rr
Inside 12"
rrr
Borehole
r r r
(a-60')
!rr
rrr
rrr
rJJ
r/r
. ...........
..........
/rI.__._.
_... __. __.
i
rr,
/ r
8
"
rr
9
"
10
!
i1
12
i�

GZA GeoEnvironmental, Inc.
Log of Well PAW--14—B—BZW
Sheet P of
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Plumber: 13744
Newton Upper Falls, MA
Phone [phone] Fax t5171 955-7769
Elevation: G.S. 334.25 ft.
O
C
C
ro
O
*
a
Materials Oescription
Well Completion
o
a�'
al
-
w w
LCL
-
m
z
U
C
"
�
l7
�
al
a
/rr
III
rrr
_
15rrr
rrr
r „
rrr
16
,rr
_
rrr
rrr
rrr
i7
rrr
rrr
rrr
-
rrr
rrr
rrr
rrr
rrr
rI/
-
rrr
19
-r
-
_
rrr
rrr
•
rrr
rrr
-
_
20
rrr
rrr
rr
_
-
21-
r
r
-
22
-
—
2.3
....... .....
SILTY CLAY SAPR©LITE (23-301
-
24
-
_
25
-
-
26
-
27
-
I
28
-
29
-

GZA GecEnvironmental, Inc.
Log of Well MW-14—B—BZW
Sheet 4 of 0
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Plumber: 13744
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 334.25 ft.
C
�
Z
m
L
J
Naterlals Oescrlpt cn
Well Completion
4J
U
'--'
❑
d U]
y °
U
L
E
m
N
9
Ln
C
UJ
i
O
U
d
m
47
48
49
-
50
51
52
56
53-57' Cuttings: medium hard, fresh, slightly
weathered, dark gray, some (40%) iron oxide
stains.
54
55
56
57
y
O ABASE ROCK (57-80')
pO
5c>
n
o y/
?en;on�ie
n
�n
57-80' Cuttings: hard, blue -gray, fresh, trace
Seal
a/
(5-10%) Iron oxide stains.
5�
n
y.
60
� y/
e•open,
� ?
eearock
4 J /
'W ec [
61
/y
y,
�n

GZA GeoEnvironmental, Inc.
Log of Well MW-14—B--BZW
Sheet 5 of 6
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Humber: 13744
Newton Upper Fails, MA
Phone [phone] Fax [phone]
Elevation: G.S. 334.25 ft.
C5
v
Materfats Oescriptlan
Well Campletfon
CD
ni
a
a°7
m a?
c
E
cc
O�
m
U1
0
o
F-
n
m
�p
63
c�
A.
64
a�
\�
o. y�
\ �A
I
bb
i �i
�A
66
1? P
67
n
a�
\ =n
68 4'Ln
o a�
QIABASE ROCK
y.
69
\=n
a�
70
/ yi
61�
If
\41
i
_�.
71
\ =n
72
a�
\n
n
73
n
j,
�,
74
4
\�n
75
76
,��
\ �n
n
77
yf
\q
b�

GZA GeoEnvironmental, Inc.
Log of Well MW-14—B—BZW
Sheet 0 of
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 13744
Newton Upper Falls, MA
Phone f617i 869-0050 Fax (517) M-7768
Elevatlon: G.S. 334.25 ft.
z
Materials Description
well Completion
�
ci
v
❑
a a
y
u
L
E
ram-.
❑
CL
2
co
�
C
N
O
�
m
a�
79
a.
a.
� =n
80—
Bottom of Borehoie at 80 feet.
8
Remarks:
82
1Monitoring well installed with 2'x2'x4" concrete
pad at existing ground surface supporting a
2Soil
flush mounted steel well cover. and rock
stratum descriptions are estimated based on
8 3
the color and general composition of cuttings
observed from air hammer method. Borehole
advanced using air hammer method with a 12"
drill bit to 60', and a 6" drill bit to 80'.
84
85
86
87
........ ......... ........
..... ........ .........
88
89
90
91
92
93

GZA GeoEnvironmentai, Inc.
Log of Well MW-14—®—pp
Sheet 2 of 8
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
fob Number: 13744
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevatlon: G.S. 333.69 ft.
C
�
Materials Description
Well Completion
*
a
��
E
m
O ""
C
rc
r
c`o
LO
ci
o
o_
m
„ J
/JJ
15
f „
J/J
f,J
J/J
fJJ
16
Jf,
J,f
ffJ
18
% % %
JJJ
SILTY CLAY SAPROLITE
ff,
19
20
,. J
J J
21
22
23
-
F
24
.
ARGiLLITE (24-44')
—
-
25
-
26
2i
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW-14—®-00
Sheet 3 of
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 13744
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 333.69 ft.
Q
�U
c
"'
�
m
o
�
o
Materials Description
WeR Completion
a
E
m
cc
0
m
m �'
o `"
CL
m
ry
N
pa
;
o
LO
d
m
31
32
34
35
36
37
384.
3J
........ ........ ... .... ............
40
41
42
43
4 4
oLABnSE aEDRoCK (44-120')
�n
45
-vo
,gin

GZA GeoEnvironmental, Inc. Log of Well MTV-14--B-00 Sheet 4 of 8
Engineers/Scientists Carolina Piedmont Disposal Facility
320 Needham Street Anson County, North Carolina Job Number: 13744
Newton Upper Fatls, MA
Phone (eM 969-0050 Fax (017) 96s-zz6e Elevation: G.S. 333.69 it.
c � �
O m o
* W = _j Materials Description Well Completion
111 (U 'E L
CL
n �[ C7 0 C
E r
LO
(Li o
C m
7T,
fn
9 3i
47
��-
�n
ODBASE (44-120')
y.
4 q
49-54' Cuttings: hard, fresh blue --gray, +/-
A
x cp t -60% iron oxide stains (F).
=n
50 40
Y-
IN
_
an
51
-Y-
rt
\gin
-
52
Y.
\ rr 11
Bentonite
Yi
=n
Sell
(52-54')
Y-
5 3
_
A,
A�
_
54n
Yy
54-59' Cuttings: hard, fresh blue -gray, +/-
a" open
Y- 1-30% iron oxide stains (F).
Bedrock
�11
Wefl
Y�
(54-120'l
_
55
Yi
1n
-
56
Y-
-n
�n
`-
-
5 7
-
17
Nn
-
on
-
58
Y,
�n
' Y-
\ �n
i Y-
5 g
%.may 59-120' Cuttings: hard, fresh, trace (0-10%)
�n iron oxide stains (F).
Y-
r
\ �n
60
�-
\�n
Y.
L
61
.�-
� Y-
\=n
Y-

GZA GeoEnvironmental, Inc.
Log of Well MW-14--8—DD
Sheet 5 of S
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
County,
Job Number: 13744
Newton Upper FaDs, MA
Phone [phone]=1 Fax (61T) 965-7769
Elevation: G.S. 333.89 ft.
a)
c
E
x
o
Materials ❑escrlptlon
well Completion
i
E
ai
cn
c
co
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LO
d
`m
n n
6 3
dYi
L\ n
64.
�n
-n
Y�
6 55
Y�
� =n
66
�n
� an
6 7
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% �n-
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DIABASE
68
Y�
4'1n
Y-
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a°
69
4
��-
IN
�n
7 0
�n
Yi
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7
... ..... ... ...
�n
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72
�n
Y.
73
Ln
7 4 4�
en Y,
Yi
Yi
75
n n
dYi
�n
Yi
76
Y,
�=n
Yi
�n
dYi
77
`n
� en
Y�

GZA GeoEnvironmental, Inc.
Log of Well MW-14-13-1313
Sheet B of S
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson North Carolina
County,
y�
Job Number:13744
Newton dipper Falls, MA
Phone [phone] Fax [phone]g
Elevation: G.S. 333.69 ft.
C
�
Z=
p�
U
❑
d
—'
U
Materials Description
Well compietlon
a
cc
m
a
a
p
c
a
m
C
(U
3
O
~
L7
d
m
Qi
rn
i9
�n
ono.
#n
a.
"—n
a�
80
a.
a,
nn
81
�=n
82
a.
�" n
a.
8 3
n
% an
�=n
nay
DIABASE
84"—n
a.
N
�=n
o a.
8 5
o a.
86
a.
87
n
_ _ ..... .... ... ......... ...... .............
�n
a.
88
a�
�n
�n
89
a�
a�
90
"� n
a.
,ten
91
a.
o a.
92
`��
�=n
a.
=n
o a�
93
a�
a.
a.

GZA GeoEnvironmental, Inc.
Log of Well MW-14—B—DO
Sheet 7 o4 a
Engineers/Scientists
Carolina Piedmont Cisposal Facility
320 Needham Street
Anson Count North Carolina
Y�
Job Number: 13744
Newton Upper Fails, MA
Phone [phone] Fax [phone]
Elevation: G.S. 333,69 ft.
O
c
C
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p]
U
xE
m
O
r
� a
o
Materials Oescription
Well Completion
E
cc
47
0
�
m
=n
O Y/
6 Yi
=n
96n
4 Y/
Y,
L n
Y/
97
\gin
y.
n
a�
9 8
a�
a.
9 9
e
n
\�A
100
DIABASE
����
a Yn
101
%n-
�n
\"ten
102
Y/
\{n
Y
1.0.3
LN n
o' Y.
11
10 4
'Le
105
a�
a/
106
\ Ln
Y/
\ �• n
Y/
10 7
�n
108n
Yi
\ n
p Y
10 9
�n
% Y'
�n
--
Y/
Y/

GZA GeoEnvironmental, Inc.
Log of Well MW-14-8—OD
Sheet B of 8
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 13744
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 333.69 it.
C
�
Materlals Description
Well Completion
N
U
..'
Q
Qy
v ;�
eJ
a
E
cc
�
m
�
m
o _,
o.
m
C
�
S
O
~
'M
d
m
�n
�-
111
0
��n
112n
113
+
DIABASE
�=n
114
;;; a�
�f-n
a.
�n
a�
116
�n
117
�n
a�
n �
11841
................ .............
..................
�n
' a�
12 0
Bottom of Borehole at 420 feet.
121
Remarks:
tMonitoring well installed with 2'x2'x4" concrete
pad at existing ground surface supporting a
122
flush mounted steel well cover. Soil and rock
stratum descriptions are estimated based on
the color and general composition off} cuttings
observed from air hammer method. Borehole
123
advanced using air hammer method using a 12'
bit to 54' and a 6" drill bit between 54 and
120' on 5/11/95.
124
125

GZA GeoEnvironmental, Inc.
Log of Well MW-15—DB
Sheet t of 8
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 302.43 ft.
Driller: 6. Barnes/M. Trinkle — A&E Drilling Services
Drilling
Date
Time
Drill Method: H.S.A.; HO Core
Started
1/21/92
NA
Sample Method: Split Spoon; HG Core
Finished
2/13/92
NA
Borehole Diameter: iO/B in. Hater Level: 13.91 ft. (10/97)
Logged By: Stapleton/Ponti, Jr
Checked By: J.l e Oaw
o
C
r
�
c
o
6
Materials Description
Well Completion
a°'
cu
o `
L
m
(a
CL)
0
r
Lo
t— Protective
M
Steel
�.,
Casing
F7
P •-'Y
• •
RESIDUAL SOIL (0-1.5')
Concrete
••
2
„r
,r,
SAPROLITE
r „
,rr
rrr
rrr
rr,
rr,
rrr
VolClay/
rrr
Cement
;;;
Sandy Lean Clay (CL) -mostly fines, some
rrr
fine to coarse sand, trace of fine graded
7a.1
S-1
12/8
25-50
4
;;;
gravel, dry, dark, reddish --brown (2.5YR, 3/4),
rrr
low plasticity, soft consistency.
rrr
rrr
rrr
�•
rrr
rrr
lns�de 10"
rrr
a.o.
rrr
rrr
Borehcie
6
rr/
rr,
i0-6C;
rrr
rr,
rrr
rrr
r
r
r
r
rrr
8
Poorly Graded Sand with Gravel (SP) - fine to
`
coarse sand, non -plastic, low dry strength, low
rr
toughness, gray to grayish brown (10YR,
S;2
6/8
75/8
5/1-5/2), moist.
9
PARTIALLY WEATHERED ROCK (9-47')
10
11
12
Poorly Graded Sand with Silt (SP-SM) - a few
gravel, fine to coarse sands, non --plastic, low
dry strength, rapid dilatency, low toughness,
reddish brown (2.5YR, 4/4), wet.
13
S-3
4/4
75/4

GZA GeoEnvironmental, Inc.
Log of Well MW-15—D8
Sheet 2 of 0
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y.
Job Number:70W.30
Newton Upper Falls, MA
Phone i6171 069-0050 Fax [phone]
Elevation: G.S. 302.43 ft.
Q
c
.:7-
C
�^
Materials Description
Well Completion
a
E
v
c
Cl
m
fro
c
(U
z
o
~
cO
d
m
15
16
it
18
Clayey Silt (ML/CL) - low to medium plasticity,
S-4
9/6
25-75/3
19
medium to high dry strength, slaw dilatency, low
toughness, reddish brown to gray 12.5YR,
4/4-N5}, dry, hard, blocky, trace of mica.
20
21
22
..........
S
Clayey Silt (ML/CL) - low to medium plasticity,
S 5
3/2
75/3
medium to high dry strength, slow dilatency, low
24
toughness. reddish brown to gray (2.5YR,
4/4-N5), dry, hard, blocky, trace of mica.
25
26
27
28
Clayey Silt with Sand (ML/CL) - mostly fines,
S-6
4/4
75/4
few tine to coarse sands, medium plastic, light
29
gray (5YR, 5/1), hard, moist.

GZA GeoEnvironmental, Inc.
Log of Well MW-15-08
Sheet 3 of
Engineers/Scientists
320 Needham Street
Carolina Piedmont Disposal i=acility
Newton Upper Fails, FAA
Anson y, North Carolina
County,
Job Plumber: 70141.30
Elevation, G.S. 302.43 ft.
Phone [phone] Fax [phone]
z
c
E
o
as
Materials Description
Well Completion
CL
CC
m
Ql
m
p ` a
,p
{❑
C)
(U
N
x
a
~
[D
m
31
_
32
Poorly Graded Clayey Sand (SC), fine to
S-7
1/1
75/1
medium grained, plastic, fight brown, (7,5 YR,
34 6/3),
hard, moist,
35
—
36
—
37
—
38
Poorly Graded Clayey Sand fSC), fine to
5-8
1/i
75/1
...........
. medium grained, plastic, fight brawn (7.5 YR,
39 6/3). hard, moist: ...
v
40
41
-
42
43
Poorly Graded Clayey Sand (SC), fine to
S-9
1/1
75/1
J
medium grained, plastic, light brown (7.5 YR,
44 6/3), hard, moist,
-
45

GZA GeoEnvironmental, Inc.
Dag of Well MW-15--DB
Sheet 4 o4 e
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: 701�1.30
Elevation: G.S. 302.43 ft.
Phone [phone] Fax [phone]
O
c
Z
�
c
m
m
_
0
o
=
a a�
O
U
Materials Description
well Completion
a
E
14
R
m
O—
L
a
2
ro
C
OJ
S
o
~
E
0.
m
47
d. 0
GRAYWACKE (47-50.6')
--a
.0.0
48
o
Medium hard, light red --brown to light gray
.d.0
GRAYWACKE, with few close, slightly weathered
_0.'.6<
joints dipping 10-15 degrees (WS).
C-100%4
6
R017-94
4 9
0
a. 0
50
ao
:p
C•0
SANDSTONE (50.6-58.5')
51
'. a. o
°
,p 0
Hard, fresh, slightly
g y weathered red -brown, fine
SANDSTONE, with few moderately close,
52
Q
slightly weathered, shallow dipping joints,
slickensides (WS),
'•8
Q. 0
54
.o.o
6*
:o
6M
p 0
sX
55
0.0
C-2
126/123
98%
6*
6*
RGO-92
-o
_p.0
6*
64
56
:a<
s#
6 X
'. o. o
57
'O
a.o
..o
•,a
58
_°0
0
•a. o
0 o
SILTSTONE/MUDSTONE (58.5•-62.4')
59
o
60
'�o
Hard, fresh, dark gray -black
0.0
SILTSTONE/MUDSTONE, few close, slightly
o
weathered joints; breaks along thin bedding
d
-
CONGLOMERATE with subrounded sand and
C-3
B7%
R©O-70
.q0
Argiilaceous gravel. Soft, very dusky red,
o
moderately weathered MUDSTCNE; slickensided
to
,p
vertical and horizontal joints (F),

GZA GeoEnvironmental, Inc.
Log of Well MW-15—DB
Sheet 5 of a
Engineers/Scientists
Carolina Piedmont ❑isposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Phone [phone] Fax [phone]
Elevation: G.S. 302.43 ft.
o
o
L
o
Materlais Description
well Completion
a)
m
y r
L
E
cc
°°
a
m
@
U)
y
°
rL3
d
m
:O0
CONGLOMERATE (62.4-63.6')
o
�. 0
63
:o
0.0
�o
0.0
MUDSTONE (63.6-65.2')
64
..6
,o
o.o
6 5
'.0.0
6.5*
7*
a
CONGLOMERATE (65.2-66.6'1
7*
".0.0
7*
66
•.°
C-3
120/104
7*
ROD-70
.0.0
87%
7*
o
6*
'.0.0
GRAYWACKE (66.5-69.7')
s
67
. oa
s*
'. o
68
00
:o
:o•o
69
0.o
:e
70
.0.0
SANDSTONE (69.7-71.1')
o
0.0
Hard, fresh, pale red SANDSTONE, with
Ck
micaceous claystone, shallow dipping,
71
0
2--inch--thick beds; slickensided joints (F).
Q o
ARGUACEOUS SANDSTONE (71.1-74.2')
72
a
0.0
--o
73
•.Q
0.0
o
0.0
&*
4*
00
4*
74
C-4
96/74
77%
4)(
4*
RQD-67
°
O.0
GRAYWACKE (74.2-76.6')
4*
4*
75
00
4*
00
o
O.0
76
00
:o
SANDSTONE (76.6-78.5')
77
p0
Medium hard, slightly weathered, very dusky,
o
red, argWaceous SANDSTONE, with few steeply
IL
L
O 0
-,a
to shallow dipping joints (WS).

GZA GecEnvironmental, Inc.
Log of Well MW-15—DO
Sheet 8 of B
Engineers/Scientists
Carolina Piedmont Disposal Facility
Job Number: 70141.30
320 Needham Street
Newton Upper Fails, MA
Anson County, North Carolina
Elevation: G.S. 302.43 ft,
Phone [phone] Fax (6I7) 065-7769
c
*
o
a°�
Materials Description
Well Cempfet€on
E
(LI
0:
a
cu.Q!
„'•
L
ro
C:
a
s
c
'-
LO
m
C-4
96/74
77%
R00--67
O p
Bentonite
o
(78E ao')
GRAYWACKE (78.5-84')
79
-.o
C-5
292%2
ROD--79
• a 0
0
4#
00
80
p 0
_ E.. oven
Bedrock
°
O.0
Hard, moderately weathered, grayish pink to
well
f80_89
pale red GRAYWACKE, with few slightly
5
81
Oc
0
weathered joints dipping 0 to 10 degrees
(WM).
o. a
8 2
-.a a
-
4#0
—
C-6
6052%7
6#
6#
ROD-41
83
p
6#
_
6#
�O
—
8 4 46
4
•o
SANDSTONE (84-89.5'}
-
fl.0
-
�.0
Medium hard, slightly weathered, very dusky
—
86
o
red, argillaceous, SANDSTONE with slightly
qo
weathered vertical and horizontal joints; few
g#
o
slickensided (WS).
30/11
3)(
fl.0
—
C-7
37%
3#
3*
ROD-26
87
0
.° �
3#
1
0
O. i7
-
8 8
� �
Medium hard, slightly weathered, grayish
.0 0
pink -pale red GRAYWACKE with few slightly
weathered joints dipping 10-15 degrees (WS).
C-8
44%
ROD-28
89
'.0.0
•o
p0
Bottom of Borehole at 89.5 feet.
-
9D
Remarks: 1Monitoring well installed with 2'x2'x4"
-
9
concrete pad at existing ground surface
+/-
supporting 3 fog5t protective steel casing
with locking cover. Borehole advanced using
augers and single HQ core barrel, open
bedrock well installation completed by air
-
92
hammer method using 10-inch drill bit to +/- 80
feet, and 6- inch drill bit to 89.5 feet. 3No
water encountered with auger at 20 feet below
existing ground surface. 48egan roller bit
_
9�
wash method at 47-48 feet to confirm auger
SAuger
refusal. hole 8-1/4" C.D. stayed open
for 5 days.

GZA GecEnvironmental, Inc.
Log of Well MW-15--OB
Sheet 1 04 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Stteet
Ansan County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Elevation: G.S. 302.10 ft
Phone [phone] Fax (61T) 965-7769
Driller: S. Barnes/J. Wagner - A@E Services
Drilling
Date
Time
Drill method: 6" Air Hammer
Started
2/13/92
NA
Sample method: NA
Finished
2/13/92
NA
Borehole Diameter: 6 in.
Water Level: i3.38 ft. (10/97)
Logged By: M.A. Ponti, Jr. Checked By: J.L. Daw
O
C
�
C
O
Q
a a
L
Materials Description
Well Completion
cc
v
Qj.
a
co
a
�— Locking
PVC Cay7
Concrete
1
Voiciay/Ce
Grout
(0,5--2"
2
oentonte
Seal
{2-4•1
3
SEE GZA ECRING LOS MW--15-0E FOR SOIL
2" PVC
CLASSIFICAITON AND STRATUM DESCRIPTION
Riser
la-s'1
�J
FRter
r
Sand
14 — 2 5' 1
7
10
2" PVC
tiiEll screen
11
f5-25'1
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW-15-08
Sheet 2 of 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: 70141.30
Elevation: G.S. 302.10 f t
Phone [phone] Fax [phone]
c
�
cu*
o
a
Materials Description
Well Completion
E
Q]
`
µ/
m
F
L
Ln
C1
~
C7
4-
m
15
�. 44?
16
17
18
r r'
19
20
21
22
23
24
2
Bottom of Borehole at 25 feet.
26
Remarks:
(Monitoring well installed with 2'x2'x4" concrete
Pad at existing ground surface supporting +/-
27
3 foot protective steel casing with locking
cover. Borehole advanced using air hammer
method with 6" drill bit.
28
29

GZA GeoEnvironmental, Inc.
Log of Well Mid-15—SS
Sheet t of 4
Engineers/Scientists
Carolina Piedmont Oisposal Facility
320 Needham Street
Anson County, North Carolina
Job {Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 302.26 ft
Phone [phone] Fax [phone]
Driller: 8. Barnes - A6E Services
Drilling
Date
Time
Drill Method: 10"/6"/4" Air Hammer
Started
2/13/92
NA
Sample Method: NA
Finished
2/13/92
NA
Borehole Diameter: 10/6/4 in. Water Level: 15.35 ft. (10/97)
Logged By: M.A. Ponti, Jr.
Che ,Ped By: J.L. Daw
c
Z=
o
n�
O
1
u
Materlats Description
He€i completion
E
m
L
m
in
c
a)
H
x
o
C)
concrete
1
(0-0.5')
2
vo�elay/Ce ..
Grout
(0-26'1
3
SEE GZA aORING LOG MW-15-DB FOR SOIL
CLASSIFICAITON AND STRATUM DESCRIPTION
4
6" PVC
Casing
Inside 10"
o.c.
5
Dorehole
6
4" PVC
Casing
Inside 6"
PVC
T
Caskng
and
Sidewali
o
8
voiclay/Ce...;
Grout
(0-45')
Outside of
4" PVC
Casing
10
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW-15—SB
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y�
Job plumber: 70141.30
Newton Upper Falls, MA
Phone [phone]-OCH Fax [phone]
Elevation: G.S. 302.26 ft
c
y
�
a
z
E
�
..+
�
Materials Description
Well Completion
E
CL
m
:n
CU
p —
n
m
(aul
(U
o
LO
d
m
15
16
17
18
19
20
21
22
23
24
25
2 6
Penton,te
Seal
126-28')
6utsiae 6"
2 7
PVC
Casing
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW--15--SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number. 70141.30
Newton tapper Falls, MA
Phone [phone] Fax f6M 965-7709
Elevation' G.S. 302.26 ft
dE
c
o
a�
Materlals Description
Weil completion
E
m
v
CU
m
m
(D
#
o
LO
a
m
31
32
33
34
35
36
37
38
39
40
4i
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well MW-15--SB
Sheet 4 of 4
Engineers/scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax (617) 965-T769
Elevation: G.S. 302.26 ft
O
C
Z i
�
C
rJ
It,
a
O
Materials Cescriptlon
Well Completion
0
n
W
r
co
m
2
ry
V3
C
ci
0
LO
�
m
(46-46')
47
4 a
- a" Over.
Eedrock
well
49
50
51
52
53
5 4
Remarks 101onitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fot protective steel rasing
with locking cover. Response o(air hammer
3advanced
55
indicated hard rock at 25 feet. Borehole
f
using air hammer method with 10" driil
bit to 30 feet, and a 6" drill bit to 38 feet.
4No water encountered after 7 days; used air
5 6
and water to evelop well for 30 minutes with
no success. Advanced hole using an air
hammer method with 6" drill bit to 48; and 4"
bit 59.
57
5 8
Bottom of Borehole at 59 feet.
60
61

GZA GeoEnvironmental, Inc.
Log of Well MW-16—DB
Sheet 1 of T
Engineers/Scientists
Carolina Piedmont Disposal Facilit
P y
320 Needham Street
Newton Upper Fails, MA
Anson Count y, North Carolina
Job Number: T0141.30
Phone (617) RG-0050 Fax (617) G65•-7T69
E1eY8tI0r1: G.S. 312.37 lit.
Driller: B. Barnes/J. Scribellito — ASE Drilling Services
Drilling
Date
Time
Drill Method: H.S.A./HQ Core/Air Hammer
Started
2/20/92
NA
Semple Method: Split Spoon/Hi9 Core
Finished
2/20/92
NA
Borehole
01ampter:
10/6 in.
Water
Level:
28.23
it. (10/97) Logged By: F. Banner Checked
By:
J.L. Daw
o
Z
c
�
c
e
o
_v
J
*
o
CU
Materials ❑escriptEon
Ha## Completion
CL
co
n
N w
L
p
O
~
ri
m
-<— Locking
PVC Cap
• °
RESIDUAL SOIL (o-o.5')
Cement
•••
SAFRQLITE (0.5-m,s')
-
..:
Clayey Sand (SC) - mostly fines, little fine
sand, pale yellow, moist, low plasticity, very
Voiciay/Ce
Grout
Stiff,
ta.5-73'1
-
S-!
24/22
8-10
rrr
12-1A
„l
rr.
rrr
rr,
r/
-
7
/
F
/ r
B
f
/ r
Clayey Silt (ML) - mostly fines, tittle medium to
fine sand, pale yellow, moist, low to medium
6" PVC
Casing
plasticity, very stiff.
Inside 10"
-
S-2
24/18
6--12
0.0.
17-I8
-
-
10
11
12
13
Clayey Silt (ML) - mostly fines, trace medium
i
8-12
to fine sand, pale yellow, moist, low plasticity,
S-3
24/20
15_15
very stiff. .

GZA GeoEnvironmental, Inc.
Dog of Well 11AW-18--OB
Sheet 2 of 7
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Plumber: 70141.30
Newton Upper Fa11s, MA
Phone [phone] Fax [phone]
Elevation: G.S. 312,37 ft.
C
�
O
C
M
o
O
Materlais Oescription
Weil Completion
a+
1
d
m
S-3
24/20
6-12
15-15
16
'•/
16
17
18
r/♦
5-4
12/10
25-75
PARTULLY WEATIEiED ROCK (18.5-45')
19
Clayey Silt (ML) - mostly fines, medium to fine
sand, very stiff, pale yellow, moist, low
plasticity.
20
21
22
23
5-5
24/12
36-4424
Poor Graded Sand with Silt (SL-SM), Medium to
70-68
Fine Sand (SP) over Clayey Silt (ML) - mostly
fines, few medium to fine sands, trace highly
weathered siltstone (WH): hard, moist, pale
26
yellow, non- plastic.
26
27
28
No recovery,
S-B
4/0
75/4
29

GZA GeoEnvironmerital, Inc.
Log of Well Mid-18"BB
Sheet 3 of 7
Engineers/Scientists
Carolina Piedmont Disposal Facility
3Needham Street
Anson Count North Carolina
y,
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax (6M 965-7769
Elevation. G.S. 312.37 ft,
d
c
V
E
o
a
w �,
a
Materlals Description
Well Completion
a
E
d
n
m
ro
u)
c
as
o
0.
m
31
32
33
Clayey Silt (ML) - mostly fines, trace fine to
medium sand, yellowish tan, moist, low plasticity,
stiff.
S-7
t
24/14
10-3
34
35
36
37
38
Clayey Silt (ML) - mostly fines, few medium to
S-8
7/8
61--75/1
fine sands, traces highly weathered siltstone
(WH).
39
40
41
42
43
S-9
4/4
75/4
44
4 524114
ARGUITE (45-loo')
C-1
? 0%
1111(
RGO-100

GZA GeoEnv€ronmental, Inc.
Log Of Well MW--16--DB
Sheet 4 of 7
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
ACounty,North Carolina
Anson
Job Number: 70141.30
Elevation: G.S. 312.37 ft.
Phone [phone] Fax [phone]
O
c
ti
G
*
Q
a
O
Naterlals Oescriptlon
Well ccmpletlon
ago
CC
al
r
a
2
o
c�
a
�
C-1
210024
12X
ROD--100
Hard, fresh to slightly weathered pale gray
1
bedded ARGILLI7E, with mafic beds 1/2" thick,
4 7
dipping 30-45 degrees; minor faults throughout
core; annealed with calcic minerals (WS),
48
14*
49
C-2
692%5
14*
14)(
ROD-72
14
14*
5 0
ARGILLITE
51
52
53
52'-53': Severely weathered and brecciated
zone; microbreccia, calcic vugs.
54
14*
4 *
55
C'3
697%8
4K
ROD-66
4*
7*
56
57
58
59-59.6': CLAY --filled zone,
59
7*
C
4
687%4
*
6*
ROD-50
60
6�
3
61

GZA GeoEnvironmentai, Inc.
Dog of Well Mil-16—❑®
Sheet 5 of 7
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job plumber: 70141.30
Newton upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 312.37 ft.
O
C
E
0
v
o
a _ m
a
Materials Description
Well Completion
Q
E
Qi
M
-
n
..,
(5.2
p"
L
a
U'
¢�
S
o
d
to
7
C-4
64 87%
6*
RGQ-5c
6*
6 3
83-13T: Highly fractured zone; stress fractures
perpendicular to bedding; beds dip C 45
degrees.
634—�K
65
66
5*
67
5)(
4*
C-5
1295%4
4*
4*
RCD-27
68
4
4*
5*
5*
69
8*
.
70 41
71
`.
72
7 3
Hard, fresh, greenish -gray, bedded
Eentorlte
ARGILLITE, close, highly weathered strong iron
Sea[
oxidized joints, shadow dipping; numerous
(73-75'1
micro -stress fractures.
74
e*
7*
7*
7*
75
C-6
120/108
9C%
7*
8*
Roo-58
wP"rGo�
�*
Ii5-ioo'1
s*
76
s
77

GZA GeoEnvironmental, Inc.
Log of Well MW-16—DB
Sheet 8 of 7
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County,North Carolina
Job Plumber: 70t4l.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 312.37 ft.
o
c
_
E
o
Z
a�
E
*
m
o
y
Materials Description
Well Completion
a
E
N
ai
y m
p
L
CL
0
a
m
79
8*
7*
7*
7*
8 0
ARGILLITE
C�-6
t290% 8
8*
RO❑-56
sX
81
s*
7*
82
83
83-85'; Moderately weathered zone, close
joints.
84
85
86
7*
7
87
-
C-7
1083%6
7
5-X
ROD-20
5
5#
88
5
4*
89
90
91
9 2
82-97'; Minor faults withmicro-breccia and
4*
filled with calcic minerals, vugs.
4*
C-8
96/96
100%
4*
4*
ROD-74
Q 3
4*
4*
4*

GZA GeoEnvironmental, Inc.
Log of Well MW-16—DB
Sheet 7 of 7
Engineers/Scientists
Carolina Piedmont disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: 70141.30
Phone [phone] Fax [phone]
Elevation: G.S. 312.37 ft.
c
�
E
*�
o
Materials description
Well Completion
)
C
ai
S
a
~
L7
9 5
ARGIiLITE
96
4#
4
C-8
90�X
4*
4'X
RGO-74
97
97-100'; Micro -stress fractures, minor offsets,
4
caicic filled joint planes.
4*
4x
98
:
99
100
Bottom of Borehote at ;00 feet.
101
Remarks: IMonitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fo5t protective steel casing
with locking cover. Borehole advanced using
102
augers and single HG core barrel; open
bedrock well installation completed by air
hammer method using 10-inch drill bit 3 75
feet and 6-inch drill bit to 100 feet. Auger
103
cuttings indicate medium to fine Sand (SP)
between 22 and 24 feet below existing grade.
4Sp1it
spoon shoe broke in hole on S-6; No
recovery.
104
105
106
107
108
109

GZA GeoEnvironmental, Inc.
Log of Well M W-18-06
Sheet 1 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Elevation: G.S. 312.83 ft.
Phone [phone] Fax (6$7) 965-7769
Driller: B. Barnes/J. Wagner - A6E Services
Drilling
Date
Time
Drill Method: 6" Air Hammer
Started
2/04/02
NA
Sample Method: NA
Finished
2/04/02
NA
Borehole Diameter: 6 in.
water Level: 26.78 ft. (10/97)
fogged By: M.A. Ponti, Jr.
�he,rn2u 6y; J.L. 17aw
C
❑
L =
a y
0
Materials Oescriptlon
Well Completion
E
Q7
ar
a
can
o
CL
co
rt— 1_oc€aMg
PVC Cap
Concrete
Vciclay/Ce ,;
Grout
[0.5-t2')
3
SEE GZA BORING LOG MW-IB-DB FOR SOIL
CLASSIFICAITON AND STRATUM DESCRIPTION
4
5
z.. PVC
Riser
IO-15'I
6
7
8
8
10
11
12
Bentonkte
Seal
€t2-14')
13

GZA GeoEnvironmental, Inc.
Log of Well MW-16-08
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont aiSPosal Facility
320 Needham Street
ACount North Carolina
Anson y
Job Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 312.83 ft.
Phone (617) g69-oo50 Fax (617) G65-7769
o
G
ca
o
n
Materials Description
Well Completion
Q
E
L
m
U)
G
y
x
a
~
a_
m
15
+� k
'r''
Filter
Sand
(14-45'l
16
2' PVC
wellscreen
i0.010
S€ot)
17
Inside 6"
D.C.
Borehole
(15-4S')
18
20
21
22
23
25
28
27
28
29

GZA GecEnvironmental, Inc.
Log of Well MW-16-08
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: 70141.30
Elevation: G.S. 312.83 ft.
Phone [phone] Fax [phone]
O
ry
T
c
a
Z
E
m
....
.J
Materials Cescrlptlon
Well Completion
Q
1=
cc
m
\
CU
9
c
a;
i
o
~
o..
b
31
32
33�u
N
34
35
38
37
38
Remarks: 1Monitoring well installed with 2`x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fo?t protective steel casing
with locking cover. Borehole advanced using
39
air hammer method with 6" drill bit to 45 feet.
40
41
42
43
44
4
Bottom of Borehole at 45 feet. "� `

GZA GeoEnvironmental, Inc.
Log of Well MW-10--SB
Sheet i of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County,North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 311.21 ft
Phone (BIT) 969-0050 Fax (BIT) 905—TT69
Driller: B. Barnes/J. Wagner -- ACE Services
Drilling
Date
Time
Drill Method: 10"/6" Air Hammer
Started
1/17/92
NA
Sample Method, NA
Flnlshed
2/03/92
NA
Borehole Diameter: 10/6 in. Water Level: 25.04 ft. (10/97)
Logged BY: M.A. Ponti, Jr. Checked By., J.L. Daw
O
C
y
L
a
0
*
o
a
�m
O
0
u
Haterials ❑escrlptlon
Well Comptetian
E
E
m
[C
CD
N
m
m
(n
c
Qj
s
m
~
cD
t— Lading
PVC Cao
Cement
1
(a -a �•j
2
3
SEE GZA BORING LOG MW-16-DB FOR SOIL
voi� ay/Ce:.
CLASSIFICAITON AND STRATUM DESCRIPTION
Grout
ta.5-sz'I
6
B" PVC
Casing
Inside IG'
o a.
7
Borehole
e
8
9
10
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW-16--SO
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Dumber: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 311.21 ft
Phone W7) 960-0050 Fax [phone]
c
�
x
76
n (
Materials Description
Well Completion
Q
1 O
Q�
or_
\
\
N
d�
L
d
0
C
Q1
3
O
~
C7
m
15
16
1l
18
1g
20
21
22
23
24
25
26
27
28
I
29

GZA GeoEnvironmental, Inc.
Log of Well MW--16—SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
An Count North Carolina
Anson y.
Job Plumber: 70141.30
Phone (15M 969-0050 Fax [phone]
Elevation, G.S. 311.21 ft
0
0
c
1
U
ZZ
=
❑
��
a v
m
°
J
0
materials Description
Well Completion
E
w
❑
m
ro
Ln
c�
0
i
°
LO
�
m
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well MW-16—SS
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
Job Number: 70t4l.30
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Elevation: G.S. 311.21 ft
Phone [phone] Fax [phone]
c
a�
v
*
o�
Qm
J
�
Materials Description
P
Well Completion
0
E
cmot
m
a
C3 W
a
m
(I7
a
c
a
m
4l
48
49
50
51
52
Bentcnite
Seal
(sz-5s^I
53
5q
6" Open
Bedrock
W0
5 5
�j.
56
5l
58
59
Bottom of Borehole at 59 feet.
60
Remarks:
1Monitoring well installed with 2'x2'x4" concrete
pad at existing ground surface supporting
6
3 foot protective steel casing with locking
cover. Borehole advanced using air hammer
method with 10" drill bit to 54 feet, then 6" to
59 feet.

TRC Environmental Corporation
Log of Well MW-16D
Sheet 1 of 3
-*Customer- Focused Solutions*
Anson County - SAM.F.
6340 Quadrangle Drive, Suite 200olkton
North Carolina
Job Number: 23490-0020-00000
Chapel Hill, NC 27514
Phone (919) 4I9-7500 Fax [phone]
Elevation: G.S. 311,80 ft.
Driller: Bore C Core, Inc./Mark Seiler
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
10/3/97
NA
Sample Method: 2" O.D. Split Spoon
Finished
10/6/97
1115
Borehole Diameter: 8 in,
Water Level: See Remarks
Logged By: J.L. Daw, P,G. Checked By: J.G. Tew, Jr., P.E.
O
c
v
0
Materials Description
Well Completion
N
o
n°'
u
a
E
c
�
0
ar
O `�
r
a m
cn
v
~
Locxing
CL
Cover
r r
SAPR©LITE (0-28')
rrr
rrr
rrr
1
rrr
rrr
2" PVC
rrr
Riser
rrr
rrr
0_ J3,
rrr
rrr
Portland
Cement
rrr
rrr
0--29'
rrr
rrr
park yellowish orange .00YR 6/6)/moderate
rrr
reddish brown (10YR 4/6) mottled Silt (ML)
rrr
rrr
5
1
24/24
10-17
4
rrr
30-32
rrr
rrr
rrr
rrr
Shelby tube collected 5-5.5' - tube refusal
rrr
rrr
rrr
♦rr
rrr
r♦
6
r♦
rr
rr
7
r
•rr
r
r
g
Dark yellowish orange (10YR 6/6)/grayish
orange (IOYR 7/4)/ very pale orange OOYR
8/2) mottled Silt (ML)
r r
S-2
24/l8
11-21
9
27-30
10
11
12
13
Pale yellowish orange (1OYR 8/6)/very pale
orange (IOYR 8/2) Silt, little coarse sand in
L
S-3
24/18
17 27
thin zones (ML)
I
40-41
I __
A—
I

TRC Environmental Corporation
Log of Weil MW-16D
Sheet 2 of 3
*Customer -Focused Solutions*
Anson County - S.W.M.S=.
6340 Quadrangle Drive, Suite 200
Poikton, North Carolina
Job Number: 23490-0020-00000
Chapel Hill, NC 27514
Phone [919) 419-7500 Fax [phone]
Elevation: G.S. 311.80 ft.
c
o
Materials Descrlpticrn
Well Completion
a
E
rJ
Ccc
2
0
U]
a
17-27
'"
S-3
24/18
40-41
fir
.,,
15
.,.
16
„'
17
18
Pale yellowish orange (IOYR 8/6)/very pale
orange OCYR 8/2) Sill, little coarse sand in
thin zones (ML)
sir
5-4
24/16
21-27
19
rrr
32-40
rs
rr
"
20
r,•
„
,
21
,
,.
22
23
Pale yellowish orange (10YR 8/6)/very pale
-TT
`
orange (10YR 8/2) Silt, some coarse sand in
thin zones (MO
S--5
24/22
12-20
24
32-35
25
26
27
28
PARTIALLY WEATi-ERED ROCK (28-38')
S-6
9/g
37
100/3"
Yellowish gray (5Y 7/2) Silt, some medium -fine
sand (ML)
29

TRC Environmental Corporation
Log of Well MW-16D
Sheet 3 of 3
*Customer -Focused Solutions*
Anson County — S.W.M.F.
6340 Quadrangle Drive, Suite 200
Polkton, North Carolina
Job Number: 23490-0020-00000
Chapel Hill, NC 27514
Phone [phone] Fay [phone]
Elevatlon: G.S. 311.80 ft.
O
C
z
Materials Description
Well Completion
r.r
d
@
C]
�..-.
)
N
L6LO
as
r
f�
Bentanite
Sea[
31
ze-sl.e'
32
33
Yellowish gray (5Y 7/2) Silt, some medium -fine
S-7
8/7
2-50/2,
sand (ML)
34
Filter
P p
SarQ
35
z. €,0101
PVC Well
Screen
33-36'
36
37
38
5-6
8/8
1CC/6*'
Bottom of Borehole at 38 feet (auger refusal)
39
Remarks: lWater level 27.4' BGS at com letion
-Water
<
2Water level 25.0' BGS after 24 hours
level 25.76' BGS 1C/21/97 at t238
40
41
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well MW-17-OSS
Sheet 1 of 1
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fa315, MA
Phone [phone] Fax [phone]
Elevation: G.S. 310.73 ft.
Driller: M. Trinkle -- A&E Orilling Services
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
2/4/92
NA
Sample Method: Split Spoon
Finished
2/4/92
NA
Borehole Diameter: B-1/4 in. Water Level: See Remarks
Logged gy: P. Banner
Checked By: J.L. Daw
C
z
Materials Description
well Completion
Q1
lS
""
O
a 37
U
a
Ol
L
n
r0
U7
N
Yo
~
Lo
�- P'OteCIIVe
c-
m
steel
�gsing
Cement -
1
RESIDUAL SOIL (0-31
Poorly Graded, Mostly Fine to Medium Graded
rt eentonEte
•' •
Sand with Silt and Gravel (SP-SM) - little
uejl '
` •
fines, little_ fine to medium graded gravel, dry,
°
llght yellowish brown, (IOYR, 6/4), normal
•; ,
non -plastic,
`
Filter
rrr
SAPROLITE (3-9.5)
Sand
Completely Weathered Siltstone, Clayey Silt
Wl�
(ML/CL) - mostly fines, trace of fine graded
4
rrr
sand, dry, brownish yellow OCYR, 6/8), low
plasticity, blocky.
S-1
24/24
13-
rr,
48-46
rrr
rrr
2" PVC
rrr
rrr
Riser 0-5'
rrr
r,r
rrr
C
rrr
lJ
rrr
rrr
rrr
♦rr
♦rr
♦rr
rrr
g
,rr
2" PVC
'
rr
wel€screen
Completely Weathered Argillite (WC), converts
Ji0.010
rrr
rr
to Clay (CL/ML) - mostly fines, trace fine
51°`}
9
';,
graded sand, dry to moist, pale yellow (2.SYR,
r"
1.3), medium plasticity, blocky.
S-2
23/17
38-56
28-75/5
77
PARTIALLY WEATWRED ROCK (9.5-10')
10
Bottom of Borehole at 10 feet.
}
Remarks: IScil classificatiop for residual soil
based on auger cuttings. Monitoring we[I
installed with 2'x2'x4" concrete pad at existing
ground surface supporting +/- 3 foot by
12
protective steel casing with locking cover.
Borehole advanced using hollow stem auger.
4Auger Refusal a�+/- 10 feet below existing
ground surface. Water level - Dry (at
13
completion), Dry (10/97)

GZA GecEnvironmental, Inc.
Log of Well MW-17—SB
Sheet 1 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]g
Elevation: G.S. 310.70 ft.
Driller: M. Trinkle/J. Wagner -- ACE Drilling Services
Drilling
Date
Time
Drill Method: Air Hammer; HO Core Sarrel
Started
2/24/92
NA
[Sample Method: HO Core
Flnl5hed
2/28/92
NA
borehole Diameter., 10/6 in. Water Level:24.37 ft. OV97)
Logged By: Banner/Ponzi, Jr.
Checked 8y: J.L. Daw
Z
roro
t
J
Materials Description
Well Completion
a
v
m m
a
E
cc
m
m
�`
m
ro
V7
3:
to
Protective
CL
in
sleet
�asang
See GZA Boring Log MW-17-OBS for Soil
— concrete
1
Classification and Stratum Description.
0-0.5'
3
4
5
-E PVC
Casing
Inside tO"
O.D.
6
Ba!ehcie
0-42'
T
a
Cement
Grout
0-40
9
10
11
12
13

GZA GeoEnvircnmental, Inc.
Log of Well MW-17—SB
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
.lob Number: 70141.30
Newton Upper Falls, MA
Phone (617) 969-oo5o Fax [phone]T69
Elevation: G.S. 310.70 ft.
o
c
aav
o
Materiafs Description
Welt Completion
0
au �
r
a
a
U)
C�
W
i
o
~
CL
m
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Lag of Well MW-17-SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 310.70 f t,
c
Z
E
*
o
L w
Materials Description
well Completion
d
M
n
U7
c
�
i
a
LO
31
32
33
34
35
36
37
38
39
4 0
aentunite
Seal
40-42'
41
4 2
ARGUITE (42-61.8')
4 3
C-1
30/30
777
ROD-58
4 4
Hard, fresh, greenish gray, Bedded ARGILLITE,
with close, slightly to moderately weathered
steeply cl€pping joints; several curviinear
vertical stress fractures; few joint aligned
45
calcic vugs.
C-2
23/22
13
ROD-75

GZA GeoEnvironmentaf, Inc.
Log Of Well MW-17—SB
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job dumber: 70141.30
Newton Upper Fafis, MA
Phone [phone] Fax [phone]
Elevation: G.S. 310.70 ft.
O
C
C
o
z
E
*
o
n
Materials Description
well Completion
_v
Q
W
\
fl.
2
ro
cn
C
a�
k
o
~
0
C-2
23/22
RGD-75
47
--
o.s
C-3
32/21
1.3
ROD-48
4
48
mY,. '«. f.
y m
E— 6" Open
,v
Z
Hcle
42-61S'
49
50
C-4
28/17
1.5
ROD-0
51
52
C-5
32/23
1
5.3
RGD-17
3.3
tj6
54
54.5--6t.8% Annealed fault breccia with bedding
C-6
31/23
2.55
ROD-81
offsets between f inch and 3 inches; fractures,
3.3
joints and vugs filled with catcic and iron oxide
minerals.
56
5 7
Remarks: 1No split spoon samples taken;
stratum descriptions based on air hammer
cuttings. 2Hole advanced using 10-inch O.D.
air hammer; HD r3ock core obtained between 42
0.7
58
and 61.8 feet. Monitosing well installed with
2'x2'x4" concrete pad at existing ground
C-T
43/34
016
ROD-56
surface supporting +/- 3 foot protective steel
f 5
casing with locking cover. 4Air hammer
59
cuttings indicated bedded Argiilite (saprolite)
to +/- 32 feet: slightly weathered bedded
Argiliite between 32 and 42 feet.
60
C-8
19/11
422
ROD-1C0
61
Bottom of Borehole at 81.6 feet.

37
GZA GeoEnviranmenta€, Inc.
Engineers/Scientists
320 Needham Street
Newton Uppppeer falls, Massachusetts 02164
F [phone]
ring Co. Graham & Currie
"eman Tony Shuster
G2A Rep, K.A. Ponti, Jr.
Date Start 05/16/95 End 05/16/95
Location See Exploration Location Plan
GS.ELev. 32-7 , 0 Datum NGVD
R9,:N"],'WL,---FP-er1
Sample Information
./ Depth Blows/ Fie
Sotid Waste Management
Anson County, North Car
Caro
Casing Sampler
Type NA NA
I.D./0.0. NA NA
Hammer Wt. NA NA
Hammer Fall NA NA
other 12-3141° H.S.A.;NX Rock Core
Sample
Ld Description & Classification
H G S No. Rec. (Ft.) 6" Test Data
5
10
15
20
25
Date
05/15/95
05/16/95
05/17/95
05/19/95
No samples obtained in overburden -
stratum description based on auger
cuttings.
Boring No. NW-17A-BZE
Facility----.�.—...
- — - Page 1 of 4
Fite No. 13744
Chkd. By
Groundwater Readings
Time Depth Casing Stab. Time
1910 46.5' 44, 0
0635 46.7' 44, t 12 Hrs.
0940 47.2' 44' s 1.6 Days
07CC 1 50.4' 11 44' g 4 Days
Stratum R Equipment InstaLLed
M _
Description K FLush Mounted Steel
S Cover
RESIDUAL ..Concrete
SOIL 0-0.5,
2.5'
Cement
Grout
0.5-42'
6" PVC
Casing
Inside
12-3/4"
O.D.
CLAYEY Borehole
SILT 0-44'
SAPRGLITE
SILTY
CLAY
SAPPROLITE
1. See Remark No. 1 on Boring Log HU-17A-00.
R 2. See Remark No. 2 an Boring Lag Hu-17A-DC.
e 3. Borehole advanced using hoLLow stem auger method (HSA) to 441 and NX rock core between 45 and SS' on
m C5/16/95 and 05/17195; borehole completed with air hammer method between 45 and 1131 below grade on
a C5/17/95; all water evacuated from weLl by air hammer on 05/17/95 at 1600 hrs.
4. Water Level - Dry (10/97) s
p
g:\13744.C4C\13744-OC.sjt\report\boring.tog\17abzepl.frm
Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. eater level
readings have been made at times and under conditions stated. FLuctuaticns of grcundwater nay occur due to factors
other than those present at the time measurements were made.
Boring No. H'J-17A-8ZE

GZA GEOENVIRONMENTAL, INC. Solid caste Boring No, Nod-17A-SZE
Enaineers[5cientisis Fkanagement Facility --_
Page 2 of 4
320 Needhhpaapmm Street
Newton
050alls, Kassachusetts 02164 Anson County, North Carolina File No. 137"
969-0—
Chkd. By:
i
C B
S L
N W
G s
Sample
Information
Sample
Description 8 Classification
Stratum
Description
RM
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
611
Field
Test Data
V PVC
Casing
Inside
12-3/41,
O.D.
Borehole
0-44,
SILTY
35
CLAY
SAPROL I Ti_
'<
40
42'
WEATHERED
Bentonite
ARGILLITE
Seal
MIN/FT
RQD
44'
-----
42-44'
b'° Open
45
Hard to very hard fresh, highly
fractured, dark bluish -gray DIABASE
Bedrock
Well
44-118,
C-1
36/32
45-48
5
20
7
0
with several iron oxide stained, tow
to steeply dipping weathered/clay
filled Joints/fractures; joints very
close-ctcse-
Similar to C-1, except several high
mle joint spaces 0.5 to 1.8" thick
filed with .light. orange, iron oxide
stained silty clay, between 48 and
56'.
4
C-2
120/
48-58
3
5
48
4
4
48-561: highly fractured.
4
DIABASE
4
3
BEDROCK
3.5
3.5
55
4
3'.5
3
Similar to C-1, except few slightly
weathered, iron oxide stained joints
/fractures, close to moderately
C-3
120/
56-68
3.5
65
78
4
60
widely spaced, low to moderately
dipping joints/fractures, iron oxide
stained Clay filled.
5
3.5
3
4
3.5
R
4. Borehole callapsed during installation of packer test eGui�ent at 52.5' betcw grade; bottom of hole
wet and contained orange silty clay on electric .water tevel reader sensor rod.
e
m
a
r
k
s
5:\13744.040\13744-OO.sjt\report\boring.lag\17abxepZ.frm
atification tines represent approximate boundaries between sait types, transitions may be gradual, Water levet
.ddings have been made at times and under conditions stated. Fluctuations of groundwater may cccur.due to factors
other than those present at the time measurements were made.
Boring No. Mu-17A-BZE

Boring No. XW-17A-B2.E
rs/Scientists '—�
EnginiiGZA GEOENVIROl6MEXTAL, INC. Solid Waste Managemer+t Facility
Page 3 of 4
320 Needham Street
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 137"
[phone] Chkd. By:
n
C B
5 L
N V
G S
Sample
Information
Sample
Description $ Classification
StratLrn
Description
R
M
K
S
Equipment
Installed
No.
?en./
Res.
Depth
(Ft.)
MIN/FT
Roo
70
75
80
90
95
5
Similar to C-3, except joint/fractures
very close - moderately widely spaced,
slightly stained to clean.
Similar to C-4, except few joints/
fractures, mostly clean.
98-118, Cuttings: clean, iron oxide
stains absent, trace amounts of milky
quartz indicating veintets.
DIABASE
BEDR=
5
6" Open
Bedrock
Veit
44-1181
4
3
c-4
120/
68-70 1
3 1
61
3.5
4
4
3.5
3
3
3.5
4
4
C-5
120/
78-98
3.5
63
74
4
3.5
2.5
3.0
4
5
3
3
3
4:4
5. Bottom of XX Core barrel adanced to 981.
R
e
m
a
r
k
s
g:\13744.C40\1374"4-00.sjt\report\boring.log\17abzep3.frm
—atification lines represent approximate boundaries between soil types, transitions may be gradual. (dater level
sings have been made at times and under conditions stated. Fluctuations of groursdwater may occur due to factors
er than those present at the time measurements were made.
� --ng No. M1d-17A-BZE

GZA GEOENVIRONSENTAL, INC. Baring No. MU-17A-SZE
ng Eineer5/Scientist5 Solid Baste Management Facility
Page 4 of 4
320 Needhhpaamm Street
Newton
954-005palls, Massachusetts 02164 Anson County, North Carolina File No. 13744
Chkd. By:
7
C 8
S L
N W
G 5
Sample
information
Sample
Description 8 Classification
Stratum
Description
R
K
S
Equipment
installed
No.
Pen./
Rec.
Depth
(Ft.)
Slows/
511
Field
Test Data
105
11D
115
--- -
DlABA5E
BEDROCK
5" open
Bedrock
Well
44-118,
IF
0
125
130
Bottom of Borehole at 11a'.
r
1
R
e
m
a
r
k
s
g:\13744.C40\13744-00.sjt\report\`+,cring.log\17abzep4.frm
-atification lines represent approximate bcurdaries between soil types, transitions may be gradual. Water level
eadirgs have been made at times and under conditions stated. Fluctuations of groundwater may occur -,due to factors
other than those present at the time measurements were made.
Baring No. HW-17A-BZ_c

GZA GeoEnvirormcntal, Inc. Boring No. MU-17A.BZW
�naineers/Scientists Solid Waste Marmgewent Facility Page 1 of 6
320 Nee&am Street North Carolina File No, 13744
Newton Upper Falls, Massachusetts 02164 Anson County,
[phone] Chkd. By —
'raring Co. Graham L Currie Casing Swnp I e r
Groundwater Readings
Time
Depth
Casing
Stab. Time
=eman Dan Graham Type NA NA Date
1930
Dry
24r
7 Hrs.
ii7A Rep. M.A. Ponti, Jr. I.P./O.D. NA NA 05/10/95
1"0
44.78
241
t 2 Days
Date Start 05/11/95 End 05/11/95 Hammer Wt. NA NA 05/13195
1450
45.28
241
t 6 Days
Location See Exploration Location Plan Hammer Fall NA NA 05/17/95
1308
45.58
241
t B Days
GS.Elev. 328.011 Datum NGVD Other 12"1611 Air Hanmr 05/19/95
D
P
T
H
C B
S L
N Y
G S
Sample Information
Sale
Description S Classification
I
Stratum
Description
RM
K
S
Equipment Installed
No.
Pen./
Rec.
Depth
(Ft.)
Btows/
6"
field
Test Data
Flush Mount Steel
Cover
No samples obtained in overburden -
for stratum descripption refer to
GZA Boring Log Mu-17-08.
31
RESIDUAL
SOIL
s
-----
"`
Concrete
0-0.5'
6" PVC
Casing
Inside
121E O.D.
Borehole
0-241
5
CLAYEY
cement
Grout
0.5-24,
SILT
SAPROLITE
10
12, t
SILTY —
CLAYEY
1
SAPROLITE
w:
151
x
15
WH ARGILLITE
is
17,
MODERATELY
WEATHERED
20
ARGILLITE
221
SLIGHTLY
WEATHERED
241 ARGILLITE
Bentonite
Seal
22-24,
25
241-41.51 Cuttings: pale yellow -tan,
+1-60X slightly Cron oxide stained,
silty clay coated, fresh, median
hard.
— -- ---
BEDDED
ARGILL€TE
6" Open
Bedrock
Well
24-1251
(tan light -
gray)
R
e
m
r
k
1. See Remark No. 1 on Boring Log }lW-17A-DD.
2. See Remark No. 2 on Boring Log MW-17A-DD.
3. Borehole advanced usme ing air hammer method with a 1211 drill bit to 241, and a 611 drill bit to 125; between
05/10/95 and 05111/95.
4. Water Level - 49.55 (10/97)
s
g:\13744.040\13744-00.sjt\reportlboring.log117abzwpl.frm
.ratification lines represent approximate boundaries between soil types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur.due to factors
other than those present at the time measurements were made.
Boring No. Ml4J-17A-BZW

GZA GEOENVIRONMENTAL, INC.
gnc3ineeentists
320 Needham Street
Newton Uppp�eer Falls, Massachusetts 02154
(617) 969'0050
C B sampte Information
S L
p W Pen./ Depth 8tcus/ field
N G s Na. Rec. (Ft.)� 6" Test Data
35
40
45
70
55
60
Boring No. MW-17A-BZW
Solid Waste Management Facility
Page 2 of 4
Anson County, North Carolina File No. 13744
sample
Description & Classification
41.5-61.51: Median hard -hard, fresh,
little (15%) iron oxide stains.
Chkd. By:
stratus R Equipment Installed
M
Description K
Is
BEDDED
ARGILLITE
(tan - light
gray)
41.5' t
BEDDED
ARGILLITE
.(gray)
61.51 t
BEDDED
ARGILLITE
(dark gray)
6" open
Bedrock
Welt
24-125'
R
e
m
a
r
k
g.\13744.04C\13744-00.sjt\repert\boring.log\17ABZWP2.FRM
ratification lines represent approximate boundaries between soil types, transitions may be gradual._ Water, level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Baring No. MW-17A-$ZW

GZA GEOENV€RONMENTAL, INC.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, Massachusetts 02164
[phone]
C B Sample Information
S L
N L Pen./ Depth 18t..s/ Field
€ H G S No. Rec. {Ft.7 611 Test Data
70
75
80
90
95
Boring No. XW-17A-BZW
Solid Waste Management Facility ---- �.—
Page 3 of 4
Anson County, Worth Carolina File Z. 137"
Sample
Description & Classification
Chkd. By:
Stratus H Equipment Installed
Description K
is
BEDDED
ARG1LLITE
(dark gray)
611 Open
Bedrock
Welt
24-125'
R
e
m
a
r
k
g.\13744.040%13744-OO.sjt\repert\boring.tcg\17abzwp3.frm
,ffication lines represent approximate boundaries between sail types, transitions may be gradual. Water Level
lreadirgs have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. KW-17A-8ZW

GZA =ENVIRONMENTAL, INC. Solid Waste Baring No. R4W-17,4-BZW
Engineersl5csentists_ Management Facility
Page 4 of 4
320 Needham Street
Newton Ljppppeer Fatts, Massachusetts 02164 Anscn County, North Carolina File No. 13744
[phone]
Chkd. By.
n
C g
S L
14 W
G 5
Sample
Information
Sample
Description t Classification
Stratum
Description
RR
K
S
Equipment
Instalted
140.
Pen./
Rec.
Depth
(Ft.)
alows/
6"
Field
Test Data
611 Gpen
Bedrock
Well
24-125,
105
110
115
aJ
121.5-1251: Hard fresh, very dark
gray, trace(-) (S%) iron oxide
stains.
BEDDED
ARGILLITE
(dark gray)
121.5' t
— -- --- —
BEDDED
ARGILLITE
(very dark
gray)
1z5
130
Bottom of Borehole at 1251.
R
e
m
a
r
k
s
5:\13744.040\13744-00.sit\report\bcring.log\17abzwp4.frm
atification tines represent approximate boundaries between sail types, transitions may be gradual. Water level
eadings have been made at times and under conditions stated. Fluctuations of groundwater may occur -due to factors
Other than those present at the time measurements were made.
Baring No. HW-17A-BZW

1
GZA GeoEnvironmental, Inc.
E ineers Scientists
320 Needham Street
Heaton Urpper Falls, Massachusetts 02164
[phone]
ring Co. Graham $ Currie
'eman
Dan Graham
GZA Rep.
M.A. Ponti, Jr.
Date Start 05/10/95 End 05/17/95
I
Location
See Exploration Location Plan
GS.Etev.
327.63 Datum NGVD
D
C B
5amiple Information
T
N w
Pen./ I
Depth
Blows/ I
Fie
Solid waste Management
Anson County, North Ca
Ca_ sing Sampler
Type NA NA
I.D./0.D. NA NA
Hammer wt. NA NA
Hammer Fall NA NA
Other 12"/611 Air Hammeram Sple
ld Description & Classification
H G S No. Rec. (Ft.) 6" ITest Data
5
10
15
2C
25
t
Date
05/10/
05/12/
05/15/
05/19/
No samples obtained in overburden -
for stratum descripption see GZA
Boring Log KW-17-0BS.
95
9S
9S
F ac i l i t y
Boring No, 1j1W-17A-Do
Page 1 of 4
rolina File No. 1374.4
Chkd. By -
Groundwater Readings
Time Depth Casing Stab. Time
95 1930 57, 52.5 4 Hrs.
0640 45.9 52.5 t 15 Hrs.
0630 .1 52.5
1600 1\50.75 52.5 t 2 Days
Stratum R Equipment Installed
M
Description K Flush Mount Steel
S Cover
Concrete
RESIDUAL i'' 0-0.5'
SOIL
Cement
3' t Grout
----- 0.5-52.5'
6" PVC
Casing
'z Inside
121, O.D.
Borehole
CLAYEY 0 52.5'
SILT
SAPROL17E
121 x
SILTY
CLAY
SAPROLITE
1. Monitoring wett installed with 2' x 2' x 411 concrete pad at existing ground surface supporting a flush
R mounted steel well cover.
e 2. Soil and rock stratum descriptions are estimated based on the color and general composition of cuttings
m observed from hollow stem auger or air hammer method unless otherwise noted.
a j , Borehole advanced using air hammer method with a 12" dril[ bit to 52.5' and a 6" drill bit to 61.5'
r on 05/10/95; borehole completed with air hammer method using a 6" drill bit between 61,5' and 115'
on 05/17/95.
4. Water i �rel - 59.23 (10/97 )
g:\13744. 0\1 4-00.sjt\report\bcrirg.log\17apt.frm
Stratification lines represent approximate boundaries between soil types, transitions may be gradual. (dater level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. MW-17A-DD

GZA GEOENVIRONMEMTAL, INC.
Engineers/Scientists
320 Needham Street
Heaton 1lpper Fells, Kassechusetts 02164
(617) 969 00S0
C B Sample Information
S L
N W Pen./ Depth BLows/ FieLd
! H G S No. I Rec. I (Ft.) 1 61, Test Data
1 35
1 40
1 45
i ?o
1 55
1 60
Solid Waste Management Facility Baring No. PmW-17A-00
Page 2 of 4
Anson County, North Carolina File 11o. 137"
Sampte
Description & Classification
Chkd. By:
Stratum
Description
R
M
K
Equipment
Installed
----
S
BEDDED
ARGILLITE
(tan -green)
(WH-WM)
36.5' t
4
BEDDED
ARGILLITE
(MW-WS, tan-
39' W gray)
BEDDED
ARGILLITE
(dark gray,
fresh)
43' x
DIABASE
SEDRCCK
(WS-FRESH)
50, s
DIABASE
BEDRCCK
(Fresh)
6" Open
Bedrock
well
52.5-115'
4. Sorehote collapsed during attempts to set casing between 36.5 and 43', casing set at 52.51.
R 5. Air hammer cuttings observed irdicate slight to moderate iron oxide stains on the rock surface within the
e bedded ArgilLite (36.5-431) and the Diabase (43-50"), and clayey silt coatings.
m
a
r
k
9:\13744.040\13744-OO.sjt%report\boring.tog\17ap2.frm
atification Lines represent approximate boundaries between soil types, transitions may be gradual.._ Water tevet
readings have been made at times and under conditions stated. Ftuctuatiers of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. li'd-17A-D➢

GL4 GEDENYIRONMENTAL, INC. Boring No. MW-17A-DO
G7A cSOE9VIR NKENT L Solid Waste M.anagenent Facility
Page 3 of 4
320 Neechp+appem Street
n ur0l1wto50as, Maaaachusetts 02164 Anson County, North Caro€'sna File No. 137"
Newton
Chkd. By:
4
C B
S L
N ti
G S
Sample
Information
saap€e
Description 6 Classification
Stratum
Description
M
K
S
equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blobs/
6"
Field
Teat Data
70
75
80
.5
90
45
DIABASE
BEDRDCr
6"
Bed k
Well
52.5-1151
i
R
e
m
a
r
k
s
9:113744.04011374.4-00.sjt\repor-t\boriN .Iog117addp3.frm
atification lines represent approximate boundaries between soil types, transitions may be gradual. water level
adings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Baring No. 1tu-17A-DD

GZA GEOENVIRONNENTAL, INC. Boring No. NW-17A-Do
Engines _,.rs/Scientists Solid Waste Kanagement Facility
Page 4 of 4
320 Needhhaamm Street
Newton 09-er OO5Oa11c, Kasaachusetts 02164 AnCounty,
Anson Coty, North Carolina File Wo. 13744
(617) 96
Chkd, By:
C ® Sample Information Sample Stratum RR Equipment Installed
5 L
N W Pen./ Depth Bloas/T Field Description t Classification Description K
G S No. Rec. (Ft.) 6" IITest Data S
105
110
115
125
130
Bottom of Borehole at 1151.
DIABASE
BEDROCK
n Open
Bedrock
ode l I
52.5-1151
R
e
m
a
r
k
s
g:\13744.0-4O\13744-OO,sjt\report\boring.log\17addp4.frm
•atification tines represent approximate bourdaries between soil types, transitions may be gradual. Slater level
dings have been rrade at times end under conditions stated. Fluctuations of groundwater may occur dve to factors
ner than those present at the time measurements were made.
-1 Boring kc. MM1l•17A-DD

GZA GeoEnvirOnMental, Inc. Boring No. MV-18-08 I
Engineers/Scientists Carolina Piednont Disposal Facility
Page 1 of 2
320 Needham Street
Newton Usppeer Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
- [phone] Chkd. By: M.A. Ponti, Jr.
ing Co. A&E Drilling Services, Inc. Casing Sampler
Groundwater
Readings
Date
Time
Depth
Casing
Stab. Time
Foreman Mike Trinkte Type SpH tSpccn
10L9-
-
E
GZA Rep. H.A. Tschosit:ck I.D./O.D. 1.3811/211
Date Start 2/6/92 End 2/6/92 Hammer Wt. 140#
j
Location See Exploration Location Plan Harmer Fall 3011
Air
Hammer
GS.Elev. 256.06 0atLr,: Other: 4-1/4" NSA; H® Core Barrel, 1011/61'
D
P
T
N
C B
S L
N W
G S
Sample
Information
Sample
Description 8 Classification
(ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Per./
Rec.
Depth
(Ft.)
slaws/
611
Field
Test Data
i
Casing]
Concrete
Protective
Steel
1
RESIDUAL
2
SOIL
Vo(clay/
Cement
Grout
5-1
24/15
3.5-5.5
8-12
5
Lean to Fat Clay (CL/ML) - mostly t
fines, trace of fine graded sanded,
moist, red (25YR, 4/8), medium
plasticity, soft to firm
consistency.
4'
0.5-51'
61, PVC
Casing 1
inside
14-18
LEAN -FAT
CLAY
SAPROLIT"r
10" O.D.
Borehole
�
0-53 '
s-2
8.5/4
8.5-1.
665-75/2.5
10
Completely to Highly Weathered Silt-
stone (WC/WH), Sitt (ML) - mostly fines,
little gravel (Quartz), dry, very
pale brawn (14Yft, 8/3).
Hard, fresh, brownish gray, Bedded
ARGILLITE, with highly weathered iron
oxidized joints.
Y
f 10'
——
i
Min/Ft
RCO
C-1
24/23
10-12
1.5
46
1.5
Hard, slightly weathered, bedded
ARGILLITE, highlyy fractured with
very close, highly weathered iron
oxid;zed pints, steeply dipping to
3
s.
C-2
2/12
12-13
5
0
C-3 IL48/47
13-17
4
55
5
15
horizontal; several annealed calcic
filled joints, minor offsets.
4
6
BEDDED
ARGILLITE
C-4
60/58
17-22
3
27
2
_
6
20
I
9
9
C-5
60/12
22-27
5
0
2
6
25
3
3
C 6
27-29
3
36
(24/221
i
4
Hard fresh, light gray,
bedded ARGILLITE, with annealed
'C-7
I Z4/23
23.31
1 6
0
R
joints, steeply dipping and fault breccia;
weak to strong iron oxidation joints.
e
m
1.
2.
3.
Monitoring
protective
Borehole
air
Highly
advanced
hammer
fractured
well installed
steel casing
using
m ethod using
and
with 21X2'X411
with locking
augers and single
10-inch or,
jointed zones at
supporting t3
corpleted
feet.
foot
by
concrete pad at existing ground surface
cover.
Ho care barrel; open bedrock welt installation
bit to 53 feet, and 6-inch drill bit to 63
12 to 13 feet.
Stratification tines recresent aperoximate boundaries between soil types, transitions may be graduat. Water level
readings have teen made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
rBoring No. MW-18-CB

GZA GEOENVIRONMENTAL, INC.
Engineers/Scientists
320 Needham Street
Newton Up�p¢er Falls, Massachusetts 02164
[phone]
C B Sample Information
S L
N 11 Pen./IDepth
H G S No. Rec. (Ft.) Min/Ft ROD
35
40
45
50
55
60
R
e
m
a
r
C-8
12/11
31-32
1 2
0
c-9
3C/31
32-34.5
7
4
C-10
60/57
34.5-39.5
5
28
3
2
1
3
C-11
48/41
39.5-43.5
5
a
4
„4
3
C-12
24/21
43.5-45.5
4
0
3
c 13
24/17
45.5-47.5
2
3
C-14
24/19
47.5-49.5
3
45
C-15
12/8
49.5-50.5
3
0
3
IC-16
72/72
50.5.56.5
5
67
4
-
5
5
+4
C-17
42/13
56.5-60
3
31
2
3
3
C-18
24/20
60-62
3
63
4
poring wo. mw-18-DB
Carolina Piedmont Disposal Facility
Page 2 of 2
Anson County, North Carolina File No. 70141.30
Chkd. By: M.A. Ponti, Jr.
Sale Stratum R Equipment Installed
Description &Classification M
(Unified System) Description K
is
33-34.51: Joints filled with quartz/
Calcic minerals.
39-43.51: Hard fresh, tight gray,
bedded ARGILLITE with mostly steeply
di ying, highly.weathered joints;
exhibit strong iron oxide stains;
some annealed joints filled with
quartz and calcic minerals.
Hard, fresh, light gray, Bedded
ARGILLITE with or,
to steeply
dipping, slightly weathered joints
and fractures.
Bottom of Borehole at 62 feet.
BECDEO
ARGILL ITE
Votclay/
Cement
Grout
0.5-51,
61, PVC
Casing
inside
10" C.D.
Borehole
0-53'
Bentonite
Seal
51-53'
611 Open
Bedrock
Nett
53-62'
ratification lines represent approximate boundaries tetween soil types, transitions may be gradual.- Water level
readings have teen made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Baring No. Hu-18'DB

GZA GeoEnvirarmenta€, Inc.
Engineers Scientists
320 Needham Street
Newton U9 ODSDaIIs, Massachusetts 02164
(617) 969 0
Carolina Piedmont Disposal Facility
Anson County, North Carolina
.............
ing Co. A&E Drilling Services, Inc.
Casing Sam ler
oreman
S. Barnes/J, Wagner
Type
GZA Rep.
N.A. Ponti, Jr.
I.D./O.D.
Date Start 2/11/92 End 2/12/92
Hamner Wt.
Location
See Exploration Lccation Plan Hamner Fall
GS.EIev,
9 7 2 6 Datum
Other: 1011/611 Air Hamner
0
P
T
H
C B
g L
N W
G S
Sample Information
Sale
Description &Classification
(ASTM System)
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
61,
Field
Test Data
SEE GZA BORING LOG KW-18-09 FOR
SOIL CLASSIFICATION AND
STRATUM DESCRIPTION
E
10
15
D
20
Boring No. MW-18-Sa
Page 1 of 1
File No. 70141.30
Chkd. Syt M.A. Ponti, Jr.
Groundwater Readings
Date Time Depth Casing Stab. Time
0/97 - 27 .15-- --
Stratum RM Equipment Installed
Description K Protective
S Steel Casing
1 Cement
2 0r.0.5'
Volclay/
Cement
Grout
0.5'-23r
61, PVC —
" Casing
inside
101, O.D.
Borehole
3
Bentonite
Seal
231-25'
25
61f Open
Bedrock
Well
251-30'
Bottom of Borehole at 30 feet.
R
e 1. Monitoring well installed with 2'X2'X411 concrete pad at existing ground surface supporting t3 foot
n pratective steel casing with locking cover.
a 2. Borehole advanced using augers; oven bedrock well installation completed by
air hammer method using a 10�1 drill bit to 25 feet, and 61, bit to 23 feet.
3. Bedrock encountered at t 12 feet below grade at MW-18-08.
stratification lines represent approximate boundaries between snit types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. MW•18-SB

GZA GecEnvirormental, Inc.
En ineers Scientists
320 Needham Street
Newton u rpQer Falls, Massachusetts 02164
[phone]
Boring No. Hod-14-SB
Carolina Piedmont Disposal Facility ----
Anson County, North Carolina
Page 1 of 2
File Ho. 70141.30
Chkd. By: M.A. Ponti, Jr,
-ing Co. A&E Drilling Services, Inc. Ca_ sing Sarmter Groundwater Readings
treman Joe Scribellito Type SplitSpcon
GZA Rep. P. Banner/M.A. Ponti, Jr. I.D./O.D. 1.38F1/211
Date Start 1/31/92 End 2/3/92 Hammer Wt. 140#
Location See Exploration Location Plan Hamner Fall 301E
Date
Time
Depth
Casing
Stab. Time
2/04/92
1100
13.68
10.5'
30 min.
10/97
--
18.36
--
--
GS.Elev. . 247,28 Datum Other: 4-1/4" HSA; 10"/611 Air Hamner, HQ Care Barrel
D
P
T
H
C B
S L
H W
G S
Sample Information
Sample
Description & Classification
(ASTM System)
Stratum R
M
Description K
S
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
Silty Sand (SM) - mostly medium to
sand, little fines, trace highly
weathered argillite gravel (WH),
light tan to tan, Hoist, medium
silt.
RESIDUAL 1
— (SM) — 2
iS-1
5
10/10
3-5
53-76/3.51
Highly Weathered Argiltite (WH),
weathers to Sitt (HL) -mostly fines,
few medium to fine sands, trace
weathered argillite gravel, light
BEDDED
ARGILLITE
SAPROLITE
G
grayish -blue, moist, hard.
Moderately Weathered, Light Grayish -
Blue, Bedded Argillite, hard.
S-2
5/4
8-10
75/5
10
10.5'
- ---
* 11.6 (WS)
MIN/FT
RQD
C-1
54/48
11.6/16.0 10
54
ard, fresh, pale yellow, bedded
ARGILLITE with few mineralized
close, highly weathered, steeply
dipping joints.
-- - ---
10
4
11
15
Hard, fresh, light gray, bedded
ARGILLITE with few fractures,
umerous steeply dipping, highly
weathered joints.
3
C-2
24/12
16-18
10
50
10
Equipment Installed
C-3 6/6 18.18.5 10 0
C-4 30/30 18.5-21 30 16 BEDDED
20 ARGILLITE
20
C-5 60/42 21-26 6 22 Hard, fresh, greenish -gray bedded
ARGILLITE, with several vertical
6 steeply dippingg highly weathered,
close joints; 2{1-311 beds dipping
6 45' with thin mafics interbedded.
6
25
6
C-6 60/55 26-31 8 47
8
8
a
1. Monitcrirg well installed with 21X21X4" concrete pad at existing gr-cur)d surface supporting s3 foot
R protective steel casing with locking cover.
e 2. Borehole advanced using augers and single HC core barrel; open bedrock well instaltation completed by
m air hamper method using 10-inch drill bit to 12 feet, and 6-inch bit to 52 feet.
a 3. Annealed fault breccia between 13 and 14 feet.
r
Protective
Steel Casing.
Cement
Volclay/
Cement
Grout
6" PVC
Casing —
inside
10" O.D.
Borehole
i
eentcnite
Seat
10'-12'
i
.6i1 Open
Bedrock
Welt
12-52'
Stratification tines represent approximate boundaries between soil types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of Groundwater may occur due to factors
other than those present at the time measurements were made.
Boring a+o. MW-19-SB

GZA GECENVIROWMEO AL, INC.
Enginel ers/Solentists
320 Needham Street
Newton Upper falls, Massachusetts 02164
[phone]
C 3 SamQte information
S L
H u Pen./ Depth
H G S No. Rec. (Ft.) MIN/FT
8
C-7 6C/56 31-36 8
7
7
7
35
C-8 60/38 36-41 7
8
8
8
8
40
c-9 60.53 41-46 B
6
6
6
7
45
G-1a 6a/6a 46-51 7
4
4
4
4
4
55
60
Boring No. Nil-19-sa
Carolina Piedmont Disposal Facility page 2 of
Z--_�
snson County, Hcrth Carolina File No, 70141.30
Sample
Description 8 classification
(ASTM System)
RQD
!�Jdipping
Hard, fresh, greenish -gray beddedARGILLITE, with numerous mineralized
joints andfractures, steeply
to vertical.
63
52 }lard, fresh, greenish -gray bedded
ARGILLITE (R'F), with feu dose
mineralized steeply dipping joints
and fractures; few close highly
weathered joints with calcic
mineralization.
75
Bottom of Borehole at 52 feet.
Chkd, By, H.A- Pontti, Jr.
Stratum R Equipment lnstatled
M
Description K
S
6' Open
Bedrock
Well
12'-52$
BEDDED
ARGiLLITE
R
e
m
a
r
k
s
atification lines represent approximate boundaries between soil types, transitions may be gradual. Water level
adivigs have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made, Boring No. MN_-9 -SB

GZA GecEnvirormentat, Inc. poring ao. MW-20.08
EngineerslScientists Carolina Piedmont Disposal Facility -
Page 1 of 1
320 Needham street
Newton Upp¢¢er Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone] -
Chkd. By; H.R. Pcnti, Jr.
•ing Co. A&E Dritting Services, Inc. Casing Sampler
reman Mike Trinkte Type SplitSpoon
GZA Rep. M. Tchosik I.D./C.D. 1.3811/2"
Date start 2/3/92 End 2/3/92 Hammer Wt. 140#
Location See Exploration Location Plan hammer Fall 3V
GS.EIev. 278.37 Datum 4thert 4-1/411 HSA
Groundwater
Readings
Date
Time
Depth
Casing
Stab. Iime
1 097
�
1 9 3
p
P
7
N
C B
S L
N W
G S
Sample
Information
Samo(e
Description & Classification
(ASTM System)
Stratun
Description
R
K
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
Protective
Steel Casing
< Concrete
Bentonite
Sea(
Filter
Sand
3.5 25,8r
2'i PVC
Riser
0-2.5'
2" PVC
Welt screen
5.3 25.8'
5
10
15
20
25
0.51
0.5'-1.5' - Poorly Graded Sand with
Silt (SP-SM) - mostly fine to medium
graded sand, few fines, moist,
light yellowish -brawn (10YR,6/4) 1.5'
non -plastic.
Silty Ctay (CL/ML) - mostly fines,
trace of laminate-d fine sand, dry
reddish -brown (2.5YR,4/4), soft
firm consistency, low to iredium
plasticity.
Lean Clay (CL) - mostly fines, few
tarninae of fine sands and fine
graded ggravel, moist, reddish•brcwn
:2.5YR,4/4), soft to firm consistency,
median plasticity.
Poorly Graded sand with Silt (SP-SM)
mostly fine to median graded sand,
few silty fines = trace of fine graded
grave moist, light gray (7.5YR, 7/1),
non -plastic.
Lean Clay (CL) - mostly fines, few
laminae of silt and fine graded
sand, dry dark reddish -brown
(2.5YR,3/S), firm to hard
consistency, median plasticity.
Lean Ctay (CL) - mostly fines, few
taminatiors of sitt and fine grade-d
sand, veryy dry, dark reddish -brown
(2.5YR,3/3), firm to hard
consistency, medium plasticity.
TOPSOIL
1
2
3
4
RESIDUAL
SOIL
±
— — — — —
SILTY CLAY
SAPROLITE
12,
SILTY r
SAND
SAPROLITE
161 ±
LEAN CLAY
SAPROL17E
S-1
24/13
3.5-5.5
9-11
16-16
Ito
S-2
24/18
8.5-10.5 8-7
7-8
S-3
24/15
13.5-15.5 5-9
11-11
S-4
24/13�
19.5-20.5
8-18
28-48
S-5
11/4
23.5-24.4 65
75/5
Bottom of Borehole at 25.8 feet.
E
I
R
e
in
a
1. Hand sample obtained between C.5 feet and 1.5 feet below existing grau-',d surface.
2. Monitoring well installed with 2'X2`X4" concrete pad at existing ground surface supporting t3 fact
pprotective steel casing with locking toyer.
3. 9crehe(e advanced using hollow stem auger to 25.8 feet below grade.
4. WetL was cevelcped using air lift method for 15 minutes.
Stratification lines represent approximA to boundaries between soil types, transitions may be gradual. (dater levet
readings have been made at times and under ccrditicns stated, fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. M'd•20-QB

GZA GeoEnvironmental, Inc.
Log of Well MW-21—OB
Sheet t of 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: T0141.30
Newton Upper Falls, MA
Phone (61T) 969-0050 Fax [phone]
Elevation: G.S. 265.76 ft.
Driller: M. Trinkle - A@E Drilling Services
Drilling
Date
Time
Drill Method: H.S.A.
Started
2/13/92
NA
Sample Method: NA
Flnlshed
2/13/92
NA
Borehole Diameter: 8 in.
water Level: 11.02 ft. (10/97)
Logged By: P. Banner
Checked By: J.L. Oaw
D
z
c
�
x
41
`...
O
w
4
0
Materlals Descrlption
Well Completlon
¢
E
QU.1
CL
m
N
r
�
W
� . �
L
a
r2
U7
C
¢j
Y
O
~
L7
E- Locking
m
PVC Cap
Concrete
1
Dentonite
Seal
2
�1.s-3 5I
3
See GZA Boring MW-21-SB for Soil
Classification and Stratum Description.
Filter
Sand
tip,
a
K,.
2" PVC
Riser
(0 -5.5'1
7
2" PVC
Wellscreen
(5.5-15,5')
8
l.
1O
�1
12
13

GZA GeoEnvironmentai, Inc.
Log of Well MW-21—OB
Sheet 2 of 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone (61r) S6e-a050 Fax [phone]
Elevation: G.S. 265.76 ft.
Q
C
1
p
z
a�
*
o
n
Materials Description
well Completion
nCDL
f=
tY
io
a
C
CJ
k
O
~
U)
�
m
15�
C
'b
SumEp
(I5.5-16'1
16
Bottom of Borehole at 16 feet,r.
f".-'' P
17
Remarks: 1Monitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 foot protective steel casing
2Weli
with locking cover. developed using air
18
lift method for approximately 15 minutes
19
20
21
22
23
24
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW-21—SB
Sheet 1 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 265.91 ft.
Phone 1617) gag-0050 Fax (817) 9e5-7768
Driller: M. Trinkle - A&E Drilling Services,
Drilling
Cate
Time
Drill Method: H.S.A./HO Core/Roller Cone
Started
2/12/92
NA
Sample Method: Split Spoon/HQ Core
Flnlshed
2/12/92
NA
Borehole Diameter: 8-1/4 in.
dater Level: I1.13 ft. (10/97)
Logged By: °. Banner Checfed U J.L. Dew
c
aa
Materials description
Well Completion
E5
CC
rp
.rr
0 —
CL
H
m
m
LJ
CL
�— Locking
PVC Cap
+ e
a .s
RESIDUAL SOIL. (o-i') -
Cement
10-0,5')
rrr
SAPROLITE (1-9')
rrr
rr,
rrr
r „
rrr
rrr
r„
rr,
Lean Clay with Sand (CU - mostly fines, little
volclay/Ca
rrr
medium to fine sands, trace quartz gravel,
Grout
yellowish orange -brown, moist, stiff, medium to
0 5-14')
rrr
high plasticity.
S-1
24/6
fi,9
4
rrr
rrr
rrr
rrr
rrr
rrr
4" PVC
rrr
r„
Casing
rrr
Inside B"
6
rrr
Boieflole
rrr
rrr
rrr
rrr
rrr
rr
7
i
rr
�
rrr
r
rr
a
r
rr
Lean Clay (CL) over completely weathered
argi)laceous sandstone (WC), dark
7-25
"
reddish -brown, moist, hard (CL), medium
S-2
15/12
7S/3
plasticity.
PARTIALLY WEATHERED SANDSTONE (9-16.2')
10
11
12
13

GZA GeoEnvironmental, Inc.
Lag of Well MW-21—SB
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Fhone (617) 968--0050 Fax [phone]
Elevation: G.S. 265.91 ft.
c
�
V
❑
nv
Materials Oescripticn
Well Completion
E
CC
m
m
W
Q`
m
ro
c
a)
i
o
~
LO
m
'
Sea)v y
(14-15,2'1
15
Weathered argillaceous Sandstone (WC), light
gray to yellowish -tan, hard, dry.
16
•' Rock
a
a.0
GRAYWACKE (16.2
"`11
C-1
189X
2)(
RiGC-97
17
a.0
40
18
'O
.0' 0
a. 0
19
'.o
Q. o
..a
.o•p
2#
20
0. 0
.°°
C-2
6
ix
00-94.24
Q.0
94%57
2
0
1�
•.a.o
21
.o.o
o. o
22
0
0.0
o
.Q.d
2 3
o
Hard, fresh, pinkish -gray, coarse GRAYWACKE
.0
with horizontal to shallow dipping drill breaks.
.0
24.3": Pyritized, weathered joint (1-inch thick),
6<
.00,
dipping 60 degrees with black silistone.
2 4
25.8-27.8': Hard, moderately weathered, highly
a 0
fractured, lig�t gray, GRAYWACKE (coarse
o
grained) (F).
•.0.0
IN
25
a.o
C-3
6100%
i#
1
0D-58.
Qo
.o
3
26
.00
.o
.O, 0
27
0.0
-
.0.0
28
'.o
p.o
3 *
. o
�. 0
C-4
50/50
100%
2�
3
00-85.
29
O 0
5*

GZA GeoEnvironmental, Inc.
Log of Well MW-21—SB
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70W.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 265.91 ft.
c
Z
y
U
x
—
❑
L:
m
U
Materials Description
Well Completion
a
E
a]
--
CD
M
c
a)
s
0
r
0
aL
m
0
.0.0
0.0
3x
31
--6
31.7': Hard, slightly weathered, gray
60/60
2
C. 0.0
CLAYSTONE; pyritized, few black
C-4
100%
3
00-85,
o
carbonaceous laminae (WS)•
g X
�. 0
32
0
32.1% Hard, fresh, light greenish -gray
SANDSTONE widely spaced slightly weathered
6)
horizontal�yts; few, black, carbonaceous
33
.a
inclusions.
.0. o
Q
'. o, a
i#
34
0
C-5
397%4
t
RGO-94
.o
0
35
00
•o.o
36
Bottom of Borehole at 35.8 feet.
37
Remarks: 1Mcnitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
3
supporting +/-3 fool protective steel casing
with lacking cover. Borehole advanced using
augers and single HO core barrel, open
bedrock well installation completed by roller bit
39
method using 8" drill bt to16.2 feet, and 4"
drill bit to 35.8 feet. ater returned
black -gray at 23.8 to 24.8 feet. Strata
change to dark-gray�andstone with organic
4
stringers, inclusions. Two --inch +/-- void at
36 to 36.2 feet; running sand into core hole.
41
42
43
44
45

GZA GeoEnvirormental, Inc. Boring No. KW-21B-B7.W
Engineers/Scientists Solid Waste Management Facility Page 1 of 2
320 Needham Street
Newton lJpper Falls, Massachusetts 02164 Anson County, North Carolina File No. 13744
[phone] E
Chkd. By:
-ring Co. Graham & Currie Casing Samoter
Groundwater Readings
Date
Time
Depth
Casing
Stab. Time
,reman Tony Shuster Type NA NA
05/16/95
1850
12.310
13,
0 Hrs,
GZA Rep. M.A. Ponti, Jr. I.D./D.D. NA NA
05/17/95
0610
9'
13,
18 Hrs.
Date start 05/16/95 End 05/17/95 Hammer Olt. NA NA
05/18/95
0530
9.661
13'
32 Hrs.
Location see Exptaration Location Plan Hamner FaIL NA NA
05/19/95
0800
1 9.64
13'
3.3 Days
GS.EIev. 270.33 Datum NGvp other 12-3/41' H.S.A.; NX Core
D
P
T
H
C 8
S L
N u
C S
Sample Information
Sample
Description & Classification
Stratum
Description
RM
K
S
Equipment Installed
No.
Pen./
Rec.
Depth
(Ft.)
BLcws/
6"
Field
Test Data
Flush Mount steel
Cover
No samples obtained in overburden -
Concrete
stratum description based on auger
0-0.51
---
cuttings.
Cement
'. Grout
SANDY
LEAN CLAY
SAPROLITE
i
5
7.5'
I
LEAN CLAY
W
SAPROLITE
10' ±
10
-----
—j
I
ARGILLACEOUS
SANDSTONE
8entonite
SAPRCLITE
Seat
MIN/FT
RQD
13'
11 13f
Hard, fresh pinkish -gray fine to
coarse Argi(Laceous SANDSTONE with F
law to moderately dipping slightly
2-7/8" Open
Bedrock
C-1
89/84
13-20
4
77
3.5
15
weathered to clean joints/fractures.
ARGILLACEOUS
SANDSTONE
Well
13-43,
2.5
3
3
17.51-19,71: Highly fractured.
18.5'
3.5
— ---- --
GRAYWACKE
2.5
19'
20
C-2
12C/
20-30
2
96
Hard, fresh, dusky red SILTSTONE with
few, clean, horizontal to shallow
dipping joints/fractures.
118
1.5
SILTSTCNE
2.2
2.2
24.5f
3
24.51-301: Pinkish -gray Argiitaceous
25
SANDSTONE, similar to C-1.
2
ARGILLACECUS
2.5
SANDSTONE
2
2.2
2
R
e
m
1. Monitoring well installed with 2' x 2' x 41 ccncrete pad at existing ground surface supporting a flush
mounted steel well cover.
2. Borehole advanced using augers to 141; open bedrock well completed using a singLe NX size core barrel
between 13 and 43' on,
a
3. Water Level - 11.67 (10/97)
9:\13744.040\13744-CO.sjt\report\boring.log\21b.frm
Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Ftuctuaticns of groundwater may occur due to factors
other than those present at the tine measurements were made.
Boring No. HW-2IB-BZL1

I:I
GZA GEOENVIRONMENTAL, INC. Boring No. MW-218-BzW
Enineer5/Scientists Solid Waste Management Facility — -
Page 2 off 2 2
320 Needham Street
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina Fite Na. 13744
[phone] I--
Chkd. By;
0
H
C B
S L
N W
G S
Sample
Information
Sample
Description & Classification
Stratum
Description
RM
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
MIN/FT
RCD
35
40
C-3
120/
30-40
3
90
31'-321: Hard fresh dusky -red
CLAYSTONE uit� ccnvotuted green
inclusions.
321-36.51: Pinkish -gray, Argiiiacecus
SANDSTONE.
36.51-39.7': 4ard, dusky -red, GRAY-
WACKE.
Hard, fresh pur to ray Argittaceous
SANDSTONE w;th few slig�Cly weathered
to clean, shallow to noderately
dipping joints/fractures.
31,
2-7/8" Open
Bedrock
Well
13-43'
114
--- --
2.5
----
CLAYSTONE
32,
ARGILLACEOUS
SANDSTONE
36.5'
2
2
2.5
2.2
2
2.5
GRAYWACKE
39.71
3
2.5
ARGILLACEOUS
SANDSTONE
C-4
36/36
40-43
3
100
-•-•
2.5
--
3
45
50
55
60
Bottom of Borehole at 431.
t
R
e
M
a
r
k
s
9:\13744.CLD\13744-00.sjt\report\boring.lcg\21Ep2.frm
.atificaticn lines represent approximate boundaries between soil types, transitions may be gradual. Water level
eadings have been made at times and uncer conditions stated. Fluctuations of groundwater may occur -due to factors
oth- er than those present at the time measurements were ^jade.
Boring No. MW-218-BZu

GZA GeoEnvironmental, Inc.
Log of Well MW-21D
Sheet t of 2
Engineers/Scientists
Anson County — S.W.M.F.
320 Needham Street
Po[kton, North Carolina
Job Number: 14876.00
Newton Upper Falls, MA
Elevation: G.S. 266.93 ft.
Phone (617l gag-005o Fax (617) 9S5-776g
Driller: M. King - A & E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/24/97
NA
Sample Method: NA
Finished
6/27/97
NA
Borehole Diameter: Unknown in. hater Level: 9.32 ft. 00/97)
Logged By: P. Lockwood Checked By: J.L Caw
c
'
C]
3
w�
G v
O
J
U
Matedals Description
Well Complet€on
E
Q7
cc
Cn
c
a
i
o
co
~
M
�<— Protective
Weft
asmg
Concrete
I
2
Hy Crated
-
8entorilte
NO SAMPLES TAKEN, REFER TO GZA BORING
2' FvC
LOG MW-21SB FOR SAMPLE DESCRIPTION,
Nser
0-la'
4
5
7
8
9
10
FRer
Sara
5 5—iS.5'
t
2 PU>r
We1i5creen
i
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW-21D
Sheet 2 of 2
Engineers/Scientists
Anson County — S.WRF.
320 Needham Street
POlkton, North Carolina
Jab Number: 14876.00
Newton Upper Falls, MA
Phone (6IT) 969-0050 Fax (817) B65-776e
Elevatlon; G.S. 266,93 ft.
C
L;
*
o
Materials Description
Well CCmpietion
n
E
N
CC
m
�
L
{�
C
4!
2
O
~
C7
d
m
15
Bottom of Borehole at 16.5'.
16
17
1a
19
20
21
22
23
24
25
26
27
2a
29

GZA GeoEnvironmenta(, Inc.
Log of Well MW-21S
Sheet t of 1
Engineers/Scientists
Anson County -- S.W.M.F.
320 Needham Street
POlkton, North Carolina
Job Humber: 14876.00
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 266.99 ft.
Driller: M. King -- A 6 E Grilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/24/97
NA
Sample Method: NA
Finished
6/24/97
NA
Borehole Diameter: Unknown in. rater Level: 7.73 ft. (10/97)
Logged By: P. Lockwood
Checked By: J.L. Dar:
C
�
Z
Q1
U
*epL
—
❑
ai
a
J
U
Materials Oescription
Well Completion
n
m
t
Cr]
v
o
~
0
E— Prot. Well
a_
m
Casing
Concrete
0-CH
Hydrated
sent©Hite
e
�.�
2" PVC
Riser 0-'
3
NO SAMPLES TAKEN. REFER TO GZA BORING
— Filter
LOG MW-21SB FOR SAMPLE DESCRIPTION.
Sand
4
2" PVC
wellscfeen
6
7
8
��ei€, &4'`z
Bottom of Borehole at 9.5'.
10
11
12
13

4�r
GZA GeoEnvirormental, Inc. Boring No. MW-22-Cg
Engineers/Scientists Carolina piedmont Disposal Facility
Page 1 of 2
1 320 Needham Street -�-
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
L(617) 964 0050 —.
Chkd. By: M.A. pond, Jr.
ring Co. A&E Drilling Services, Inc. Casing Sampler
;eman Joe Scribettito Type SplitSpoon Date
GZA Rep. P. Banner I.D./O.D. 1.38"/2" 10/97
Date Start 2/6/92 End 2/6/92 Hammer Wt. 140#
Location See Exploration Location Plan Hammer Fall 30"
GS.EIev. 297.34 Datum other: 4-1/4" HSA
Groundwater
Readings
Time
Depth
Casing
Stab. Time
--
16.19
--
--_
D
P
T
H
C 8
S L
N W
G S
Sample
Information
Sample
Description & Classification
(ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
Protective
Steel
M
=>
Gs
ff0'-3.2'
r<
Casing
Concrete
V - 0.5'
Bentonite
Seal
0.51-2.21
211 PVC
Riser
2" PVC
Wellscreep'.,
2.21-32r8�'
Filter
Sand
2.2133.8'
—
5
10
15
20
25
No Recovery (catcher broken).
Lean Clay with Sand (CL) - mostly
fines, little medium to fine sand,
orange -brown, moist, very stiff,
medium plasticity.
No Recovery (catcher broke).
Lean Clay (CL) - mostly fines, s
trace medium to fine sand, burnt
orange -brown, moist, hard, medium
to high plasticity.
Poorly Graded Sand (SP) - mostly
medium to coarse grained, some
fines, trace fine gravel, light
pinkish -gray, non plastic,
Hard Moderately Weathered
Argitlacecus Sandstone (WM4 - dark
reddish -brown, fine grained, moist.
1' TOPSOIL
_..,.... --
SANDY
LEAN CLAY
SAPROLITE
t 14'
LEAN CLAY
SPAROLITE
t 21,
ARGILLACECUS
SANDSTONE
SAPRCLITE
5' ,
RED 9RCWN
ARGILLACECUS
SANDSTONE
1
2
3
-
S-1
24/0
3-51
8-11
19-19
S 2
24/12
8-10
5-6
13-20
S-3
24/6
13-15
13-23
23-43
S-4
22/2
18-19.8
23-27
35-75/4
5 5
24/12
23-25
15-22
31-73
S-6
11/11
28-28.9
40-75/5
R
e
m
a
r
1. Monitoring well installed with 21X2'X4" concrete pad at existing ground surface supporting t3 foot
protective steel casing with locking cover.
2. Borehole advanced usingg auger method.
3. Sample S-5 appears to be completely weathered argillacecus sandstone.
4. Auger refusal at ± 35 feet.
5. Hole collapsed to t 33.8 feet after auger retrieved s 1 foot prior to well installation.
Stratification lines represent approximate t>oundaries between sail types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. MW-22-08

GZA GEOENVIRONMENTAL, INC.
Engineers/Scientists
320 Needham Street
Newton Lippper Falls, Massachusetts 02164
_(617) 969-0050
C B Sample Information
S L
T N N Pen./ Depth Blows/ Field
N G S No. i Rec. I (Ft.) 1 6" Test Data
f IS-7 ( 0/0 ! 33-33.01 100/0"1 1
35
40
45
55
I
60
R
e
m
a
r
Y
Boring No. Mu-22-OB
Carolina Piecrtwnt Dispcsat Facility --
Page 2 of 2
Anson County, North Carolina File No. 70141.30
Chkd. By: N.A. Ponti, Jr,,
Sample Stratum R Equipment Installed
Description & Classification M
(ASTM System) Description K
S
ARGILLACECU S
SANDSTONE
1 8 a + 7 (WM) PVC S�np`
33' k 33.2' 33.8
FARGILLACEOl15 EXsingg
SANDSTONE 4 Haterial
t 35' (WS) 5 33 8'-35,
Bottom of Boring at t 35.0 feet,
stratification lines represent approximate boundaries between soil types, transitions may be gradual, Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. Mod-2�-OB

G2A GeoEnvirormentaL, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, Massachusetts 02164
(617) 96 0
i$ ",. — Tnr
0orin9 no. MW-z3-OB
Carolina Piedwric Disposal Facility p 1 -- �
Anson County, North Carolina
Casino Sampler
age of 1
File No. 70141.30
Chkd. By: H.A. Ponti, Jr,
Groundwater Readings
roreman B. Barnes/M. Trinkle Type Split Spoon
GZA Rep, P. Banner I.D./O.D. 1.38"/2"
Date Start 2-06-92 End 2-06-92 Hammer Wt. 1404
Location See Exploration Location Plan Hammer Fall 30"
GS.EIev. 272. 9 9'Datum Other: 4-1/4" Hollow Stem Auger,, 4" roller bit ,
Date
Time
Depth
Casing
Stab. Time
02/06/92
1315
None
Out
0 Hours
D
P
T
H
C 8
S L
N W
G S
Sample Information
Sample
ion & Classification
Description
3 t
(ASTM System)
Stratum
Description
R
H
K
S
Equipment
Installed
Protective
Steel
Casing`
Concrete
01-0.5'
Bentonite
Seal
1.4'-3.4'
Filter
53.441-26.41 ..
2" PVC
Riser
0-6,4'
21, PVC
WeLLscreen
6.4 26.4r
(0.010 scat)
—
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
61e
Field
Test Data
{ 5
tD
15
20
25
Lean Clay with Sand (CL) - mostly
fines with little medium to fine
sand, trace quartz gravel,
yellowish -brown, moist, very stiff,
medium plasticity.
Lean Ctay (CL) - mostly fines,
few medium to fine sand, burnt
orange moist, hard, medium to
high ¢(asticity.
Lean Clay (CL) - mostly fines,
few medium to fine sand, burnt
.range, moist, hard, medium
plasticity.
No Recovery.
Lean Clay (CL) - mostly fines,
few medium to fine sand, burnt `U
orange, moist, hard, medium to high
plasticity.
1.5'
TOPSOIL —
SANDY
LEAN CLAY
SAPROLITE
t 6.5'
------
LEAN CLAY
SAPROLITE
t
26.4'
1
2 :;
3
S-1
24/24
3-5
7-7 i
11-16
S-2
24/12
8-10
12-17
27-27
S-3
17.5/8
13 14.5
25-25
75/5-1/21-
S-4
18/0
18-19,5
37-45
53
S-5
4/2
23-23.3
75/4"
Bottom of Borehole at 26.4 feet.
#
R
e
m
a
r
c
1. Monitoring well instaLted with 21X2'X4" concrete pad at existing ground surface supporting t3 foot
protective steel casing with Leckin9-,cover,
2. Borehole advanced using auger with tt , cr-e!!: otter 6 Ft and wash method.
3. Well developed using air lift methoa for aoxiimaieCy 15 minutes.
Fpr
tification lines represent approximate boundaries between soil types,transitions may be gradual. Water LeveL
ings have been made at times and under conditions stated. Ftuctuations of groundwater may occur due to factors
r than those present at the time measurements were made.
Boring No. HW-23-OB
r

GZA GeoEnvirormentat, Inc. Boring No. MU-24-CS
Engineers/Scientists Carolina Piedmont Disposal Facitity
Page 1 of i
320 Needham Street
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone]
Chkd. By: M.A. Pcnti, Jr.
goring Co. A&E Drilling Services, Inc.
casing Sampler
Foreman
B. Barnes/J. Scribetlito
Type
SplitSpeon
GZA Rep.
M. Tschesik/M.A. Ponti, Jr.
I.D./O.D. 1.38" 2"
Date Start 2/7/92 End 2/7/92
Hamrier
Wt. 140#
Location
See Exploration Location Plan Hauwr
Fall 301,
GS.EIev.
279,35 Datum
Other:
4-1/44E ifSA,� ,4." Roller
D
CI
Sample Information
•Samiple-"""
P
L
S L
Description 8 Ctassification
IPend
Depth
Btows/
Field
T
N
(ASTM System)
H
G S
No.
kk Rec.
(Ft.)
6"
Test Data
5-1
5
S-2
10
s-3
15 I
S-4
20
5-5
25
Groundwater Readings
Date I Time I Depth I Casing Stab. TiIle
23/11 8-i9 Siity Clay (CL) - mostly fines, few
fine graded sands, few laminated
38-75/5 inclusions of sitt (tight green -gray)
dry, dark reddish -brown (2.5YR,3/3)
medium plasticity, soft to firm
consistency.
14/3 25-68 Lean Clay (CL) - mostly fines, few
fine graded sands, few laminated
75/2 inclusions of silt (light green -gray)
dry, dark reddish -brown (2.5YR,4/3)
medium plasticity, blocky.
11/9 25-75/5 Lean Clay (CL) • mostly fines, few
fine graded sands, few laminated
inclus.i.ons of silt .(light. green -gray)
dry, dark reddish -brown (2.5YR,4/3)
medium plasticity, blocky.
10/6 33-75/4 Lean Clay (CL) - mostly fines few
fine sands, dry dark reddisA_
brown (2.5YR 3/3 to 3/4) medium
s
plasticity, �L ocky.
C/O 75/0 19c penetration.
Bottom of Borehole at 23 feet.
Stratum
R
Equipment Installer
M
Description
K
Protective
5
Steel Casing
Concrete
_ .5 TOPSOIL
1
3
Volclay/
SILTY CLAY
Cement
SAPROLITE
Grout
± 6.5'
LEAN CLAY
± 23.C'
1. Mcritoring weft installed with 2'X21X4" concrete pad at existing ground surface supporting ±3 foot
R protective steel casing with tocking cover,
e 2. Borehole advanced using augers with t"i'"=cwrergE[,e,�it and wash method.
m 3. cell develcced using air lift methcd'f6 - T'5mi"mutes.
a
r
k
s
0.5-4'
Bentanite
Seat
4'-6'
Filter
$and
6.23'
2" PVC
Riser
0-8'
6PVC
ettscreen
8-23'
(.010 stot)
Stratification lines represent accroximate boundaries between soil types, transitions may be gradual. Water teeel
reac4r,gs Have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. HU-24•CA

GZA GeoEnvironmental, Inc.
Log of Well Mod-24—SB
Sheet 1 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
A
Anson County, N
y, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 280.08 ft.
Phone f6171 969-0050 Fax (61T) 965-TTGG
Driller: 6.13arnes/J. Scribellitc - ASE Drifting Services
Drilling
Date
Time
Drill Method: H.S.A.; 6-1/4" Rciler bit; HQ Core
Started
2112192
NA
Sample Method: HO Core
Finished
2/12/G2
NA
Borehole Diameter: 10/6 in.
Water Level: 4.83 ft. (10--97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. Daw
O
C
�
c
m
y
*
4
aa]
0
o
Materials Description
Well Ccmpietion
a�
m
U)
C
a
3
o
m
~
Lo
¢— ProtecEiv=
Steel
7asng
SEE GZA BORING LOGS MW-24-OB FOR SOIL
0-0.5' to
-0.5'
1
CLASSIFICATION AND STRATUM DESCRIPTION
L
— Vcicic'�/
CEmenr
5rout
0.5-21'
3
4
— 6" PVC
Casing
iosiCe 10"
BUT eh Die
v
0-23.5'
5
T
8
9
10
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW-24—SB
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont disposal Facility
320 Needham Street
Anson Count forth Carolina
y�
Job Plumber: 70141.30
Newton Upper Falls, MA
Elevation' G.S. 280.08 ft.
Phone [phone] Fax [phone]
O
z
C
w
C
m
O
R1
U
'-'
O
m
6
U
Materials Descr€ptlon
Weft Completion
Qi
LO
a
OJ
L
m
ro
Cn
c
p,l
}
a
~
L
D_
m
15
16
17
18
19
20
21
Seal
21-23.5'
22
2 3
BEDROCK (23-435)
24
Hard, fresh, weak red to dusky red
6" OpeR
Argillaceous SANDSTONE, few slightly
Eecrock
weathered joints dipping 2 degrees to 20
hell
2*
degrees.
23.5-43.5'
C-1
36/30
2*
ROD-88
2*
26
.;.
27
2*
2*
2 B
C-2
60/58
24
RGD-7s
2*
2*
29

GZA GeoEnvircnmental, Inc.
Log of Well MW-24—SB
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
gCounty,North Carolina
Anson
,fob Number: 70141.30
Newton 1Jpper Fal#s, MA
Elevation: G.S. 2MC8 ft.
Phone 16f7) 969—OCEC Fax i6U) 965—T769
C_
Z.__.
E
...
o
a
O
Materials Description
lied Completion
E
n
H
W
p
a
m
3
a1
y
d
m0
2*
Zit
C-2
60/58
2*
RCD-76
2*
31
31.8"-32.3": Fat Clay (CH) - mostly fines,
2*
moist, weak red (2.5YR, 4/2) high plasticity,
soft to firm consistency.
32
33
3*
C-3
60/59
5*
3*
ROD -go
34
32.3'-36.5': Hard, fresh, weak red, SILTSTONE,
4*
with moderately close, slightly weathered
6*
joints, dipping 20 degrees to 40 degrees;
contains convoluted inclusions of light green
35
gray CLAYSTONE.
36
37
38
Remarks: 1Monitoring weft installed with 2'x2'x4"
concrete pad at existing ground surface
7*
supporting +/- 3 fogt protective steel casing
5*
with locking cover. Borehole advanced using
C-4
60/56
8*
RGD-52
39
hollow stem auger; rock core obtained using HG
5*
size core barrel; monito5ing well using a 10"
6*
roller bit to 23.5 feet. See GZA Boring Log
MS-24-OB for soil classification and Vratum
40
description between 0 and 23 feet. Fat Cfay
filled void between 31.8 and 32.3 feet.
41
42
C-5
24/24
8
ROD-Ic0
43
Bottom of Borehole at 43.5 feet.
44
4

GZ.A GecEnvirormental, inc-
En ineers I Scientists
320 Needham Street
Newton Upppper Fats, Massachusetts 02164
[phone]
Carolina Piedanont Disposal Facility
Anson County, North Carolina
. -ing Co. AU Drilling Services, Inc,
Casing samoter
eman
B. Barnes/T. Barnett
Type
SplitSpocn
GZA Rep.
V. Britton/M. Tschosik
I.D./O.D.
4-1/4/2"
Date Start 1/14/92 End 1/16/92
Hammer Wt. 140#
Location
See Exploration Location Plan Hamner Fall 30"
GS,Etev.
273.18 Datum
other:
4-1/4" HSA
D
C B
Sample Information
Saite
& Classification
P
IG
S L
Description
Pen./
De th
1
Blows/
Field
T
N W
(Unified Classification)
H
S
No.
Rec.
(Ft.)
6"
Test Data
5
i�
15
20
25
S-1 24/24 3-5 1 6-11
T 11-13
5-2 [ 24/248-10 9Z1'
1 6 j
5-3 ti/t.ii. 13.5-14.5�50/5
i IS-4 1 2/0 l 18.5-18.61 50/21 1
S-5 1 5/5 1 23.5-23.91 5 0/5 1 1
IS-6 11/0 1 27.5-27.61 75/11 I
Date
Well Graded Sand with Silt (SW-SM) -
mostly fine sand, few silty
fines, non -plastic, brown (7.5YR, 5/4),
moist.
Poorly graded Sand with Silt (SP-SS) -
rvstty fine sand, few silt fines,
non pplastic moist, light rcwn
(7.5YR, 6/3�.
Horirg No. HW-25-06
---- Page 1 0{ I
File No. 70141.30
Chkd- By: H.A. Ponti; Jr,
Groundwater Readings
Time I Depth I Casing Stab, Time
Stratum I'K
Equipment Instat4ed
H
Description Protective
S Steel Casino
TOPSOIL 1.
SILTY
SAND
SAPROLITE
Highly Weathered Ctaystone (WH), breaks
dawn to Lean Clay (CL) - mostly -�
fines, medium plasticity, medium dry,
strength, slow dilatanecey, medium
toughness, dry.
No Recovery.
Highly Weathered Hudstone (WH),
breaks down to Lean Clay (CL)
mostly fines, medium to high
plasticity, very dary gray (5YR, 3/1),
dry.
No Recovery. ?,
Bottom of Borehole at 27.5 feat.
"A,
2.
WC
19,
HIGHLY
WEATHERED
DARK GRAY
MUDSTONE
(WH)
I.
Monitoring well installed with 2'X2'X4" concrete pad at existing ground surface supporting -3 foot
R protective steel casing with locking cover.
e 2- Return water-.tu-rn.Lng_pray between 17.5 feet and 19 feet.
m 3. Auger and 4q1 ter bit)refusal at 27.5 feet.
a
Votclay/
Cement Grout
0.5-12.51
2" PVC
Riser
0-17,5' -
Bentonite
Seat
..12.5-14.5
Filter Sand
14,5-27.5
i" PVC Well
Screen
(0.010 Slot)
17.5-27.5
8 1/2" O.D.
Auger Hole
1 --
Stratificaticn lines represent approximate boundaries between soil types, transitions may be gradual. Water level
readings have been rzade at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were mace.
Boring o. HW 25 CB

GZA GeoEnvironmentai, Inc.
Log of Well MW-28-08
Sheet I of 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Elevation-, G.S. 251.44 ft.
Phone [phone] Fax [phone]
Driller: 6.earnes/J. Wagner - ASE Drilling Services
Drilling
Date
Time
Drill Method: 6" Air Hammer
Started
2/19/92
NA
Sample Method: NA
Finished
2/19/92
NA
Borehole Diameter: 6 in.
Water Level: 7.79 ft. (10/97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. Da
C
�
ot
a
Materials Description
well Compfetlon
E
as
�
is
m
m
� .`..
r
a
m
Cn
�
�
m
�— Pro!ective
Steel
i asing
SEE GZA BORING LOGS MW-26-SB ANC
Concrete
C-0.5'
MW-26-OBS SOIL CLASSIFICATION ANO
STRATUM DESCRIPTION
volc�ay/
Cement
Grout
•
0.5-8'
4
2" PVC
Riser
0 -12'
6
7
9
V
Bent unite
Sea! 8--30'
9
10
Filler
Sane
i0--22'
s
I
1
2" PVC
-
Wellscreen
{o 010
Slaij
t2-22'

GZA GeoEnvironmental, Inc.
Log of Well MW-26—OB
Sheet 2 of 2
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y
,fob Plumber: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 251.44 ft.
Phone (W) 080-0050 Fax [phone]
c
Z
E
*
n
Z =
n
�
Materials Description
WeEI Completion
Q
E
al
rr
N
CU
4 v
a
T
c
m
;
o
~
0.
m
16
17
18
19
20
21
2 2
Bottom of Borehole at 22 feet.
g", "Z, S
,<
23
Remarks: IMcnitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fo?t protective steel casing
with locking cover. Borehole advanced using
2 4
air hammer method with 6-inch drill bit.
25
26
27
28
29

GZ4 GeoEnviroremental, Inc. Boring No. MLA-26-CBS
En ineers/Scientists Carolina Piedmont Disposal Facility ------ --
Page 1 of 1
320 Needham Street
Newton Uppppeer Falls, Massac4 Anson County, north Carolina File No, 70141.34
husetts 0215
(617) 969-D050 Chkd. By: M.A. Ponti, Jr.
ing Co. A&E Drilling Services, Inc. Casing samoL
,reman B. SarneS/Mike Trinkle Type Splitspoon Date
G2A Rep. P. Banner C.D./O.D. 1.38"/211 2/14/92
Groundwater
headings
Time
Depth
Casing
Stab. Time
1400
Dry
Out
0
Date Start 2/14/92 End 2/14/92 Hamner Wt. 140#
Location See Exptcraticn Location Plan Hammer FaIL 3011
G5.Elev. 251.70 Datum Other, 4-1/4" HSA
D
P
T
H
C B
S L
N u
G S
Sample
information
Sample
Description & tlassificaticn
(ASTM System)
Stratum
Description
R
M
5
S
Equipment
Installed
Protective
Steel
Casing
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
0.5'
TOPSOIL
,......,.--_
1
2
Concrete
0' -0.5'
Bentonite
Seat
5
Silt with Sand (ML) - mostly fines,
Little medium to fine sand, trace
grave€, olive -yellow (2.5Y,
qq, mist,
6/8)ist, very stiff, low
plasticity.
SANDY
SILT
SAPRCLITE
0.5-1.5'
2" PVC
Riser
0-3r
5-1
24/16
3-5
9-10
12-10
t 6.5'
-------
Filter
Sand
10
Silty Sand (SM) - mostly fine sand,'
hard, some silt, dark reddish -brown
(SYR, 3/3), dry.
ARGILLACE
SANi3STOE5
SAPRCLITE
q
2" PVC
t;el[screEn
s�ot1) —
3-13'
S-2
S0/10
- 8-8.9
30-75/4
2" PVC
x 13.5'
S133--13.5
Bottom of Borehole at 13.5 feet.
15
-
20
25
Fe
1. Monitoring well installed with Z'X2'X4" concrete pad at existing ground surface supporting ±3 fcct
pprotective steel casing with locking cover.
Z. Borehole advanced using auger method to 13.5 feet.
r
Stratification lines represent approximate boundaries between soil types, transitions may be gradual. Dater level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. MW-26-CBS

GZA GecEnvironmental, Inc.
Engineers/SCienti_sts
320 Needham Street
Newton Upper Fells, Massachusetts 02164
[phone]
Haring Ho, MW-26-Sg
Carolina Piedmont Disposal Facility Page 1 of 2
Anson County, North Carolina File Z. 70141,30
Chkd. By: M.A. Ponti, Jr.
ing Co. A&E Drilling Services, Inc. Casio Sampler Groundwater Readings
roreman B. Barnes/J. Wagner Type SplitSpccn
GZA Rep. H.A. Tschcsik I.D./O.D. 1.38111211
Date Start 2/17/92 End 2/17/92 Hamner Wt. 140#
Location See Exploration Location Plan Hamner Fall 30"
Date
Time
Depth
Casing
Stab, Time
1 0/ 97
12,67
— ............ ............. ...
GS.EIev. 251.67 Datum Other: 4-1/4" NSA; 10" Air Hammer, HQ Care Barrel
D C B Sample Information Sample Stratum R Equipment Installed
P S L Description & Classification M
T N W Pen./ Depth Blows/ Field (ASTM System) Description K
H G S No. Rec. (Ft.) 611 Test Data S
SEE GZA BORING LOG HW-26-OB5 1 Cement
FOR SOIL CLASSIFICATION 2 01-0.51
AND STRATUM DESCRIPTION 3
TO 13»5 FEET Volclay/
Cement
Grout
<:? 611 PVc
5 Casing
inside
10" O.D.
borehole
�+-1-�-�--IL =__ J ICI
15
HIGHLY TO
MODERATELY
WEATHERED
ARGILLACEOUS
5-1 3/1 18.5-18.8 75/3 Nighty to Moderately Weathered SANDSTONE
l.
Sandstone, Silty Sand .(SM) - mostly
e fine to medium sand little laminated "t
20 silt, dry, reddish —
man -plastic.
11
Min/Ft
ROD
11
231
Hard, fresh weak red to reddish -
brown, Argiflacecus SANDSTONE,
moderate ty close, slightly weathered
W. RED -
REDDISH
C-1
54/46
23-27.5
2
TT
25
shallow dipping joints; (few
convoluted inclusions of tight green
gray Claystone 23.7-261).
BROWN
ARGILLACEOUS
SANDSTONE
1
1
C-2
60/52
27.5-32.5 1
77
1
1
R
e
m
I
% See GZA Boring Log KW-26-CBS for overburden description between existing ground surface and
• 13.5 feet below grade.
2. Monitoring well installed with 2'X21X4'1 concrete pad at existing ground surface supporting 13 foot
protective steel casing with locking cover.
3. Borehole advanced using augers and single Ho core barrel; open bedrock welt installation completed by
air haffwr method using a 1011 drill bit to 25 feet.
Bentcnite
Seal
231-251
4" Open
Bedrock
Well
251-42.21
Stratification lines represent approximate boundaries between sail types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. HW-26-SS

GZA GEOENVIRONHENTAL, INC.
En ineers Seientists
320 Needham Street
Nekton tipper Falls, Massachusetts 02164
[phone]
C B Sample Information
S L
N W Pen./ Depth
H G 5 No. Rec. (Ft.) MIN/FT RGD
1
1
C-3 60165 32.5-37.5 1 99 KediLrn hard slightly weathered,
weak red CLAYSTONE, ioidelyy spaced
1 drill breaks dipping 2°-20°; no
--- observded joints.
1
35 1
1
C-4 60/60 37.5-42.2 1 99
2
1
40 1
1
Z
1 45
50
155
60
R
e
m
a
r
k
Boring No. KW-26-SG
Carolina Piedrncnt Disposal Facility K ----
P
Anson County, North Carotin
Sample
Description & Classification
(ASTM System)
Bottom of Borehole at 42.2 feet.
age 2 of 2
a File No. 70141.30
Chkd. By. M.A. Ponti, Jr
Stratun R Equipment Instatted
N
Description K
is
411 Open
Bedrock
t 3Well
__. �.. 25'-42.21
WEAK RED
CLAYSTONE

GZA GeoEnvirorrnentat, Inc.
Engineers/Scientists
320 Needham Street
Newton Upfalls, Massachusetts 02164
(617) 96ppe05
roarFng no, nw_ef.08
Carolina Piedmont Disposal Facility
Page 1 of 3
Anson County, North Carolina File No. 70141.3C
Chkd. By: M.A. Ponti, Jr.
)ring Co.
A $ E Drilling, Inc.
Casing sartn�ei
roreman
B. Barnes/M. Trinkte/R.S.
Type
SplitSpoen
GZA Rep,
M. Tschosik/M.A. Ponti, Jr.
Date Start
1/30/92 End 1/30/92
Hamner
Wt. 140#
Location See Exploration Location Plan
Harmer
Fall 30"
GS.EIev.
238.43 Datum
Other':
4-i/4" NSA; 10°E/6" Air
GG Core Barrel[
Sample Information
ammer,
Sample
9701SBHw(�
LDescription
& Classification
LJPen./
Depth
Blows/
Fietd
(ASTM System)
SRec.
(Ft.)
6"
Test Data
S-1 24/19 3.5-5.5 12-i6
16 25
5
! (5-2 1 9/9 1 8.5-9.21 35-75/3 1
10
15
20
25
R
e
m
a
r
S 3 24 181 13.5/15.5 27-27
i 1 1 38-29
Groundwater Readings
Date Time Depth Casing Stab. Time
1/31/92 07CO 13, 28' 14 Hours
10/V1 110.82
Clayey Sand with gravel (SC) -
mostly fine to coarse graded sand
ciayey fines, little fine graded
gravel (quartz) dry, brown, (7.5 YR,
5/4), fines, low plasticity.
1 1S-4 1 6/6 1 18.5.191 75-50/01 1
Stratum
R
Equipment
Installed
M
Protective
Steel Casin❑
Cement
Description
K
S
t
—TOPSOIL
RESIDUAL
SOIL
Vo[cLay
3.0 t
Cement
--------
Grout
0.5'•56'
CLAYEY SAND
6" PVC
SAPROLITE
Casing
de
16S1O.D.
t 71
Borehole
--......—
0' -53,
C[ayey Silt ( ML/CL) - mostly fines, CLAYEY SILT
few fine graded sand, few laminated SAFROLiTE
inclusions of light green -gray 25XR,
413 silt Layers, dry low to medium
plasticity, soft toirin consistency. 11
1 1S-5 1 6/6 1 23.5-24,01 75-50/01 1
SILTY CLAY
Silty Clay (CL/ML) - mostly fines, SAPROLITE
few fine graded sand, trace of
Laminated light green -gray silt
Layers, dry, low to medium
Plasticity, soft to firm consistancy.
171
t k 4 1
Silty Sand (SH) - mostly fine to btu r
median sand, little to some silty r s
fines dry, gray to dark gray
(5Y, �/1) non -plastic.
SILTY SAND
SAPROLITE
Silty Sand (SM) - mostly fine to
medium graded sand, tittle
silty to clayey fines, dry, gray
(5Y, 5/1) ncn-pLastic.
I 27
Min/ft RCD t 28"�7�/SJS
C 1 108/1081 28-371 2 ! 95 Hard fresh, light greenish -gray, ARGILLACDCUS
argik acecus SANDSTONE. SANDSTONE
2
1. Monitoring well installed with 2'X2'X4" eoncrete pad at existing ground surface supporting t3 foot
PProtective steel casing with Locking cover.
2. 8erenele advanced using aucers arx: single HQ core barrel open bedrock well installation completed by
air harmer method using 10" dr,Lt bit to 58 feet and 6" 6i
t to 68 feet.
Stratification lines represent apprexirnaze uounca n C, ❑r.wcen bull�r�=, ­7 uc y a .o,• -� - -- --
readings have been made at times and under conditions stated. Fluctuations of groundwater
may occur due to factors other than those present at the time measurements were Trade. Boring No. Mu-27-Da

GZA GECENVIRONMENTAL, INC.
Fnainee rs/Scientists
320 Needham Street
Newton Upper Faits, Massachusetts 02164
(617) 9 0-0050
Carolina piedmont Disposal Facility tloring No. KW-27-DB
Page 2 of 3
Anson County, North Carolina File No, 70141.30
D C B Sample Information Sample
P S L Description & Classification
T N W Pen./ Depth (ASTM System)
H G S No. Rec. CFt.) MIN/FT RCD
2 31.5' - 32.71: Shallow to steeply
dipping and vertical drilling
E2 breaks, few stickensided joints.
2
2
2
35 2
2
40
45
C-2
50/90
37-44.5
2
95
37,31: Stickensided steeply dipping
joint.
Hard, fresh, light gray SANDSTONE
(medium to coarse sand).
39.51: Soft, grayish -green,
micaceous moderately weathered,
sligghtly fissile, CLAYSTONE.
40.51: Medium hard fresh, weak red -
dusky red, clayey SILTSTONE, few
sligfitly weathered horizontal and
shallow dipping joints.
441: Hard, fresh, weak dusky -red
SILTSTDNE, few weathered, horizontal
and shallow dipping joints, with
grayyish-green convoluted claystone
inclusicns.
2
2
2
40.5'
2
2
2
C-3
96/86
44.5-5R.5 2
83
2
2
2
2
2
50 2
2
C-4 120/115 52-5- 2 93
62.5
1.5
1.2
55
1.0
1
1
1
1
60
1
i
C-5 60/49 62.5-67.5 1 82
Chkd. By: M.A. Ponti, Jr.
Stratum R Equipment Installed
M -
Description K
S
ARGILLACEDUS 61, PVC
SANDSTONE Casing
inside
10" O.D.
Borehole
VoLclay/
Gfl tt56'
± 38.5'
SANDSTOHE
—t 39.5 --
MICACECiJS
— CLAYSTONE
x 40.5'
CLAYEY
SILTSTONE
44' z
SILTSTDNE
1 64.21. Sham contact - Hard, fresh
light greenish -gray argillececus
1 SANDSTONE laminated with shalLcw to
steeply dipping Laminae. SANDSTONE
Bentonite
Seal
56'-58'
6'E Dia.
Open
Bedrock
Dell
58'-68,
R
e
m
a
r
k
s
stratification tines represent approximate boundaries between soil types, transitions may be gradual. Water Level
m readings have been ade at times and under conditions stated. Fluctuations of groundwater may cccur due to factors
other than those present at the tirye measurements were made.
baring No. H4l-27-D6

,ZA GEOENVIROHIEWikL, INC.
in ineers Scientists
i20 Needham Street
;eaton Upppper Falls, Massachusetts 02164
96TOO50
y T ISH Saampt a Information
L
Field
W jze./ Depth Blows
ctDta
4 G No. (Ft.) Test Data
70
n
80
85
9Q
95
R
e
m
a
r
Boring No. 8u-27.09
Carotina Piedmont Disposal Facility page 3 of 3
Anson County, North Carolina File Ha. 70141.30
Chkd. By; N.A. Pcnti, Jr.
Sample Stratum R Equipment installed
Description & Classification
N
(ASTM system) Description K
•S .
Bottom of Borehole at 68•feet.
ARG€LLACEOUS
SAHDSTOHE
t 67.5'
Bottom of well at
68'
1 gradual Uater level
,tratification lines represent approximate boundaries between soil types, transitions may y occur due to factors
readings have been made at times and under conditions stated. Fluctuations of groundwzter may
other than those present at the time measurements were made. goring Ho. Mtl-27•D9

GZA GeoEnvirormental, Inc. goring No. Mod-27.OB
Engineers/Scientists Carolina Piedmont Disposal Facility -- --�--
Page 1 of 1
320 Needham Street
Newton Upppper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
(617) 96TOO50 Chkd. By: H.A. Ponti, Jr.
-ing Co. A&E Drilling Services, Inc. Casing Sampt er
oretman B. Sarnes/J. Wagner Type NA
GZA Rep. H.A. Ponti, Jr. I.D./O.D.
Date Start 2/10/92 End 2/11/92 Hammer Wt.
Location; See Exploration Location Plan Hammer Fall
GS.EIev. 238.39 Datum other: 6" Air Hammer
Groundwater
Readings
Date
Time
Depth
Casing
Stab. Time
D
P
T
H
C B
S L
N u
G S
Sample
Information
Sample
Description $ Classification
(ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
Protective
Steel Casing
s3 Concrete
0-1'
Bentonite
Seat
1-4'
21, PVC
Riser
0.51
<; Filter
Sand
4-25'
2" PVC
>1 Weltscreen
(0.010 Slot
5-25'
.> 6" O.D.
Borehole
5
10
15
20
SEE GZA BORING LOG MW-27•DB FOR
SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
#
M
5
_$$
1
2
S
25
Bottom of Borehole at 25 feet.
1. Monitoring well installed with 2'X2'X4" concrete pad at existing ground surface supporting t3 foot
R pprotective steel casing with locking cover.
e 2. Borehole advanced using air hammer method with a 10-inch drill bit to 25 feet.
m
a
Stratificatior lines represent approximate bcumdaries between snit types, transitions may be gradual. hater level
readings have been trade at times and under conditions stated. Fluctuations of 9rounduater may occur due to factors
other than those present at the time measurements were made.
Boring No. M5d-27-OB

GZA GeoEnvironmentat, Inc. Baring No. Mk-27-Sa
En ineers Scientists Carolina Piedmont Disposal Facility --z -
Page 1 of
320 Needham Street
Newton Uppppeer Facts, Hassachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone] Chkd. By: M.A. Ponti, Jr
'ing Co. A&E Drilling Services, Inc. Casing Sampler Groundwater
eman B. Barnes/J. Vagner Type NA Date Time
GZA Rep. H.A. Ponti, Jr. I.D./O.D. 10/97
Date Start 2/7/42 End 2/10/92 Hamner Wt.
lLocation See Exploration Location Plan Hamner Fall
GS.Etev. 238,48 Datum Other: 10"/b" Air Hamner
Readings
Depth
Casing
Stab. Time
14.92
D
P
T
H
C B
S L
N V
G S
Salute
Information
Sample
Description & Classification
(ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
--
Field
Test Data
Casing
Concrete
Volclay/
Cement
Grout
0.5-30'
6" PVC
Casing
Inside
10" O.D.
Borehole
Prateetive
Steel
5
10
15
20
25
SEE GZA BORING LOG FV-27-DB FOR
SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
1
2
R
e
m
a
1. Monitoring well installed with 21X2'X4" concrete pad at existing ground surface supporting ±3 foot
protective steel casing with locking cover.
Z. Borehole advanced using air harmer method with 10-inch drill bit to 32 feet, and 6-inch bit to 42 feet.
Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Scring No. Mk-27-SB

GZA GECENVIRCNMENTAL, INC. Baring Ha. M61-27-SB
Engineers/Icientists_ Carolina Piedmont Disposal Facility _
Page 2 of 2
320 Needham Street
Newton Uvper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone]
Chkd. By: M.A. Pcnti, Jr.
n
C B
S t
N W
G S
Sample
information
Sample
Description & Classification
{ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
lSentonite^
Seal
30-32,
6�, Open
Bedrock
Well
32-42,
35
40
45
.J
55
60
Bottom of Borehole at 42 feet.
r
f
R
e
m
a
k
tilico, ion lines represent approximate boundaries between soil types, transitions may be gradual.' -Water levet
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
ether than those present at the time measurements were made.
Burin Ha. MW-27-SB

GZA GeoEnvirormentai, Inc. 9cring No. MW-28-08
Engineers/Scientists Carolina Piedmont Dispasal Facility
320 Needham Street
Newton U r Falls, Massachusetts 02164 Anson County, North Carolina
[phone]
oring Co. A&E Drilling Services, Inc.
Casing Sampler
oreman
B. Barnes/J. Scribellitc
Type
SpH tSpoon
GZA Rep.
V. Britton/M.A. Ponti, Jr. I.D./O.D. 1.753'/2"
Date start 2/16/92 End 2/17/92
Hamner Wt. 14CO
Location
See Exploration Location Plan Hamner Fall 301E
GS.Etev.
244.04 Datum
Other- 4-1/4" HSA, 101116" Air
Hammer, KQ Core Barrel
D C B
Sample Information
Sample
P S L
Description 8 Classification
T N W
Pen./ Oepth Blows/
Field
(ASTM System)
H G S
No. Rec. (Ft.) 6"
Test Data
01-1.01: Topsoil
5
10
15
20
25
Date
10/97
S-1 24/2C 3-Y5 1 3-6
Sandy Silt (ML) - mostly fines, few
14 18 clay, trace cf sand, trace fine
-- gravel, moist, ligght yeltcwish-brown
to gray (10YR, 6/4), medium plasticity.
Page 1 cf 3
File No. 7CI41.3C
Chkd. By: M.A. Ponti, ,1r.
Groundwater Readings
Time Depth Casing Stab. Time
Stratum R Equipment Installed
M
Description K Protective
5 Steel Casing
t 1' TCPSOIL 1. Concrete
--- -�— 2. 0-0.5,
Votclay/
Cement
>z » Grout
0.5-871
s-2 124/181 8.10 6-5 1 ILean Clay (CL) - mostly fines, few
gravel, moist,. dark red (10YR, 3/6), LEAN CLAY
10-14 low to medium plasticity. slightty SAPROLITE
mottled.
S 3 11/10 13 13.9 14-75/5 Lean Clay (CL) mostly fines, little
silt, trace very fine sand, damp,
dark reddish -brown (2.5YR, 3/4);
non -plastic, thin dark organic layers.
SANDY SILT
SYCF�RO'C'I°iE' "
S-4 10/1018-18.8 25-75/4 Silt and Very Fine Sand (ML/SP) -
dry, dark reddish -brown (SYR, 3/31)
non -plastic.
20.5'
SAND
SA^P32QL L-1��.�
S-S 10/8 1 23-23.9 40-75/41 Fine to medium Sand (SP) - little
---- laminations of silt trace clay,
trace cobble, friable sand, dry,
reddish -brown (SYR, 5/3), ncn- 25.5'
plastic. — —
LEAN CLAY
S-6 11/10 28-28.9 20-75/5 Lean Clay (CL) - mostly fines, trace
silt, damn, dark reddish -brown
(5YR, 3/3�, moderate plasticity.
Monitoring well installed with 2'X2'X4" concrete pad at existing grourd surface supporting z3 foot
pprotective steel casing with locking cover.
9orehole advanced using augers and single HO core barrel; open bedrock well instaltation completed by
air hammer method using 10-inch drill bit to 89 feet and 6-inch bit to 100 feet.
Strata descriptions between * 69.8 feet and t 81.5 feet based on return water cuttings.
6" PVC
Casing
inside
10" O.D.
borehole
0'-89,
Stratification lines represent approximate t:curdaries t>etween s051 types, transitions tray be graduat, Water tevet
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. HW-28-CB

GIA GEOENVIRONMENTAL, INC.
Engineers Scientists
320 Needham Street
Newton Uppppeer Falls, Massachusetts 02164
[phone]
C B Sample Information
J S L
N L Pen./ Depth Blows/ Field
H G S No. Rec. (Ft.) 6" Test Data
=7 ; 4/3 ; 33-33.31 75/4
35
IS-8 1 5/5 1 38-38.41 75/5
40
IS-9 1 5/5 1 43-43.41 75/5 1 1
45
S-10 10/8 48-48.9 60 75/4
50 —
I IS-111 5/5 1 53-53.41 75/5 I I
Carolina Piedmont Disposal Facility acring No. MW-28.08-�_
Page 2 of 3
Anson County, North Carolina File No. 70141.30
Chkd. By: M.A. Pont4 i, Jr.
Sample Stratum IR Equipment Instalted
Description & Classification M
(ASTH System) Description K
S
LEAN CLAY
SAPROLITE
Lean Clay (CL) - little silt, moist.
dark reddish -brown (5YR, 3/3) plastic
mottled, friable.
Lean Clay (CL) - little silt damp,
dart: reddish -brown (5YR 3/35 non
plastic, mottled, friable.
Min/Ft
ROD
C-1
15/14
58.5-
59.8
5
46
7
60
C-2
60/51
59.8-
64.8
6
33
5
5
5
C-3
60/44
64.8-
69.8
5
0
Silt (ML) - little clay, trace
fine gravel, damp, dark reddish -
brown (5YR, 3/2) mottled.
Clayey Silt (ML) and pieces of
weathered rock - few clay, little
fine to coarse pieces of dark
reddish -brown (5YR, 3/2) to green.
Silty Clay (CL) with little
Laminated silt, dry, dark
reddish -brown (5YR, 3/2)
tow plasticity, friable.
571
SANDSTONE
s 58.5' (WS)
Hard, fresh, pale red Argillaceous — — — — —
SANDSTGNE� with few slightly weathered
shadow d"pping joints. PALE RED
ARGILLACEOUS
SANDSTONE
t 6Z'
Hard, fresh, pale red Argillaceous PALE RED
SANDSTONE and MUCSTGNE. ARGILLACEOUS
SANDSTONE/
MUDSTONE
6" PVC —
Casing
inside
1011 G.D.
Borehole
0-89,
Valclay/
Cement
Grout
0-87'
R
e
m
a
r
k
s
_ratification lines represent approximate boundaries between sail types, transitions may be gradua.l_. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
ether than those present at the time measurements were made.
Boring Na. MW-28-DE

GZA GEDENVIRCNN.ENTAL, INC.
En inecrs Scientists
320 Needham Street
Newton Uppppeer Fatls, Massachusetts 02164
[phone]
c B Sample Information
S L —
T N W Pen./ Depth
H G S No. Rec. (Fr.) Min/Ft
70
iAI
8D
C-4
42/42
81.5-85
7
7
8
9
85
C-5
60/60
85-90
6
5
5
6
5
90
-C 6
60/59
90-95
5
7
7
6
95
7
C-7
54/54
95 99.5
6
5
5
5
5
Bcring No. MW 28 08
Caro tina Piedmont 0isposaL Facitity
Page 3 of 3
Anson County, North Carotina Fite No. 70141.30
Sampte
Description $ Classification
(ASTM System)
ROD
66.681: Shattow dipping even dritH ng
breaks.
68-69.81: Soft convoluted, tight
bluish -gray CLAYSTONE mixed with
pate red MUDSTONE.
Highly weathered pate red MUDSTONE
(based on drilliLng cuttings, material
washed out 69.8 to 81.5 feet).
74 Hard, fresh, pale red SANDSTONE,
(fine to medium sand), shallow
dipping beds (laminated) moderately
close shallow dipping, sightly
weathered joints.
i 0O
32
62
!Medium hard to soft, moderatety
weathered pate red MUOSTONE.
Bottom of $orehote at 100 feet
Chkd. 6y: M.A. Ponti� i , Jr.
Stratum R Equipment Installed
14
Description K
S
ARGILLACECUS
SANDSTONE/
MUDSTONE
z 69.8'
3.
PALE RED
MUOSTONE
t 81.5'
PALE RED
SANDSTONE
97.7'
MUDSTONE
6" PVC
Casing
inside
101, C.D.
Borehole
0.89'
votctay/
Cement
Grout
0.5-87'
Bentonite
seat
87.89'
6" Open
Bedrock
89-1G0'
R
e
m
a
r
k
s
tratificaticn tines represent approximate boundaries between soil types, transitions may be graduat. Water level
readings have been made at times and under corsditions stated. FLuctuations of groundwater may occur due to factors
other than those present at the time measurements were made. Boring No.

NM-28-DBA
I OF 6
NOT AVAILABLE FOR 'TRC's REVIEW

GZA GEOENYIRONMENTAL, INC.
Engineers/Scientists
320 Needham Street
Newton Uppper Falls, Massachusetts 02164
[phone]
C B Sample Information
S L
N W Pen./ Depth Blows/ I Field
H G S No. I Rec. I (Ft.) 6" ITest Data
35
40
45
I 50
55
60
IN
Carolina Piedmont Disposal Facility
Anson County, North Carolina
Sample R
Description & classification M
(ASTM System) K
S
Boring No. Mod-28-D6A
--- Page 2 of 6
File No. 70141.30
Chkd. By: M.A. Pont�,�
Equipment Installed
L, Strati-n descriptions based on cuttings from air hammer and wash method.
R
e
m
a
r
.ratification lines represent approximate boundaries between sail types, transitions may be gradual:- Llater level
eadings have been made at times and under ecnditions stated. Fluctuations of groundwater may occur due to factors
1other than those present at the time measurements were made.
Baring No. Mu-28-DBA

GZA GEOENVIRONMENTAL, INC.
Engineers/Scientists
320 Needham street
Newton Uppper Fatls, Massachusetts 02164
[phone]
C B Sample Information
S b
N W Pen./ I Depth I Blows/ I Field
i A G s No. I Rec. (Ft.) 6" Test Data
70
75
80
i J
90
95
Carolina Piedmont Disposal Facility
Anson County, ?forth Carolina
SamoIe R
Description $ Classification M
(ASTM System) 5
boring No. MW-28-DEA
Page 3 of 5
File No. 70141.30
Chkd. By: M.A. Pan*
Equipment Installed
Bentonite Seal
93-95'
6" Borehcle
R
e
m
a
r
k
S
-atification lines represent approximate bcurxdaries between sail types, transitions may be gradual. Water level
readings have been made at times and under ccnditicns stated. fluctuations of groundwater may occur due to factors
h h h th t is were made
of er c an t ose present at a ime measuremen
Boring No. MW-28-gBA

GZA GEOENVIACNMENTAL, INC.
En ineers Scientists
320 Needham Street
Newton Uppper Fads, Hassachusetts 02164
[phone]
C B Sample Information
5L
N W Pen.! Depth Blows/ Field
1 H G S No. Aec. I (Ft.} 6" Test Data
105
110
115
1 120
125
13C
R
e
m
a
r
k
Carolina Piecimont Disposal Facility
Anson County, North Carolina
Sample R
Description & Ciassificaticn M
(ASTM System) S
Boring No. MW-28-DGA
--- - Page 4 of 6
Fite No. 70141.30
Chkd. Byt M.A. Ponti, Jr.
Equipment Installed
,ratif;cation tines represent approximate boundaries between sail types, transitions may be graduat.- Water- tevel
h endings have been made at times and under conditions stated. Fluctuations of grourdwater may occur due to factors
]other t,'ran those present at the tine measurements were made. T---
111 1 Baring No. Mw-2$-DSA

GZA GEOENVIRONHENTAL, INC.
En ineers Scientists
320 Needham Street
Newton Up er Falls, Massachusetts 02164
(617) 0050
C 8 Sample Information
S L
N u Pen./ Depth Blows/ Field
o G S No. R2C. (Ft.) 6" Test Data
1 140
1 145
!K
1 160
1 165
R
e
m
a
r
k
Boring No, MW-28-00A
Carolina Pied=rLt Disposal Facility
Page 5 of 6
Anson County, North Carolina File Ho. 70141.30
Chkd. By: H.A. PontJr.Jr
Sample R Equipment Installed
Description 8 Classification M------�
(ASTM System) 5
Volclayy/Cement Grout
o.5-175'
6" PVC Casing inside
1011 O.D. Borehole
0-45,
2" PVC Riser
0-178'
6" Borehole
�,ification tines represent approximate boundaries between soil types, transitions may be graduat.__Water level
"aadings have been made at times and under conditions stated. Fluctuations of grcundwater may occur due to factors
other than those present at the time measurements were made.
Boring No. MW-28-OBA

GZA GEOENVIRONHENTAL, INC. Baring No. Mod-28-DEA
Engineers/Scientists Carotina Piedront Disposal Facility ---_.
Page 6 of 6
320 Needham Street
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
(617) 96P050 -
Chkd. By: M.A. Ponti, Jr.
H
C B
S L
N W
G S
Sample
Information
Sample
Description & Classification
(ASTM System)
R
H
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Fr.)
Biows/
6"
Field
Test Data
Votclayy/Cement Grout
0.5-1751
21' PVC Riser
0-1781
Bentonite Seal
175-177.51
Filter Sand
177.5 -183 1
211 PVC Nettscreen
(0.010 SLot)
178-1831
175
180
ff
I
l
f
185
190
195
200
Bottom of Borehole at 183 feet.
t
R
e
m
a
r
k
,Gratification Lines represent approximate boundaries beraeen soil types, transitions may be gradual.- Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Boring Ne. M4d-28 DBA

GZA GecEnvironmental, Inc.
Log of Well MW-28-06
Sheet i of 3
Engineers/Scientists
Carolina Piedmont disposal Facility
320 Needham Street
Anson County, North Carolina
Job Plumber: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 245.30 ft.
Phone (ell) 969-0050 Fax (517) e65-77ae
Driller: B. Barnes/T. Barnett - A&E Services
Drilling
Date
Time
Drill Method: H.S.A.
Started
1/17/92
NA
Sample Method: NA
Finished
1/17/92
NA
Borehole Diameter: 6--1/4 in.
Water Level: 16.68 ft. (10/07)
Logged By: M.A. Ponti, Jr,
Checked BY: J.L. Daw
o
w
m
ai
�
e
V
❑
�=
a a
�
Materlats description
well Completion
a
V
a
L
C
Protective
E
v
�"
Steel
�
o
cO
Casing
d
o
Concrete
1
vo�clay/Ce .
Grout
2
3
SEE GZA BORING LOG MW-28—CB FOR SOIL
2" PVC
CLASSII=ICAITON AND STRATUM DESCRIPTION
Riser
4
5
6
7
8
9
10
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well MW--28—OB
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Plumber: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 245.30 ft.
c
*TE
a
0
Materials Description
Well Completion
Q
E
LC
`
+.
Sl 2
p `�,
L
a
is
rZ
m
15
16
17
18
E�ntGnllE
Seel
19
Filter
�K.
2 0
._ ....
`,. PVC
Wellsr:reer.
(o.blo
Slctl
21
22
23
%
24
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW-28—OB
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Oisposal Facility
320 Needham Street
Anson County, Forth Carolina
Job Number; 70141.30
Newton Upper Fails, MA
Phone [phone] Fax [phone]
Elevation: G.S. 245.30 ft.
Z
ar
C
x
4
a
Materials Description
Well Completion
E
cc
m
m
d
m
ro
C�
Cu
i
0
~
is
in
31
32
33
34
35
36
37
38
39
40
Bottom of Borehole at 40 feet.
4
Remarks;
lMonitcring well installed with 2'x2'x4" concrete
pad at existing ground surface supporting +/--
4 2
3 foot protective steeE casing with locking
cover.
28crehole advanced using 8 1/4" O.D. hollow
stem auger.
43
44
45

GZA GeoEnvironmentai, Inc.
Log 0� Well9W-28—St3
Sheet 9 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
et
3Needham Street
Anson County, North Carolina
ounY�
Job Plumber: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 244.52 ft.
Phone {617) 9e9-0050 Fax (6l7) 965-7769
Driller: B. Barnes/J. Wagner -- A@E Drilling Services
Drilling
Date
Time
Drill Method: Air Hammer/Roller Bit
Started
1/14/92
NA
Sample Method: NA
Finished
1/15/92
NA
Borehole Diameter: 10/6 in. ( Water Level: 13.88 ft. (10/97)
Logged Ry: Ponti, Jr./Terefenk
hacked B;: J.L. Daw
O
z
c
R
O
41
U
*
C
¢ m
U
Materials description
Well completion
E
a
C2
m
Protective
Steel
LO
Casing
fl)
o
Cement
1
volclaylCe ,.
Grout
2
NO SOIL SAMPLES TAKEN. SEE GZA BORING
LOG MW-28-DB FOR SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
4
5 • PVC
Casing
lnsi�e to"
sorenoie
2" PVC
Riser
4
8
9
10
11
12
13
Lj

GZA GeoEnvironmental, Inc.
Log of Well MW-28—SB
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Plumber: 70141.30
Newton Upper FaI15, MA
Phone (6M 969-0050 Fax [phone]
Elevation: G.S. 244.52 ft.
o
c
�
z
41
U
""'
O
"' 41
a
0
j
(5
Materials Description
Well Compieuon
_
C'
E
CG
ip
p
a
to
C
aj
S
a
C7
CL
d
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well MW-28—SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
--
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation' G.S. 244.52 ft.
O
Z
a)u
c
�
5
CO
C]
t.«
a M
o
v
Materials Description
well Completion
Q
E
L
ra
c�
;
Q
tL
m
31
32
33
34
I
35
36
3T
38
39
40
4t
42
4 3
Senior: to
Seal
44
4
5" Air
Hammer
Eoreho?e
45-50'

GZA GeoEnvironmental, Inc.
Log of Well MW-28--SB
Sheet 4 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y.
Job Number: 70141.30
Newton Upper Falls, MA
Elevation: G.S. 24 4.52 it.
Phone (Et7) 969-0050 Fax [phone]
O
5
�
S
0.
�
J
Materials Description
well Completion
E
L
U7
C
aj
S
o
~
0
rL
co
47
48
49
5 0
6 Roller
r iE
or ehole
5D-6a'
51
5 2
Remarks: tManitodng well Installed with 2'x2'x4" concrete pad at
existing ground surface supporting +/- 3 feat protective steel
zBorehcle
casing with locking cover. advanced using air hammer
metheq�wdh a ID-inchdrill bit to 45 feet and a 6-inch drill bit to 50
5 3
feet. Soli stratum descriptions are estimated based on air hammer
and return water cuttings. Air hammed response and cuttings
indicated norrcompetent. completely to highly weathered material
at 47.5 feel; hale advanced Using 5-7/8" O.D. roller bit and wash
method: hard material encountered between 52 and 60 feel: roller
5 4
bit cuttings were pale fed. Monitoring well Installed with 2" PVC
weilscreen set below 6" PVC casing.
— Filter
poi 7r { F ,
Send
55
2" PVC
weascreen
.... .... .
Slot)
56
57
58
60
Bottom of Borehole at 60 feet.
61

GZ4 GecEnvironmental, Inc. Boring No. KW-29-OB
En ineers Scientists Carolina Piednent Disposal Facility
320 Needham Street Page 1 of 1
Alewton Upper Fells, Massachusetts 02164 Anson County, North Carolina Fite No. 70141.30
[phone]
Chkd. By: M.A. Ponti, Jr.
'ing Cc, A&E Drilling Services, Inc. Casino Saunter
roreman Joe Scribetlito Type Sol itSpeon
GZA Rep. H.A. Tschosik I.D./O,D, 2"
Date Start 2/12/92 End 2/12/92 Hamner Wt. 140#
Location See Expteration Location Plan Hamner Fall 30€'
GS.Elev. 262.92 Datum Other: 4-1/411 HSA
Groundwater
Readings
Date
Time
Depth
Casing
Stab. Time
10/97
5,02
D
P
T
H
C S
S L
N U
G S
Safmte
Information
Sams a
Description & Ctassification
(ASTM System)
ratum
LD--ription
R
M
K
S
Equipment Installed
No.
Pen./
Rec.
Depth
(Ft,)
Blows/
6"
Fietd
Test Data
Casing
Concrete
0�-0.5'
Sentonite
Seat
0,5-2'
21 PVC
Riser
p-3
F;l.ter.
Sand
2-19.2'
2" PVC
Wettscreen
3-18!
8 1/4°
Borete
Protective
Steel
5
10
15
20
25
Lean Ctay (CL) - mestly fines, trace
fine graded sand moist, brownish
yellow (10YR, 6'L) median plasticity,
soft to firm consistency.
Lean Clay (CL) mostly laminated
fines, trace fetdspart dry to moist,
dark reddish brown (2-4YR, 3/3)
medium plasticity firm to hard
censisterscy, blocky.
Poorly Graded Sand with Silt
mostly fine sand few silty fines,
dry, dark reddis�_brown
(2-SYR, 3/3) ncn-plastic.
Clayey Silt (ML/CL) - mostly fines
finest few fine sand laminae dark
reddish -brown (2-5YR 3/3) tow to
medium plasticity, blocky, firm to
hard _consi.siency.
0.71 SILTY
SA NO
1
2
t
3
<-
LEAN CLAY
SAPROLITE
'
t 11.�" Y
S 1
24/0
3 5
8-6
7 12
!
{
S-2
16/15
8-9.3
30-52
75/4
SILTY SAND
SAPROLITE
15.5'
CLAYEY
SILT
SAPRCLITE
± 19.2'
S-3
4/4
13-13.3
75/4
i
S-4
1 17/12
18-19.4
25-70
75/5
.. ....... .._
..... .
Bottom of Borehole at 19.2 feet.
E
I
':. R
e
m
1. Hcnitoring welt installed with 21XV X4" concrete pad at existing ground surface supporting t3 foot
protective steel casing with tocking cover.
2. Borehole advanced using augers.
3. Auger refusal at 19.2 feet.
Stratification tines represent approximate boundaries between soil types, transitions may be gradual, Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made,
Boring Na. Hu-29-OB

GZ4 GeoEnvironmental, Inc. boring No. Mu-30-cs
Engineers/Scientists Carolina Piedtmont Disposal Facility --- - ,.
Page 1 of 1
3ZO Needham Street
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone] --
w Chkd. By: M.A. Ponti, Jr.
ing Co. A&E Drilling Services, Inc. Casing Sampler
Foreman Z. Barnes/M. Trinkle Type Splitspoon Date
•.GZ4 Rep. P. Banner I.D./O.D. 2'a 2/11/92
Date Start 2/11/92 End Z/11/92 Hammer Wt. 140#
Location See Exploration Location Ptan Harmer Fall 301, 1 0 97
GS.Elev. 270.39 Datum Other: 4-1/4" SSA
Groundwater Readings
Time
Depth
Casing
Stab. Time
1600
Dry
5
0
D r
0
P
T
H
C B
S L
N W
G S
Sample
Information
Sample
Description & Classificaticn
(Unified Classification)
Stratum
Description
R
M
K
S
Equipment Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
Protective
Steel Casing
Concrete
0-0.51
Sentonite
SeaL
0.5.1.5f
21, PVC
Riser
0-2.5'
Filter
Sard
2" PVC
weLtscreen
5
10
15
20
25
Clean Clay (CL) - mostly fines,
little fine to medium sand, median
orange brown, moist, firm.
Completely Weathered ArgiLLaceeus
Sandstone (41C) - mostly fines,
little fine to medium sand, moist, v �€Fn.,
dark reddish -brown, hard F
t .5 TOPSOIL
LEAN CLAY
(CL)
3.5r
— — ----
SANDSTONE
71
1
2
3
--••
-
S-1
B/S
3-3.7
20-7512
Bottom of Borehole at 5 feet..
.........
.........
a
iI
i
R
e
m
1. Monitoring well installed with 21X21X411 concrete pad at existing ground surface supporting s3 foot
protective steel casing with locking cover.
2. Borehole advarced using auger method.
L Auger refusal at 5 feet.
Stratification Lines represent approximate boundaries between soil types, transitions may be gradual. water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other Chan those present at the time measurements were made.
Boring ko. MV-30-CB

GZA GeoEnvirormentat, Inc.
Enoinee rsIScientists
320 Needham Street
Newton tipper Falls, Massachusetts 02164
[phone]
ing Co. A&E Drilling Services, Inc.
rcreman B.Barnes:M. Trinkte/R.S.
GZA Rep. H.A. Tschosik/M.A. Ponti, Jr.
Date start 2-07-92 End 2-07-92
Location see Exploration Location Plan
GS.EIev. 246.71 Datum
D C 5 Sample information
P S L
Carolina Piedmont Disposal Facility boring No. Mw-31-08..-�_
Page 1 of 2
Anson County, North Carolina File No. 70141.30
Chkd. By: M.A. Ponti, Jr.
Casino SamL er Groundwater Readings
Type Split Spoon
I.D./G.D. V O.D.
Hamner Wt. 140K
Hammer Fall 30tt
Date
Time
Depth
Casing
Stab. Time
02/07/92
1400
8.2
out
0.2 Hours
10/97
5.21
Other: 4-1/411 HSA; 10"/61, Air Hammer, HQ Core Barrel
Sample Stratum
Description & Classification
T N W Pen./ I Depth Blows/ Fietd (ASTM System) Description
H G S No. I Rec. (Ft.) 6'9 'Test Data
5
10
15
20
25
+ 0.5'
TOPSOIL
RESIDUAL
Top 7 inches: Mostly Fine to Coarse
Sand (SW) -few silt yy fines, trace of
SOIL/LEAN
t 3' CLAY
�-
S-1
24/15
3.5-5.5
12-10
8-10
--�
—
fine gravel water bearing, strong
*gown (7.5Y4 5/8), non plastlC.
Battom 8 inc{est Sancto Lean Clay
(CL) - mostly fines, little
laninaticns of silt and fine
SAND
SAPROLITE
5'
-- — — —
SANDY LEAN
sand, moist brownish-Yellcw
(1ny 6/6), law ptastf­ ry, soft
CLAY
SAP°uLITE
r
i-
--�--iconsistancy.
t 7'-----
S-2 24/16 8.5-10.51 11-25 Poorly Graded Sand with Silt (SP-SM)
mostly fine to medium sand, few
45-61 silt laminae, color varies from _.SUT.Y._.Sr1Ni)..
strong brown (7.5YR, 4/6) to pale SO-RZtI -
red (10R, 6/3) moist, non -plastic.
R
Equipment
Installed
M
K
Protective
Steel
S
Casing
Cement
1
3
4
Vciclay/
Cement
Grout
611 PVC
Casing
inside
Sarehole
0'-42'
Fine to Medium Sand (SP) - trace
Laminated siltyy fines moist
pinkish gray (SYR, 6/,).
Hard, fresh, light green -gray
SANDSTONE, with few horiacntal, even
slightly weathered joints.
Hard, fresh,,pale Orange, coarse
GRAYwACKE, with few silt laminae
and subrounded gravel.
Hard, fresh, pale orange, coarse
GRAYVACKE, with few silt laminae
and subrounded gravel.
Hard, fresh, pale orange, coarse
GRAYWACKc, with few si.t laminae
and subrourded gravel.
t 14' (wC wM)
- (w5)
+ 15.5'
S 3
7/3
13.5-14.1
21-75/1
MIN/FT
RQD
C-1
31/30
15.5-18.1
0.5
42
LT. GREEN
GRAY SAND-
+ 17.9'STCNE
1
1
PALE ORANGE
GRAYwACKE
C-2
60/57
18.1-23.1
1
87
,1
1
1
1
C-3
60/58�
23.1-28.1
0.5
98
0.5
0.5
1
44—
1
C-4
60/59
23.1-33.1
0.8
87
0.8
1. Monitoring welt installed with 2'XZ'X4" concrete pad at existing ground surface supporting t3 feot
rotective steel casing with locking cover.
2. �orehole advanced using augers and single HQ core to rret; open bedrock well installation completed by
air hammer method using 10-inch drill it to 42 feet, and a 6-inch drill bit.
3. Perched Water observed seeping slowly into split specn hole.
4. Auger cuttings 'between 0.5 and 3 feet indicate slightly sandy, Lean Clay.
Stratification lines represent approximate boundaries between sail types, transitions may be gradual. water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may accur due to factors
other than those present at the time measurements were made. --'-3 1-DS
Boring No. M4l-31-DS

GZA GEOENVIRONMENTAL, INC.
En ineers Scientists
320 Needham Street
Newton Upper Falls, Massachusetts 02164
[phone]
C B Sample Information
� S L
T N W Pen./ Depth
H G S No. Rec. (Ft.) MIN/FT
1
1
1
C-5 60/54 33.1-39.1 1
1
35
1
0.9
1
C-6 60/56 38.1-43.1 1
1
40
1
4
� 3.5
C-7 60/56 43.1-48.1 3.5
1
45
1.5
1.5
1.5
C-8 J 60/58 48.1-53.1 1
1
50 3
3
3
C-9 36/23 53.1-56.1 3
4.1
55
4
60
R
e
m
a
r
ROD
85
69
93
90
Boring No. Mu-31.DB
Carolina Piedwrit Disposal Facility Page 2 of 2
Anson County, North Carolina File No. 70141.30
Chkd. By: M.A. Pcnti, Jr.
Sampte Stratum R Equipment Installed
Description 8 Classification M
(ASTM System) Description K
S
IPALE ORANGE Volclay/
GRAYWACKE Cement
± 32' Grout
33.11-33.91: Coarse Sand matrix with
gray, laminated silt/ctay.
Hard, fresh light gray FINE
SANDSTONE, Laminated, with few
slightly weathered horizontal
icints.
36.11-36.61: Fine sandstone with
silt and carbenaceous laminae.
38.61-39,; Fine sandstone with
silt and carbonaceous laminae.
Hard, fresh, light gray GRAYWACKE
(coarse- grained) fine to
medium gravel uneven, horizontal
slightly weat�ered joints.
Hard, fresh, pale red SANDSTONE,
fine grained, with few slightly to
moderately weathered, horizontal
joints.
Medium hard, dusky -red CLAYSTONE
with silt Laminations, horizontal to
vertical, slightly weathered joints.
79 Hard, fresh, dusky -red SANDSTONE,
with tight grocnish-gray convoluted
CLAYSTCNE inclusions.
LIGHT GRAY
FINE
SANDSTONE
± 39'
LIGHT GRAY
GRAYWACKE
iz t
PALE RED
SANDSTONE
± 50.1'
DUSKY RED
CLAYSTONE
53,
DUSKY RED
ARGILLACEOUS
SANDSTONE
± 56.11
Bottom of Borehole at 56.1 feet
0.5'-40,
6" PVC
Casing
inside
10" O.D.
Borehole
0-4z'
Benton, te -
S4OI 4z
611 open
Bedrock
well
42'-56.1'
--a1 .l canon EInes represent a�roximai=e ecuncaries oezoeen soic Lees, trarsitions may De gracual. water teyet
readings have bm een ade at tines and under conditions sated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
9-ring Nc. Hu-31-DB

GZA GecEnvirorrmntal, Inc. Boring. No. MW-31-cS.
Engineers Scientists Carolina Piechiont Disposal Facility �----
Page 1 of 1
320 Needham Street
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone]--------
w Chkd. By: M.A. Ponti, Jr.
ing Co. A&E Drilling Services, Inc. Casing Sampler
oreman B. Barnes Type Date
GZA Rep. M.A. Pointi, Sr.
Date Start 2/6/92 End 2/6/92 Hammer Wt.
Location See Exploration Location Plan Hamner Fail 10/97
GS.ELev. 246.39 Oatun Other: 4 1/4" HSA
Groundwater Readings
Time
Depth
Casing
Stab. Time
D r
D
P
T
H
C B
5 L
N W
G S
Sample
Information
5ampie
Description & Classification
(ASTM System)
Stratun
Description
R
M
K
S
Equipment Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
6"
Field
Test Data
Steel Casin
Concrete
0'-0.5'
Bentanite
Seal
0.5'-1.5'
6" PVC
Riser
01.2'
Filter
Sand
21e PVC
4iellscreen
(0.010 scot
21-15,
Protective
5
10
SEE GZA BORING LOG KW-31-DB FOR
SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
.,.•wYka€'
t
�
kk.
1
2
:
`.
_ -
15
20
25
Bottom of Borehcte at 15 feet.�_� 'l
t
_........... .......
'
R
e
m
1. Monitoring well installed with 2'X2'X4" ccncrete pad at existing ground surface supporting s3 foot
pprotective steel casing with locking cover.
2. Erehole advanced using augers method.
Stratification lines represent approximate boundaries between soil types, transitions may be gradual. Water Level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
__ Baring No. Flld•31-OB

GZA GeoEnvtrormentat, Inc. Boring No. Mod-31.SB
En ineers Scientists Carolina Piedmont Disposat Facility
320 Needham Street Page 1 of 1
Newton Upper Falls, Massachusetts 02164 Anson County, North Carolina File No. 70141.30
[phone] ----- —
Chkd. By: M.A. Pent1, Jr.
-ing Co. A&E Drilling Services, Inc. Casing Sampter
rereman B. Barnes/J. Wagner Type N/A Date
GZA Rep. M.A. Ponti, Jr. I.D./O.D. N/A
Date Start 2/11/92 End 2/11192 Hammer Wt, N/A 1 Q
Location See Exploration Location Plan Hamner Fall N/A
GS.EIev. 246.4� Datum Other; 1011/6" Air Hamner
Groundwater Readings
Time
Depth
Casing
Stab. Time
4,83
D
P
T
H
C B
S L
N W
G S
Sample
Information
--
Sampt a
Description & Classification
(ASTW System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
611
Field
Test Data
Steel Casing
Cement
Vctctay/
Cement
Grout
II
C11 asing
inside
101, Q.D.
Borehote
0'-17,
Sentenite
Seai
15'-17,
Ere Open
Bedrock
Well
17'-22,
Protective
km
5
10
15
20
SEE GZA BORING LOG Mid-31-DB FOR
SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
1
25
Bottom of Borehole at 22 feet.
-+-4
R
e
m
1. Monitoring well installed with 21X21X4" concrete pad at existing ground surface supporting x3 fact
pprotective steel casing with locking cover.
2. Borehole advanced using air hammer with a 7011 dritl bit to 17 feet, and a 6" drill bit to 22 feet.
i
Stratification lines represent approximate boundaries between sail types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than [hose present at the time measurements were made.
Boring Na. HW-31-5a

GZA GeoEnvironmentai, Inc.
Log of Well MW -32--08
Sheet i of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fails, MA
Elevation: G.S. 298.23 ft.
Phone [phone] Fax (6t7) 985-7769
Driller: B. Barnes/M. Trinkie - A&E Services
Drilling
Date
Time
Drill Method: H.S.A.
Started
3/03/92
NA
Sample Method: NA
Finished
3/03/92
NA
Borehole Diameter: 8-1/4 in.
Water Level: 10.39 ft. (10/97)
Logged By: Banner/Ponti, Jr.
Checked By: J.L. Daw
0.J
ro
❑
yW
n ¢�
U
Materials Description
Well Completion
a
s
n
m
04
a
2
c
i
O
~
eo
Lacking
m
PVC Caw
Concrete
I
2
--- Bentcnkte
Seal
3
SEE GZA BORING LOG MW-32-SB FOR SOIL
K
2" PVC
CLASSIFICATION AND STRATUM DESCRIPTION
Riser
4
"
Filter
6
Sand
(5-36'1
7
2" PVC
weiiscreen
[6-36'1
9
�1
,
l2
33

GZA GeoEnvironmental, Inc.
Log of Well MW-32—OB
Sheet 2 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton Upper Falls, MA
Anson County, North Carolina
Job Number: 70141,30
Elevation: G.S. 298.23 ft.
Phone [phone] Fax [phone]
O
C
�
C
0
-7
a)
E
*
o
n m
u
Materials Cescriptlon
Well Completion
E
cc
mtu
ro
c
a1
s
0
r
co
d
m
Al
16
17
18
19
20
2i
22
23
. .......
_
24
.......
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Log of We(f MW-32-09
Sheet 3 of 3
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 298.23 ft.
o
c
o
CU
a
n
Materlals Oescriptiorn
well Completion
co
c
W
i
o
~
LO
m
31
P
,. a ;
32
33
34
35
3
Bottom of Boring at 36 feet.
r �
(
37
Remarks:
1Monitoring wetl installed with 2'x2'x4" concrete
pad at existing ground surface supporting +/-
38
3 foot protective steel casing with locking
1Borehole
cover. advanced using augers;
monitoring well installed inside B 1/4 inch O.Q.
borehole.
39
40
41
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well MW-32--SB
Sheet 1 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
Job Plumber: 70141.36
320 Needham Street
Anson Count North Carolina
Newton Upper Falls, MA
y,
Elevation: G.S. 298.27 ft
Phone [phone] Fax [phone]
Driller: S. Barnes/M. Trinkle -- A&E Services
Drilling
Date
Time
Drill Method: H.S.A.; 10" Air Hammer
Started
2/24/92
NA
Sample Method: Split Spoon; HQ Core
Finished
2/26/92
NA
Borehole Diameter: 10/4 in.
Water Level: 9.10 ft. (10/97)
Logged By: Banner/Ponti, Jr.
Checked By: J.L. Daw
c
v
*
o
a m
41
Materials oescrlption
Well Compieticn
E
o =
n
aj
a
Cn
c
01
x
a
`-
Lo
CL
in
rt — Locking
PVC Cap
• •'B
Cement
a ee
TOPSOIL (a-3')
•rrr
SAPR4LITE
vo€clay/Ce .:
out
X.
H/Ml-,
Clayey Sand (SC) - mostly fine to coarse
(0 5--38')
22_32
sand, little clayey fines, few fine gravel dry,
S-1
24/16
38-42
d
weak red OCR, 5/3), low plasticity, blocky,
rrr
rrr
rrr
5
rrr
rrr
rrr
--- 6" PVC
rrr
Casing
nside 10"
r r
0.D.
r r'
Borehole
rrr
rrr
(0-40')
rrr
-
rrr
rrr
7
rrr
j
rrr
�
rrr
-
rrr
rrr
_..
_. _..
_
_...._.
...............................
a
♦ r r
r;'
........................... ................
Clayey Sand (SC) - mostly fine to coarse
rr
sand, little clayey fines, few fine gravel, trace
17-31
;;,
of silica, dry, weak red (1CR, 4/2) tow
S
2
17/15
75/5
r
plasticity, blocky.
r
r
PARTIALLY WEATHERED SANDSTONE (9.5-4o')
—
—
10
—
11
12
13
Clayey Sand (SC) - mostly fine to coarse
S-3
5/5
75/5
sand, some clayey fines, trace of fine veE,
trace of silica, dry, weak red (10R, 4/21gralow
plasticity, blocky.

GZA GecEnvircnmental, Inc.
Cog of Well MW-32--SB
Sheet 2 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Newton Upper Fafls, MA
Phcne [phone] Fax t6t7) 965-7769
Elevation: G.S. 298.27 ft
z
v
c
_
*
m
o
L
o
Materials Qescrlption
Well Completicn
E
r
�
a
W.2
n
@
C
(D
x
o
F
fO
O_
m
15
16
17
18
Silty fines, few fine gravel, dry, reddish -brawn
_
7512
(2.5YR, 5/3), non -plastic.
18
20
21
22
23
Clayey Silt (CL/ML) mostly fines, trace of
S-5
8,5/8.5
60
`
silica, dusty red f10R, 3/4), low to medium
75/2.5
plasticity, blocky. _
24
25
26
27
28
Clayey Silt (CL/ML) - mostly fines, few
S-6
11/!1
45
laminated 1" lenses of clay, (light green -gray)
75/5
few Y' lenses of fine to medium sand, trace of
silica, dry, weak red (2.5YR, 4/2) tow
29
plasticity, blocky.

GZA GeoEnvironmental, Inc.
Log of Well MW-32—SS
Sheet 3 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Newton upper Falls, MA
Anson County, North Caroilna
Job Number: 70141.30
Elevation: G.S. 298.27 ft
Phone {617) 869-0050 Faz [phone]
C
C
E
*r
o
y v
Materials Oescriptien
Hell Completion
d
E
cc
m
N
N
Q"
L
CL
m
ro
CL)
o
n.
m
31
32
33
Silty Clay (ML/CL) - mostly fines, few lenses
�40-75/51
of fine sand, dry, weak red (7.513, 4/2), medium
S-7
it/It
plasticity, blocky.
34
35
36
37
36
Sandy Clayey Silt (CUML) - mostly fines, little
Wentonite
S-8
3.5/3.5
75/3.5
fine to medium sand, few pockets of clayey
Seal
fines (light green -gray), trace of fine gravel,
(38-40 )
moist, weak red (1OR, 4/3), low plasticity,
39
blocky.
"°
:o p
SANDSTONEXONGLOMERATE (40-73')
EeJruck
Well
(40-73')
41
-d
(40'-43,4'): Hard, fresh, 0.5' to 1.0' layers of
O p
pale green to grayish brown, fine to medium
2.5
'p
'.O
Argillaceaus SANDSTONE, with slightly to
0
moderately weathered shaflow dipping joints
C-1
418/48
0.9
Go-73.
42
a
(F).
O0
0.9
0
O.0
43
00
, o
o. 0
4 4
Q
(43.4'-45.9'): Hard, fresh, grayish -green
GRAYWACKE. {45.9'-46.t3'): Hard, fresh,
0.9
q
grayish -green CONGLOMERATE (F),
C-2
fi�3%4
0.9
0.8
t
GQ-ea
4 5
p p
0'9
�. 0
'o

GZA GecEnvircnmental, Inc.
Log of Well MW•-32—SB
Sheet 4 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson oun
ACounty, North Carolina
y
Job Number: 70141.30
Newton Upper Falls, MA
Elevaticn: G.S. 298.27 ft
Phone [phone] Faz [phone]
c
�
�
a
Materials Description
well Completion
aL
E
m
�
a
2
M
LO
c
aJ
x
o
~
cO
�
m
D
Hard, fresh, grayish -green
4 7
0.0
-
GRAYWACKE; (banded, fine to fine to medium,
0.9
•
subrounded gravel, 48'-52') (F).
60/44
0.9
0.0
C-2
73%
0.8
130-86.
� •o
'. 0 0
0.9
48
_'.o
O0
:o
O.0
49
..o.o
:p
O r)
50
a0
.0. o
0.8
51
.0 0
C-3
0/30
6 0%
0.8
0.8
RGD-21.6
p
0.8
2
52
op
o. o
58
"o,o
o. o
a
(53.7'--62.21: Hard, fresh, dusky red
54
0,0
CONGLCMERA7E, subrounded, with fine to
6C
coarse gravel and coarse cobbles (F).
0.0
55
�o
••a. o
t
'. o
3
O0
O.9 .........
d
......
1.1
56
.o.o
3.4
0
C-4
60/15
27%
4.9
3.1
RQC1-f.8
O.O
0
2.4
5 7
°. 0
3.9
0
5.4
�. 0
5
Q
58
.°.o
o. o
G
00
59
Q
.o
O.o
60
00
C-5
60/28
4 7%
00-23.
0 0
61
00
.o
o. a
o

GZA GeoEnvironmental, Inc.
Log of Well MW-32—SB
Sheet 5 of 5
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y,
Job Number: 70t41.30
Newton Upper Falls, MA
Phone (617) 0$0-0050 Fax [phone]e
Elevation: G.S. 298.27 ft
O
C
�
C
a
materials Description
Well Completion
E
a
c
t
m
cn
c
Qa
x
o
~
cv
d
m
p 4
(62.2'-65.5'}: Hard, fresh, grayish -green
3.1
o
Argillaceous SILTSTONE.
C-5
60/2B
2.4
3.9
OD-23.
6 3
O.0
0
47%
5.4
O 0
5
'.p
00
64
o. 0
.Q
0.0
6 50.0
(65.2'-66.7'); Hard, fresh, pale brown
a
Argillaceous SANDSTONE (J + .2" thick beds).
1
00
C-g
494%5
?
ROD-B8
66
O.0
2
:o
Hard, fresh, grayish pink
67
O
GRAYWACKE (5 YR, 6/2) Graywacke.
0
:0.0
'D
o. o
69 4.00
"6
(69.3'-73'): Hard, fresh, pale brown
CONGLOMERATE.
2
C-7
650/33
3.5
4
RCIJ-t2,5
0
0.0
3.5
0
4
71
-O.o
t
=a
.0. o
72
_.o.......
o.o
..... .......
-a
0.0
73
•-o
.�.o
Bottom of Borehole at 73 feet.
74
7 5
Remarks: lHonitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
supporting +/- 3 fo?t protective steel casing
with locking cover. Borehole advanced using
76
augers and single HO core barrel; open on
completed by setting 6" casing inside hollow
stem auger.
77

Carolina Pied ont Disposal Facility
Anson County, North Carolina
Baring No. MW-33-OB
Page 1 0{ 1
File No. 70141.30
GZA GeoEnvirarrmental, Inc.
Engineers Scientists
320 Needham Street
Newton Upper Falls, Massachusetts 02164
[phone]
-ing Co. A&E Drilling Services, Inc.
Casing Samnter
Chkd. By: M.A. Ponti, Jr.
Groundwater Readings
reman B. Barnes/J. Wagner Type NA
GZA Rep. P. Banner J.D./O.D.
(Date Start 2/26/92 End 2127/92 Hammer lit.
Location See Exploration Location Plan Hamner Fall
GS.EIev. 282.34 Datum Other: 1011 Air Hamner
Date
Time
Depth
Casing
Stab. Time
10/97
11.44
D
P
T
H
C B
S L
N W
G S
Sample
Information
Sample
Description & Classificaticn
(ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
I
No.
Pen./
Rec.
Depth
(Ft.)
Blows/
611
Field
Test Data
Protective
:>t
Steet Casing
Concrete
0-0.5'
Seat
0.5-2,
2°' PVC
Riser
0-3'
Fitter
Sand
2-18'
2" PVC
Wellscreen
(0.010 Slot
Inside
Borehole
3 18
5
10
15
SEE GZA BORING LOG KW-33-SB FOR
SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
y�g
t
ra
1
2
..
i
20
25
Bottom of Borehole at 18 feet.
_ ........_ __ .... ... _. .......
.. _ __
_ .........
...._
.............
1
R
e
m
a
1. Monitoring well installed with 2'X2'X4" concrete pad at existing ground surface supporting s3 foot
pprotective steel casing with lacking cover.
2. Erenole advanced using air hammer method with 10-inch drill bit to 18 feet.
stratification lines represent approximate boundaries between sail types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of graundwater may occur due to factors
other than those present at the time measurements were made.
Boring Na. HW 33 CB

GZA GeoEnvironmentai, Inc.
Log of Well MW-33—SB
Sheet t of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson Count North Carolina
y
Job number: 70141.30
Newton Upper Falls, MA
Phone (617) 969—0050 Fax [phone]
Elevation: G.S. 283.38 ft.
Driller: B. Barnes/M. Trinkle - ASE Drilling Svcs.
Drilling
Date
Time
Drill Method: H.S.A.; 10" /V Air Hammer: H❑ Core
Started
2/21/92
-
NA
Sample Method: Split Spoon; HO Core
Finished
2/21/92
NA
Borehole Diameter: 10/6 in.
Water Level: 12.84 ft. (10/97)
Logged By: Tschosik/Banner
Checked By: J.L. Daw
O
C
M
o
C °1
O
MateOals Description
Weft Completion
d
rc
a)
Q]
-
CL
C
0
~
LO
Lecking
CL
m
PVC Cap
R a 0
TOPSOIL (0-0.5')
-Cement
LEAN RESIDUAL SOIL fas-as')
/.r
Cement
2
3
,,,
- 5.. PVC
Lean Clay with Gravel (CL) - mostly final, Iittle
Inside 10"
� � �
fine gravel, little fine toymedium sand, moist,
0.0. 5
oreho€e
4
r r r
brownish yellow (10 YR. 6/6), low to ;medium
f0_221
plasticity, soft to firm consistency.
5-1
24/8
12-13
r r
13-15
rrr
f • 1
/f
r / /
f / /
f /
/f
7
. .
CLAYEY SAND SAPRO.ITE (e.a-11.5')
rf
Clayey Sand (SC) - mostly fine to medium
sand, little to some laminated inclusions of
/
clayey fines (light gray to gray, 5YR, 8/1) dry,
reddish -brown (5YR, 5/3) low plasticity.
S-2
24/24
40-35
9
30-32
/
10
LEAN CLAY SAPROLITE 01.5-165)
12
13
Lean Clay (CL) - mostly fines, few fine sand,
moist (5YR, 6/1), medium plasticity, soft to firm
S-3
24/0
35-15
consistency.
10--22

GZA GeoEnvironmental, Inc.
Logs of Well MW-33—SB
Sheet 2 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
,lob Number: 70141.30
Newton Upper Falls, MA
Phone [phone] Fax [phone]
Elevation: G.S. 283.38 ft.
c
�
o=
a,
Materials ❑escrlptlon
Well Completion
E
a
fn
c
z
~
LO
uD
d
o
m
,rr
S-3
24/0
35-15
, r r
10-22
15
16
rr,
rrr
SILTY SAND SAPROLITE (16.5-181
rr,
r,r
17
rrr
rrr
rr♦
r „
18
rrr
PARTIALLY WEATHERED SANDSTONE (18-20')
S--4
8/e
50-75/2
JSilty
Sand (SM) -- mostly fine to medium sand,
little silky fines, trace of fine gravel, mo4st,
19
dusky red (MR, 3/3), non -plastic.
+�'
�
©enlonite
seal
GRAY PINK -GRAY RED GRAYWACKE (20-27.5')
:o 0
20-27.5: Hard, fresh, grayish pink to grayish
120-22`1
o
red, GRAYWACKE, slightly weathered,
21
'
moderately close joints, shallow dipping.
C-1
30/222
1
ROD-74
0.0
d
22
6" ©pen
O 0
Bedrock
weft
°
{22-47,501
23
.0. o
24
°
1
'".o
0. 0
C-2
6112%7
1.5
1.5
ROD-
2 �j
-° o
1.5
0.9
Q
O.0
26
4.o 0
'.
o
+. o. b
27
�o
p
o
GRAY RED ARGILLACEWS SANDSTOW
28
, .
0.0
(27.5--30.4')
4.1
o.s
0. o
C-3
60/46
77%
0,9
0.9
RQD-70
29
.
°0
1.3
'O0
O

GZA GeoEnvironmental, Inc,
Log of Well Mod-33—SB
Sheet 3 of 4
Engineers/Scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson oun
ACounty, North Carolina
y,
Job Plumber; 70141.30
Newton Upper Falls, MA
Elevation: G.S. 283.38 ft.
Phone [phone] Fax [phone]
o
E
E
*
�
o
t
a
o
0
Materials Oescriptien
Weil Completion
C
E
°U
co
(U
y m
o`
r
o
U)
c
a)
3
0
~
fl°
Hard, slightly weathered grayish -red
..0
Argillaceous SANDSTON>=,
1,1
0.0
CLAYSTONE (30.4-3l')
_T
C-3
s0146
0.9
0.9
ROD-70
31
o
GRAY PINK -GRAY GREEN SANDSTONE
77%
0.9
I
0
• (31-37.8')
1.3
O ()
30.4-31': Soft, slightly weathered, grayish
32
o
green CLAYSTONE, with few slickensided
.O 0
joints.
o
hard, fresh, grayish pink to grayish green
0.0
SANCSTONE, moderately close slightly
33
00
weathered, shallow dipping joints.
0a
34
00
1.3
p Q
C-4
0/64
61C7%
1
0.3
ROD-65
35
0 0
2
1.
O_ p
364
q(0)
0
.O 0
37.B-38.2': Soft, slightly weathered,
6C
grayish -green CLAYSTONE.
3 7
'.0.0
Q
00
j0
38
.ao
CLAYSTONE (37.8-38.2')
o
GRAYISH GREEN --RED GRAYWACKE (38.2-41.2')
39
a.o
1.3
O.0
C-5
69/5B
1.16
1
RGc-75
4 0
0. °
0.0
1
1
41
1
O.0
SANDSTONE (41.2-42.3')
ri
°o
42
�.o.o
GREENISH GRAY GRAYWACKE (42.3-47.5')
o
O.0
43
0o
Hard, fresh, greenish -gray GRAYWACKE close
0.0
to moderately close, slightly weathered,
o
shallow dipping joints.
O0
C-6
60/46
ROD-77
4 4
O 0
a
0a
45
oa
0
O.o
a

GZA GeoEnvironmental, Inc.
Log of well Mw-33—SB
Sheet 4 of 4
Engineers/scientists
Carolina Piedmont Disposal Facility
320 Needham Street
Anson County, North Carolina
Job Number: 70141.30
Elevation: G.S. 283.38 ft.
Newton Upper Fails, MA
Phone (W) 959-0050 Fax (OM 965-7i69
0
c
Materials Description Well Completion
Q]
E
U p
W Ql
a
4!
O.__,
U
L
f9
M
CO
H
C
� 0
LO
D_ m
1
1
.p 0
C-8
600/48 ROD-77
4 7
d 0
'
1
no
Bottom of Borehole at 47.5 feet.
48
Remarks: tMonitoring well installed with 2'x2'x4"
concrete pad at existing ground surface
49
supporting k/-- 3 fo?t protective steel casing
Borehole using
with locking cover. advanced
augers and single HO core barrel; open
bedrock well installation completed by air
50
hammer method using 10-inch drill bit to 22
feet, and 8-inch drill bit to 47.5 feet.
51
52
53
54
55
..........................................................
56
........................ .........
57
58
59
60
61

..........
GZA GecEnvironmenta€, Inc. Boring ko. NW-34-CB
En4ineers/Scientists Carolina Piedmont Disposal FaciH ty
Page 1 of 1
320 Needham Street "--�-
Newton lJpper Falls, Massachusetts 02164 Anson County, North Carolina Fite No. 70141.30
[phone] — -
Chkd. By; H.A. Ponti,Jr.dr
ing Co. A&E Drilling Services, Inc. Casin SaminLer
roreman Hike Trinkle Type SplitSpoon
GZA Rep. P. Banner I.D./O.D. i.38�o-/21P
Date Start 2/27192 End 2/27/92 Hammer Wt. 140#
Location See Exploration Location Plan Hammer Fa€t 30"
GS.ELev. 276,20 Datum Other: 4-1/41' HSA
Groundwater
Readings
Date
Time
Depth
Casing
Stab. Time
1 0 / 97
Dry
D
P
T
H
C B
S L
N W
G S
Sample
Information
Sample
Description & Classification
(ASTH System)
Stratum
Description
P.
M
K
S
Equipment Installed
Ho.
Pelt./
Rec.
Depth
(Ft.)
Btows/
6"
Field
Test Data
Protective
Steel Casing
Concrete
0-0.51
Bentonite
Seat
.5-2'
2" PVC
Weltscreen
(0.010 slot
3.7-6'
5
Completely Weathered Argillaceous
Sandstone (WC) - yellowish -brawn,
moist, stiff, low plasticity.
Hard, bluish gray, GABBRO.
COMPLETELY
WEATHERED
ARGILLACECUS
SANDSTONE
t 5'
_ ���
S-1
22/20
3-4.8
13-13
7-75/4
10
15
20
25
Bottom of Boring at 6 feet.
s
R
e
m
a
1. Monitoring well instatLed with 21X2tX4" concrete pad at existing ground surface supporting t3 fact
pprotective steel casing with locking cover.
2. in and out of Gabbro from 2.5 to 6 feet at 6 feet auger refusal.
Stratification tines represent approximate boundaries between sail types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made.
Baring No. MW-34.06

GZA GeoEnvirormental, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper FaLts, Massachusetts 02164
[phone]
Boring No. Mil.34.SB
Carolina Piediiorit OispesaL Facitity
Page 1 of 2
Anson County, North Carolina Fite No. 70141.30
Chkd. By: M.A. Pont i, ,fir.
•ing Co. A&E D n ding Services, Inc. CasinS Sampler
Foreman S. Barnes/M. Trinkle Type SplitSpocn
GZA Rep. P. Banner I.O./O.D. I.38"/2E°
Date Start 2/6/92 End 2/6/92 Hammier Wt. 1409
Location See Exploration Location Ptan Hammer FatL 300
GS.Etev. 27 6.2 2 Oatum Other. 4-1/4" HEA, HO Core Barrel, 8" RcLLer
Groundwater
Readings
Date
Time
Depth
Casing
Stab. Time
/ aLa
Sit
0
P
T
H
C 8
S L
N W
G S
Sample Information
Sammpt a
Description & CLassification
(ASTM System)
Stratum
Description
R
M
K
S
Equipment
Installed
No.
Pen./
Rec.
Depth
(Ft.)
Min/Ft
ROD
Protective
Steel Casig
Cement
0'-0.5'
Volciay/
Cement
Grout
C.5-8'
3>2 4" PVC
Casing
ins i de
8" O.D.
Borehole
Bentonite
Seal
41' Open
Bedrock
We(L
10'-3% 5'
5
10
15
20
25
SEE GZA BORING LOG MW-34-09 FOR
SOIL CLASSIFICATION
AND STRATUM DESCRIPTION
Hard, fresh, dark gray to black,
medium grained GABBRO with
moderately close weat�ered joints,
dipping 0 to 45'; joints have iron
oxide staining, some catcic filled.
r �?
18'-19' Highly fractured zone.
18'-26! Closely spaced very weathered
ljoints dipping 0-45°.
26.8'-28' Highly fractured with strong
iron oxidized oints.
28'-31.5 CLose�y spaced joints
dipping 0-45' with Calcic in fitting.
t 10'
---------
DARK GRAY
GABBRO
t 13,
VOID OR
BOULDERS
± 15,5'
1
2
3
C-1
24/23
10-12
1
96
1
C-2
60/28
12-17 1
1
36
0
5
DARK GRAY
GA83RO
1
C-3
60/46
17-22
1
62
0.8
2:5
1.5
1.3
C-4
60/52.5
72-27
1
94
1
1
1
1
C-5
54/50.5
27-31.5
1.25
78
0.6
1
R
e
m
1. Monitoring weLL installed with 2'x2'X41° concrete pad at existing ground surface supporting ±3 foot
pprotective steel casing with Locking cover.
2. Borehote advanced using au,ers and single HO core harrel; open bedrock well instaLLation cairLeted by
roller bit method using 8-inch roller hit to 1C feet.
3. See GZA Boring Log MW-34-08 for soi ctassification and stratum descriptions between 0 and 6 feet.
4, Gabbro consists generally of medium grained plagioclase and dark mafic crystalline minerals.
5. Voids filled with sand and silt with Gabbra between 13.1 and 15.5 feet. No core recovery between
16.8 feet and 18.0 feet.
Stratification fines represent approximate boundaries between soil types, transitions may be gradual. Water level
readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors
other than those present at the time measurements were made. �--- ---
Boring No. Hit-34-56

GZA GEDENVIRONMENTAL, INC.
Engineers/scientists
320 Needham Street
Newton upgper Falls, Massachusetts C2164
[phone]
Baring No. Mid-34-s8
Carolina Piedmont Disposal Facitity
Page 2 of 2
----
Anson County, North Carolina File No. 70141.30
Chkd. By; M.A. Ponti, jr.
r
i
H
C B
S L
N W
G S
Sampte Information
Sampte
Description $ Ctassification
(unified Ctassification)
Stratum
Description
R
M
K
S
Equipment Installed
No.
Fen./
Rec.
Depth
(Ft.)
Min/Ft
RQD
"Oen --
Bedrock
1
_
°
GABBRQ
tliYs;,ak
'-31.5
0.5
Bottom If Barehale at 31.5 feet.
35
40
45
55
4
60
R
e
m
a
r
ratification lines represent approximate boundaries between soil types, transitions may be gradual. dater teveL
sdings have been made at times and under conditions stated. Ftuctuations of grourtidwater may occur due to factors
other than those present at the time measurements were made. I
I boring No. Mu-34-58

GZA GeoEnvironmental, Inc.
Log of Well P70
Sheet 1 of 4
Engineers/Scientists
Anson County - S.W.M.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
Fplkton, North Carolina
Elevatlon: G.S. 309.43 ft.
Pnone lel7t Beg-0C5C Fax [phone]e9
Driller. T, Burnett/L. Reeves - ASE Criliing
Dr)Iltng
hate
Time
Drill Method: Hollow Stem Auger; HQ Core
Started
5/7/96
NA
Sample Method: 2" O.D. Split Spoon; HG Core
F€n)shed
5/8/96
NA
Borehole Diameter: B-1/4 in,
rater Level: 24.59 ft. (10197)
Logged By; A. Carroll burns
Checked By: J.L. Oaw
ny
Haterfals QebCriplion
Well Completion
CL
E
v
cr
�
m
�
m
O
m
(fro]
C
CU
F
~
6
o
in
4
•. e
• A
B
RESMAL SOIL (o-z')
•
G'. f' C
2
• •
rii
SAPROLM (2—t4')
E'
F_ F,
Gravelly Slit with Sand (GC) - mostly fines,
rrr
non -plastic, dry, fhm consistency, blocky, dark
18-32
i i i
gray
S—S
17/t7
50/51,
rrr
rrr
rrr
^
�]
rrr
rsr
rr♦
rrf
rrr
rrr
rr
rrr
,rr
.rr
r1r
8
,
Sandy Silt (ML) - mostly fines, non -plastic,
dry, firm consistency, blocky, light olive gray.
9
S-2
2/18
12'-21
42
10
11
12
Sandy Sill with fines (HL) - mostly fines,
non -plastic, dry, firm consistency, blocky, light
13
olive gray.
S-3
6/B 14-50/3'

GZA GeoEnvironmental, Inc.
Log of Well P7D
Sheet 2 of 4
Engineers/Scientists
Anson County - S.W.M.F.
Job Number.14378.00
3wNeedham Street
Newton Upper Falls, MA
POlkton, North Carolina
Elevation; G.S. 309.43 ft.
Phone (elTl 969-0050 Fey (ei7) 965-77e9
a
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m
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U
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c
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t,
`°
p
0
O
^y Ndtefiai5 deSCflpflOn
well CompleuoR
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y
a� c
o—
U)M
N
so
7
a
m
PARTIALLY hUTFERED SMTORE 04-391
15
16
17
98
Sandy Silt (ML) - some fines, little fine Santl.
S%
8/8
5-50/2'
non -plastic, dry, firm consistency, blocky, light
19 olive
gray.
20
21
22
23
Silty Sand Hith little gravel size grains (SC) -
S-5
9/9
16-50/3"
non -plastic, dry, firm consistency, blocky, light
24 olive
gray.
25
26
27
28 sandy Silt NO - mostly fines, little sand,
non -plastic, dry, firm consistency, blocky, light
olive gray.
S-8
2/2
6012"
29

GZA GeoEnvironmental, Inc.
Log of Well PM
Sheet 3 of 4
Engineers/Scientists
320 Needham Street
Anson County - S.W.M.F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14378.00
Elevation: G.S. 309.43 ft.
Phone [phone] Fax WT1965-TTCO
Z
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o
Naterla€s Description
Well Completion
rz
LO
v
d
a
m
31
_
32
_
33
_
S-7
34
No Recovery.
_
-
36
_
-
36
_
37
-
3839
if
-
o
SMOTONEIGRAYMACKE (38-49')
o
Moderately hard to hard, fresh, dark gray,
c
O_p
arkosic SANDSTONE/GRAYWACKE with few
—
40
.c
moderately to steeply dipping slightly
-.0.0
weathered joints/ fractures (F).
o
o. o
-
3.5
41
o
80/48
4+4
0.0
C-1
80%
3*
5*
ROD-63
0
00
-
5"
4 2
0. o
-
o
00
-
43
00
4 4
0 0
C-2: Similar to C-t, to 47.5 feet.
4�
-
c-z
$0/446
4+f
3*
Roo-ez
45,0
a
4h
444
0
0

GZA GeoEnvironmental, Inc.
Log Of Well P7D
Sheet 4 of 4
Engineers/Scientists
3Needham Street
Anson County _ S.W.M.F.
Newwtt on Upper Falls, MA
Polktcr), North Carolina
Jab Number: 14378.00
j
Elevation: G.S. 309.43 it,
Phone W7i 959-0050 Fax (517) 985-T769
Z
N
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U
Z
C
E
tr
J
Materi RES DeSCriptior?
:ell CcrrpEetiOn
E
E
�
m
ca
❑—
p
m
LO
ar
d
o
m
[D
p
0
4w
47
°
C-2
60146
77%
4"
314
Roo-62
o
0
47.5-49: Hard, fresh, bluish gray, DIABASE,
4*
4*
4 8
0.0
o
with few moderately to steeply dipping slightly
stained ioinls/fractures,
o. 0
0
00
49
Bottom of Borehole at 49 feet.
50
Remarks:'Split spoon refusal at 33.5-33.6
2Auger
feet. refusal at 39 feet.
-
51
-
52-
-
52
-
54
-
55
-
56
-
57
-
58
59
-
60
-
61

GZA GeoEnvironmental, Inc.
Log Of W211 P75
Sheet 1 0! 3
Engineers am Street
3wt Needham Street
Anson County - S.W.M.F,
Newton Upper Falls, MA
Pofkton, North Carolina
Job Number; 14378.00
Elevation: G.5. 309.85 f t.
Phone [phone] Fax (el7l Bey-7769
Driller: M. Peden/Howie - A&E Drilling
Drilling
Date
Tlme
Drill Method. E;ollow Stern, Auger
Started
5/7/96
NA
Sample Method: NA
Finished
5/a/98
NA
Borehole Diameter 8-1/4 in,
Water Level: 25,70 ft. (10/97)
Logged By: A. Carrot#-E rns
Checked By: J,L. paw
O
z
c_
b
Natenais Description
weli Completion
a
-
d
d ^
`..
n
2
ro
CU
o
~
z =
1
-
- e
3
No SAMPLES TAKEN, Refer to GZA Boring Log
P70 for Sample Descriplion,
6
7
8
s
10
11
12
13

GZA GeoEnvlronmental, Inc.
Log of Well P7S
Sheet 2 of 3
Engineers/Scientists
Anson County - S.W.M.F
Job Number:14378.00
3Needham Street
Newton Upper
per Fads, MA
.
Poikton, North Carolina
Elevation: G.S. 309.85 it.
Phone 16ti) 866-0050 Fat (61T) 865-7760
a
e
u
*
o
n
l+atehals uescriptlon
Well Completion
E
v
m
y
C3-
n
Ln
G
Cis
o
r
w
l7
4
m
15
16
17
18
21
22
23
24
25
26
27
2$
29

GZA GecEnvironmenta[, Inc.
Log Of Weld P7S
Sheet 3 of 3
Engineers/Scientists
Anson County - S.W.M.F.
dot) Number: 14376.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 309.85 it.
Phone 15171 9s9-0050 Far [BIT) 9e5-770e
¢.�
C
u
o
as
materials ❑escrotion
NB€i ccrnp6etion
CL
E
IV
a
0—
m
c
a
i
o
LD
CL
m
31
32
33
34
3
Bottom of borehole at 35"
36
37
38
39
40
41
42
43
44
45

GZA GeoEnvtronmental, Inc.
Log of Well P8D
Sheet t of 4
Engineers/Scientists
3Needham Street
Anson County — S.W.M.F.
Newton Upper Falls, MA
Polkton, Nofth Carolina
Job Number; 14378.00
Elevation: G.S. 310.13 It.
Phone [phone] Fax (6t7) 665-T789
❑rifler: T, Burnett/L. Reeves - ASE Drilling
Drilling
date Time
Drill Method: Hoifow Stem Auaer; HO Core
Started
8/8/196 NA
Sample Method: 2" O.D. Split Spoon; HO Core
Finished
5/9/96 NA
i
Borehole Diameter, 8-1/4 in.
Water Level: 31.09 It, (10/97)
Logged By: A. Caroll-Burns
Checked By: J.L. Dew
Z
E
D
Materials Oescrotlon
woi Coirpietion
ri
E
m
Ln
w
I
h
V
a
fm
.oCrr?^y
•
r
RESIDUAL SOIL
9APROME (1.5-3o')
—
J
Clayey Sand iSC) - fine to very coarse
grained sand, strong Drown (7.5 YR/ 5/81, dry,
9-10
non -plastic, firm consistency (SAPROLITE).
-
S-1
t8/l2
1O
6
„
10
Lean Silty Clay (CL) - mostly fines, dry,
medium plasticity, reddish (5 YR, 4/4), firm
B-l1
consistency, Dlgcky (SAPROLITE).
S-2
18/18
14
-
12
-
13

GZA GeoEnvironmental, Inc.
Log of Well P80
Sheet 2 of 4
Engineers/Scientists
Anson County _ S.W.M.F.
Job Number: 14378.00
,.,
320 Needham Street
Newton Upper FaEls, SSA
Polkton, North Carolina
Elevation: G.S. 310.13 ft.
Phone [phone] Fax WT) 985-7760
o
Z
6J
c
c
�
*
m
aj
av
o
a
Materials peSC rip tlon
Nell Completion
E
]
Uci
C
ri
I
O
R1
~
L7
15
' / r
Clayey Silt (ML) - mostly fines, dry, slight
plasticity, strong brown (7.5 YR, 4/6) mixed
9"0
"/
with dusky red and white, firm consistency
5-3
18/8
;
(SAPROLITE).
16
//r
17
18
1g
20
f/l
.
Lean Si€ty Clay (CL) - mostly fines, dry,
reddish brown (5 YR, 4/4). medium plasticity,
6-6
firm consistency, blocky ;SAPROLITE).
S-4
t8/12
9
21
22
23
24
25
Lean Silty Clay (CL) - mostly fines, dry,
reddish brown (5 YR. 4/4), medium plasticity,
10-10
firm consistency, blocky (S4FROLi7E).
S-5
t8/12
P4
26
27
28
29

GZA GecEnvironmerital, Inc.
Log of Well P8D
Sheet 3 of 4
Engineers/Scientists
Anson County -- SXM.F.
Job Plumber-, 14378.00
Newton Upper Fails, !�A
3wt Needham Streally, M
Polkton, North Carolina
Elevation: G.S. 310.13 tt.
Phone (W) 069-0050 Fax (e171 8B5-77e9
C
�
x
p
om
o
L
Materials oescription
well Completion
E
UO
or
d
4`
m
C
(U
a-
Y
a
U
s A 6
1/0
50/11,
PARTIALLY WEATHERED SANDSTONE (30-30')
31
No Recovery,
32
33
34
35
36
37
38
39
o:
SANDSTONE (39-53.5')
Moderately hard, fresh, dark reddish gray, silty
o..:o,
SANDSTONE,. With a few shallow to moderately
40 4:06
ftP)Ing joints/fractures lFl.
o: 'o:
S e d
2h
41
o: ''O.
a a °.
C-1
eBOX4
2�
2*
ROD-82
o°o.
2
o°a,
0.
2m
4 2
p' .,
43
-o''
o..
° a.
O. O:
0.
p: o:
p.
44
° ° o
o' 'o-
12-2: Similar 10 C-1 except weak red color.
-
3*
o
F._ .
C-2
a97�a8
4M
2*
ROp-07
4 5
pop
0 0-
3
°
0
o: o

GZA GecEnvironmental, Inc.
Log of Well P80
Sheet 4 of 4
Engineers/Scientists
320 Needham Street
ARSOR COURty _ 5.1�.M.F.
Newton Upper Falls, MA
PolktOR, North Caroline
Job NUMber:14378,00
Elewatjon: G.S. 310.13 ft.
Phone (6171, 969-O050 Fax 4817t B&5-7788
O
cZZ
R
y
Haterials Description
kell Completion
Ero
a
Q^
o
LO
C
tL
Y
O
m
LD
o. a.
_ a:
S
3*
4 7
D0 b'-.
:
C-2
80/58
40
2
RGO-97
opo:
47.3-47.4': Clay filled joint.
97%
3x
:a'
.
2 x
4
.
0.o:.
0:
p.-,
O 0.,
p.
o:
O.
o:oo
C-3: Similar 10 C-2, except interbedded with
j
0:. o:
very thin siltstone and mudslone layers', very
5 00
nIt.
`0 :o;
b.
a..
A
few joints/fractures.
3K
p0, 0
:.:
7
1
Cw3
54/%
100
2�
2"
ROC-94
ta
5 E�.o
,.
9 o:
2�o'
:d
2"/0.5
52
0 :.
oar'o
.
D:a '0'
53
a o.
o.,
a o
o:0 a'
Bottom of Borehole at 53.5 feet.
54
55
2Remarks: t5piit spoon refusal at 30 feet.
Auger refusal at 3e feet.
56
57
58
58
80
61

GZA GeoEnvironmental, Inc.
Log of Well PBS
Sheet 1 of 3
Engineers/Scientists
Anson County — S.W.M.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
POlktOn, North Carolina
Elevation: G.S. 310.51 ft.
Pnone (6IT)989-OOSO Fax (M71B65-77e9
❑r€filer: T_ Burnett/L. Reeves — ACE Drilling
Drilling
bate
Time
Drill Method: Holtcw Stem Auger
Started
5/9/98
NA
Sample Method* NA
Finished
5/13/96
NA
Borehole Diameter: 8-1/4 in.
hater Level: 32.05 it. 00/97)
logged By: A, Carroll -burns
Checked By: J.L. Cax
4
C
.=
�
F
O
on
v
Fla teilals Oes[ription
ae!€ Cnmgte lion
C
m
a
m
rn
c
N
s
o
~
ti—
p
=erg 9
No SAMPLES TAKEN. Refer 10 GZA boring log
PSG for sample and stratum descriptions.
4
5
6
7
8
9
10
11
12
13

GZA GeoEnvironmenta$, Inc.
Log of Well PBS
Sheet 2 of 3
Engineers/Scientists
Anson County - S.W.M.F.
320 Needham Street
POIktOn, North Carolina
Job Number. 14378.00
Newton Upper Falls, MA
Elevation: G.S. 310.51 ft.
Phone i8€71 969-0050 Fax [phone]BG
c
Z
c
Z7-
Z
c
E
m
a
Materials ❑escrfptlon
Well Comp€etlon
a
E
c
�
=
L
ra
G
G7
Y
a
~
U~
n-
m
i5
16
17
18
t9
20
21,s
t
22
r
F
23
24
25
26
27
28
29

GZA GeoEnvironmenta€, Inc.
Lag of Well P8S
Sheet 3 of 3
Engineers/Scientists
Anson County — S.W.M.F,
320 Needham Street
Polk ton, North Carolina
Job Number: 14378.00
Newton Upper Falls, MA
Elevation: G.S. 31C.51 ft.
Phone I6t71989-CO50 Fax [phone]
C I
U
�
!w
D
Haterfa3s cescrlptlon
Well compiehon
d
E
�
�
m
-
m
m—
Q"'"
s
m
n
G
or
CL
i
o
m
~
3
32
33
34
35
36
37
38
39-
Bottom of Borehole at 39 feet.
40
41
42
43
44
45

GZA GeoEnvironmental, Inc,
Log of Well POD
Sheet t of 2
Engineers/Scientists
Anson t Coun y - S.W.M.F.
Job Number: 1437B.00
32C Needham Street
Newton Upper Fagis, MA
Polkton, North Carolina
Elevation: G.S. 273.02 It,
Phone fe171 9e9-0050 Fax (e17J 995-77eg
Driller: M. King/C. - A6E Drilling
Drilling
Date
Time
Drill Method: Nohow Stem Auger: HO Core
Started!
,/y/85
NA
Sampie Method: 2" O.D. Split Spoon: Ho Core
Finished
5/9/96
NA
Borehole Diameter: 8-1/4 in.
Water Level: B.29 ft. (1C/97)
Lugged By: A. Carroll -Burns checked By: MAP
O
Z
_C
E
m
o
Haterfals Oescriptton
wel€ Completion
n
E
�
y
o—
�
C
Y
o
~
Ln
aL.
m
roc
••'.•
IESI LX SOIL (0-2.51
a
,/.
SAPROLDE (2.5-10.5')
S-1
24/15
2-1
4-4
4
;;;
Lean Silty Clay (CL) - mostly fines, light
r/
brownish gray (2.SY, 5/2), dry, low plasticity,
firm consistency, blocky (SAPRCLITE).
5
1 / /
1;
8
/
Lean Silty Clay (CL) - mostly fines with few
medium to coarse Sand grains, tight brownish
T
gray, dry, medium plasticity, firm consistency
€SAPROLITEi.
24/19
1B-31
33-32
S
Ear ; e
10
o., o,.
SANDSTONE (10.5-22')
16/€5
0.5"/0.5
Hard, fresh, dusky red, medium grained, silly
C-1
83%
1N
RGD-B3
oa'.
SANDSTONE, with few moderately to steeply
Sanc
6,0 �.
dipping, slightly weathered, joints/fractures
12
r� o:
o
o o.
C-2; Similar to C-1, except dark reddish
2 F.0
1�
b
o p
brown.
w ea,,creen
C-2
80/55
92%
2*
2*
ROC-89
13
o .
00
o:
1*
o; -o-
o.,
a' p

GZA GeoEnvircnmental, Inc.
Log of We[1 P90
Sheet 2 of 2
Engineers/Scientists
Anson Count y - S.W.M.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevetlon: G.S. 273.02 ft.
Phone (6€7) 668-0050 Fax (iw) 965-7769
O
2
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�
'3
C
E
�
_
❑
O
katefia€s Description
well Completion
m
N
ad
pW
a
m
(n
=
61
i
a
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LJ
d
m
o:
o.
o: o
or
O: o'
C-2
e62%
2A
2*
ROD-69
o.
.:O
2
a: o:
1�
1c
6"o,
16,1-10,4': Fractured zone with clay filled
100
ioints/fractures.
,
O' 'O:
17
o:. a .
0
ao
18
a0 a:
o ,.
°o°
C-3: Similar to C-1, except several steep
o o
fractures between 17.3 and 19`.
C-3
100%
00X
2*
2*
ROC-t9
0
oa:q
.0
o..
20
0 0
o
oba6
o.Qa
C-4: Similar to C-I, except contains few, very
o: a
thin, carbonaceous layers.
C
4
24/23
98%
1 2*
2
RIM-S7
21
Q
oao
0: o
0
o a
22
Bottom of Borehole at 22 feet.
23
Remarks: lAuger refusal at 10.5 feet.
24
25
26
27
28
29

GZA GeoEnvironmental, Inc,
Log Of l+dBll P9S
Sheet 1 of 1
Engineers
Anson County - S.W.M.F.
Job Number: 14378,00
am Streetusts
3wt Needham Street
Newton Upper Falls, HA
POlkton, North Carolina
Phone l61rl 959-0050 Fax tell) 9e5-7789
Elevation: G.5. 273.22 ft.
Driller: M. King/D. - AEE Drilling
Drilling
Date
Time
drill Method: Hollow Stem Auger
Started
5/8/96
NA
Sample Method: NA
Flnlshed
5/9/96
NA
Borehole Diameter: 8-t/4 in.
later Level: Cry (10/97)
Logged By: A. Carroll -Burns
C ecked By: J.L. Daw
O
Z
C
v
G
E
o
y
o
nd
Materia3s Cescrlptlon
Nell Com6letfon
{7
F
17
tl
m
rt^'� :0_SfC
PV-
b r®r�t1! 8�f
p v%.
2
rj_
- C
Sly V6 y,k
NO 5AMPEES TAKEN. Refer to GZA boring log
P90 for sample and stcatum Ges❑6QJions.
5
6
7
8
9
a
Bottom of Borehole at 10 feet.
12
13

GZA GeoEnvircnmentaE. Inc.
Log of Well P10D
Sheet t of 4
Engineers/Scientists
Anson Count y - S.W,M,F.
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 321.65 ft.
Phone 16S7) gti6-0050 Fax 161T) 865-7768
Driller: G. Barnes/G. whittle - A 5 E Drilling
Drlfling
Date
Time
Drill Method: Holton Stern Auger; HO Core
Started
5/9/96
NA
Sample Method: 2" O.D. Split Spoon; HO Core
Finished
5/10/96
NA
Borehole Diameter. 10-1/4 ln. Water Level: 28.C1 ft. (10/97)
Loggers By: A, Carroll -Burns
Checked By: MAP
o
Z
c
E
n
a
o
Materials DescOption
Weil Completion
E
Cr
n
H
O=
n
ro
Ln
G
7!
x
o
m
LO
• °
L
RES UAL SOIL (o-1 )
1
Y
• Y ,
F W
. / /
SAPROLFIE (1-24')
Lean Silty Clay ICL) - mostly fines, medium
plasticity, dry, red (2.5 YR. 5/8), firm
3S6
;;;
consistency (SAPROLITE).
S-1
18/18
4
fit
5-
6-
/fl
1
8—
Silty Clay (CL) - mostly fines with little medium
grained sand a few quartz gravels, Var#ous
71 9
colors of red, brown, and gray, dry
S-2
18/17
(SAPROLITE).
9
10
11
12
13
Lean Silty Clay (CLI - mostly fines, reddish
9-18
yellow (7.5 YR, 6/B) mixed with white, low
5-3
18/18
24
plasticity, dry (SAPROLITE).

GZA GeoEnvironmental, Inc.
Log of Well P10❑
Sheet 2 of 4
Engineers/Scientists
Anson County — S.W.M.F.
320 Needham Street
polkton, North Carolina
Job Number: 14378.00
Newton Upper Falls, MA
Elevation: G.S. 321,65 ft.
Phone ffi17tE1) 969-0050 Fax 16I7) 965-77139
Cl
O
Hate rlals ➢esC[ip tton
Well Completion
E
[C
m
w
q�
a
cn
c
¢-
a
i
o
m
~
ra
S-3
f8/18-18
24
"r
r.r
1rr
15
rrr
rrr
frr
Fir
rir
rr�
16
rrr
r„
17
18
r„
Silly Clay (CL) .. mostly fines, coarse sand to
�
coarse quartz gravel, light alive gray mixed
rr
With light gray (5 Y, 7/1), trace amounts of
S-4
18/f7
11262
biotite, dry, low plasticity (SAPROLITE).
19
:;.
r
20
r�
rr
21
22
23
Sandy Clay (CL) - mostly fines with coarse
sand to coarse quartz gravel, dry, low
29--40
plasticity, various colors of red, brown and
S-5
1T/17
50/5"
gray (SAPROLITE).
24
PARTLRLLY WEATHERED ARGAI_I7E (24-36')
25
26
27
28
Sandy Clay (CL) - mostly fines, medium sand
to fine quartz gravel, dry, low plasticity,
S-B
18/1fi
23-37
various colors of red, brown and gray (PHR).
50/4"
29

GZA GeoEnvironmental, Inc.
Log of Well PIOD
Sheet 3 of 4
Engineers/Scientists
Anson County - S.W.M,F.
320 Needham Street
PolkiOn, North Carolina
Job Number: 14378.00
Newton Upper Falls, MA
Elevation: G.S. 321.65 ft.
Phone [phone] Fax [phone]
O
C
-
+!
:
m
p0
materials Description
well completion
Efo
w
c
to
C
a
n.
o
m
~
L
31
-
3
32
33
-
i
34
-- .
35
364
�.
ARGUrrE (36-47')
C-1
12/0
0`r
-
ROD-0
y i
No Recovery 3
37
" So
Moderately hard, slightly weathered to fresh,
r'
greenish gray, bedded ARGILLITE, wjthh
e
moderate Gipping bedding, iron oxide stained
y �s
to filled, planar to rough, moderate to steeply
r
38
dipping joints and/or fractures; (37-39 feet
¢ i
highly fractured with strong iron oxide stained
wn
ioinis/fractures-) (INS)
m i
$�
39
4
C-2
BO/51
BSS
4*
3*
RGD-32
=n
3N
i
3*
4
g
of
41
4 y
oat'
�n
4 2
wn
C-3; Similar to C-2 at 39-42 feet, with few
®Ai
�n
Joints/`ractures.
gi
C-3
242%
N
3A
R017-0
43-
!
4 4
Lr
C-4: Similar to C-2, except pronounced dark
y
x e
gray beds.
4#
y
C-4
38/
N
20
AGD-100
45
w p
••
4 S
A
r 1•
q ♦�

GZA GeoEnvironmental, Inc.
Log of Well P100
Sheet 4 of 4
Engineers/Scientists
Anson Count .W.M,.
y SF
lob Number: 54378.GQ
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 32t.65 It.
Phone (61T) 969-0050 Fax (et71 985-TT69
o
N
c
....
U
�
c
—
y
G
¢
o
J
u
materials Description
'Welk Completion
n
E
m
o
n
N
a
o
m
4
gyImam
C-a
3B/
2m
«
ROD-100
� ,
Bottom of Borehole at 47 feet.
4 8
2Remarks: 1Split spoon refusl at 28.3 feet.
Auger refusal at 38 feet. No recovery
because core barrel did not latch.
49
50
51
52
53
54
55
56
57
58
59
60
61

GZA GeoEnvironmental, Inc.
Log of `+deH P10S
Sheet 1 of 3
Engineers/Scientists
Anson Count Y - S.W.M.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Fails, HA
Poikton North Caroline
Elevation: G.S. 321.22 It.
Phone i6t7i 959-0050 Fax (6171 Be5-7768
Driller: G. Barnes/G. whittle - ASE Cri€ling
Drililnq
Date
Time
Drill Method: Honor; Stem Auger
Started
5/i0/96
NA
Sample Method: NA
Finished
5/10/98
NA
Borehole Diameter: 8-1/4 in,
pater Level: Dry (10/97)
Logged By; A. Carroll -Burns
Checked By: MAP
Z
e
c
Materials Description
well Completion
CL
E
G
@
`
d^
❑
n
m
N
C
61
E
0
~
Lin
a
�
n
F se•
p_«
3 NO SAMPLES TAKEN. Refer to GZA boring log -
P10D for samples and stratum descriptions,
4
5
6
l
8
9
10
11
12 11 V seal i d
13

GZA GeoEnvironmental, Inc,
Log of Well P1CS
Sheet 2 of 3
Engineers/Scientists
Anson County - S.W.M.F.
- —
Job Number: 14378,00
3Needham Street
Newton Upper Falls, MA
Polkton, North Carcilrla
Eievation: G.S. 321.82 ft.
Phone dell) 989-0050 Fax €817i 965-T7B9
O
7
c
(3
�
C
�
o
n m
9
Materials 6escripticn
Well Completion
E
ar
OC
N
m
v
oa
n
m
V)
C
N
n,
X
o
m
~
L7
15
16
..
17
18
19
20
{{(
F
i
21
22
23
kA
25
26
27
28
29

GZA GeoEnvironmentai, Inc.
Log of Well P30S
Sheet 3 of 3
Engineers/Scientists
Anson Count WMF
Y — S....
Job Number: 14378.QQ
320 Needham Street
Polkton, North Carolina
Newton Upper Falls, MA
Elevation: G.S. 321,92 ft.
Phone €8171 989-0050 Fax (B17) 965-7789
p
z
(
y
*
7nd
O
E=
Materials Description
well Completion
E
y
0
m
m<
V)
C
41
�
Y
O
m
~
LD
31
32
33
Bottom of Borehole at 33 feet.
34
35
36
37
38
39
4Q
41
42
43
44
45

G2A GeoEnvironmental, Inc. i
Log of Well P11D
Sheet 1 of 3
Engineers/Scientists
Anson County — S.W.M.
Job Number:14378.o0
3Needham Street
Newton Upper Falls, MA
,
Polkton, North Carolina
Elevation: G.S. 326.93 ft.
Phone (617) BeB-4oSO Far 1617) 065-7769
Driller: T. Burnett/L. Reeves - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger; HG Core
Started
5/09/06
NA
Sample Method: 2" D.C. Split Spoon; HG Core
Finished
5/10/96
NA
Borehole Diameter 8-1/4 in. hater Level: 40.50 ft. (10/97)
Logged By: A. Carrol€-Burns Checked By: J.L. Daw
Z
E
u
(i
4
',
o
n
L
Materials Oescilptlon
Well Completion
E
i
'"
0
8.
m
FESMAL SOIL to-n
u
[cF
/ J r
SA F1VLUE (1-25')
2
//r
//r
�yc•a•Fa
.r
/rr
/rr
r/r
r/r
srr
r,r
/rr
f
Sandy Clayey Silt (CL/ML) - mostly fines,
some fine to coarse Sand, dry,
8_14
• r
brownish -yellow (1CYR, 6/6}, low plasticity.
S-I
18/5
21
"/
7
.,r
/
9
10
Clayey Silt (CL/ML) - mostly fines, little fine
sand, dry, brownish- yellow (10YR, 6/6) low
plasticity.
S-2
t8/32
l3
11
12
13

GZA GecEnvironmental, Inc.
Log of Weil P11❑
Sheet 2 DI 3
Engineers/Scientists
3Needham Street
Anson County — S.W.M.F,
Newton Upper Falls, MA
Polkton, !North Carolina
Job Number: 14378,00
Elevation: G.S. 326.93 ft.
Phone (W) 969-0050 Fax [phone]
Z
c
5
Katerral3 Description
Well Comp€etuon
E
n
o^LD
a
au
d
o
m
15
rr/
/rr
Sandy Clayey Silt (CLIML) - mostly fines, little
r r r
fine to medium sand, trace fine gravel, dry,
2(50g
/ r r
pale yellow (SY, 8/3), low plasticity.
S-3
18/9
16
rr/
rrr
rrr
rrr
18
19
r,
20
r r
Silty Clay (CL/ML) - mostly fines, dry, pale
yellow (5Y, 8/3) low to medium plasticity.
5-4
18/11
23-31
48
r r
21
r
—
22
—
23
—
24
—
25
5 -5
4/q
50/4"
PARTIALLY idEATMED AKILME (25-36')
—
26
Silty Clay (CL/HL) - mostly fines dry to moist,
pale yellow MY, 8/3). low to medium plasticity.
—
27
—
28
—
29

GZA GeoEnvironmental, Inc.
Log of Well P11D
Sheet 3 of 3
Engineers/Scientists
320 Needham Street
Anson County - S.W.M,F.
Newton Upper Falls, MA
Po€ktorl, North Carolina
Job Number: 14378.00
Elevation: G.S. 326.93 It.
Phone (617I969-0050 Fax (6ST) 965-7769
_
o
Z
V
c
R
{y
U
CU
:
a
Materials Description
kell Completion
E
OC
m
y
m
y
p�
a
Co
V]
9J
rL
Y
o
m
m
�^
31
32
33
34
35
36
AMIILITE (36-46')
Moderately hard, slightly weathered to frest,
C_t
24/greenish
400% 5L
34t
its
ROD-q2
3%
gray ARGILLITE, with shallow to
steeply dipping, planar to rough, stained to
Rled, ioints/fractures; 36-38': highly fractured
with strong iron oxide stained joints/fractures
F-
fw53.
38
C-2: Similar to core C-1, except trace iron
oxide stained joints/ fractures.
39
-
Ke'I iP4
4%
40
C-2
60/53
88Y
3K
4K
RGD-82
4%
4.5+.
41
42
4
C-3: Similar to C-2 except fresh Arglffite.
44
C_3
36/35
97%
5%
4.5%
RGD-100
Remarks:'SPA spoon refusal at 25.4 feet.
4.5K
Auger refusal at 36 feet.
45
Bottom of Borehole at 46 feet.

GZA GeoEnvironmental, Inc.
Engineers/Scientists
Cog Of Well P12D
Sheet I of 3
320 Needham Street
Anson County S.W.M.F.
Y
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14378.00
Phone I8171 969-COSO Fax €0171 955-7769
Elevation: G.S. 307,71 ft.
Driller: T. Burnett/L. Reeves - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger: Ha Core
Started
5/9/96
NA
Sample Method: 2" O.D. Split Spoon; Ha Core
Finished
5/10196
NA
Borehole Diameter. 8-1/4 in,
plater Level: 20.55 ft. (10/97)
Lopped By: A, Carrcil-Burns Checked By: J.L. Daw
c
m
u
Wsc
...
o
t
optlDn
Materials DeCI
NO Comp[e;ion
E
i13
m
CY
o
~
Ln
a�
• •
RESIDUAL SOIL (o-I'i
rJ
SAMUTE
2
`/J
rJ/
Lean Sandy Clay lCL) - mostly fines with
medium sand to fine quartz gravel, Drown
4-8
;;/
17.5YR, 4/31, dry, low plasticity, firm
_
S-I
18/8
10
S
,,,
J/
J
JJ/
consistency (SAPRCLITE),
/
-
8
_
10
Lean Sandy Clay (CL) - mostly fines with
medium sand to tine quartz gravel, brown
5(7.5YR,
4/3), dry, low Dlasticity, firm
5-2
ta/a
75
Consistency, trace organics ESAPROLITE).
-
1z

G2A GecEnvironmental, Inc.
Log of WL-11 P12❑
Sheet 2 of 3
Engineers/Scientists
3Needham Street
Anson County - S.W.M.F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14378,00
Elevation. G.S. 307,7t It,
Phone [phone] Fax [phone]
Z
c
E
A
O
Materials Description
:':elf CL1Dfe tlOrl
E
Q
o
p�
n
A
V)
C
a
2
s
m
~
J
rrr
rrr
Lean Silly Clay (CL) - mostly fines, dark brown
(7.SYR, 4/4), dry, medium plasticity, firm
15
rrr
consistency (SAPROLITE),
S-3
16/18
8-18
50/4
'
40
0 0 :
0
0: 0
PARTIALLY WEATHERED SANMTONE (15.5-30')
-
6
O' 'O:
b
_
17
;.o
p,.
0 0:
0
_
0:..o.
0
—
18
.0 _. 0
P: '.
19
P 'p:
.Q ...'
O: C.
O .
'
O:
o. ,
0 0-
-
20
0 0
0..0
Clayey Silt (HL) - mostly fines, brown (7.5YR,
_
p
4/3). dry, low plasticity, little coarse Sand
p:00.
grains, firm consistency (PHR).
5-4
10/6
16-50/4
21
d: o:,
Q.
o , a:
00
—
22
ea
00
. o
p.
0 0
o, -
-
_
23
0:.0
.0 a n. .
0 -
00
o.
_
2
P: 0.
O
0, o ,
o0 '.
: o
o.
2 5
000 ':
,.
o
o: o:
o,
S-5
1/0.5
50/1"
26
0 '6: .
O.
0:, 6:
..
P:P.
No soil recovered; only fine QuartZ gravel.
p.
O P:
o,
27
10000
Q.
' .
o.
0: o
a:
28
0
a
0'
'o .
0-
2 9
Pa
P.
0.
,.
-
00.
a.
I
P:.
p
;P,.
0

GZA GecEnvironmentat, Inc.
Log of Well P12D
Sheet 3 of 3
Engineers/Scientists
Anson County - S.W.M,F.
Job Number: 14378.00
3Needham Street
Newton Upper Falls, MA
Poiktor�, North Carolina
Elevation., G.S. 307.71 ft.
Phone [phone] Far (6I7) 985-T789
Z
c
e
y
U
0
y
maicFiais Gescrlpilov,
Melt [ omplellcr
a
E
m
a
a
o
z
Ln
act
rs
is
SANDSTONE (30-44')
31
Moderately hard to hard, moderately
weathered, fresh, purplish gray,
CONGLOMERATE, with irregular, random, iron
3*
oxide stained, rough horizontal joints/fractures
C-1
4 7%
*
4*
Rao-29
32
(HM).
4*
i
J _ i
33
33-39.3': Hard, fresh, brown -gray arkoslc
SANDSTONE, with moderately to steeply
-
dipping s#Ightly weathered smooth to rough,
joints/ fractures (HS).
34
35
4*
36
Cl2
640%4
z
20
ROD-0
3
z*
37
38
39
39,3-39.9': Clay seam,
40
39.9-40.9': Brown CLAYSTONE,
3*
41
C-3
80/85
108%
3*
3*
ROD-80
0
5*
42
40.9-44'; Moderately hard, fresh,
greenish -gray SANDSTONE.
43
.., .P
4 4
Bottom of Borehole at 44 feet.
4 5
emarks:'Split spoon refusal at 25.1 feet.
2Auger
refusal at 30 feet.

GZA GeoEnyironmental, Inc,
Log of Well P12S
Sheet 1 of 2
Engineers/Scientists
3Needham Street
Anson County - S,W.M.F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14378.00
Elevation: G.S. 307,44 ft.
Phone WT) 969-oo5o Fax (el7) 6e5-77e6
Driller: M. Pelien/Howie - A&E Drilling
Drilling
Date Time
Drill Method: Hollow Stem Auger
Started
5/SO/96 NA
Sample Method: NA
Finished
5/10/96 NA
Borehole Diameter: 8-1/4 in. hater Level: 20.2$ it. (10/97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. D a w
O
z
C
C
E
o
-
materials Description
lief! Completion
a
E
-
V3
W
o
r�
1
Fy:
ne
NO SAMPLES TAKEN. Refer to GZA Boring Log
P120 for Sample Description.
i
6
_
7
8
9
-
-
10
-
11
12
_
13
Sea'.

GZA GeoEnv'lronmental, Inc.
Log of Well P12S
Sheet 2 of 2
Engineers/Scientists
Anson County - SXM.F.
Jab Number:14378.60
320 Needham Street
Newton Upper Fails, MA
Polkton, North Carolina
Elevation: G.S. 307.44 ft.
Phone [phone]C Fax (13M 985-7789
vu
c
a
am
-
Materials Cescriptlon
Well Completion
a
Cr
m
M
d
a
Vl
c
a
Q
a
o
m
Lo
15
16
`' ,u� �
`4 -
17
18
19
20
21
22
23
24
25
26
27
28
29
Bottom of Borehole at 29'.

GZA GeoEnvironmental, Inc.
Log o4 Hell P130
Sheet 1 of 4
Engineers/Scientists
Anson Count y - S.W.�i.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
Folkton, North Cardi€ 2
Elevation: G.S. 326.35 ft.
Phone {ei79 959-0050 Fax [phone]
OrMer. T. Burnett/L. Reeves - A&E Criiling
Drilling Date
Time
DrM Method: Hollow Stem Auger; HG Core
Sterted 5/13/96
NA
Sample kethod: Split Spoon; H0 Core
Finished unknown
NA
Borehole Diameter: 8-1/4 in,
hater Level: 37,81 ft. (10/97)
Lopped By: M.A. Ponti, Jr.
Checked By: J.L. Caw
Z
c
m
�
o
Hateria€s Cescription
welt Compietion
a
E
C:
a
y m
C3 —
g
n
to
cu
z
5
'-
m
Lo
a
m
l
fi
/J
D
2
ri
D
P"c
/ f /
,Jf
D
D
f / /
Lean Clay fCL) -mostly !roes, moist, olive (5
;;;
Y, 5/3), medium plasticity, firm consistency,
�}
$0
fJJ
5
D
D
6
D
D
7
D
D
g
D
Lean Clay (CL( - mostly fines, moist, dive (5
D
nD
V
Y. 5/4(, medium plasticity, firm consistency,
S-2
18/14
1208
D
D
D
10
D
11
p
p
D
D
12
D
D
13
Lean Clay (CL) - mostly fines, moist light,
D
D
olive -brawn (2,5 Y, 5/4), medium plasticity, firm
consistency.
D
s-3
Ia/lo
& 13
t3

GZA GecEnvlronmental, Inc.
Log of Well P130
Sheet 2 of 4
Engineers/Scientists
Anson County — S.W.M.F.
Job Number:14378.00
Newwton tipper Falls, MA3Needham Street
POikton, North Carolina
Elevation: G.S. 326.35 ft.
Phone i6171 969-0050 Fax €6M 965-7769
z
v
c
u
�
�
ftatenais Description
W01 Compietion
E
r0
m
o^
a
(n
C
(D
CL
Y
O
m
0
5-'3
Vic
B-i3rrr
13
XR, /
16
17
_
18
Lean Clay (Ci.} - mostly tines, fight-
19
r,.
olive -brown (2.5 Y, 5/4). moist, medium
loose
S-4
18/6
5�6
plasticity, consistency, with few black
carbon particles
D
_
i l
-
�
20
.,
D
D
-
21
D
D
-
2 2
_
-
D
D
_
23
D
D
Lean Clay (CL) - mostly fines, light
olive -brown (2.5Y, 5/4), moist, medium
-
BB8
24
plasticity, loose consistency, with few
5-5
1B/t2
weathered coarse sand grains and few black
€
D
carbon particles.
y
-
25
D
D
-
26
D
D
-
27
D
D
D
D
_
28
D
D
Lean Clay iCL) - mostly tines, light
-
29
olive -Drown (2.5Y, 5!4), medium plasticity,
moist, firm
i!
V
D
555
consistency, feu black carbon
TS
Particles.
D
D

GZA GeoEnvironnental, Inc.
Log of Well P130
Sheet 3 of A
Engineers/Scientists
Anson County S.W.rvl.F.
Job Number: 14375,00
3Needham Street
Newton Upper Falls, MA
Polkton, North Carclina
Etevatfon: G.S. 326.35 ft.
Phone [phone] Fax [phone]
G
Z
C
Z_
fe
E
°
p
p
y
U
*
o
HBterla€s Description
well Completion
a
to
C
(U
S
O
7
d
m
f'l
31
D
D
32
p
33
Lean Silty Clay {CL) - mostly fines, moist, light
olive -Drown (2.5 Y. 5/4) medium plasticity,
586
3 4
/ / /
ioese consistency with few black carbon
D
D
S-7
18/18
;;;
particles.
/
35
/
D
D
37
D
D
38
D
D
Diabase pike chunk.
PARTIkL`d ldEATHMO DIABASE i36.6-44')
39
€
/11
4 O_'
p,
D
4 2
'—
43
44
'I
+
DTA6ASE (44-48'1
A
�^
Very hard, fresh, dark blue -gray DIAEASE,
g47%
ti
fine to medium grained, shaiiow to steeply
C-I
ROC-i4
4 rj
o ++
dipping, slightly to moderate weathered; Fe
r
oxide stain, irregular, rough joints/fractures.
ne:acreer
�A+
..n
44-48.5 highly fractured (F(
c5l
m+

GZA GeoEnvironmental, Inc.
Log o1 Well P13C
Sheet 4 of 4
Engineers/Scientists
Anson County — S.W.M.F,
320 Needham Street
Polkton, North Carolina
Job Number: 14378.00
Newton Upper Falls, MA
Phone €6171 969-0050 Fax [phone]
Elevation: G.S. 326.35 ft.
o I
Z
t9
n
r
U
°1
x
—
m
m
❑
p�
o
1
u
Halefials De5crlptlon
WEII CompletEon
E
m
m
❑
m
N
c
QJ
a.
s
o
m
LO
9 �
w A
47
f
C-1
547 8
RGO-14
0�+�
0
�>s
48
AMUITE i
Hard, fresh, Sight blue -gray, baked ARCILLITE,
with steeply dipping thin beds, shallow to
50
steeply dipping, rough to planar, slight Fe
oxide stain lointlfractures: disseminated pyrite
{F�,
5i
C-2
698%9
RaD-69
j
52
53
5 4
Similar to C-2.
55
,a
J -
C-3
Rao-4a
5 6
57
58
Bottom of Borehole at 58 feet.
59
Remarks: !Split spoon refusal at 33.8 feet.
Auger refusal at 44 feet.
60
61

GZA GeoEnvironmental, Inc.
Log of Well P13S
Sheet 1 of 3
Engineers/Scientists
Anson Count WF
y — S..M..
Job Number:14378.00
320 Needham Street
Polkton, North Carolina
Newton Lipper Falls, MA
Elevation: G.S. 326.61 ft.
Phone i8171 969-OCSO Fax fe}7)986-7769
Driller: M. Pellen/Howie -- AFE Drifting
Drilling
Date
Time
Dril€ Method: Hollow Stem Auger
Started
5/7/96
NA
Sample Method: NA
Finished
5/7/96
NA
Borehole Diameter: 4-1/4 in.
Water Level: 37.78 ft. (10/97)
Logged By: M.A. Ponti, Jr.
Checked By: J.L. Daw
o
z
e:
o
Z
naafi
J
Haterlals �esUlption
Well Completion
CU
Q
_
m
6
��
q
Pin���:,e
F-
N
CU
s
NO SAMPLES TAKEN, Feter to GZA Boring Log
P13❑ for Sample Description.
4
5
6
7
8
9
10
11
12
�3

GZA GeoEnvironmental, Inc.
Log of Well P13S
Sheet 2 of 3
Engineers/Scientists
Anson County -- S_W.M.F.
320 Needham Street
POIktOnNorth Carolina
Job Number: 14378,00
Newton Upper Falls, MA
,
--
Phone E6M 989-Oo5o Fax [phone]g
Elevation: G.S. 326.61 ft.
o
c
6
F=
ad
MaterEals ❑eserlption
well Completion
E
m
Qv
N
Ql
d
s
o
m
~
15
16
17
18
19
20
21
22
23
24
28
26
-
27
-
��
2 8:
29

G2A CeoEnvironmentai, Inc.
Log of Well P135
Sheet 3 of 3
Engineers/Scientists
Anson County — 5XM.F.
320 Needham Street
Newton Upper Falfs, MA
POlktorl, North Carclina
Job Number: 14378.00
Elevation: G.S. 326.61 ft.
Phone [phone] Fax [phone]-T769
Z
C
Y
z
E
omaterlals
O
Descnption
Well completion
�
a
CC
m
^
m
p.::
o
al
A
o
m
tO
y
31
32
JJ
fa
3 3
�"
34
35
38
37
38
39
A
IVI e
40
41
42
4
Bottom of Borehole at 43 feet.
44
45

TRC Environmental Corporation
*Customer -Focused Solutions*
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone (Or@) 419-7600 Fax [phone]t
Driller: Bore 5 Core, Inc./Mark Seiler
C l!! Method: Hollow Stem Auger
Sampie Method: 2" O.D. Split Spoon
Borehole Demeter-. 8 in.
Water Level: See Re
Z
U
®
p
c^
o
u
E
o
m
w
m
m
d
1
• 4
S-1 124/18 1 9_B 1 1 4
8
S-2 24/20 8-a 9
10
11
12
13
S-3 i 24/22 8-8 5-5
Log of Well P13D-R
Anson County -- S.W.M.F.
Polkton, North Carolina
Drilling
Started
Finiahed
marks Logged By: J,L, Daw, P.G.
Naterlais Descy ptlon
SOIL (o-l')
[1-33.5'i
Sheet 1 of 3
Job Number:23490-0020-0000O
Elevation: G.S. 326.30 ft.
Date Time
1016/97 NA
10/6/97 162C
Checked By: J.G. Tew, Jr. P.E.
Yellowish gray (SY 7/2)/light alive gray (5Y
5/2) Sill, trace clay (CL)
Yellowish gray (5Y 7/2)/llght olive gray (5Y
5/2) Silt, little clay (CL)
Yellowish gray (5Y 7/2)/light o€ive gray (5Y
5/2}/moderate brown (5YR 4/4) mottled Silt,
little clay (CL)
xeli Completion

TRC Environmental Corporation
Log of Well P13❑--R
Sheet 2 of 3
mCustomer-Focused Sclutionsm
Anson County - S.W.M.F.
6340 Quadrangle Drive, Suite 2C0
POiktOn, North Carolina
Job Number: 23490-0020-00000
Chapel Hill, NC 27514
Phone (wal 419.7500 Fax (91914€9-7501
Elevation: G.S. 325.30 ft.
c
U
G
n
Materials Description
ne€I Completion
E
m
U7
C
41
CL
~
CD
S-3
24/22
5-58-8
i
.1/
I/J
/"
Shelby tube Collected 15-17'
16
17
,.
18
t
Light olive gray (SY 5/2)/Iight brown (5YR
6/8) Silt and Clay (CL)
S-4
24/24
3-57-9
20
,JJ
21
22
23
Light olive gray (5Y 5/2)/light brown (5YR
5/6) Silt and Clay X0
S-5
24124
8_9
z
Thin (1") hard zone at 24'
25
2 fJ
27
28
Light olive gray (5Y S/2)/light brown (5YR
5/6) Sill and Clay (CL)
S-6
24/24
8-6
29

TRC Environmental Corporation,
Log of Well P130—R
Sheet 3 of 3
*Customer -Focused Sotutions*
Anson Count Y S.W.M.r.
Jab Number: 23490-0020-00000
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Polkton, North Carolina
EleYetlon: G.S. 326.30 ft.
Phone [phone] Fax [phone]I
a
c
Z
y
m
=
o
L v
ny
o
Malerlats Description
well Completion
CL
y
2
o
p^
Pa
C
Gl
(L
1.0
31
//1
32
33
S-7
WA
17-70
50/2"
f f 1
PMTLkLY MFATIER£C ROCK i33.5-39.9')
34
Light olive gray 15Y 5/2)/dark yellowish
orange (1OYR 6/0) Silt (ML}
35
36
37
38
Light Drive gray (5Y 5/4/tlark yellowish
=F :.
S-6
9/9
0-50/3'
orange 110YR 6/6) Silt, some medium -fine santl
_
IsM)
39
40
Bottom of Borehole at 39.9 feet.
temarks: )water level >39.9' BGS at comp€etion
Water level 37,4' BGS after 24 hours JWater
4
level 37.51' BGS 10/21/97 at 1340
42
43
44
45

TRC Environmental Corporation
Log of Wetl P13S-R
Sheet t of 3
*Customer -Focused Solutions*
Anson County - SAM.F.
634C Cuadrangle Crive, Suite 200
PoikiDntsOTth Carolina
Job Number: 23490-0020-00000
Chapel Hill, NC 27514
,
----- -------
Pnone (0191 419-7500 Fax [phone]
Elevation: G.S, 326.41 ft.
Driller. Bore 6 Core, Inc./Mark Seiler
Drilling
Date
Time
Dril! Method: Hollow Stem Auger
Started
10/6/97
NA
Sample Method: NA
Finished
IO/6/97
I830
Borehole Diameter: B in.
Water Level: See Remarks
Logged By: J.l. Daw, P.G. Checked By: J.G. Tew, Jr„ P.E.
zID
µ
Li
m
-
o
=
n�
liatetial5 Description
well Co mple Lion
aci
E
m
�7
a
3
4
5
NO SAHPLES COLLECTED Refer to TRC boring
P13D-R for sample descriptions
7
9
1Q
11
12
13

TRC Environmental Corporation
Log of Well P13S—R
Sheet 2 of 3
*Customer -Focused Solutions*
Anson County - S.W.M .F.
6340 Guacrangle Drive, Suite 20C
PClkton, North Carolina
Job Number: 23490-0020-00000
Chapel Hill, NC 27514
Elevation: G.S. 326.41 ft.
Prone (OTO) 4TO-7500 Fax [phone]
Z
v
C
d
fu
o
O
+ateria!s f]escrlpt!on
tile!, Comp3et!on
E
m
azo
m
°
a
LO
C
L7
C
15
16
17
18
1s
2c
21
2 2
-
23
l
CWx'.
24
25
26
27
;-owl
C-�Enr.
28
29

TRC Environmental Corporation
Log of Well P13S--R
Sheet 3 of 3
*Customer —Focused Solutions*
Anson County — S.W.M.F.
Job Number: 23490-0020-00000
6340 Quadrangle Drive, Suite 200
Polkton, North Carolina
Chapel W1, NC 27514
Elevation: G.S. 326.41 ft.
Phone [phone] Fax [phone]
Z
c
r
m
c
a
o
Malerlals Descnp}ion
Well Compiellon
E
aj
=
°
m
n
p
c
m
d
F
t3
31
Bottom of Borehole at 31 feet
32
�emarks: 1Hater €evet >31' BGS at comiletion
Hater level >31' BGS atter 24 hours water
33
level >31' 9GS 10/21/97 at 242
34
35
i
35
37
38
39
4a
41
42
43
44
45

GZA GeoEnyironmentai, Inc.
Log of Well P140
Sheet 1 of 4
Engineers/Scientists
Anson Count W .
y - S..M.F
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
Pctktort, North Carolina
Elevation: G.S. 322.49 ft.
Phone 16$7) 900-0050 Fax [phone]
Driller: G_ Barnes/C. Swain - A&E Drilling
Drilling
Date
Time
Drlll Method: Hcllow Stem Auger; HO Core
Started
5/13/96
NA
Sample Method: 2" O.D. Spltt Spoon: HO Core
Finl3hed
5114/96
NA
Borehole Diameter: 10--1/4 in. Water Level; 37.25 ft. (10/97)
Logged By: A. Carroll -Burns
Checked By: J.L. Daw
O
Z
C
E
o
O
n
materials Description
Well Completion
E
N
Ct
�
m
�
y
p
n
m
Lr)
c
c�
s
o
LD
RESIDUAL SOIL (0-1.5')
,.
SAPROLiTE
2-1
Sandy Lean Clay (CL} - mostly fines, dry, low
plasticity, yellowish red (5 YR, 5/5), trace
9254
f
medium to coarse sand grains, firm consistency
S-1
telt8
.
(SAPR111ITE).
8
Silty Lean Clay (CL) - mostly fines, dry,
medium plasticity, reddish yekw (7.5 YR, 61a),
8-13
firm consistency (SAPROLITE).
S-2
18/15
3B
9
1Q
11
12
13
Silty Lean Clay (CL) - mostly fines, dry,
14-iB
medium plasticity, reddish yellow, light gray and
5-3
SB/tB
22
white, firm consistency (SAPROLITE).

GZA GeoEnvironmenlal, Inc.
Log of WeR P14D
Sheet 2 of 4
Engineers/Scientists
Anson County - S.W.M,F.
Job Number: 14378.00
3Needham Street
Newton Lipper Faits, MA
Polkton, North Carolina
Elevation: G.S. 322.49 it.
Phone [phone] Fax (EM 965-7769
c
n
Materials Cesciiption
Well Compietion
E
n1
m
l)
cu
d
a
m
5-3
16/t8
14-18
22
r r r
rrr
r.r
.rr
rrr
16
r
rrr
rsr
17
rrr
rr
r„
„ r
r„
1$
rrr
Silty Lean May (CL) - mostly fines, dry,
medium piasticity, light olive -gray, white, and
5-4
1 15/S5
29-qp
F r
reddish yellow (SAPRQLITE).
50/3"
��:
I
f
19
rr
PARTIALLY wEATFERED AR&ILl M (19.3-37')
20
21
22
23
24
25
26
27
2$
29

GZA GeoEnvironnental, Inc.
Log of Well P14D
Sheet 3 of 4
Engineers/Scientists
Anson Count S.W.M.F.
Job Number: 14 37 8.00
3Needham Street
Newton Upper Falls, MA
Pcikton, North Carolina
Elevation: G.S. 322.49 ft.
Phone [phone] Fax MM @es-7769
O
c
c
a
Z
�
o
Materials Oescripllon
well comroeiFon
Ero
\
m °
L
m
Cn
CU
d
O
m
31
32
33
34
35
36
37
ARSILLITE (37-45')
Hard, fresh, light blue gray ARGILLITE, with
moderately dipping thin bens, shallow 10
38
steeply dipping, rough to ptanarI s€fight iron
oxide stained joints/fractures (F).
2*
39
2.5*
C-1
6BGS7
2*
ROf]-85
wz,,
2*
2*
4 Q
41
42
C-2: Similar to C-I,
43
2*
3*
C-2
60/60
3*
ROfO-100
44
2
3*
45

GZA GeoEnvironmental, Inc.
Log of Well P140
Sheet 4 of 4
Engineers/Scientists
Anson County - S.W.M.F.
320 Needham Street
Newton Upper Fails, MA
Polkton, North Carolina
Job Number: 14376.00
Elevation: G.S. 322.49 ft.
Phone [phone] Fax [phone]
C
Z
Li
E
°
o
L m
n
o
Materials Description
well Completion
E
Qi
cc
m
m
v
m
Cr)
C
Q]
2
O
~
C7
CL
b
C-2
60/60
R©O-100
4 7
C--3: Similar to C-1 with disseminated pyrite.
C-3
1271%5
444
R06-0
48
Bottom of Borehole at 48 feet.
4 9
Remarks: ISplit spoon refusal at 19.3 feet.
2Auger refusal at 37 feet.
50
51
52
53
54
55
56
57
58
59
60
61

GZA GecEnvironmental, inc,
Log of Well P14S
Sheet i of 3
Engineers/Scientists
Anson County -- S.W.M.F.
------
Job Number: 14378.00
3wt Needham Street
lJewtan Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 322.25 ft.
Phone 16ST) 969-0050 Fax [phone]
Driller: G. Barnes/C. Swain - A&E Drilling
❑rifling
Date
Time
Drill Method: Hollow Stem Auger
Started
5/15/96
NA
Sample Method: NA
Finished
5/15/96
NA
Borehole Diameter: 10-1/4 in.
Water Level: Dry (I0/97)
Logged By: A. Carroll -Burns
Checked By: J.L. Daw
c
�
Z
a)
6
E
2
a
a�
c
Materials Description
well completion
E
�
CC
m
n
m
°1 '
L
V)
Q)
S
O
~
cv
FVc Ca
1
— 2 PVC
apse=
0 - 21'
2
Hyara€eo
Bentornte
0-!9'
NO SAMPLES TAKEN. Refer to GZA boring log
P14D for sample and stratum descriptions.
4
5
6
7
8
9
10
11
12
13

GZA GeoSnvironmentai, Inc.
Log of Well P14S
Sheet 2 o4 3
Engineers/Scientists
Anson County --- SXM.F.
Job Number: 14376.00
320 Needham Street
Polkton, North Carolina
Newton Upper Falls, MA
Elevation: G.S. 322,25 ft.
Phone [phone] Fax [phone]
c
2
z
a
ti
�
=
o
S Q)
n
o
;,
Materials Description
Well Completion
E
¢j
CC
ip
:n
ni
a
0 -
n
°
(I1
C
¢l
r
S
o
~
C?
d
d
1
i6
17
18
19
20
-<�
{{ 1
°'g m
21,
t
ran
2 2
weusc,ees
it-3;�'
23
24
25
28
27
28
29

GZA GeoEnvironmental, tric.
tog of Well P14S
Sheet 3 of 3
Engineers/Sc'ientists
Anson County — S.W.Y.F.
320 Needham Street
POikton, North Carolina
Job dumber: 14378.00
Newton Upper Fails, MA
Prione [phone] Fax [phone]
Elevation: G.S. 322.25 ft.
o
z
OS
c
U
c
E
o ..- d
a
m
O
J
U
Materials ❑escriptinn
well Completion
Q
CC
m
n
a
LO
c
41
3
0
~
Q
m
32
33
34
35
36
Bottom of Bcrehele at 36 feet.
37
-
38
-
39
-
4Q
-
41
-
42
-
43
44
-
45
-

G2A GeoEnvironmental, Inc.
Log of Well P15D
Sheet 2 of 3
Engineers/Scientists
Anson County — SAM.F.
320 Needham Street
Poikton, North Carolina
Job Number: 14378.00
Newton Upper Falls, MA
Elevation: G.S. 290.64 ft.
Phone [phone]-ooSc Fax (ea) 865-7769
c
ZZ
azi
5
O
n!
O
'
U
Materials Description
Well Completion
E
rL
m
n
U7
oLD
4
m
S 3
24/24
8-18
rr/
•,,
24--47
/rr
IIr
IIr
16
rrr
rrr
X. I/r
rr/
/rr
rrr
17
18
r,r
PARTIALLY WEATFERED SANDSTONE (18.2-19')
Lean Clay (CL) - mostly fines, dry,
19
non -plastic, dark reddish Drown (5 YR, 3/3),
r :F
blocky {SAPROLITE}.
sa
SANDSTONE (19-3C.6')
a- E
20
o
C-1: Moderately hard to hard, fresh, dark
reddish gray, silty SANDSTONE, with few,
21
6.-:6:.
slightly weathered, shallow to moderately
"O
dipping joints/fractures (145).
22
0:.';
2' p rC
0:,;0:,
WE��cCrEer
C-1
aCO%
2#
2
ROD-92
o ,
00:0.
2G 6-30 6
2
28
2-M
0 •.
2+'
o:
o.,
o.•
°
24
o:. °:
2 5
o..
O: O:
2 6
o: p:
0
o:, o:,
C-2: Similar to C-1.
C-2
ROD-100tont
° .:.
C-3: Similar to C-1.
27
e..'
o a.
a•
.
o.
28
0...
48/48
0:.:o:.
C-3
100%
ROD-98
29
°`
.o

GZA GeoEnvironmental, Inc.
Log of Well P15D
Sheet 3 of 3
Engineers/Scientists
320 Needham Street
Anson County — S.W.M.F.
Newton Upper Falls, MA
P0lkton, North Carolina
Job Number: 14376.00
Elevation' G.S. 290.64 ft.
Phone [phone] Fax l6l7) 965-7769
c
Z
aF
(3
E
:°
G
Materials ❑escoption
Well Completion
E
CC
\
m
in
d
m
C:)
a
0
ro
V)
h
o
~
LO
�
m
0_3
48/48
100%
ADD-B$
o.,
31
Bottom of Borehole at 30.6 feet.
I
r
32
emarks:'Split spoon refusal at 18.2 feet.
Auger refusal at 19 feet. Core barrel
rammed at 26.6 feet.
-
33
34
-
35
-
36
-
37
-
38
39
-
40
-
41
-
42
_
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well P15S
Sheet t of 2
Engineers/Scientists
Anson County - S.W.M.F.
Job Number: 14378.00
3wt Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 290.94 ft.
Phone [phone] Fax [phone]
Driller; M. King/G. Whittle - ACE Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
5/13/96
NA
Sample Method, NA
Finished
5/15/96
NA
Borehole Diameter: 8-1/4 in. lWater Level: 17.19 ft. (10/97)
Logged By: A. Carroll -Burns
Checked By; MAP
D
v
C
Cp
aD
n
a
Matefiais Oescrlption
Well Comp€etion
E
as
(D'
cc
0
v
t
Cl
V)
n�i
o
CL
in
ac ng
PVC Lap
2
Z P,
+ser 0-3'
No SAMPLES TAKEN. Refer to GZA boring log
Friipr
P150 for sample and stratum descriptions,
sand
2 5
�.
W2i5C1 ['¢n
3-18'
�f
6
7
8
9
10
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well P15S
Sheet 2 of 2
Engineers/Scientists
Anson County — S.W.M.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Fails, MA
Pol1(ton , North Carolina
Elevation' G.S. 290.94 ft,
Phone [phone] Fax (61T) 965-7T69
c
�
v
cs
*
o
.L v
Materials Cescripticn
well Completion
E
Cj
r
4
�4 a
M
cn
ate,
h
o
~
p
C
m
15
ys.
16
—
17
18
Bottom of borehole at 18 feet,
—
20
—
21
22
—
23
—
24
—
25
—
26
—
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well P16❑
Sheet 1 of 2
Engineers/Scientists
Anson County -- S.W.M.F.
Job Number: 14376.00
320 Needham Street
Poikton North Carolina
Newton Upper Falls, MA
Elevation: G.S. 3C5.63 ft.
Phone (61T) 9$9-0050 Fax [phone]
Driller: M. King/G. whittle - A6E Drilling
Drilling
Date
Time
Drill Method: Hollow Stern Auger: HO Core
Started
5/14/96
NA
Sample Method: 2" O.D. Split Spoon: HO Core
Finished
5/14/96
NA
Borehole Diameter: 8-1/4 in. meter Level: Dry (10/97)
Logged By: A. Carroll -Burns
Checked By: MAP
d
Z
E
c
o
m
J
Materials Description
Well Completion
E
d
a�
a
M
ch
N
xo
~
A
f7
IL
�— LocY;na
P vC Ca
s .,e
..o
RESIDUAL SOIL (0-2')
z Pvr
a'e.
ni5e
r. .
2
HydretEd
r,r
SAPROME (2-9')
Beatan:;e
EMIR -,
Clayey Silt (CL/ML) mostly lines, clay, weak
rr.
red 00R, 4/2) low plasticity (SAPROLITE).
S--f
18/18
33-34
37
ff�
r ,
rrr
rrr
rrs
rrr
rrr
rrr
rrr
rrr
'r
6
rrr
♦,r
,r,
7
8
9
PARTIALLY WEATHERED AR6n1 ITE (9-17')
S-2
11/10
8-60/6
10
Silty Clay (CL/ML) - mostly fines, dry to moist,
yellowish red (5YR, 5/6). low to medium
11
plasticity, blocky (SAPROLITE).
12
13
Clayey Silt (ML/CL) - mostly fines, moist, light
— Benlon,te
gray (SYR, 7/0, low plasticity, Nocky
Sea€
(SAPROLITE).
I2-1a'
S-3
5/5
50/5"

GZA GeoEnvironmental, Inc.
Log of Well P160
Sheet 2 of 2
Engineers/scientists
Anson County -- S.W.M.F.
Job Number: 14378.00
3wt Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 305.63 ft.
Phone (e$7) 969-0050 Fax (6171 9s5-7769
D
Z
c
C
E
9
CD
ti
o
F m U
Hater#als Oescrlptlon
Well Completion
a
�
�
40
„
Ql
w - a
O"
cn
Q1
h
s
0
"
10
ILD
d
ib
15
— Filter
Sync
ri4-<6'
16
17
ARGlunl= (17.27.)
00;0.
7 ,�
o. •
Moderately hard, fresh, light bluish-gray0.
-
J
':0
0 ':
18
bedded ARGILLITE, with moderately to steeply
dipping,
0:, ,o:.
smooth to rough, planar, iron oxide
stained joints/fractures (F).
o' 6.
o,.,
—
2.5
o
19 a.''v.
-
C-I
60/52
2.5
2.51
0
0:, ;0:.
"0;o;
87%
—
2
2C) 6:o6
a o:
o.
00
_
o..
21 «oo.
O ;
O
22 O flL.1 �,
Similar to C-1, with few stained
o: o:.
joints/fractures.
0
c.,
2 3 0:..o;Q:.
.:
o.o
o.
o: .'o:
o' .'
_
2
2 a.
a,
C-•2
693%B
2
2*
0:. o% :.
a.
2
-
2*
25 0..
o:.:6:.
0
_
26 ':o0"
,,0., ,._
o:.'a:
atura.!
_
'0.'��
t�ater,ai
27
Bottom of Borehole at 27 feet.
28
Remarks: 'Split spoon refusal at 13.9 feet.
2Auger refusal at 17 feet.
29

GZA GeeEnvironmental, Inc.
Log of Well P18S
Sheet 1 of t
Engineers/Scientists
Anson County — S.W.M.F.
Job Number: 14378.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Phone (BIT) 969-0050 Fax (et7) 965-7769
Elevation: G.S. 305.72 ft.
Driller: M. King/G. Whittle - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
5/t4/96
NA
Sample Method: NA
Finished
5/15/96
NA
Borehole
Diameter:
8-1/4 in.
Water
Level:
Dry
(10/97) Logged By: A. Carro3l-burns Checked By: J.L. Daw
o
z
c
�
�
e
a
Q,n03
U
Materials Description Weil Completion
acc
E
m
va
n
L0
Q1
Y
O
`-
oll
?v
cN
Seal G 2'
22
PVC
V71 I
3
NO SAMPLES TAKEN. Refer to GZA boring log
�7,ne11
P160 for sample and stratum descriptions.
5ana
Z-i4'
2., PVC
weuscreen
a - la'
8
11
12
.
13
Bottom cf Borehole at 14 feet.

GZA GeoEnvironmental, Inc.
Log of Well P-101
Sheet t of 3
Engineers/Scientists
Anson County — S.W.M.F.
Job Number: 14876.00
320 Needham Street
Poikion North Carolina
Newton Upper Falls, MA
Elevation: G.S. 318.36 ft,
Phone (617) 0ee-0050 Fax (e17) 0e5-77ee
Driller: M. King - A & E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/24/97
NA
Sample Method: Split Spoon
Finished
6/25/97
NA
Borehole Dlameter: 8-1/4 in.
Water Level: 18.62 ft. (10/97)
Logged By: P. Lockwood
Checked By: J.L. Daw
Z
C
ZZ-
E
�
m
❑
G Gl
U
Materials Description
Well Comatetlon
E
m
o=
a
Qi
O
d
Co
Pr 0'EC ;eve
-
Well
.,s
m�p1�
RESIDUAL SOIL (o-1.0')
W.as�^g
' °'•
lcncrEte
m •
. m
1
,..
.r.
r..
SAPROLFM (1.0-15.0')
2
rrr
/rr
f„
Hytlracen
•..
BEn'.O nit �'
,./
Lean Clay with Sand (CL), mostly fines, trace
2' PVC
,rr
quartz Gravel, yellow (10YR, 7/6).
10-1220
5-k
18/18
4
,rr
,rr
„ r
,rr
5
„ r
7
a
"
r.r
Lean Clay with Sand (CO, mostly fines, trace
quartz Gravel, reddish -brown (SYR, 5/3).
S-2
18/18
16-20
24
9
10
12
13
Silty Sand (SH), mostly fine to coarse Sand,
20--35
little fines, trace fine quartz Gravel, light
S-3
18/18
52
reddish -brawn (SYR, 6/3).

GZA GeoEnvironmental, Inc.
Log of Well P-101
Sheet 2 of 3
Engineers/Scientists
Anson County — S.W.M.F.
320 Needham Street
Polkton, North Carolina
.lob Number: 14876.00
Newton Upper Falls, MA
Phone (6I7) 969-0050 Fax (6I7) 965-7769
Elevation: G.S. 318.36 ft.
c
_
U
C
Z
Q
4--
Materials Description
Well Compteocn
E
Cr
IO
N
L
n
Lo
C
2
O
L7
�
m
S-3
IB/18
20--35
52
„�
filter
NINE/
15
15-32'
PARTIALLY WEATHERED SANDSTONE
c(5.o-32.0•?
16
,. PvC
Weliscreen
IS-s2'
17
18
No recovery.
S-4
18/2
45-88
20
21
22
23
24
25
26
27
28
29

GZA GeoEnvironmental, Inc.
Log of Well P--101
Sheet 3 of 3
Engineers/Scientists
Anson County — S.W.M.F.
.lob Number: 14876.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 318,36 it.
Phone [617) 969-0050 Fax [phone]
z
C
w
ai
a m
U
Materials Description
Well Completion
a
ni
n
ai
o
�
m
31�
32
Bottom of Borehole at 32.0'.
3
SANDSTONE
34
35
36
37
38
39
40
4i
42
43
44
45

GZA GeoEnvironmental, Inc.
Log of Well P-102D
Sheet 1 of 3
Engineers/Scientists
3Needham Street
Anson County — S.W,M.F,
Newton Upper Falls, MA
Polkton, North Carolina
Job Plumber: 14876.00
Phone [phone] Fax (6t7) 965-7769
Elevation: G.S. 315.77 ft.
Driller: M. King -- A & E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/25/97
NA
Sample Method: Split Spoon
Fln13hed
6/25/97
NA
Borehole
Diameter:
Unknown
in, eater Level: 22.13
ft. 00/97) Logged By: P. Lockwood Checked By: J.L. Daw
O
C �
C
z
E
o
a�
=
0 .CU u
Materlats Oescription Well Completion
Q
cc m
�w n
a ��
ro
U7
xo
m
~ l7
m
�— tect� e
well
�.0
• B
Resldua( Soil
Ccncre±�
/ /
SAPROLnE (1.5-33.5')
_
2 ..,
`1YwiBle�
1 / /
n
Lean Clay (CL), reddish -yellow (7,5YR, 6/8),
? p•,��
S-1
18/18 8142
iii
0-3
_
/ l /
8
r
Lean Ciay (CL), yellow (1CYR, 7/8).
S-2
18/17 7-9
,
13
9
w
10
-
11
12
13
Lean Clay with Sand (CL), mostly fines, little
23-42
fine to medium Sand, brown (7,5YR, 5/3).
5-3
18/16
50

GZA GeoEnvironmental, Inc.
Log of Well P-1020
Sheet 3 of 3
Engineers/Scientists
Anson County -- SXM.F.
,lob Number: f4878.00
320 Needham Street
Polkton, North Carolina
Newton Upper Falls, MA
Elevation: G.S. 315.77 ft.
Phone [phone] Fax (6I7) 965-7769
c
�
l
Z
E
0
I
as
Descri tion
Materials p
Well Completion �
a�
m
E
a
cn
z
~
2
CL
m
JJr
J/J
r/r
1
r/J
r/J
31
32
„J
JJ/
f / J
/ f /
J/J
/fJ
33
Lean Clay with Sand (CL), mostly fines, fine
er
Sand, pieces of Sandstone, moist, light gray
sane
(5YR, 7/1).
33.5-eo'
s-7
t814
28-50
60
PARTIALLY WEATHERED SANDSTONE
34
(33.5-40.5')
2 P%C
hE!ISCfEE"
33, a0.5'
35
36
3 7
..,.
I
38
39
.:
-
40
Bottom of Borehole at 40.5',
—
41
SANDSTONE
-
42
-
43
-
44
-
45

GZA GeoEnvironmental, Inc.
Engineers/Scientists
Log 4f Well P-102S
Sheet i of 2
320 Needham Street
Y -- Anson Count S.W.M.F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14876A0
Phone (6I7) 969-0050 Fax (BIT) 965-7r69
Eleyetion: G.S. 315.95 ft.
Driller: M. King — A & E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/25/97
NA
Sample Method: NA
Finished
6/25/97
NA
Borehole
Diameter:
Unknown
in.
Water
Leyel: 22.40 ft. 00/97} Logged By. P. Lockwood Checked
0
By:
J.L. ❑aw
o
Z
c
c
E
f0
v
m x-
a
n;, Materials Description
Well Completion
d
ra
�'
�'
R] w L
[r]
o
~
M
m
prctec,,:e
wer
'
asin�
Gan�IE!E
_
0_1'
-
pent cn:te
0-16'
2" PVC
_
Riser
0-17'
T
�J NO SAMPLES TAKEN, REFER TO GZA BORING
LOG P-102D FOR SAMPLE DESCRIPTION,
_
l
_
8
9
-
_
10
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well; P-102S
Sheet 2 of 2
Engineers/Scientists
Anson County — S.W.M.F.
--
Job Number., 14876.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 315.95 ft.
Phone [phone] Fax 16M 955-77e9
o
c
-
Z
m
Z
E
o
materials Description
Well completion
Z
rroo
v7
a�i
o
2
15
16,.
'-
17
Ecry�,
l'
_
18
` P4rC
_
„_`7.
--
19
-
20
-
21
-
22
-
23
-
24
-
25
-
26
`
2 7
Bottom of Borehole at 27'.
-
28
-
29

GZA GeoEnvironmental, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, MA
Phone [phone] Fax [phone]
o.,,,
Z
c
c
E 1O
rn
o
-LU
x 10
U O
L
¢f j
J
ca
a
E
iD N
Q
C1
V)
N
S-2
48/ie f0 �12
,,
S"3 1 714 1 38 -50 1
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
Log of Well P-103
Anson County — S.1VXF.
Polkton, North Carolina
Materials Qescription
Sheet 2 of 3
.lob Number: 14876.00
Elevation: G.S. 287.75 ft.
Same as above except weak red (2.5YR, 4/2).
PARTIALLY WEATHERED SANDSTONE
(19.0-42.0*)
Well Completion
F Itc,
he,���rEG,•�.

GZA GeoEnvironmental, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, MA
Phone i617) 969-0050 Fax [phone]
C �
O w C N a
Z e
� C.I ❑ G 01 U
v v r
E
N ❑` F
Ln Q1 G 0
m
Log of Well P-103
Anson County — S.W.M.F.
Polkton, North Carolina
Materlals description
32
33
34
35
36
37
38
39
40
4i
42
Bottom of Borehole at 42.0%
SANDSTQIr£
43
Sheet 3 of 3
Job Number: 14876.00
Elevation: G.S. 287.75 it.
Remarks:
44 Shelby tube samples taken at 0.5-2.5 and
8-10.
45
)dell Completion
NO

GZA GeoEnvircnmental, Inc.
Log of WEII P-104
Sheet t of 3
Engine ersham St fists
Anson County -- S.W.M.F.
----
3Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14676.00
Elevation: G.S. 324.25 ft.
Phone (all) 969-0050 Fax iai7) 965-7789
Driller: M. King - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
7/01/97
NA
Sample Method: Split Spoon
Finished
7/01/97
NA
i
Borehole Diameter: Unknown in,
Water Level: 28,64 ft. (10/97)
Logged By: P. Lockwood
Checked By: J.L. ❑aw
c
z
'�
o
-avD
aCD
U
Materials Description
Well Completion
z
E
m
y
o--
ro
c
LO
d
m
F!OICC.iw.?
waI',
o
RESIDUALSOIL (0-i')
..
— Concrete
rrf
SAPROLITE (1.0--13,0')
r.r
hycr?tec
l r /
Rcnt J�iitE
rrr
rrr
-14,
rrr
Lean Clay (CL), mostly fines, trace fine to
2 PvC
rr•
rr.
medium Sand, reddish- ye#low (7.6 YR, 8/6).
R;ser
_
S-1
I8/18
13-20
rrr
0-16'
20
r:
rrr
rrr
-
rrr
rrr
A
�
ti!
•rr
rrr
rrr
rr•
rrr
r.
/rr
rrr
rr
rrr
rrr
rrf
r.r
rrr
r
r
r
,
Lean Clay with Gravel (CL), mostly fines, trace
fine Gravel, yellowish -red (5 YR. 5/6),
S-2
18/18
it-19
rr
31
9
r
-
-
10
11
-
12
-
13
S-3
7/7
100/7
PARTIALLY WEATHERED ARGEirrE (13-36.5)

GZA GeoEnvironmental, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, MA
Phone [phone] Fax [phone]
c
Z E m b
Q1 O a ¢f U
d
f17 SO ~ C7
d m
15
16
17
18
NO
20
21
22
23
24
25
26
27
28
�7
Log of Well P-104
Anson County — S.W.M.F.
Poikton, North Carolina
Materials oascription
Sheet 2 of 3
Job Number: 14876.00
Elevation: G.S. 324.25 ft.
ALean Clay with Gravel (CL), mostly fines, little
Gravel, trace fine to coarse Sand, pink (5
YR, T/3).
Well Completion

GZA GeoEnvironmental, Inc. Log of Well P--104 Sheet 3 of 3
Engineers/Scientists Anson County _ S.�J.M,F.
3Needham Street Polkton, North Carolina Job Number: 14876.00
Newton Upper Falls, MA
Phone [phone] fax [phone] Elevation: G.S. 324.25 ft.
Z E
v Li * o a°7 cJi Materials oescriptlon well Completion
a e y L
m
LO a] 0 L7 1
I
4 m
31�
v �.
J
32
I
33
34
35
36
aottom of eorehole at 365.
-
3 7
ARGILLITE
-
38
-
35
-
40
................................................. ...
-
41
42
-
43
-
44
-
45

GZA GeoEnvironmental, Inc.Eng
Log of Well P- 905
Sheet i of 3
ers
320 N am Street
3wt Needham Street
Anson County — S.W.M,F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14876,00
Phone 16I7) 969-0050 Fax f617) 965-7769
Elevation: G.S. 314.88 ft.
Drilier: T.Bennet/L.Reeves - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/26/97
NA
Sample Method: Split Spoon
Finished
6/27/97
NA
Borehole Diameter:
Unknown in. plater
Level: NA
Lagged By: P. Lockwood Checked By: J.L. Daw
O
C
Z
E °
o
m
'= o
a(U a
Materials Description Weil Completion
aa
w
ro
U)
;
o ~
n
0
d
`m
• °
RESIDUAL SOIL (o-1')
SAPROME (l.o--le.o') —
_
2 ,..
rr,
Lean Clay (CL), most fines, trace tine Sand,
strong brown (7.5 YR, 5/6).
5-1
!B/6
7-10
,rr
�
_
15
5
ltd�7 CLLEG
/ / r
•rr
„r
,r
............................
-
g ,
r
10
Lean Clay with Sand, mostly fines, trace fine
to coarse Sand, trace fine quartz Gravel, with
28-35
a few black carbon particles, pink (7.5 YR.
S-2
tB/6
7/3).
45
11
12
13

GZA GeoEnvironmental, Inc.
Log of Well P-105
Sheet 2 of 3
Engineers/Scientists
----
320 Needham Street
Anson Count — S.W M.F.
Y
Newton Upper Falls, MA
Polktcn, North Carolina
Job Number: 14876.00
Phone [phone] Fax [phone]
Elevation: G.S. 314.88 ft.
c
Z
E
O
Qj
"
a
Materials Description Well Completion
O
(U
Cr
co
N Q ' t
� a
Ui
C
N
F so
0
0
O
d
m
—
16
_
17„f
ff,
—
18
Lean Clay ICL), mostly fines, with a few black
carbon particles, brown (7.5 YR, 5/2).
rr
—
19
a,
PARTIALLY WEATHERED DIABAS`F (-ti0-32.5')
S-3
n
o a�
_
20 n
441
1 �n
_
21��-
\ =�
n
—
22 ' �n
i Y
'= n
_
23 1=n
�n
_
2 4
....... ......... ..............
�n
�n
-
25 , 4n
�n
a.
9 n
26
�n
�n
27 �n
28 ��-
"� n
�a
�• n
29 . �.
\�41
4n
p
sn

GZA GeoEnvironmental, Inc.
Log of Well P-105
Sheet 3 of 3
Engineers/Scientists
Anson County — S.W.M.F.
Job Number: 14876.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 314.88 IL
Phone [phone] Fax [phone]
c
Z
E
o
=
a v
o
�
Materials Description
Hen Cornpletion
E
n1
a
u,
m
V)
C
431
S
0
~
l7
d
c
G Ji
mn
it
n
-
'� n
32
y�
n
Bottom of Borehole at 32.5'.
3 3
DUBASE
—
34
_
35
36
37
38
39
....
40
........
........ ........ ........ ........ ........
41
j-
4 2
43
44
I
45

GZA GeoEnvironmental, Inc.
Log of Well P-106
Sheet 1 of 2
Engineers/Scientists
3wt Needham Street
Anson Count — S.�i.M.F.
Y
Newton Upper Fans, MA
Poikton, North Carolina
Job Number: 14876.00
Phone (61T) 969-0050 Fax [phone]T69
Elevation: G.S. 318,90 ft.
Driller: M. King -- A&E Orilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/26/97
NA
Sample Method: Split Spoon
Finished
6/26/97
NA
Borehole Diameter:
Unknown in. water
Level:
NA
Lpgged By: P. Lockwood Checked By J.L. Daw
Nib-
o
�
c
n
Materials ❑escriiption Well Completion
cu
m.�
n
rro
U7
h
o ~
m
�
m
RESIDUAL SOIL (0-v)
r .r
SAPROLUE
I/f
f/f
/ / f
/ f l
/ / I
/ / I
Lean Clay (CL), mostly fines, trace fine Sand,
strong brown (7.5 YR, 5/8).
5-1
18/18
13-13
_
26
...
rrr
hJ�i ltiE��
/r
f/
f/f
rrf
r/r
rr/
ff/
-
7
' f,
8
/ f
/
......... ..
9
Lean Clay with Sand (CL), mostly fines, little
fine to coarse Sand, trace fine quartz Gravel,
12-18
strong brown (7,5 YR. 5/6).
5-2
tB/tfl
T
18
10
11
12
13

GZA GeoEnvironmentaf, Inc.
Engineers/Scientists
320 Needham Street
Newton Upper Falls, MA
Phone 16U) 969-0050 Fax [phone]
a
Z
c
S
M.
a nm
CC m.
t
E
ro
En
m
r
v o
co
a �
S-3
f 14-0
12/6 loci)
I
'2
15
16
17
18
19
20
21
22
23
24
25
26
27
29
Log of Well Pr-108
Anson County — SXM.F.
Polkton, North Carolina
Materiais Oescrlptlon
Sheet 2 of 2
Job Number; 14876.00
Elevation: G.S. 318.8o ft.
Lean Clay with Sand JCL), mostly fines, little
fine to coarse Sand, trace fine quartz Gravel,
light brown (7.5YR, 8/3),
PARTIA LY WE4Ti�RED SANDST-O E
(15.0-27.0')
Bottom of Borehole at 27,0',
SANDSTONE
WO Ccmpietion

GZA GeoEnvironmenta), Inc.
Log of Well P-107
Sheet 9 of 3
Engineers/Scientists
Anson County - S.W.M.F.
Job Number: 14676.00
320 Needham Street
Polkton, North Carolina
Newton Upper Falls, MA
Elevation: G.S. 319.35 ft.
Phone [phone] Fax [phone]
Driller: T. Bennet -- A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/26/97
NA
Sample Method: Split Spoon
Finished
6/26/97
NA
Borehole Diameter: Unknown in.
Water Level: Dry (10/97)
Logged By: P. Lockwood
Checked By: J.L. Daw
G
W
W
E
Z
E
.�
G
ai
I
o
v°1
j
Materials oescrlption
Well Completion
E
ass
m
m
m r
m
V)
a
Y
•o
~
C7
Qr
m
`- p'o`EChye
RESMUAL SOIL (0-1')
a
Corcre-Le
1
0-1.
,..
SAPROUTE (1.0-24.0')
r r r
a
r
rrr
Clayey Sand (SC), mostly fine to medium Sand,
little fines, light yellowish --brawn (10 YR, 6/4),
5-1
18/k8
8-10
•"
f "
15
r,r
rrr
rr
rrr
rr,
e
7
"
........
.......
Lean Clay (CL), mostly fines, trace fine Sand,
trace fine quartz Gravel, yellowish -brown (10
YR, 5/4).
S-2
18/14
19-60
35
10
11
12
13

GZA GeoEnvironmental, Inc. Log of Well P-107 Sheet 2 of 3
Engineers/Scientists
Anson County _ S.W.M.F.
3Needham Street
Newton Upper Falls, MA Polkton, North Carolina Job Number: 14876.00
Phone [phone] Fax (W) 965-7769 EIeYBtlon: G.S. 318.35 ft.
C = ,
Z E c
_a aJ '� o a� U Materials Description Hell Compietlon
O. - Vj a
mcC m O._ °
(11 � o ~ C�
CL
; E
Lean Clay (CL), mostly fines, trace fine Sand,
19-19
• • •
trace fine ovartz Gravel, pink (5 YR. 7/4}.
-
S-3
18/10
25
� � �
15
,•.
164.
_
f7
,
—
18
19
;;,
Lean Clay (CL), mostly fines, trace fine Sand,
•
trace fine quartz Gravel, with a few black
15-29
carbon particles, brownish --yellow (10 YR,
S-4
18/t0
_
20
,
-
21
'
22
23
Sandy Lean Clay (CL), mostly fines, little fine
to coarse Sand, trace fine Gravel, with a few
black carbon particles, yellowish -brown (18—"
7-4
YR, 5/6),
T
2
S-5
6/4
100/6
i
PARTIALLY WEATHERED t)IABASE (24.0-32.0`)
.�
i,-i
Ff�rer
25
2 - 3 2'
1
i � s
,.
��
2" PVC
;
we�acreen
25- 32'
-
27
"
28
'
29
..

GZA GeoEnvironmental, Inc.
Engine ers/Scientssts
dog of Well P-107 Sheet 3 of 3
320 Needham Street
Anson County — S.N.M.F.
Newton Upper Falls, MA
Poikton, North Carolina Job Number: 14876,00
Phone [phone] Fax (6€7) 005-7709
Elevation: G.S. 319.35 ft.
o ZZ
c
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o
ID
a v * p
a�
r
Materials Descr#pt€on Weil Completion
E 0rD m
4u
vxr ~
4 m
31
"
321
-.
bottom of Borehole at 32.0'.
oIMASE
33
34
35
36
37
38
39
4 0__
41
42
43
44
45

GZA GeoEnvironmental, Inc,
Log of Well P-108
Sheet 3 of 2
Engineers/Scientists
3Needham Street
Anson Count —S.W.�S.F.
Newton Lipper Falls, MA
Polkton, North Carolina
Job Number: 14876,00
Elevation: G.S. 313.22 ft.
Phone [phone] Fax I6171 965-7709
Driller: T. Bennet - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/30/97
NA
Sample Method: Split Spoon
Finished
6130197
NA
Borehole Diameter: Unknown in. Water Level: Dry (10/97)
Logged By: P. Lockwood
Checked By: J.L. Daw
O
z
m
o
W
o
n
Materials Description
Well Completion
�
n
E
_
CD°'
M
m
0
o
F
pEG��Ctiv
wEll
•' •
:o
FESMUAL SOIL (0-1')
gas
1
•°
Can_tEl2
SAPROLI (1,0 13.a')
2
�yITasec
3
,
/ I 1
""�- [ P,17
,..
Sandy Lean Clay (CL), mostly fines, little fine
to coarse Sand, trace fine quartz Gravel,
11-12
•�r
reddish -yellow (7,5 YR, 6/6).
5T1
16/18
20
"
7
,.
........
Sandy Lean Clay (CL), mostly fines, little fine
to coarse Sand, fight brown (7,5 YR, 6/4).
S-2
16/12
8214
21
1O
11
12
13
PARTIA€Lr 41EATFEE�E0 ARGILi_M 03-15')
F Iler
Sand
13-€5'

GZA GeoEnvironmental, Inc.
Log of Well P-108
Sheet 2 o4 2
Engineers/Scientists
Anson County — S.W.M.F.
Job Number: 14876.00
320 Needham Street
Newton Upper Falls, MA
Polkton, North Carolina
Elevation: G.S. 313.22 ft.
Phone (61T) 969-0050 Fax (SIT) 965-7769
O
z
C
Zz-
C
E
3
0
L5
It-
o
a=
Materials Description
Well Urnpleticn
E
d
p a
m
c
aj
o
~
M
�
m
Gravelly Lean Clay with Sand (CL), mostly
fines, little fine to medium Argillite Gravel, little
z F;
S
3
6/4
100/6
fine to coarse Sand, gray (7.5 YR, 5/0).
�eusc Ee ,
1J�
Bottom of Borehole at 15'.
ARGIlLITE
-
16
-
17
-
18
-
19
-
20
-
21
-
22
-
23-
__
_
24
.........
...................
-
25
-
26
-
27
-
28
29

GZA GeoEnvironmental, Inc.
Log of Well P-109
Sheet t of 3
Engineers/Scientists
Anson County — SAM.F.
Job Number: 14876,00
320 Needham Street
Poikton, North Carolina
Newton Upper Falls, MA
Elevation: G.S. 312.08 ft,
Phone (617) 9ee-oo50 Fax [phone]
Driller: M. King - A&E Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
7/02/97
NA
Sample Method: Split Spoon
Finished
7/02/97
NA
Borehole Diameter: Unknown in.i, Water Level: 29.84 ft. (10/97)
Logged By: P. Lockwood
Checked By: J.L. Caw
O
C
C
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E
o
v
ci
'�
o
a°'
0
Materlals Description
WO completion
E
ai
[Z
m
n
m
p
r
m
to
N
N
~
U)
C
dlPrGteChVe
I
C7
a
�
weu
l7��+TiS�f l �171 I
RESMAL SOn. (o-n
Lr35�r'9
s .s
vC ncr 2te
r • r
,r,
SAPROUTE—
,rr
rrr
!+ya�ated
rrr
-5entcr•ne
rrr
rrr
z,
„ r
Lean Clay with Sand (CL), mostly fines, little
2' Pv- -
rrr
fine to coarse Sand, trace fine Gravel with a
;ser
r
12-12
few black carbon particles, pale red (10R,
S-1
18/18
26
i
rrr
rrr
rrr
rrr
rIr
rrr
rrr
I/I
rr
r/r
rrr
/rr
rrr
rr,
/rr
•
-
a
•
........
Lean Clay with Gravel (CL) mostly fines, little
Gravel, trace fine to coarse Sand with a few
-
I1-12
black carbon particles, pale red (108, 6/3).
S-2
18/18
_
16
_
-
10
-
11
12
-
13
Lean Clay (CL). mostly fines, trace fine Sand
11-37
with a few black carbon particles, weak red
S-3
IB/18
(10R, 4/4).
48

GZA GeoEnvironmental, Inc.
Log of Well P-109
Sheet 2 of 3
Engineers/Scientists
Anson County — S.W.M.F.
Job Plumber: 14876.00
320 Needham Street
PolktOn N
North Carolina
Newton Upper Fails, MA
(Elevation: G.S. 312.08 ft.
Phone [phone] Fax (BIT) 885-7788
c
o
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cu
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£ m
Materials Description
Well ccmpletlon
dGi
C3tu
0
y
r
m
o
CL
(n
l
S-3
18/18
11-37
//.
48
15
16
17
rr/
18
/ / l
r
Sandy Lean Clay (CL), mostly fines, tittle fine
to coarse Sand, weak red (10R, 5/3).
S-4
12/12
52--78
/r
19
rr/
PARTIALLY WEATFERED ARGILLITE 11s.o-3aa )
2Q
21
22
.:;.
23
.....
........
... ...... .
24
..
......... .......... .
Fi{ter
2
-3 24
2a-35'
26
2 PV`
WEffSCIEEf1
25-35'
27
28
29

GZA GeoEnvironmentai, Inc. Log of Well P-109 Sheet 3 of 3
Engineers am Street Anson County -- S.W.M.F.
3wt Needham Street Polkton, North Carolina Jab Number: 14876.00
Newton Upper Fails, MA
Phone [phone] Fax I611i 965-7769 Elevation: G.S. 312.08 ft.
c
Z e D o
m * a nW 0 Materials Description Well Completion
co CU
U7 o ~ L7
O m
31
32
33
34
35
Bottom of Borehole at 39'.
►tRGILUTE
_._........._.....................................................
42
43
44
45

TRC Environmental Corporation
#Customer -Focused Solutions*
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone [phone] Fax (9i9) 419-7501
Driller: Bore & Core, Inc./Mark Seiler
Drill Method: Hollow Stem Auger
Sample Method: 2" O.D. Split Spoon
Borehole
Diameter:
8 in.
dater
Level:
NA
C
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m
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C.
a CU
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m
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C 7
C
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0
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CL
e . •
a ;.a
fr,
J,f
J,!
r„
„J
r!f
rr/
.f/
/J!
/fl
S-I
24/22
9-t0
11--15
rr♦
frr
frf
!I1
! J
r
S-2
24/24
10-12
14-15
J
10
11
12
13
5-3 I 18/18 127-35
80
Log of Well P201
Anson County -- S.W.M.F.
Qoikton, forth Carolina
Drilling —
Started
Flnished
Logged By: J.L. Caw, P.G.
Materials Description
0-14')
Light brown (5Y 5/6) Silt iML)
Sheet i of 2
Job Number:23490--0020-00C0[
Elevation: G.S. 326.46 ft.
Date Time
10/7/97 NA
10/7/97 NA
Checked By: J.G. Tew, Jr., P.E.
Oark yellowish orange (10YR 6/6)/moderate
reddish brown (10R 4/8) mottled Silt (ML)
Well Completion

TRC Environmental Corporation
*Customer -Focused Solutions*
6340 Ouadrangle Drive, Suite 200
Chapel Bill, NC 27514
Phone [phone] Fax [phone]
_C
O
Z R7 O
u m r
v O w U
fop co
U7 Qj 0
IL
S-3 ( 18/18 127-15
1 BO
S-4 ) 0/0 1 100/0"
15
16
17
18
19
20
21-
22-
23-
.... ........
24-
25-
26-
27-
28-
29-
Log of Well P201
Anson County - S.W.M.F.
Polkton, North Carolina
Materials Oescription
Sheet 2 of 2
Job Number:23490-0020-00000
Elevation: G.S. ft.
rAK I LALLT NLA ( it&U BOCK (14 -18')
Light gray (7N)/dark yellowish orange (10YR
6/6) mottled Silt (ML)
Fine gravel (Conglomerate) from drill cuttings
Bottom of Borehole at 18 feet (auger refusal)
Well Completion

TRC Environmental Corporation Log of Well P202 Sheet t of 5
*Customer -Focused Solutions* Anson County — S.W.M.F.
6340 Quadrangle Drive, Suite 200 Job Number: 23490-0020-OOOOC
Chapel Hill, NC 27514 Polkton, North Carolina
Phone (ec9) 419-7500 Fax [phone] Elevation: G,S. 306.95 ft.
Driller: Bore 6 Core, Inc./Mark Seiler Drilling Date Time
Drill Method: Hollow Stem Auger Started 10/8/97 NA
Sample Method: 2" O.D. Split Spoon Finished 10/9/97 1145
Borehole diameter: 7 in. Water Level: See Remarks Logged By: J.L. ❑aw, P.G. Checked 13y: J.G. Tew; Jr., P.E
0
_c
m L) o nd U Materials Oescr#ptlonCL a) Well Completion
E cc CU
Q L
a_
S-1 24/16 I 12-16
100/5"
(0-12')
Pale yellowish brown (10YR 7/2) coarse -fine
Sand and Silt (SM)
3 q ci —
�.ia'.__
E rCL Jr, t?i F- L
Ec any
Ab8ndcne1
w:th —
Por tlano
................... _..._....._..
S-2 124/20 1 12-17
34-40
Pale ye#lowish brown (10YR 7/2)/moderate
brown (SYR 4/4) coarse -fine Sand, some sill,
some clay (SM)
WEATHERED ROCK 02-647)
S-3 ) 5/3 [ 100/5.. 1 I Moderate brown (SYR 4/4) fine Sand (SP)
I ii

TRC Environmental Corporation
Log of Well P202
Sheet 2 of 5
#Customer --Focused Solutions*
6340 Quadrangle Drive, Suite 200
Anson County - S.W.M.F.
Chapel Hill, NC 27514
Polkton, North Carolina
Job Number: 23490-0020-00000
Elevation: G.S. 306.95 ft.
Phone [phone] Fax (919) 41G-7501
C
Z
y
m
y o
D
� aw u Materiats Description
Well CompietioR
Ct
o
m °
m
m
rn v
~
U
a
15
-
16
-
17
18 Moderate brown (5YR 4/4) fine Sand and rack
-
fragments (graywacke/arkosic sandstone)
5-4 4/2
100/4"
-
19
-
20
-
21
-
L '' 2
-
-
23 Moderate reddish brown (1OR 4l4)
Graywacke7Arkosic Sandstone
S-5 i2/11
42-75
-
24
-
25
26
-
27
28 Moderate reddish brown (10R 4/4)
Graywacke/Arkosic Sandstone
5-6 12/12
58-55
29

TRC Environmental Corporation
Log of Well P202
Sheet 3 of 5
#Customer --Focused Solutions*
Anson County S.W.M.F.
Job Number'
• 23490-0020-00000
6340 �uadra ill Drive, Suite 200
H
Chapel Hill, NC 27514
Polkton, North Carolina
Elevation: G.S. 306.95 ft.
Phone (9S9) 419-T500 Fax (ale) 419-T501
O
C
m
a
a U Materials Description
Well Completion
E
a
m
'�;
O_ t
a
p
ro
V)
N
LD
31
_
32
_
33 olive gray (5Y 4/2)/reddish brown 0OR 4/4)
-
Siit, some medium- coarse sand (SM)
-
S-7
5/4
100/51,
34
w
35
-
36
-
37
-
38 Olive gray (5Y 4/2)/red6sh brown (1019 4/4)
-
53-
Silt, little medium sand (SM)
5-8
8/6
50/2"
-
3s .
........ .......... .................................................................................................
40
-
41
-
42
-
43 Olive gray (5Y 4/2)/red(Jish brown OCR 4/4)
Silt, some medium- coarse sand (SM)
5-9
5/5
100/5"
-
44
-
45

7RC Environmental Corporation
*Customer -Focused Solutions*
6340 Quadrangle Crive, Suite 200
Chapel Hill, NC 27514
Phone [phone] Fax [phone]
c
o
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L)
a C)
a� c
coo in m C:j" m
ar 0
S-10 1 2/2 1 100/2"
5-11 l 2/2 1 100/2"
5-12 l 6/5 1 100/6"
47
48
49
50
51
52-
53-
54-
55-
...................................
56-
57-
58-
59--
60—
61-7
Log of Well P202
Anson County — S.W.MI,
Polkton, North Carolina
Materials Oescription
Slightly softer zone 46--51' - good water
producer
Sheet 4 of 5
Job Number:23490-0020-00000
Elevation: G.S. 306.95 ft.
O#ive gray (5Y 4/2)/reddish brown (10R 4/4)
Silt, some medium- coarse sand (5M)
Olive gray 15Y 4/2)/reddish brawn OOR 4/4)
Silt (ML)
Olive gray (5Y 4/2)/reddish brown (tOR 4/4)
Silt (ML)
Well Completion

TRC Environmental Corporation
*Customer -Focused Solutions#
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone [phone] Fax i019) 419--7501
o � �
� y J
o W a u
41 n
E o N m 4' c
roCOo m
aCO
0.
Log of Well P202
Anson County — SAM.F.
Poikton, North Carolina
Materials Description
Sheet 5 of 5
Job Number:23490-0020-000OC
Elevation: G.S. 306.95 ft.
63 Olive gray (5Y 4/2)/reddish brown (10R 4/4)
Silt (ML)
S-13 2/1 100/2"
64 Bottom of Borehole at 84 feet No cl€abase
observed - boring abandoned with portiand
cement.
65Remarks: 1Waler level 24` BGS at completion
66
67
68
69
70
71
72
73
74
75
76
77
Well Completion

TRC Environmental Corporation
*Customer —Focused Solutions*
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone [phone] Fax [phone]
Driller: Bare & Core, Inc./Mark Seiler
Drill Method: Solid Stem Auger
Sample Method: Drill Cuttings
Borehole Diameter: 5 in. Dater Level:See Re
C
b
Z co o
N 1
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Q Y y L
cl
ro
m F �� R
2
2
3
►1
Log of Well P-203
Anson County — S.W.M.F.
Po*ton, Ncrth Carolina
Drilling
Started
Finished
marks Logged By: J.L. Caw, P.G.
Materials Oescrfptlon
2T)
Sheet 1 of 3
Job Number: 23490-0020--00000
Elevation: G.S. 302.38 ft.
Date Time
10/9/97 NA
10/9/97 1315
Checked By: J.G. Tew, Jr., P.E,
Pale reddish brown (1OR 5/4) Silt, some fine
sand (ML)
Well Completion
Hard zone while drilling 5-6'
No
r
IoCase
r r,
Enccvntere'
Poring
Portl'�rna
7
cemcT77
8
................
Moderate reddish brown (tOR 4/4) Silt, some
'
fine sand (ML)
9
10
11
12
13

TRC Environmental Corporation
*Customer —Focused Solutions*
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone [phone] Fax [phone]
0
Z m �° o
o a
E
(IJ c LD
v
1 d
15
10
MA
18
19
20
i
21
24
25
26
27
28
29,
Log of Well P-203 Sheet 2 of 3
Anson County -- S.W.M.F.
Polkton, North Carolina Job Number: 23490-0020-00000
Elevation: G.S. 302.38 ft.
Materials oescription Hell Completion
Pale reddish brown {lOR 5/4) Silt, some fine
sand (ML)
PARRTFALLY WEATHERED ROCK - APPROXIMATE
(25-45')
Pale reddish brown OOR 5/4) Siltstone

TRC Environmental Corporation
*Customer- Focused Solutions)(
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Phone [phone] Fay [phone]
Driller: Bore & Core, Inc./Mark Seiler
Drill Method: Solid Stem Auger
Sample Method: Drill Cuttings
Borehole Diameter: 5 in. lWater Level: See die
c
o -
z in o
Q) U N [] Q} U
a Gio d�
cn a�i 0
rz
2
3
4
He
Log of Well P-204
Anson County - S.W.M.F.
Polkton, North Carolina
Drilling
Started
Finlshed
marks Logged By: J.L. Daw, P.G.
Materials Description
(0-27'
Sheet t of 3
Job Number:23490-0020-000oa
Elevation: G.S. 297.65 ft.
Date Time
10/9/97 NA
10 / 9/97 1430
Checked By: J.G. Tew, Jr., P.E.
Pale reddish brown OOR 5/4) Silt, some fine
sand (HO
Very pale brown (5YR 6/2)/moderate olive
gray (5Y 4/2) Silt, some fine sand (ML)
Pale reddish brown (IGYR 5/4)/moderate olive
gray (5Y 4/2) Silt, some fine sand (f.4L)
weft Completion
rS C
C rCC ASP.
5or;ag
�CarGcneG
Foy tsars
�2C1 `e of

7RC Environmental Corporation
*Customer -Focused Soluticns*
6340 Guadrangie Drive, Suite 200
Chapel Hill, NC 27514
Phone (gig) 41G-7500 Fax [phone]
c
O -
Z v m o
a Li
o aw u
Q
E m y aro
Oj
m
n.
15
16
17
18
19
20
21-
22`
23-
.......................
24-
25-
28-
27-
28-
29-
Log of Well P-204
Anson County — S.W.M.F.
Polkton, North Carolina
Haterlals Oescriptfon
PARTIALLY WET REO ROCK -
(27-45')
No samples returned
Sheet 2 of 3
Job Number:23490-0020-OOOOC
Elevation: G.S. 297.65 ft.
Heg CompleuDn

TRC Environmental Corporation Log of Well P-204
*Customer -Focused Solutions
6340 Duadrangle Drive, Suite 200 Anson County -- S.W.M.F.
Chapel Hill, NC 27514 Polkton, North Carolina
Phone 1919) 4i9-7500 Fax (012) 4W-7501
c
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is
UJ U N m L «. ...i
❑ a� Materials Oescription
a x 6] ,l z
Co Q
U7 N ~ t?
31
Sheet 3 of 3
Job Number:23490-0020-0000c
Elevation: G.S. 297.65 ft.
4ell Completion
39
40 Arkosic Sandstone cuttings on auger
41
42
43 Remarks; lhlater level 36.2' BGS at completion
44
45
Bottom of Boreho#e at 45 feet, no diabase
Observed, boring abandoned with Portland
Cement

TRC Environmental Corporation
Log of Well P205
Sheet 1 of 2
#Customer --Focused Solutions#
6340 Quadrangle Drive, Suite 200
Anson County -- S.W.M.F.
Chapel Hill, NC 27514
Polkton, North Carolina
Job Number: 23490-0020-00000
Phone [phone] Fax [phone]
Elevation: G.S. 302.87 ft.
Driller: Bore 5 Core, Inc./Mark Seiler
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
10/9/97
NA
Sample Method: 2" O.D. Split Spoon
Finished
10/10/97
0830
Borehole Diameter: 8 in.
Water Level: See Remarks
Lagged By: J.L. Daw, P.G.
Checked By: J.G. Tew, Jr., P.E.
a
c
€
z
CO
LD
v
H
CO
na o Materials Description
well Completion
4
E
=
w�
U)tu
ca
CL
PVC '
RESIDUAL SOIL (0-2')
s s.o
PVC
-
rrr SAPROLITE
r .
�er:era
f./
o
_
r.f
f� Dark yellowish orange (10YR 5/6) fine Sand,
some silt, some clay (SM) -- sample is from
/ / r drill cuttings
/ff
— S-1
24/0
1C-11
frr
l3-I5
r r /
-
rrr
rfr
/}f
/rf
rr/
rr}
/ff
/ } l
f 1 /
f / /
PARTIALLY WEATHERED ROD{ (7.5-22.1')
_
8
Moderate brown (5YR 4/4)/moderate olive
gray (SY 6/2) coarse -fine sand (SW)
- S-2
.12/I2
48-50
-
-
10
11
-
12
13 Moderate brown (5YR 4/4) fine sand, little silt
(SH)
S-3
12/12
44-80
sea€
12 6.

TRC Environmental Corporation Log 0f Well P205 Sheet 2 of 2
*Customer -Focused Solutions* 6340 Ouadrangill Drive, Suite 200 Anson County — S.LV.M.F,
Chapel Hill, NC 27514 Polkton, North Caro)ina Job Number: 23490-0020-00000
Phone (aral 4%-7500 Fax (ale) 4re-7501 Elevation: G.S. 302.87 ft.
C_
O
Z m
m u o t m Materials Description Well Completion
tu v i a_m
m m m
LO ~ is
d
15
16
17
18
19
20
Split spoon contained one large piece of
quartz
21
22
Bottom of Porehole at 22.1 feet (auger
refusal)
23 emarks: 1Water level 21Y BGS at cnfetion
Water level 21,0' BGS after 5.5 hours Water
level ..ia...10'..BGS ..10 /22../07..a.t.0550..
24
25
26
27
28
29
Facer
gaga
2 a
PVC WE!f
Soper.

GZA GeoEnvironmental, Inc.
Log of Well PZ-101
Sheet 1 of 3
Engineers/Scientists
320 Needham Street
Anson Count - S.W,M.F.
Y
Newton Upper Falls, MA
Polkton, Borth Carolina
Job Number: 14876.00
Phone [phone] Fax [phone]
Elevation: G.S.
296.59 ft.
Driller: M. King - A & E Criliing
prllling
Bate
Time
Drill Method: Hollow Stem Auger
Started
6/30/97
NA
Sample Method: Split Spoon
Finished 6/30/97
NA
Borehole Diameter: 8-1/4 in, Water Level: NA ft.
Logged By: P. Lockwood Checked By: J.L. Oaw
C
z
w
o
a1
� ' o
vy
Material$ ❑e$ctiptiori
well Completion
E
v
❑ _ a
ro
Ln
C
41 0 ~
U
f
� m
• ° '•
.e
I�SIDUAL SOIL (o-i,)
• / •
/rr
SAPROLITE (1.0-14.0')
i
rrl
/rr
r „
r/f
Sandy Lean Clay (CL), mostly fines, little fine
r / /
to medium Sand, light yellowish -brown (10 YR,
5-1
IB/18 81$tl
i i i
6/4).
_
4/lr
WELL
/ //
/rr
iN5"• Ai' EG
/ / f
/rl
rr•
rrr
l
rJ
rr/
r/
r
r
9
Sandy Lean Clay with Gravel (CL), mostly
fines, little fine to coarse Sand, trace fine
12-I8
quartz Gravel, light gray (10 YR, 7/2).
5-2
18/18
18
10
11
12
13
Sandy Lean Clay with Gravel (CL), mostly
Pines, little fine to coarse Sand, trace fine
S-3
1219 34-100
quartz Gravel, very pale brown 00 YR, 7/3)

GZA GeoEnvironmental, Inc. Log of Well PZ-101 Sheet 2 of 3
Engineers/Scientists Anson County— S.W.M.F.
3wt Needham Street Polkton N Job Number: 14876.00
Newton Upper Falls, MA North Carolina
Phone [phone] Fax [phone] Elevation: G.S. 296.59 ft.
C �
J
Q Materials oescrlption He€€ Comp€e,fon
03 t
CL
M C H R
Ln o r
� m
PARTiA LY WEATFERED SANDSTONE
{14,0--43.0*1
15
16
-
17
-
18
_
19
_
20
-
21
-
22
-
23
.....
-
24
-
25
-
26
-
27
-
28
29

GZA GeoEnvironmental, Inc.
Log of Well PZ-101
Sheet 3 of 3
Engineers/scientists
320 Needham Street
Anson County -- S.W.M.F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14876.00
Elevation., G.S. 296.59 It,
Phone (ElM 960-0050 Fax [phone]
z
c
�
o
m
u
ai
k
o
a°1 L)
Materials Oescriptlon
Well Completion
a
@
7�
m
v, t
Ln
v
o
31
32
33
34
-
35
-
36
-
37
38
-
. ...
38
40
41
-
42
-
4 3
Bottom of Borehole at 43'.
Remarks: lAuger refusal at 43'.
-
44
-
45

GZA GeoEnvironmentai, Inc.
Engineers/Scientists
Log of Well PZ-102
320 Needham Street
Anson Count - S,W.M,F.
Y
Newton upper Falls, MA
Polkton, North Carolina
Phone [phone] Fax [phone]
Driller: M. King - A&E Oriliing
Drilling
Drill Method: Hollow Stem Auger
Started
Sample )Method: Split Spoon
Finished
0orehole Diameter: unknown fn.
Water Level: Dry
(10/97)
Logged 8y: P. Lockwood
C �
Z E
yCL
m
o
Wv
aW
o
`'
katerEals Description
tion
cc m
m I
m
vm
o --
r
N o
C7
d m
•
.a
�SMUAL
.•r
,
SAPROU E (1.o-18.o,)
Sheet t of 2
Job Number: 14876.00
Elevation: G.S. 287.9t ft.
Date Time
6/26/97 NA
5/26/97 NA
Checked 0y: J.L. ❑aw
2
rrr
rrr
rrr
rrr
3
rrr
;;;
Lean Clay with Sand (CL), mostly fines, little
r r
fine to medium Sand, trace fine
12-i5
Gravef, red
(2.5 YR. 5/6),
5� 1 18/l8
i i i
t8
4
.��
5
6
7
r Lean Clay (CL) mostly fines, trace fine Sand,
dark red (2.5 YR, 3/6),
SI2 18/18 12 289 ' ,
12
13 Lean Clay (CL) mostly tines, trace fine Sand,
18-25 dark red (2.5 YR, 3/6).
5-3 18/18 35
Well Completion
�-- Pro!EC'rvF
we!:
iM9
C O�rf EiE
0-1' _
Hycra!Ep —
pert nr'11�
2"PvC
P15e:
0- IE'

GZA GeoEnvironmental, Inc.
Log of Well PZ-102
Sheet 2 of 2
Engineers/Scientists
3Needham Street
Anson County — S.W.M.F.
Newton Upper Falls, MA
Polkton, North Carolina
Job Number: 14876.00
Elevation: G.S. 287.81 ft.
Phone [phone] Fax [phone]
c
z
E
O
Materals Description
tide€i completion
E
m
v
p n
N
m
d
m
S-3
18/I8
18-25
„r
35
rrr
rrr
rrr
15 rrr
rrr
'
rrr
rrr
rrr
rrr
i�
rrr
16 rrr
rrr
rrr
_
rrr
rrr
rrr
rrr
17 s r Lean Clay (CL) mostly Sines, trace fine Sand,
>,�f
r • r dark red (2.5 YR, 3/6),
: r r
-
Sanc
r rr
rrr
16-26'
1U rrr
PARTIALLY WEMERED SANDSTONE
S-4
12/10
60-70
-
19
-« �J-
lti E','iSW'Ecn
20
-
21
-
22
..
...
......
23
24
-
25
-
26
-
27
2
Bottom of Borehcfe at 28'.
Remarks: tAuger refusal at 28',
29

GZA GeoEnvironmental, Inc.
Log Of Well PZ-103
Sheet 3 of 2
Engineers/Scientists
320 Needham Street
Anson County — S.W.M.F.
Newton Upper Falls, MA
17olkton, North Caroling
Job Number: 14876.00
Phone [phone] Fax [phone]
'Elevation: G.S. 294.69 ft.
Driller: M. King - ASE Drilling
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/24/97
NA
Sample Method: Split Spoon
Finished
6/25/97
NA
Borehole Diameter: 8-1/4 in.
iieter Level; NA
Logged By: P. Lockwood Checked By: J.L. Daw
C
�
Z
E
°
O
m
*
n
a(D
Materials Description
Well Completion
CL
[)
m
H
95
n
E
o
O y
C
C
i
M
0'
_O
m
RESIDUAL SOIL (o-1')
.:
e a
—
SAPROLFIE i1.o-19.0')
!rr
_
2-
34.;;;
No recovery.
_
!rr
S-1
18/0
10-1214
,,,
�.0 wELL —
��
i,:STdLLE3
_
7
!,
/ Lean Clay (CL) mostly fines, trace fine Sand,
yellowish -red (5 YR, 5/6).
S-2
18/10
6-13
_
20
9
-
-
10
11
12
13
Lean Clay fCL) mostly fines, trace fine Sand,
6-28
yellowish -red (5 YR, 5/6).
5-3
18/12
50

TRC Environmental Corporation
Log of Well PZ-300
Sheet i of 3
Customer -Focused Soiutions*
Carolina Piedmont Disposal Facility
634C Quadrangle Drive, Suite 200
Anon County —Proposed MSWLF
s y
Job Number 23187-C210-0000
Chapel Hill, NC 27514
Elevation: 317.76 G.S. ft
Phone [919) 412-7500 Fax (919) 4t9-7501
POlkton, North Carolina
Driller: Bore 6 Core, Inc,
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/18/98
2:t5 PM
Sample Method: Split Spoons, Shelby Tube S Bulk Sample
Finished
6/18/98
6:30 PM
Borehole Diameter: 8 1/4 in. Water Level: See Remarks
Logged By: M.L. Bab&, P.G. Checked By: J.G. Tew, Jr., P.E.
C
�
Materials Description
Well Completion
a
a?
u7
~
c�
0
a
m
Poller J
•
p.
RESIDUAL SOIL 0.00-LOO
i
•!
/.
SAFROLITE: {1.pQ-33.50') Dark brown, sandy,
f
clayey, silts with purplish inclusions and
rrr
banding, denser with increased depth,
2
/rr
-
rr/
3
r/r
//r
*Shelby Tube 2-4' PZ-30C-Si2
r/!
SPT-t
NR
7,9,17
N/A
`/'
Cemerr
/ / l
/ / l
f / I
NR = Not Recorded
,rr
i
r!r
N/A = Nat Applicabfe
...
..........
rrr
/rr
SPT-2
NR
12,15,;9
N/A
10
r
11
12
f
SPT-3
NR
25,50,S0
N/A

TRC Environmental Corporation
Log of Well PZ-300
Sheet 2 of 3
*Customer -Focused Solutions*
Carolina Piedmont Disposal Facility
634C Quadrangle Drive, Suite 200
Anson County - Proposed MSWLF
Job Number: 23187--0210-COOC
Chapel Hill, NC 27514
(Elevation: 317.76 G.S, ft
Phone (9191 4t9-7500 Fax [phone]
Polkton, Nortf Carolina
c
Z
E
Haterials Description
Weli Completion
a
G
roro
v
ZI
L
CD
a
o
m
SPT-3
NR
25,50,5C
l
NIA
rr/
I
r/r
f
rr/
,rr
rrr
l6rrr
r r r
,rr
17
i.i
SAPROLITE: (continued) (1.0'-33.50') Dark
r r'
brown, sandy, clayey, slits denser with
increased depth.
rrr
„ r
5PT-4
NR
17,31,50
NIA
r vC
rrr
=
20
;;;
NR Not Recorded
rrr
Irr
rrr
_
21
rr/
rrr
r r
NIA = Not Applicable
rr
22
"
i(P7-300 - S92 20-30' (bulk sample)
... ......
.. .......
......
3
....... ........ ... ......... . ..... ..... ..... .. ....
�. ..
24
SPT-5
NR
17,40,5C
N/A
25
26
27
28
29
SPT-o
NR
17,37,50
NIA

TRC Environmental Corporation
Log of Well PZ-300
Sheet 3 of 3
.xCustomer--Focused Solutions#
Carolina Piedmont Disposal Facility
6340 Quadrangle Drive, Suite 200
Anson County — Proposed MSWLF
Job Number: 23187-0210-0000
Chapel Hill, NC 27514
Elevation: 317.76 G.S. ft
Phone [phone] Fax [phone]
Polkton, North Carolina
O
D
Z
.R
f0
O
p}
U
*
o
a
materials Description
Well Completion
a
io
a�
a
o
Co
31
32
33
Zl
End Cap
34
Bottom of borehole at 33,85
SPT-7
NR
100/.2
N/A
3 5
Remarks: IWaf er level 30.42' BGS at
completvn. Water level 31.20' BGS after 24
hours. Water level 30.98' BGS at stabilization
on 6/25/98.
36
3 %
NOTE: SPT-T was driven to 35' via standard
penetration testing techniques.
38
39
40
41
42
43
44
45

TRC Environmental Corporation
Log of Well TML-108S
Sheet t of 2
*Customer -Focused Solutions*
Carolina Piedmont Disposal Facility
6340 Quadrangle Drive, Suite 200
Anson County -- Proposed MSWLF
Job Number: 23187-0210-0000
Elevation: 279.29 G.S.
Chapel Hill, NC 27514
Polkton, North Carolina
Phone [phone] Fax [phone]
Driller: Bare S Core, Inc.
Drilling
Date
Time
Drill Method: Hollow Stem Auger
Started
6/17/98
10:01 AM
Sample Method: Shelby Tube; Bulk Sample; Split Spoon Samplin
Finished
6/17/98
1:08 PM
Borehole Diameter: 8 1/4 in. Water Level: See Remarks
Lagged By: M.L. Babuin, P.G. Checked By: J.G. Tew, Jr., P,E,
o
m
m
o
z
*
m
Materials ❑escription
well completion
CD
E
a�
CL
ro
Cf3
C
�
Cl
~
L7
n'7
m
a •
RESIDUAL SOIL (0.50-25.00)
SAPROLITE: (0.5c-26.001 Brown to tan, sandy-
r / �
'"
silt with minor clay (increasingly dense with
increased depth).
SPT-1
NR
1,12,23
N/A
,rr
2 ,rr
r//
rrr
rrr
rrr
--
/ l l
*Shelby tube {2.CO'-4,0)') TML-108S-SI1
C---- �orCarl
/, l
t.e-.ent
/ J f
/ l f
rrr
NR w Not Recorded
— Rert:3n to -
r r r
sCa'
rr
/rr
f
N/A _ Not Applicable
-
r „
SPT-2
NR
12.12,28
N/A
rrr
r r r
r/
8
/
5anc7
rr
,
Q
l
—
I
10-
C.�tie�
(1c "7-35,C.
12
SPT-3
NR
15,18,33
N/A
{

TRC Environmental Corporation Log of Well TML-108S Sheet 2 of 2
* Customer- Focused Solutions* Carolina Piedmont Disposal Facility
6340 Quadrangle Drive, Suite 200 Anson Count Job Number: 2318T-0210-0000
Chapel Hill, NC 275i4 y _ Proposed MSWLF
Phone [phone] Fax [phone] Polkton, North Carolina Elevation: 279.29 G.S.
c
o
Z e D o
as CD IL n w Materials Description Well Completion
E Cr toCL
t� m
Cn C Y ~ U�
a o
LL m
SAPROLITE: (continued) Brown to tan, sandy
SPT-3
NR 15,18,33 N/A iri
silt with minor clay (increasingly dense with
increased depth).
17
18
-FTT19
5PT-4
NR 18,18,39 N/A
20 '
,
21
,
22
24
SPT-5
NR 50/81, N/A
2
PARTIALLY WEATHERED ROCK (PWR):
sna Cap
Bottom of borehole at 25.15 feet.
26
*Bulk sample (25.00-25.15' composite)
TML-108S-SB1
27
Remarks: Water level at 11.94' BGS at time of
boring; 14.75' BGS after 24 hours and 14,71'
BG5 stabilized as measured on 6/25/98.
28
29

TRC Environmental Corporation
Log of Well TML-108D
Sheet 1 of 3
*Customer -Focused SoluUDris
Carolina Piedmont Disposal Facility
6340 Quadrangle Drive, Suite 200
Anson County - Proposed MS'-ALF
Job Plumber: 23187-0210-0000
Chapel Hill, NC 27514
Elevation: 279.10 G.S. ft.
Phone [phone] Fax f919) 4f8-7501
POlktom, North Carolina
Driller: Bore Core., „.....
Drilling
Date
Time
Drill Metho : Rotary/Tricone 11
Started
6/22/98
1:15 PM
Sample Method: AX" ore-36.0' - 45.0'
Finished
6/22/98
6:30 FM
Borehole Diameter: 8 1/4 in. Water Level: See Remarks
Logged By: M.L. Babuin, P.G.
Checked By: J.G. Tew, Jr., P.E.
o
L
Materials Description
Well Comp€etiorn
n
Cl
r
C7
C
3
C7
LCC:�in ,9
d
CGv c!
• •
a ..a
RESIDUAL SOIL 0.50-25.00
r!r
r!r
SAPROLITE: (0.50-25.00') Brown to tan,
2P`.0
sandy silt with minor clay (increasingly dense
Riser
l / /
with increased depth).=
24
/ f f
rf/
rrr
C�menl
f000-
ff!
rrr
011
,fr
f„
/rr
rrr
rr/
rr/
rrr
rr/
rrf
rrr
rr:
6
rrr
;; .
NOTE: No Shelby tube samples, bulk samples or
r r r
split spoon SPT's were taken in this boring.
Refer to boring log for TK-108 -S for sample
rr
it
_ descriptions,__
7
!
rrr
l f
f /
l
9
10
I
12
13

TRC Environmental Corporation
Log of Well TML-1084
Sheet 2 of 3
*Cu stomer-Focused solutions*
Carolina Piedmont Disposal Facility
6340 auadrangle Drive, Suite 2CC
Anson County — Proposed MSNLF
Jab Number: 23187-C21C-0000
Chapel Hill, NC 27514
Phone [phone] Fax (9t9) 4t9-7501
Polkton, North Carolina
Elevation: 279.10 C.S. ft.
m
o
Z
Matena#s Cescription
Wel! Completion
a
CD
a
L
E
co
n
2
r
U
4J
0
F
•rr
/rr
5APROLITE: (continued) Brown to tan, sandy
rr,
sift with minor clay (increasingly dense with
15
rr,
„ r
increased depth).
r/r
♦rr
rrr
16
17
r„
l 1 /
19
2C
21
rri
rrr
rr
.
22
r
NOTS: No she€by tube samp€es, bulk samples or
split spoon SPT's were taken in this baring.
Refer to boring log for TML-106-S for sample
descriptions.
23
24
25
PARTIALLY WEATHERED ROCK (PWR): Dense
i a
O 0
brown, sandy silt. (25.0o'-36.50')
0
26
0
Op
27
�o. o
00
28
00
a
00
29
°
o. o
a
ID d
0

TRC Environmental Corporation
Log of Well TML-108D
Sheet 3 of 3
*Customer -Focused solutions*
Carolina Piedmont Oisposal Facility
Job Number' 23187-0210-0000
'
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Anson County - Proposed MSWLF
Y p
elevation: 279.10 G.S. ft.
Phone [phone] Fax [phone]
Polkton, North Carolina
o
c
Z
a,
�
E
t,
m
o
L. a
a
O
Materlais description
Well Compietion
aD
m
LO
x
o
F
M
o..
M
a
o. o
•A
•.O. o
31
"
A
' O
32
Q
33
00
eentani:e
Seal
.6
• p. 0
i3100-37.0
3 4
'. o. a
Z:kQ
35
00
36
00
Diatwe (36.50'-45,00' cores) Oark, basaltic,
ophitic texture.
3
Filter
Sand
137,00-45.1'
38
Run
#t
OD-80%
.
39
2" (.010)
-PVC we11......... .
SCi Pen
(39.00--45.0
4 0
Remarks: 1Waler level at 34.19' BGS at
2Water
compietj3on, level 14.44' BGS after 24
C-1
N/A
hours. Water level 14.55' on 6/25/98.
41
N/A M Not Applicable
42
Runt
ROD-50%
4 3
44
45
End cap
Bottom of Borehole at 45.15 feet,

I

RISING/FALLING HEAD HYDRAULIC CONDUCTIVITY
TEST DATA

HK
li
0 1 20 30 40 50 6 0Ij t
TLma ( mLn)
by : - GEOSOL_UT T ONS
Aqu vrer: Water Tab I e ( SoproI Lt,e)
ThLoknefe: 30.0 Depth; 27.8 lust
3oreen: Tope 24.1 Nee; 27.8 -feet
Gee In ® Rad Lue : 1 .00 LA
Dat® a 10-17— 97 1 Wa I l No . a 1-

1
0 10 20 30 40 5
Ttma (mtn)
by ; GEOSOLJT I ONS
Aqu Lfigr A ®®cdraak ( D tab inag)
Th tot noes, 60.0 Depth: 48.0 feet
Sodom: Top: 38.0 Bm®e: 48.0 feet
C m a 3 n ri Rm d E. t, m a 1. 00 In
We] [ S l u Toot ®a t®
Anson County® NC
Lond-f tl 1 SLte

a
0 10 20 30 40 F?0 60 70 EX
Tlm® ( mLn)
by : GEOSOLU TTONS
Aqu Lfar *n Water Table (Sepro 1 Lt®)
Th Lok news: 30.0 Depth: 29.0 Test
Sorest a Top; 28.0 Bassi 29.0 Teat
r.- 1n n P i f,im 71 _M in
Well Slug loot Data
Anson C®untye NC
L.ndfiLI SLte

10 20 30 40 50 6�
Ttma (mtn)
b y : GE®SOLUT T ®NS
Aqu tfaor = B®draook C Sande tons?
Thcoino®®: 50„0 Doplh: 68.0 foot
Sor®ant Top; M.0 News 68.0 fast
rmo 1n n Rwr1 [u®: 1 ®00 In
�o
Anson County, NC
L.c n d f Ll I S L t
Da t e : 10-17- ` 7 1 W®! i No.: P- 3D

HEAD_ 2_20 (i®. L)
5 10 15 20 25 30
Tirrm ( mIn)
e y : GEOSOLUT I ONS
AquC?or: Par ttol I Wgathorod San doLon o
Th lak n®®®: 26.0 Depth: 38.0 feet
Sorerns Taps 36.5 Basel 38.0 'rest
rna ton Flmr1 ttim a 1 AW in
Da to : 10-17-97 i 1 No : P-- 43A

25 50 75 1 010 1 �
Tirr� (min)
by: GEOSOL UTIONS
Aqu Liar• : Bodr°ook ( Sean da ton a)
Thtok nsys: 6000 Depth: 60.0 feat
Sor°®®n i Tope 50.0 Bars: 60.0 'rest
C®q in Fed tu• : 1 .00 to
�; • �- -. '• HIV
�'Anson Coun ty or NC
Do La: 1 o-17-97 1 1,611 No.: P-'D

ro
0 10 20 30 40 50 60 i'
Tlrrm ( mLn)
by : GEOSOLUTIONS
Aqu t-'or : Bradrook (Conglomerate)
Thtotn®®®: 60.0 Depth: 50.9 fast
Sarr®n: Top: 43.0 Same. 60.9 T®et
CYna i.n n fed [ue : 1 .00 to

10
1
mo
25 SO 75 100 12
Tlme (min)
by GE®S®LUT I ONS
AquLfar: Par Ltol I WoaLherod Can pl
Th Lot ne®®: 17.0 Dopth: 3B.0 Tr*t
3aremn : Top: 23.0 E6®®: 38.0 Tout
An s •;
ri is
N to : 10-17-97 1 1411 No . : P-

HN
a
a
4—
C
1.
0 25 50 75 100 12
Ttmv C min)
e y : OEOSOLUT T ONS
Aqu Lfer a Sopro I Ltci
ThLotnrss: 46.0 Dopth: 37.0 fist
Sorsrn: Top: Z7.0 Boom; 37.0 feet
We I I Si yjg T®® t ®o t®
Anson County, N
firs um.- 10-17- 97 1 1� 1 1 No m w P-

S
0 10 20 30 40 50 60 71
T t rrw ( m t n)
by , GE®SOLUT I O S
Aqut4®r: Par ttoI I Won therad Son doLon ®
Thlok n®f4: 10.0 Depth: 36.0 foot
Borman: Top: 27.9 Bog®: 36.0 Trot
In
Wo l 1 Slug Toot Data
Ans®n County NC
L®n df t l 1 SLte
Date: 10 --17— 97 1 i•6 1 1 No..- P- 7S

0 10 20 30 40 50 60 70 50 9
T- Lma ( m Ln )
by ; GE O ;OLUT I ONS
Aquifer: Badrooi ( Sand® ton n)
Thtotneee: 50-0 Depth: 50-8 feet
Soreen; Top.- 33.6 Nee-. 60.8 feet
Woii Slug Topt Data
AnsonCounty,
n d r
n — d — - i rA -- 1 7.- c?7I i. r„ , r KT, . PR-- Rn

T L rsoo ( rn t n)
by: GELS®LUT I CANS
Aqu tfar: ®odrook ( Sanduton a)
Th tok neam: 50.0 Dopth: 41 .0 Tmet
3ormrn: Top: 32.0 Boom: 41.0 feet
Coming Red tum 4 l .00 In
we uto
Anson Cty ounO
• •'
I]a t o e 1®-17— 97 I Wu f 6 No . e P-12D

RG
0 10 20 30 40 50 60 70 8
TLmu (min)
by: GEOSOLUTTONS
Aqu Lfo r° r Water T®b is
ThLoIness: B0.0 Dspth: 36.0 T®mt
3orown: Top; 31.4 Nes: 36.0 foot
ram,- r., ro vn in
We I S I u T® p t Do to
Anson Coun ty, , NC
L®ndf LI I SLts
D® to : 10-1 a-97'
Waif No.; y P 1 O-4

O 10 20 30 40 50
Ttme C mLn)
b y : - GEOSOLUT I ONS
AquLf®rs Water Tabi®
Th lot ne": 20.0 Depth: 21.0 fast
3ar.®n : Top.- 16.0 Bass: 21.0 feet
Ca® Ln qa FZvd Lu®: 1 .00 In
W® I I Sl ue
Anson County® NC
Linndf Ll I SLte
®a t ®a 10--17— 97

0 2F50 75 100 114
T Cn-m C m Cn )
by : GEOSOLUT I OILS
Aqu lf®r : ®®drool ( Sand® ton a)
Th lok nose: 50.0 Depth: 38.0 foot
$arown : Top.- 33.0 Base: 38.0 -root
WGI f S1u,
Anson County, NC
L®ndf Ll I SLt

rM
0
0 10 20 30 40 50 6(
Tema (mLn)
e y : GEGS®LUT I ONS
AquLfer. Dater Table
Thlok n®®e: 30.0 Depot: 30.0 T®et
5oreen: Tope 15.0 Dee®t 29.0 feet
C�eln� R�dlu®:i.90 In
Anson County, NO

0
MR
rO ►,
10 �.
Tlrn® (rnln)
by: GEOSOLUTIONS
Aqu lfiar B Badrook (Arg III l LO
Thtoi nsss: 76.0 Depth: 100- foot
Sorssn: Top: 76.0 Bass: 100, fast
Well Slug , s. '
Anson County, NC
Lon df L 9 1 S Lt
Da L ®: 10-17- 97' 1 k6i E N.,: M W t 6D 8

k
..
r
No!
RICE
1.44E-8 1.22E-6
HEAD: 2.20 (i®4U
n
0
0
----Q ..-.------ri
—
O 10 20 30
T Cmu (m Cn )
by: GEOSOLUTIONS
Aqutfier: Water Table
Th tok naaa: 40.0 Dapth: 36.0 fast
Boman s Tops 13.3 Base a 36.0 faa t
We I I Slug TG e t ®a t
G.P
Anson County, NC
Lan f L l 1 SLte
flia 4-� 7 1 R--1 7-W 97
161 1 Nn , R

m
m
9--
m
2
10
0.1
Time C m >.n l
for: TRG Env Lren men to
b y : GEOSOLUT I GNS
Aqu Lfer : Stapro I Lte
Thlcknaas; B.2 DepLh: 25.1 feet
Screen: Top: 16.9 Booe: 25.1 feet
Caa Lng Rad 1uo:1 .00 in
e i i Si ug Test Doto
Anson C®u n ty , NC
Proposed L®n df t 1 I S tte
Dote; 06- 26- 98 I We I I No . e 106S

I
I
0.1
10 20 30 40 E0 69
TLme (mLn)
for: TRC Env Lr ®.n.,me n to
by : GEOSOLUT I ®NS
Aqu Lfer A Bedrock (❑ Lobo aa)
ThLek naae: 200. Depth: 45.0 Teat
Screen: Top: 39.0 Bnae: 45.0 feet
Cag ing Rad Luo:1 .00 Ln
Well Slug Test Date
Anson County, NC
Proposed Len df L I 1 S Lte
Date. 06- 26- 96 We i I No.: 106D

------- ---- P-2S------------------- PAGE 1
DATA SET: P-2S
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: P-2S
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT. Well Slug Test Data
WELL DEPTH: 27.80 feet
AQUIFER: Water Table (Saprolite)
TIIICKNESS: 30.00 feet
WATER TABLE: 24.18 feet
DURATION OF BAILING: 0,60 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 24.180 feet
PACKING POROSITY: 25.000 m
WELL SCREENED FROM
24.18 TO 27.80 feet
All depths are from Surface
FITTING ERROR: 7.128 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 4.00E-08cu m/cm/sec COND: 4.38E-05 cm /sec
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0300
1.90
2
0.0470
1.90
3
0.0630
1.89
4
0.0800
1.89
5
0.0970
1.88
6
0.113
1.88
7
0.130
1.87
8
0.147
1.86
9
0,163
1.84
10
0.180
1.83
11
0.197
1.82
12
0.213
1.81
13
0.230
1.48
1.35
8.98
14
0.247
1.47
1.35
8.68
15
0,263
1.47
1.34
8.38
16
0.280
1.46
1.34
8.08
17
0.297
1.46
1.34
7.72
GEOSOLUTIONS 0

---------
---------- P-2S
-------------------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.313
1.45
1.34
7.41
19
0.330
1.44
1.34
7.10
20
0.400
1.42
1.34
6.18
21
0.483
1.37
1.33
3.17
22
0.567
1,34
1.32
0.833
23
0.650
1.32
1,32
- 0.190
24
0.733
1,29
1.31
-1.71
25
0.817
1.28
1.31
- 2.24
26
0,900
1.27
1.30
-2.88
27
0.983
1.25
1.30
-4.02
28
1.80
1.19
1.25
-5.21
29
2.80
1.12
1.19
-6.42
30
3.80
1.06
1.13
-6.84
31
4.80
1.00
1,08
-8.11
32
5.80
0.953
1.03
-8.42
33
6.80
0,902
0.984
-9.16
34
7.80
0.858
0.938
-9.36
35
8.80
0.821
0,S94
-8,91
36
9.80
0.783
0.852
-8.82
37
14.00
0.645
0.695
-7,89
38
19.00
0.532
0.546
-2.78
39
24.00
0.451
0,429
4.72
4-0
29.00
0.393
0.337
14.51
41
34.00
0.351
42
39.00
0.319
43
44.00
0.294
44
49.00
0.275
45
54.00
0.257
46
59.00
0,244
47
64,00
0,225
48
69.00
0.225
49
74.00
0.219
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
• GEOSOLUTIONS 0

-------------------- P-2S ------ ------ PAGE 1
DATA SET: P-2S
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: P-2S
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data WELL DEPTH: 27.80 feet
AQUIFER: tJ'ater Table (Saprolite) THICKNESS: 30.00 feet
WATER TABLE: 24.18 feet DURATION OF BAILING: 0,50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 24.180 feet PACKING POROSITY: 25.000 90
WELL SCREENED FROM 24.18 TO 27.80 feet
All depths are from Surface
FITTING ERROR: 6.873 PERCENT
V4'ELL POINT -FILTER IN UNIFORM S61- (Hvorslev)
MODEL PARAMETERS:
TRANSM: 1.93E-06cu m/cm/sec COND: 2.11E-03 cm /sec
FREE FREE
TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000
FREE
No-
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.0300
1.90
2
0.0470
1.90
3
0.0630
1.89
4
0.0800
1.89
5
0.0970
L88
6
0.113
1.88
7
0.130
1.87
8
0.147
1.86
9
0.163
1.84
10
0.180
1.83
11
0.197
1.82
12
0.213
1.81
13
0.230
1.48
14
0.247
1,47
15
0.263
1.47 1.33 9.34
0
GEOSOLUTIONS °

--------------------
P-2S
- ----------- --- PAGE 2
No.
TIME
Head, H (fee[)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
16
0.280
1.46
1.33
9.05
17
0.297
1.46
1.33
8.68
18
0.313
1.45
1.33
8.38
19
u.330
1.44
1.33
8.07
20
0.400
1.42
1.32
7.16
21
0.493
1.37
1.32
4.17
22
0.567
1.34
1.31
1.85
23
0.650
1.32
1.31
0.837
24
0.733
1.29
1.30
-0.676
25
0.817
1.28
1.30
-1.21
26
0.900
1.27
1.29
-1.84
27
0.983
1.25
1.29
- 2.97
28
1.80
1.19
1.24
-4.21
29
2.80
1.12
1.18
-5.48
30
3.80
1.06
1.12
-5.96
31
4.80
1.00
1.07
- 7.29
32
5.80
0.953
1.02
-7.67
33
6.80
0.902
0.978
-8.47
34
7.80
0.858
0.933
-8.74
35
8.80
0.821
0.889
-8.36
36
9.80
0.783
0.848
- 8.34
37
14.00
0.645
0.694
-' l
38
19.00
0.532
0.547
- 2.94
39
24.00
0.451
0.431
4.26
40
29.00
0.395
0.340
13.82
41
34.00
0.351
42
39.00
0.319
43
44.00
0.294
44
49.00
0.275
45
54.00
0.257
46
59.00
0.244
47
64.00
0.225
48
69.00
0.225
49
74.00
0.219
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
0 GEOSOLUTIONS

-------------------- P-21) --------- PAGE 1
DATA SET: P-21)
DATE: 10-17.97
LOCATION: Anson County, NC
WELL NO.: P-2D
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 48.00 feet
AQUIFER: Bedrock (Diabase)
THICKNESS: 50.00 feet
WATER TABLE: 24.30 feet
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 i❑
DEPTH TO AQUIFER: 24.300 feet
PACKING POROSITY: 25.000 %
WELL SCREENED FROM 38.00 TO 48.00 feet
All depths are from Surface
FITTING ERROR: 7.060 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 5.25E-08cu mlcm/sec COND: 3.44E-05 cm /sec
FREE FREE `
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0300
2.93
2
0.0430
1.93
3
0.0570
2.10
4
0.0700
2.16
5
0.0830
1.90
6
0.0970
2.27
7
0.110
1.90
8
0.123
2.02
9
0.137
2.03
10
0.150
2.02
11
0.163
2.00
12
0.177
2.01
13
0.190
1.98
14
0.203
1.95
1.97
-0.862
15
0.217
2.12
1.97
7.02
16
0.230
1.98
1.97
0.651
17
0.243
2.12
1.96
7.46
GEOSOLUTIONS

-------------------- P•M
-------
-------- --- -- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.257
1.53
1.96
-28.49
19
0,270
1.85
1.96
-5.78
20
0.283
1.98
1,96
1.02
21
0.277
1.98
1.96
1.12
22
0.310
1.99
1.95
1.51
23
0.323
1.98
1.95
1.31
24
0.350
1.97
1.95
1.15
25
0,417
1.96
1.94
1.02
26
0.483
1.95
1.93
0.837
27
0.550
1.94
1.92
1.00
28
0,617
1.93
1.91
0.819
29
0.683
1.92
1.90
0.671
30
0.730
1.91
1.99
0.785
31
0.817
1.90
1.88
0.637
32
0.883
1.88
1.88
0.426
33
0.950
1.87
1-97
0.269
34
1.20
1.83
1.83
0.0163
35
2.00
1.72
1.73
-0.593
36
2.80
1.62
L63
- 0.829
37
3.60
1.53
1.54
-1,11
38
4.40
1.44
1.46
-1-30
39
5.20
1.36
1.38
-1.35
40
6.00
1.29
1.30
-1.36
41
6,80
1,21
1.23
-1.13
42
7.60
1,14
1.16
- L24
43
8A0
1.08
1.09
-1.05
44
9.20
1.02
1.03
-0.714
45
10.00
0.973
0.978
-0.576
46
14.00
0.734
0.734
-0,0943
47
18,00
0.558
0.551
1.15
48
22.00
0.426
0.414
2.79
49
26.00
0.326
0.310
4.63
50
30.00
0.251
0.233
7.01
51
34.00
0A88
0,175
6.79
52
38.00
0.144
0.131
8.64
53
42.00
0.106
0.0987
6.82
54
46.00
0.0750
0.0741
1.13
55
50.00
0.0430
0.0556
-29.45
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
0 GEOSOLUTIONS '

_._-.------------ P-2D-R----------- ------ PAGE 1
DATA SET: P-2D-R
DATE: 10-17-97
LOCATION: Anson County, INC
WELL NO.: P-2DR
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 29.00
feet
AQUIFER: Water Table (Saprolite)
THICKNESS: 30.00 feet
WATER TABLE: 24.53 feet
DURATION OF BAILING.
0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER:
2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER:
4.359 in
DEPTH TO AQUIFER: 24.530 feet
PACKING POROSITY:
25.000 Fb
WELL SCREENED FROM 28.00 TO 29.00 feet
All depths are from Surface
FITTING ERROR: 0.620 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (BoeouGI„ver & Rice)
MODEL PARAMETERS:
TRANSM: 7.21E-09cu mlcm/sec COND: 7.88E-06 cm /sec
FREE
FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.167
2.28
2
0.180
2.89
3
0,193
2.89
4
0.207
2.87
5
0.220
2.86
6
0.233
2.86
7
0.247
2.85
8
0.260
2.85
9
0.273
2.85
10
0.287
2.85
11
0.300
2.84
12
0.313
2.84
13
0.327
2.84
2.81
1.06
14
0.367
2.84
2.81
1.09
15
0.433
2.83
2.81
0.737
16
0.500
2.83
2.80
0.797
17
0.567
2.83
2.80
0.857
GEOSOLUTIONS

--------------------
P-2D-R
-------------------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.633
2.82
2.80
0.670
19
0.700
2.82
2.80
0.730
20
0.767
2.81
2.80
0.578
21
0.833
2.81
2.80
0.637
22
0.900
2.81
2.79
0.485
23
0.967
2.81
2.79
0.545
24
1.40
2.79
2.78
0.257
25
2.20
2.76
2.76
-0.175
26
3.00
2.73
2.74
- 0.366
27
3.80
2.71
2.72
- 0.343
28
4.60
2.69
2.70
-0.550
29
5.40
2.67
2.68
-0.539
30
6.20
2.65
2.66
-0.533
31
7.00
2.62
2.64
- 0.762
32
7.80
2.61
2.63
-0.769
33
8.60
2.59
2.61
-0.780
34
9.40
2.57
2.59
-0.797
35
11.00
2.53
2.55
-0.847
36
15.00
2.44
2.46
-0.786
37
19.00
2.36
2.37
-0.599
38
23.00
2.28
2.29
-0.533
39
27.00
2.20
2.21
-0.598
40
31.00
2.12
2.13
-0.470
41
35.00
2.04
2.05
- 0.517
42
39.00
1.98
1.98
-0.346
43
43.00
1.91
1.91
-0.350
44
47.00
1.84
1.84
-0.108
45
51.00
1.78
1.78
0.0167
46
55.00
1.71
1.72
-0.332
47
59.00
1.66
1.65
0.244
48
63.00
1.60
1.60
0.415
49
67.00
1.55
1.54
0.785
50
71.00
1.49
1.49
0.253
51
75.00
1.45
1.43
0.856
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
® GEOSOLUTIONS '

_.---------------- P-31) -------------------- PAGE 1
DATA SET: P-3D
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: P-3D
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well'Slug Test Data IN -ELL DEPTH: 68.00 feet
AQUIFER: Bedrock (Sandstone) THICKNESS: 50.00 feet
WATER TABLE: 24.32 feet DURATION OF BAILING: 0.50 mia
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER; 4.359 in
DEPTH TO AQUIFER: 24.320 feet PACKING POROSITY: 25.000 ro
WELL SCREENED FROM 5&00 TO 68.00 feet
All depths are from Surface
FITTING ERROR: 0.581 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 8.79E-10cu mlcm/sec COND: 5.76E-07 cm /sec
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0570
3.20
2
0.0700
2.22
3
0.0830
2.17
4
0.0970
2.15
5
0.110
2.13
6
0.123
2.13
7
0.137
2.12
8
0.150
2.13
9
0.163
2.12
10
0.177
2.12
11
0.190
2.12
12
0.203
2.10
13
0.217
2.13
14
0.230
2,11
2.09
0.947
15
0.243
2.11
2.09
0.947
16
0.257
2.09
2.09
- 0.294
17
0.270
2.12
2.09
1.22
GEOSOLUTIONS

-------------------
P-3D
-------------------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.283
2.12
2.09
1.50
19
0.297
2.12
2.09
1.22
20
0.310
2.10
2.09
0.337
21
0.323
2.10
2.09
0.337
22
0.350
2.10
2.09
0.621
23
0.417
2.10
2.09
0.339
24
0.483
2.10
2.09
0.341
25
0.550
2.09
2.09
0.0575
26
0.617
2.09
2.09
0.0590
27
0.683
2.09
2.09
0.0606
28
0.750
2.09
2.09
0.0621
29
0.817
2.09
2.09
0.0637
30
0.883
2.09
2.09
0.0652
31
0.950
2.09
2.09
-0.267
32
1.20
2.09
2.09
-0.262
33
2.00
2.08
2.09
-0.531
34
2.80
2.08
2.09
- 0.513
35
3.60
2.08
2.09
-0.494
36
4.40
2.07
2.09
-0.765
37
5.20
2.07
2.09
-0.747
38
6.00
2.07
2.09
-0.728
39
6.80
2.07
2.09
-0.709
40
7.60
2.07
2.09
- 0.690
41
8.40
2.07
2.09
-M71
42
9.20
2.07
2.09
-0.653
43
10.00
107
2.09
-0.634
44
14.00
2.07
2.08
-0.540
45
18.00
2.07
2.08
- 0.446
46
22.00
2.07
2.08
-0.353
47
26.00
2.07
2.08
-0.259
48
30.00
2.07
2.08
-0.166
49
34.00
2.07
2.07
- 0.0731
50
38.00
2.07
2.07
0.0201
51
42.00
2.07
2.07
0.113
52
46.00
2.07
2.07
0.206
53
50.00
2.07
2.07
0.299
54
54.00
2.07
2.06
0.392
55
58.00
2.07
2.06
0.485
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
0
GEOSOLUTIONS tr

---------------- ---- P-4SA-------------------- PAGE 1
DATA SET: P-4SA
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: P-4SA
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data WELL DEPTH: 38.00 feet
AQUIFER: Partially Weathered Sandstone THICKNESS: 26.00 feet
WATER TABLE: 35.52 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 35.520 feet PACKING POROSITY: 25.000 Fo
WELL SCREENED FROM 35.52 TO 38.00 feet
All depths are from Surface
FITTING ERROR: 7.720 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 395E-08cu m/cm/sec COND: 4.98E-05 cm /sec
FREE FREE . .......
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.0400
1.36
2
0.0530
1.39
3
0.0670
1.34
4
0.0800
1.29
5
0.0930
1.26
6
0.107
1.21
7
0.120
1.17
8
0.133
1.14
9
0.147
1.10
10
0.160
1.07
11
0.173
1.04
12
0.187
1.00
13
0.200
0.983
14
0.213
0.952
15
0.227
0.926
16
0.240
0.901
17
0.253
0.870
0 GEOSOLUTIONS °

--------------------
P-4SA
-------------------- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.267
0.844
19
0.280
0.825
20
0.293
0.800
21
0,307
0.781
22
0.320
0.769
23
0.333
0.744
24
0.400
0.674
25
0.467
0.624
26
0.533
0.592
27
0.600
0.567
28
0.667
0.548
29
0.733
0.535
0.459
14.11
30
0.800
0.523
0.459
12.19
31
0.867
0.510
0.458
10.01
32
0.933
0.504
0.458
8.99
33
1,00
0.498
0.458
7.95
34
1.80
0.454
0.455
-0.246
35
2.60
0.435
0.451
- 3.87
36
3.40
0.422
0.448
-6.31
37
4.20
0.416
0.445
- 7.08
38
5.00
0.409
0.442
-8.13
39
5.80
0.409
0.439
-7.36
40
6.60
0.403
0.436
- 8.18
41
7.40
0.403
0.432
-7.41
42
8.20
0.397
0.429
- 8.26
43
9A0
0.397
0.426
-7.49
44
9.80
0.397
0.423
-6.72
45
13.00
0.390
0.411
- 5.57
46
17.00
0.397
0.397
-M754
47
21.00
0.397
0.383
3.43
48
25.00
0.390
0.369
5.15
49
29.00
0.390
0.356
8.48
50
33.00
0.378
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

-------------------- P-41) -------------------- PAGE 1
DATA SET: P-4D
DATE: 10.17-97
LOCATION: Anson Couoty, NC WELL NO.: P-4DP
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data WELL DEPTH: 60.00 feet
AQUIFER: Bedrock (Sandstone) THICKINESS: 50.00 fee:
WATER TABLE: 35.50 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 35.500 feet PACKING POROSITY: 25.000
WELL SCREENED FROM 50.00 TO 60.00 feet
All depths are from Surface
FITTING ERROR: 0.073 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer L Rice)
MODEL PARAMETERS:
TRANSM: -1.83E-09cu mlcmisec COND: -1.20E-06 cm /sec
FREE FREE ,
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0600
3.16
2
0.0770
3.21
3
0.0930
2.87
4
0.110
3.10
5
0.127
3.09
6
0.143
3.09
7
0.160
3.09
8
0.177
3.09
9
0.193
3.09
10
0.210
3.09
11
0.227
3.09
12
0.243
3.09
13
0.260
3.09
14
0.277
3.09
15
0.293
3.09
3.09
0.124
16
0.310
3.09
3.09
0.125
17
0.327
3.09
3.09
-0.0679
v GEOSOLUTIONS

--------------------
P-4D
-------------------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.383
3.09
3.09
0.127
19
0.467
3.09
3.09
0.130
20
0.550
3.09
3.09
-0.0604
21
0.633
3.09
3.09
0.136
22
0.717
3.09
3.09
- 0.0549
23
0.800
3.09
3.09
- 0.0521
24
0.883
3.09
3.09
-0.0493
25
0.967
3.09
3.09
-0.0465
26
1.60
3.09
3.09
-0.0253
27
2.60
3.09
3.09
0.00805
28
3.60
3.09
3.08
0.0414
29
4.60
3.09
3.08
0.0748
30
5.60
3.08
3.08
-0.118
31
6.60
3.08
3.08
- 0.0850
32
7.60
3.08
3.08
-0.0515
33
8.60
3.09
3.08
-0.0181
34
9.60
3.08
3.08
0.0152
35
13.00
3.07
3.08
-0.0658
36
18.00
3.07
3.07
-0.0939
37
23.00
3.07
3.06
0.0732
38
28.00
3.06
3.06
0.0122
39
33.00
3.05
3.05
- 0.0166
40
38.00
3.05
3.05
-0.0458
41
43.00
3.04
3.04
-0.108
42
48.00
3.04
3.04
0.0587
43
53.00
3.04
3.03
0.0287
44
58.00
3.03
3.03
-0.00177
45
63.00
3.02
3.02
-0.0326
46
68.00
3.02
3.02
-0.0970
47
73.00
3.02
3.01
0.0701
48
78.00
3.01
3.01
0.0384
49
83.00
3.00
3.00
0.00633
50
88.00
3.00
3.00
-0.0594
51
93.00
2.99
2.99
-0.0924
52
98.00
2.99
2.99
0.0746
53
103.0
2.99
2.98
0.0412
54
108.0
2.98
2.98
0,00751
55
113.0
2.97
2.97
-0.0602
56
118.0
2.97
2.97
0.106
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS 6

------------------- P-5D -------- ------ PAGE 1
DATA SET: P-5D
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: P-5D
COUNTY: Landfill Site INIT. HEAD: 3.00 feet
PROJECT: Well Slug Test Data WELL DEPTH: 50.90 feet
AQUIFER: Bedrock (Conglomerate) THICKNESS; 50,00 feet
WATER TABLE- 22.54 feet DURATION OF SAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 41.000 feet PACKING POROSITY: 25.000 ti
WELL SCREENED FROM 43.00 TO 50.90 feet
All depths are from Surface
FITTING ERROR: 2.042 PERCENT
"UNCONFINED PARTIALLY PENETRATED AQUIFER (]3ouwer & Rice)
MODEL PARAMETERS:
TRANSM: 1.55E-08cu m/cm/sec COND: 1.02E-05 cm /sec
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0700
3.22
2
0.0870
3.16
3
0.103
3.14
4
0.120
3.14
5
0.137
3.13
6
0.153
3.12
7
0.170
3,11
8
0.187
3.11
9
0.203
3.11
10
0.220
3.10
11
0.237
3.10
12
0.253
3.10
13
0.270
3.09
3.03
1,95
14
0.287
3.09
3.03
1.99
15
0.303
3.09
3.03
2.02
16
0.320
3.08
3.03
1.84
17
0.350
3.08
3.03
1.71
0 GEOSOLUTIONS

--------------------
P-5D
-------------------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.433
3.07
3.02
1.69
19
0.517
3.06
3.01
1.46
20
0.600
3.05
3.01
1.44
21
0.683
3.04
3.00
1.23
22
0.767
3.03
3.00
1.18
23
0.850
3.03
2.99
1.16
24
0.933
3.02
2.99
1.14
25
1.20
3.00
2.97
0.896
26
2.20
2.92
2.91
0.494
27
3.20
2.85
2.84
0.0574
28
4.20
2.78
2.78
-0.234
29
5.20
2.71
2.72
-0.588
30
6.20
2.65
2.67
-0.780
31
7.20
2.58
2.61
-1.03
32
8.20
2.52
2.55
-1.34
33
9.20
2.46
2.50
-1.42
34
11.00
2.36
2.40
-1.72
35
16.00
2.11
2.16
-2.14
36
21.00
1.89
1.94
-2.66
37
26.00
1,68
1.74
-3.12
38
31.00
1.51
1.56
-3.34
39
36.00
1.35
1.40
-3.51
40
41.00
1.22
1.26
-2.85
41
46:00
1.09
1.13
- 2.92
42
51.00
0.992
1.01
-2.35
43
56.00
0.898
0.911
-1.50
44
61.00
0.810
0.818
-1.01
45
66.00
0.735
0.734
0.0664
46
71.00
0.665
0.659
0.847
47
76.00
0.603
0.591
1.84
48
81.00
0.552
0.531
3.74
49
86.00
0.502
0.476
4.98
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS •

--------------- ----- P-5D-----------------•-- PAGE 1
DATA SET: P-5D
DATE: 10.17-97
LOCATION: Anson County, NC WELL NO.: P-5D
COUNTY: Landfill Site INIT. HEAD: 3.00 feet
PROJECT: Well Slug Test Data WELL DEPTH. 50.90 feet
AQUIFER: Bedrock (Conglomerate) THICKNESS: 50.00 feet
WATER TABLE: 22.54 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 is CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 41.000 feet PACKING POROSITY: 25.000 5o
WELL SCREENED FROM 43.00 TO 50.90 feet
All depths are from Surface
FITTING ERROR: 2.042 PERCENT
SELL POINT -FILTER IN UNIFORM S y ,,L (Hvorslev) )
MODEL PARAMETERS:
TRANSM: 4.20E-07cu mlcmisec COND: 2.76E-04 cm /sec
FREE FREE �M a .a....w...
TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000
FREE
No.
TIME
Head, H (feet) DIFFERENCE
(Min)
DATA SYNTHETIC (percent)
1
0.0700
3.22
2
0.0870
3.16
3
0.103
3.14
4
0.120
3.14
5
0.137
3.13
6
0.153
3.12
7
0.170
3.11
8
0.187
3.11
9
0.203
3.11
10
0.220
3.10
11
0.237
3.10
12
0.253
3.10
13
0.270
3.09 3.03 1.95
14
0.287
3.09 3.03 1.99
15
0.303
3.09 3.03 2.02
GEOSOLUTIONS 0

-------------------- P-5D
----------- -------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
16
0.320
3.08
3.03
1.84
17
0.350
3.08
3.03
1.71
18
0.433
3.07
3.02
1.69
19
0.517
3.06
3.01
1,46
20
0.600
3.05
3.01
1.44
21
0.683
3.04
3.00
1.23
22
0.767
3.03
3.00
1.18
23
0.850
3.03
2.99
1.16
24
0.933
3.02
2.99
1.14
25
1.20
3.00
2.97
0.896
26
2.20
2.92
2.91
0.494
27
3.20
2.85
2.84
0.0574
28
4.20
2.78
2.78
-0.234
29
5.20
2.71
2.72
-0.588
30
6.20
2.65
2.67
-0.780
31
7.20
2.58
2.61
-1.03
32
8.20
2.52
2.55
-1.34
33
9.20
2.46
2,50
-1.42
34
11.00
2.36
2.40
-1.72
35
16.00
2.11
2.16
-2.14
36
21.00
1.89
1.94
-2.66
37
26.00
1.68
1.74
-3.12
38
31.00
1.51
1.56
-3.34
39
36.00
1.35
1.40
-3.51
40
41.00
1.22
1.26
-2.85
41
46.00
1.09
1.13
-2.92
42
51.00
0.992
1.01
-2.35
43
56.00
0,698
0.911
-1.50
44
61.00
0.810
0.818
-1.01
45
66.00
0.735
0.734
0.0664
46
71.00
0.665
0.659
0.847
47
76.00
0.603
0.591
1.84
48
81.00
0.552
0.531
3.74
49
86.00
0.502
0.476
4.98
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS 0

-------------------- P-5D-R---------------•---- PAGE 1
DATA SET: P-5D-R
DATE: 10-17-97
LOCATION: Anso❑ County, NC
WELL NO.: P-5DR
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
VG, -ELL DEPTH: 38.00 feet
AQUIFER: Partially Weathered Congl, THICKNESS: 17.00 feet
WATER TABLE: 22.36 feet
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 i❑
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER- 22.360 feet PACKING POROSITY: 25.000 °io
WELL SCREENED FROM
28.00 TO 38.00 feet
All depths are from Surface
FITTING ERROR:
2.373 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouu-er & Rice)
MODEL PARAMETERS:
TRANSM: 2.10E-09cu m/cm/sec COND: 4.05E-06 cm /sec
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0800
3.50
2
0.0970
3.05
3
0.113
2.60
4
0.130
2.41
5
0.147
2.46
6
0.163
158
7
0.180
2.66
8
0,197
2.69
9
0.213
2.67
10
0.230
2.64
11
0.247
2.62
12
0.263
2.61
13
0.280
2.62
14
0.297
2.62
2.55
2.70
15
0.313
2.62
2.55
2.72
16
0.330
2.62
2.35
2.73
17
0.400
2.61
2,34
2.58
6
GEOSOLUTIONS

--------------------
P-5D-R
--------- _--•------ PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.483
2.61
2.54
2.40
19
0.567
2.61
2.54
2.48
20
0.650
2.60
2.54
2.33
21
0.733
2.59
2.54
2.19
22
0.817
2.59
2.53
2.00
23
0.900
2.59
2.53
2.08
24
0.983
2.58
2.53
1.93
25
1.80
2.54
2.51
1.31
26
2.80
2.51
2.49
0.796
27
3.80
2.47
2.46
0.256
28
4.80
2.43
2.44
- 0.269
29
5.80
2.39
2.41
- 0.863
30
6.80
2.36
2.39
-1.18
31
7.80
2.33
2.37
-1.57
32
8.80
2.30
2.34
-1.93
33
9.80
2.27
2.32
-2.04
34
14.00
2.17
2.23
- 2.74
35
19.00
2.05
2.12
-3.19
36
24.00
1.95
2,02
-3.63
37
29.00
1.85
1.92
-3.99
38
34.00
1.76
1.83
-3.95
39
39.00
1.68
1.74
-3.73
40
44.00
1.60
1.66
-3.43
41
49.00
1.53
1.58
- 2.90
42
54.00
1.46
1.50
- 2.57
43
59.00
1.40
L43
-1.96
44
64.00
1.34
1.36
-1.62
45
69.00
1.28
1.29
-1.04
46
74.00
1.23
1.23
-0.583
47
79.00
1.18
1.17
0.179
48
84.00
1.12
1.12
0.671
49
89.00
L08
1.06
1.59
50
94.00
1.03
1.01
1.78
51
99.00
0.998
0.967
3.02
52
104.0
0.947
0.921
2.70
53
109.0
0.910
0.877
3.60
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
• GEOSOLUTIONS

------•------------ P-6D-R-------------------- PAGE 1
DATA SET: P - 6D - R
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: P-6DR
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data WELL DEPTH: 37.00 feet
AQUIFER- Saprolite THICKNESS: 48.00 feet
WATER TABLE: 22.24 feet DURATION OF SAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4359 in
DEPTH TO AQUIFER. 22.240 feet PACKING POROSITY: 25.000 %
WELL SCREENED FROM 27.00 TO 37.00 feet
All depths are from Surface
FITTING ERROR: 3.173 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 8.34E-09cu mlcmisec COND: 5.70E-06 cm /sec
FREE FREE
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.167
1.24
2
0.180
1.63
3
0.193
1.91
4
0,207
1.87
5
0.220
2.35
6
0.233
1.12
7
0.247
2.12
8
0-260
2.49
9
0.273
1.89
10
0.287
1.87
11
0.300
191
12
0.313
1.81
13
0.327
1.90
14
0.367
1.71
15
0.433
1.55 1.87 - 20.46
16
0.500
1.91 1.87 1.85
17
0,567
1.91 137 1.92
0
GEOSOLUTIONS

--------------------
P-6D-R
----------------- -- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.633
1.90
1.87
1.69
19
0.700
1.90
1.87
1.77
20
0.767
1.90
1.87
1.54
21
0.833
1.90
1.86
1.62
22
0.900
1.90
1.86
1.69
23
0.967
1.89
1.86
1.41
24
1.40
1.88
1.85
1.29
25
2.20
1.86
1.83
1.22
26
3.00
1.83
1.82
0.776
27
3.80
1.81
1.80
0.741
28
4.60
1.79
1.78
0.640
29
5.40
1.78
1.77
0.529
30
6.20
1.76
1.75
0.406
31
7.00
1.74
L73
0.271
32
7.80
1.72
1.72
0.125
33
8.60
1.71
1.70
0,316
34
9.40
1.69
1.68
0.149
35
11.00
1.66
1.65
0.198
36
15.00
1.57
1.57
-0.565
37
19.00
1.49
1.50
-0.709
38
23.00
1.43
1.43
-0.331
39
27,00
1.36
1.37
-0.522
40
31.00
1.30
1.30
-0.506
41
35.00
1.24
1.24
- 0.241
42
39.00
1.18
1.18
- 0.186
43
43.00
1.12
1.13
- 0.364
44
4T00
1.07
1.08
-0.145
45
51.00
1.03
1.03
0.438
46
55.00
0.984
0.982
0.134
47
59.00
0.940
0.937
0.307
48
63.00
0.896
0.893
0.262
49
67.00
0.858
0.852
0.675
50
71.00
0.814
0.812
0.161
51
75.00
0.776
0.775
0.128
52
79.00
0.744
0.739
0.663
53
83.00
0.706
0.704
0.171
54
87.00
0.675
0.672
0.428
55
91.00
0.643
0.640
0.320
56
95.00
0.612
0.611
0.127
57
99.00
0.580
0.582
-0.495
58
103.0
0.555
0.555
-0.152
59
107.0
0.523
0.530
-1.35
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

-------------------- P-7S-------------------- PAGE 1
DATA SET: P-7S
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: P-7S
COUNTY: Landfill Site INIT. HEAD: 3.00 feet
PROJECT: Well Slug Test Data WELL DEPTH: 35.00 feet
AQUIFER: Partially Weathered Sandstone THICKNESS: 10.00 feet
WATER TABLE: 27.97 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2,000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 27.970 feet PACKING POROSITY: 25.000 gb
WELL SCREENED FROM 27.97 TO 35.00 feet
All depths are from Surface
FITTING ERROR: 5.429 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 5.12E-.09cu m/em/sec COND: 1.68E-05 cm /sec
FREE FREE_.�,..,..._
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.0400
3.03
2
0.0530
2.89
3
0.0670
2.76
4
0.0800
2.68
5
0.0930
2.59
6
0.107
2.50
7
0.120
2.41
8
0.133
2.34
9
0.147
2.25
10
0.160
2.17
11
0.173
2.08
12
0.187
2.01
1.3
0.200
L93
14
0.213
1.85
15
0.227
1.77
16
0.740
1.69
17
0-253
1.62
• GEOSOLUTIONS °

--------------------
P-7S
------------- ------ PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.267
1.55
19
0.280
1.47
20
0.293
1.40
21
0.307
1.33
22
0.320
1.26
23
0.333
1.21
24
0.400
0.959
25
0.467
0.807
26
0.533
0.732
27
0.600
0.687
28
0.667
0.662
29
0.733
0.643
30
0.800
0.631
31
0.867
0.618
32
0.933
0.605
0.513
15.15
33
1.00
0.599
0.513
14.32
34
1.80
0.549
0.511
6.76
35
2.60
0.523
0,510
2.37
36
3.40
0.511
0.509
0.338
37
4.20
0.504
0.507
-0.787
38
5.00
0.492
0.506
-2.98
39
5.80
0.492
0.505
-2.71
40
6.60
0.486
0.304
-3.72
41
7040
0.479
0.502
-4.97
42
8.20
0,473
0.501
-6.03
43
9.00
0.473
0.500
-5.76
44
9.80
0.473
0.498
-5.49
45
13.00
0A73
0.493
-4.41
46
17.00
0.467
0.487
-4.41
47
21.00
0.460
0A81
-4.66
48
25.00
0A60
0.475
-3,33
49
29.00
0.454
0.469
-3.37
50
33.00
0.454
0.463
-2.05
51
37.00
0.454
0.457
-0.763
52
41.00
0.454
0.451
0.515
53
45.00
0,448
0.445
0.462
54
49.00
0.448
0.440
1.72
55
53.00
0.448
0.434
2.97
56
57.00
0.448
0.429
4.20
57
61.00
0,435
0.423
2.59
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

-------------------- P-8D
------------------- PAGE 1
DATA SET-. P-8D
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: P-8D
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 50,80 feet
AQUIFER: Bedrock (Sandstone)
THICKNESS: 50.00 feet
WATER TABLE: 33.66 feet
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8,000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 33,660 feet PACKING POROSITY: 25.000 %
WELL SCREENED FROM
33.66 TO 50.80 feet
All depths are from Surface
FITTING ERROR:
0.237 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 7,77E-10cu mlcmisec COND: 5,10E-07 cm
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0470
2.40
2
0.0630
1.96
3
0.0800
1.98
4
0.0970
2.05
5
0.113
2.05
6
0.130
1.90
7
0.147
1.78
8
0.163
2.02
9
0.180
2.06
10
0.197
2.10
11
0.213
1.99
12
0.230
2.03
13
0.247
2.10
14
0.263
2.05
15
0.280
2.06
2.05
0.173
16
0.297
2.05
2.05
-0.115
17
0.313
2.06
2.05
0.177
GEOSOLUTIONS 6

------------- ------
P•8D
-------------------- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.330
2.06
2.05
0,179
19
0.400
2.05
2.05
- 0.104
20
0.483
2.06
2.05
0.195
21
0.567
2.06
2.05
0,205
22
0.650
2.06
2.05
0.214
23
0.733
2.06
2.05
0.223
24
0.817
2.06
2.05
0.232
25
0.900
2.06
2.05
0.242
26
0.983
2.05
2.05
-0.0396
27
1.80
2.05
2.05
0.0509
28
2.80
2.05
2.05
0.161
29
3.80
2.05
2.05
- 0.0680
30
4.80
2.05
2.04
0.0429
31
5.80
2.04
2.04
-0.139
32
6.80
2.04
2,04
-0.0283
33
7,80
2,04
2.04
0,0826
34
8.80
2.03
2.04
-0.100
35
9.80
2.03
2,03
0,0105
36
14.00
2.02
2.02
-0.163
37
19.00
2.00
2.01
-0,552
38
24.00
2.00
2.00
-0.296
39
29.00
1.98
1.99
-0.394
40
34.00
1.97
1.98
-0.445
41
39.00
1,97
1.97
0,109
42
44.00
1.95
1,96
-0.302
43
49.00
1.94
1.95
-0.105
44
54,00
1.93
1.94
- 0.168
45
59.00
1.92
I.92
-0.287
46
64.00
1.91
1.91
-0.0450
47
69.00
1,90
1.90
-0.170
48
74.00
1.90
1.89
0.383
49
79.00
1.88
1.88
-0.0634
50
84.00
1.88
1.87
0.490
51
89.00
1.87
1.86
0.406
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

-------------------- P-8D-------------------- PAGE 1
DATA SET: P-8D
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: P-8D
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
VXELL DEPTH: 50.80
feet
AQUIFER: Bedrock (Sandstone)
THICKNESS: 50.00
feet
WATER TABLE: 33,66 feet
DURATION OF BAILING:
0.50 min
WELL DIAMETER: 8,000 in
CASING DIAMETER:
2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER:
4.359 in
DEPTH TO AQUIFER: 33.660 feet
PACKING POROSITY:
25.000 %
WELL SCREENED FROM 33.66 TO 50.80 feet
All depths are from Surface
FITTING ERROR: 0.395 PERCENT
V,'ELL POINT -FILTER IN UNIFORM SOIL (Hvorslev)
MODEL PARAMETERS:
TRANSM: 1.31E-08cu m/cm/sec COND: 8,62E-06 cm /sec
FREE FREE s.
TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000
FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0470
2.40
2
0.0630
1,96
3
0.0800
1.98
4
0.0970
2.05
5
0.113
2.05
6
0.130
1.90
7
0.147
1.78
8
0.163
2.02
9
0.180
2.06
10
0.197
2.10
11
0.213
1.99
12
0.230
2,03
13
0.247
2.10
2.06
1.91
14
0.263
2.05
2.06
-0.525
15
0.280
2.06
2.06
0.109
0 GEOSOLUTIONS

----------------•---
P-8D
-------------- -- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
16
0.297
2.05
2.06
-0,179
17
0.313
2.06
2.06
0.113
18
0.330
2.06
2.U6
0.11J
19
0.400
2.05
2.06
-0.168
20
0.483
2.06
2.06
0.132
21
0.567
2.06
2.06
0.141
22
0.650
2.06
2.05
0.151
23
0.733
2.06
2.05
0.160
24
0.817
2.06
2.05
0.169
25
0.900
2.06
2.05
0.178
26
0.983
2.05
2.05
-0.102
27
1.80
2.05
2.05
-0.0112
28
2.80
2.05
2.05
0.100
29
3.80
2.05
2.05
-0.128
30
4.80
2.05
2.05
-0.0160
31
5.80
2.04
2.04
- 0.197
32
6.80
2.04
2.04
- 0.0851
33
7.80
2.04
2.04
0.0269
34
8.80
2.03
2.04
- 0.155
35
9.80
2.03
2.03
-0.0429
36
14.00
2.02
2.02
-0.212
37
19.00
2.00
2.01
- 0.596
38
24.00
2.00
2.00
-0.334
39
29.00
1.98
1.99
- 0.426
40
34.00
L97
1.98
-0.472
41
39.00
1.97
1.97
0.0885
42
44.00
1.95
1.96
-0.318
43
49.00
1.94
1.95
-0.116
44
54.00
1.93
1.94
-0.173
45
59.00
1.92
1.92
-0.287
46
64.00
1.91
1.91
- 0.0389
47
69.00
1.90
1.90
-0.158
48
74.00
1.90
1.89
0.400
49
79.00
1.88
1.88
-0.0408
50
84.00
1.88
1.87
0.518
51
89.00
1.87
1.86
0.440
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS '

-------------------- P-12D
----------------- PAGE 1
DATA SET: P-12D
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: P-12D
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 41.00 feet
AO UIFER: Bedrock (Sandstone)
THICKNESS: 50.00 feet
WATER TABLE: 23.17 feet
DURATION OF BAILING: 0.50 min
IYVELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 23.170 feet PACKING POROSITY: 25.000 %
WELL SCREENED FROM
32.00 TO 41.00 feet
All depths are from Surface
FITTING ERROR: 0.196 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: -3.46E-09cu m/cm/sec COND: •2.27E-06 cm /sec
FREE FREE ..
No.
TIME
Head,
H (feet;
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.123
L69
2
0.147
4.08
3
0.177
3.14
4
0.190
3.15
5
0.203
3.54
6
0.220
1.58
7
0.233
3.84
8
0.247
3.55
9
0.260
2.64
10
0.273
3.45
11
0.287
3.16
12
0.300
3.08
3.08
-0.244
13
0313
3.06
3.08
-0.863
14
0.327
3.09
3.08
0.183
15
0.367
3.10
3.08
0.579
16
0.433
3.08
3.08
-0.0159
17
0.500
3.08
3.08
0,00111
® GEOSOLUTIONS °

-------------- ------
P-12D
---------------- - -.- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.567
3.08
3.08
0.0181
19
0.633
3.08
3.08
0.0349
2 0v
0.700
3.08
3.08
0.0519
21
0.767
3.08
3.08
0.0689
22
0.833
3.08
3.08
0.0857
23
0.900
3.08
3.08
0.102
24
0.967
3.08
3.08
-0.0747
25
1.40
3.08
3.07
0.0353
26
2.20
3.07
3.07
0.0437
27
3.00
3.06
3.06
0.0517
28
3.80
3.06
3.06
0.0267
29
4.60
3.05
3.05
0.0339
30
5.40
3.05
3.04
0.0407
31
6.20
3.04
3.04
0.0471
32
7.00
3.03
3.03
0.0202
33
7.80
3.03
3.03
0.0257
34
8.6,0
3.02
3.02
0,0309
35
9.40
3.01
3.01
0,00263
36
11.00
3.00
3.00
-0.189
37
15.00
2.97
2.97
-0.0427
38
19.00
2.94
2.94
-0.0739
39
23.00
2.91
2.91
-0.116
40
27.00
2.88
2.88
0.0382
41
31.00
2.85
2.85
-0,0596
42
35.00
2.83
2.82
0.0774
43
39.00
2.79
2.79
-0.00732
44
43.00
2.77
2.77
0.112
45
47.00
2.74
2.74
-0.0314
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLLUTIONS

----------.--------- P-12D------•------------- PAGE 1
DATA SET: P-12D
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: P- 12D
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 41.00 feet
AQUIFER: Bedrock (Sandstone)
THICKNESS: 50.00 feet
WATER TABLE: 23.17 feet
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 23.170 feet PACKING POROSITY: 25.000 %
WELL SCREENED FROM
32.00 TO 41.00 feet
All depths are from Surface
FITTING ERROR:
0.196 PERCENT.
WELL POINT -FILTER IN UNIFORM SOIL (Hvorslev)
a
MODEL PARAMETERS: -
TRANSINI: 3.40E-08cu m/cm/sec COND: 2.23E-05 cm /sec
FREE FREE
TRANS. RATIO [SQRT(Kr/Kz)]: 1.00000
FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.123
L69
2
0.147
4.08
3
0.177
3.14
4
0.190
3.15
5
0.203
3.54
6
0.220
L58
7
0.233
3.84
8
0.247
3.55
9
0.260
2.64
10
0.273
3.45
11
0.287
3.16
12
0.300
3.08
3.08
-0.244
13
0.313
3.06
3.08
- 0.863
14
0.327
3.09
3.08
0.183
15
0.367
3.10
3.08
0.579
6 GEOSOLUTIONS 0

--------------------
P-12D
-------------------- PAGE 2
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
16
0.433
3.08
3.09
-0.0159
17
0.500
3.09
3.08
0.00111
18
0.567
3.08
3.08
0.0181
19
0.633
3.09
3.08
0.0349
20
0.700
3.08
3.08
0.0519
21
0.767
3.08
3.08
0.0689
22
0.833
3.08
3.08
0.0857
23
0.900
3.08
3.08
0.102
24
0.967
3.08
3.08
-0.0747
25
1.40
3.08
3.07
0.0353
26
2.20
3.07
3.07
0.0437
27
3.00
3.06
3.06
0.0517
28
3.80
3.06
3.06
0.0267
29
4.60
3.05
3.05
0.0339
30
5.40
3.05
3.04
0.0407
31
6.20
3.04
3.04
0.0471
32
7.00
3.03
3.03
0.0202
33
7.80
3.03
3.03
0.0257
34
8.60
3.02
3.02
0.0309
35
9.40
3.01
3.01
0.00263
36
11.00
3.00
3.00
-0.189
37
15.00
2.97
2.97
-0,0427
38
19.00
2.94
2.94
-0.0739
39
23.00
2.91
2.91
- 0.116
40
27.00
2.88
2.88
0.0382
41
31.00
2.85
2.85
-0.0596
42
35.00
2.83
2.82
0.0774
43
39.00
2.79
2.79
-0.00732
44
43A0
2.77
2.77
0.112
45
47.00
2.74
2.74
-0.0314
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

----.....----------- P104D------------------ PAGE 1
DATA SET: P104D
DATE: 10 -17- 97
LOCATION: Anso❑ County, NC
WELL NO.: P104
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
N ELL DEPTH: 36.00 feet
AQUIFER: Water Table
THICKNESS: 50.00 feet
WATER TABLE- 31.41 feet.
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2,000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 31.410 feet
PACKING POROSITY. 25.000 Co
WELL SCREENED FROM 31.41 TO 36.00 feet
All depths are from Surface
FITTING ERROR: 9.125 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouv er & Rice)
MODEL PARAMETERS:
TRANSM: 2.88E-08cu mlcmisec COND: 1.89E-05 cm /sec
FREE FREE
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.0370
2.35
2
0.0530
1.81
3
0.0700
1.70
4
0.0870
1.60
5
0.103
1.56
6
0.120
1.45
7
0.137
1.40
8
0.153
L33
9
0.170
1.26
10
0.187
1.19
11
0.203
1.13
12
0.220
1.07
13
0.237
1.01
14
0.253
0.958
15
0.270
0.914
16
0.287
0.857
17
0.303
0.820
GEOSOLUTIONS
F

--------------------
P104D
-.------------------ PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA.
SYNTHETIC
(percent)
18
0.320
0.782
19
0.350
0.719
20
0.433
0.593
21
0.517
0.523
22
0.600
0.492
23
0.683
0.460
0.363
21.04
24
0.767
0.441
0.363
17.68
25
0.850
0.429
0.362
15.42
26
0.933
0.416
0.362
12.83
27
1.20
0.391
0.362
7.41
28
2.20
0.353
0.359
-1.89
29
3.20
0.340
0.357
-5.11
30
4.20
0.334
0.335
-6.32
31
5.20
0.328
0.352
-7.57
32
6.20
0.321
0.350
-9.22
33
7.20
0.315
0.348
- 10.59
34
8.20
0.315
0.346
- 9.88
35
9.20
0.309
0.343
-11.30
36
11.00
0302
0.340
-12.58
37
16.00
0.309
0.329
- 6.56
38
21.00
0.296
0.318
-7.74
39
26.00
0.290
0.308
- 6.51
40
31.00
0.290
0.299
-3.16
41
36:00
0.283
0.289
- 2.38
42
41.00
0.277
0.280
-1.31
43
46.00
0.271
0.271
- 0.295
44
51.00
0.264
0.263
0.286
45
56.00
0.258
0.254
1.17
46
61.00
0.258
0,246
4.28
47
66.00
0.252
0.239
5.09
48
71.00
0.246
0.231
5.84
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

-------------------- MW-10S-------------------- PAGE 1
DATA SET: MW-10S
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: MW10S
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 21.00 feet
AQUIFER: Water Table
THICKNESS: 20.00 feet
WATER TABLE: 12.88 feet
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in
EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 12.880 feet PACKING POROSITY: 25.000 °c
WELL SCREENED FROM
16.00 TO 21.00 feet
All deptbs are from Surface
FITTING ERROR:
0,933 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: -4.45E-10cu mlcmisec COND: -7.30E-07 cm {sec
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
1
0.0400
2.59
2
0.0530
3.42
3
0.0670
3.11
4
0.0800
299
5
0.0930
2.91
6
0.107
2.87
7
0.120
2.84
8
0.133
2.81
9
0.147
2.80
2.75
1.74
10
0.160
2.79
2.75
1.53
11
0.173
2.78
2.75
1.07
12
0.187
2.78
2.75
1.08
13
0.200
2.78
2.75
0.873
14
0.213
2.78
2.75
0.877
15
0.227
2.78
2.75
0.881
16
0.240
2.77
2.75
0.670
17
0.253
2.77
2.75
0.674
0 GEOSOLUTIONS lb

--------------------
MW-105
-------------------- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.267
2.77
2.75
0.678
19
0.280
2,77
2.75
0.681
20
0.293
2.77
2.75
0.685
21
0.307
2.77
2.75
0,689
22
0.320
2.77
2.75
0.693
23
0.333
2.76
2.75
0.445
24
0.400
2.76
2.75
0,464
25
0.467
2.76
2.75
0.483
26
0.533
2.76
2.75
0.286
27
0.600
2.76
2.75
0.305
28
0.667
2.75
2.75
0.107
29
0.733
2,75
2.75
0.126
30
0.800
2.75
2.75
0,145
31
0.867
2.74
2.75
-0.0892
32
0.933
2,74
2.74
-0.0702
33
1.00
2.74
2.74
- 0.0510
34
1.80
2.73
2,74
-0.479
35
2.60
2.71
2,73
-0.729
36
3.40
2.70
2.73
- 0.944
37
4.20
2.69
2,72
-1.19
38
5.00
2.68
2.71
-1.19
39
5.80
2,67
2.71
-1.22
40
6.60
2.66
2.70
-1.44
41
7.40
2.66
2.69
-1.44
42
8.20
2,65
2.69
-1.47
43
9.00
2.64
2.68
-1.47
44
9.80
2.64
2.68
-1.47
45
13.00
2.62
2,65
-1.27
46
17.00
2.59
2.62
-1.31
47
21.00
2.56
2.59
-1.13
48
25.00
2.54
2.56
-1.00
49
29.00
2.51
2.53
- 0.844
50
33.00
2.49
2.50
- 0,413
51
37,00
2.47
2.47
-0.0286
52
41.00
2.45
2.45
0,104
53
45.00
2.43
2.42
0.473
54
49.00
2.41
2.39
0.588
55
53.00
2.39
2.36
1.18
56
57.00
2.37
2.34
1.53
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS

----------------- - -- MW-10D-------------------- PAGE 1
DATA SET: MW-10D
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: MW10D
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data WELL DEPTH: 38.00 feet
AQUIFER: Bedrock. (Sandstone) THICKNESS: 50.00 feet
WATER TABLE: 12.12 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 30.000 feet PACKING POROSITY: 25.000 17o
WELL SCREENED FROM 33.00 TO 38.00 feet
All depths are from Surface
FITTING ERROR: 2.674 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 4.10E-09cu in/cm/sec COND: 2.69E-06 cm /sec
FREE FREE
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0370
4.89
2
0.0530
3.53
3
0.0700
2.47
4
0.0870
2.67
5
0.103
2.80
6
0.120
3.69
7
0.137
2.72
8
0.153
2.40
9
0.170
2.76
10
0.187
2.69
11
0.203
2.70
12
0.220
2.70
13
0.237
2.71
14
0.253
2.69
2.62
2.77
15
0.270
2.69
2.62
2.78
16
0.287
2.71
2.62
3.26
17
0.303
2.62
2.62
0.252
0 GEOSOLUTIONS 0

--------------------
MW-10D
-------------------- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.320
2.71
2.62
3.49
19
0.350
2.66
2.62
1.70
20
0.433
2.76
2.62
5.09
21
0.517
2.68
2.61
2.49
22
0.600
2.67
2.61
2.28
23
0.683
2.67
2.61
2.11
24
0.767
2.66
2.61
1.94
25
0,850
2,66
2.61
1.77
26
0,933
2.66
2.61
1.82
27
1.20
2.64
2.60
1.27
28
2.20
2.60
2.59
0.430
29
3.20
2.57
2.57
-0.167
30
4.20
2.54
2.56
-0.824
31
5.20
2.51
2.54 ,
-1,21
32
6.20
2.49
2.53
-1.62
33
7.20
2.46
2.51
-2.04
34
8.20
2.44
2.50
-2.47
35
9.20
2.42
2.48
-2.66
36
11.00
2.38
2.45
-3.18
37
16.00
2.29
2.38
-397
38
21.00
2.22
2.31
-4.32
39
26.00
2.15
2.24
- 4.20
40
31.00
2.09
2.18
-4.12
41
36,00
2.03
2.11
-4.18
42
41.00
1.98
2.05
-3.66
43
46.00
193
1.99
- 2.89
44
51.00
1.88
1.93
- 2.56
45
56.00
1.84
1.87
-1.91
46
61,00
1.79
1.82
-1.67
47
66.00
1.75
1.77
-1.15
48
71.00
1.71
1.71
-0.295
49
76.00
1.67
1.66
0.451
50
81.00
1.64
1.61
1.56
51
86.00
1.60
1.57
1.83
52
91.00
1.56
1.52
2.78
53
96.00
1.53
1.47
3.74
54
101.0
1.49
1.43
3.82
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTI04NS

-------------------- MW-15OB------------------- PAGE 1
DATA SET: MW -15OB
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: MW15O
COUNTY: Landfill Site INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data WELL DEPTH: 30.00 feet
AQUIFER: Water Table THICKNESS: 30.00 feet
WATER TABLE: 15.80 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2.000 is EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 15.800 feet PACKING POROSITY: 25.000 50
WELL SCREENED FROM 15.80 TO 25.00 feet
All depths are from Surface
FITTING ERROR: 5.236 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 1.42E-08cu m/cm/sec COND: 1.56E-05 cm /sec
FREE FREE
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.0470
2.03
2
0.0600
2.02
3
0.0730
1.97
4
0.0870
1,92
5
0.100
1,87
6
0A 13
1.82
7
0.127
1.79
8
0.140
1.75
9
0.153
L70
10
0.167
1.67
11
0.180
1.62
12
0.193
1.58
13
0.207
1.54
14
0.220
1.50
15
0.233
1.46
16
0.247
1.43
17
0.260
1.38
GEOSOLUTIONS

--------------------
MW-150B
-------------------- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.273
1.35
19
0.287
1.31
20
0.300
1.28
21
0.313
1.25
22
0.327
1.22
23
0.367
1.13
24
0.433
1.01
25
0.500
0.917
26
0.567
0.854
27
0.633
0.810
28
0.700
0.778
29
0.767
0.753
30
0.833
0.734
31
0.900
0.716
32
0.967
0.703
0.583
16.99
33
1.40
0.647
0.579
10.37
34
2.20
0.603
0.573
4.94
35
3.00
0.577
0.566
1.80
36
3.80
0.565
0.560
0.869
37
4.60
0.546
0.553
-1.39
38
5.40
0.533
0.547
-2.67
39
6.20
0.527
0.540
-2.65
40
7.00
0.515
0.534
-3.83
41
7.80
0.508
0.529
-4.05
42
8.60
0.502
0.522
-4.08
43
9.40
0.496
0.516
-4.13
44
11.00
0.483
0.504
-4,48
45
15.00
0.458
0.476
- 3.99
46
19.00
0.427
0.449
- 5.26
47
23.00
0.408
0.424
-3.97
48
27.00
0-383
0.400
-4.53
49
31.00
0.364
0.377
-3.80
50
35.00
0.351
0.356
-1.59
51
39.00
0.332
0.336
-1.36
52
43.00
0.320
0.317
0.746
53
47.00
0.301
0.299
0.415
54
51.00
0.289
0.282
2.11
55
55.00
0.276
0.266
3.26
56
59.00
0.270
0.251
6.67
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS 0

------------------- MW-I6D g-------------------- PAGE. I
DATA SET: MW- 16D
DATE: 10-17-97
LOCATION: Anson County, NC WELL NO.: MW16D
COUNTY. Landfill Site INIT. HEAD: 0.50 feet
P R01ECT: Well Slug Test Data WELL DEPTH: 100.00 feet
AQUIFER: Bedrock (Argillite) THICKNESS: 75.00 feet
WATER TABLE: 28.30 feet DURATION OF BAILING: 0.50 min
WELL DIAMETER: 6.000 in CASING DIAMETER: 4.000 in
SCREEN DIAMETER: 6.000 in EFFECTIVE DIAMETER: 6.000 in
DEPTH TO AQUIFER: 28.300 feet PACKING POROSITY: 25.000 `;c
WELL SCREENED FROM 75.00 TO 100.00 feet
All depths are from Surface
FITTING ERROR: 5.337 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS.
TRANSM: 2.17E-06cu mlcmisec COND: 9.51E-04 cm /sec
FREE FREE „.
No.
TIME
Head, H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
1
0.0570
0.315
2
0.0670
0.309
3
0.0770
0.290
4
0.0870
0.296
0.280
5.26
5
0.0970
0.296
0.278
5.93
6
0.107
0.290
0.276
4.66
7
0.117
0.290
0.274
5.33
8
0.127
0.284
0.272
4.02
9
0.137
0.284
0.270
4.70
10
0.147
0.277
0.268
2.98
11
0.157
0.277
0.266
3.66
12
0.167
0.277
0.264
4.35
13
0.177
0.271
0.263
2.92
14
0.187
0.271
0.261
3.61
15
0.197
0.265
0.259
2.12
16
0.207
0.265
0.257
2.81
17
0.217
0.265
0.255
3.50
• GEOSOLUTIONS

--------------------
MW-16DB
--------------- PAGE 2
N0.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (percent)
18
0.227
0.258
0.253
1.58
19
0,237
0.258
0.252
2.28
20
0.247
0.252
0.250
0.665
21
0.257
0.252
0.248
1.36
22
0.267
0.252
0.246
2.06
23
0.277
0,246
0.245
0.385
24
0,287
0.246
0.243
1.09
25
0.297
0.246
0.241
1.78
26
0,307
0,239
0.239
-0.371
27
0.317
0.239
0.238
0.338
28
0.327
0.233
0.236
-1.50
29
0.350
0,233
0.232
0.138
30
0.400
0.220
0.224
- 2.07
31
0,450
0.214
0.216
-1.27
32
0,500
0,201
0.209
-4.07
33
0.550
0.195
0,201
-3.53
34
0.600
0.189
0.194
-3,09
35
0.650
0.176
0.188
-6.85
36
0.700
0.170
0.181
-6.76
37
0.750
0.164
0.175
-6.81
38
0.800
0.157
0.169
-7.68
39
0.850
0.151
0,163
-8.06
40
0,900
0.145
0.157
- 8.60
41
0.950
0.138
0.151
- W.13
42
1,00
0.138
0.146
-6.29
43
1.60
0.0880
0.0958
-8.89
44
2.20
0,0560
0.0626
-11,77
45
2.80
0,0440
0.0408
7.07
46
3.40
0.0310
0.0267
13.83
47
4.00
0,0180
0.0174
3.06
48
4.60
0.0180
49
5.20
0.0120
50
5.80
0,0120
51
6.40
0.00600
52
7.00
0.00600
53
7.60
0.00600
54
8.20
0,00600
55
13.00
0.00600
CURRENT RESOLUTION MATRIIX NOT AVAILABLE.
GEOSOLUTIONS 6

-------------------- MWW-320B-------------------- PAGE 1
DATA SET: MW-320B
DATE: 10-17-97
LOCATION: Anson County, NC
WELL NO.: MW320
COUNTY: Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEPTH: 36.00 feet
AQUIFER: Water Table
THICKNESS: 40.00 feet
WATER TABLE: 13.37 feet
DURATION OF BAILING: 0.50 min
WELL DIAMETER: 8.000 in
CASING DIAMETER: 2.000 in
SCREEN DIAMETER: 2,000 in
EFFECTIVE DIAMETER: 4,359 in
DEPTH TO AQUIFER: 13.370 feet PACKING POROSITY: 25.000 Co
WELL SCREENED FROM
13.37 TO 36.00 feet
All depths are from Surface
FITTING ERROR: 6.001 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bouwer & Rice)
MODEL PARAMETERS:
TRANSM: 1.51E-08cu m/cm/sec COND: 1.24E-05 cm /sec
FREE FREE,
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC (percent)
1
0.02.30
1.66
2
0.0370
1.61
3
0,0500
1.54
4
0.0630
1.51
5
0.0770
1.52
6
0.0900
1.40
7
0.103
1.35
8
0.117
1.31
9
0.130
1.27
10
0.143
1.21
11
0.157
1.17
12
0.170
1.14
13
0.183
1.09
14
0.197
1,05
15
0.210
1.01
16
0.223
0.979
17
0.237
0.948
GEOSOLUTIONS 0

--------------------
MW-3208
---------- ---- PAGE 2
No.
TIME
Head,
H (feet)
DIFFERENCE
(min)
DATA
SYNTHETIC
(percent)
18
0.2E0
0.910
19
0.263
0.879
20
0.277
0.854
21
0.290
0.816
22
0.303
0.791
23
0.317
0.766
24
0.330
0.741
25
0.383
0.659
26
0.450
0.590
27
0.517
0.540
28
0.583
0.515
29
0.650
0.496
30
0.717
0.477
31
0.783
0.464
32
0.850
0.452
33
0.917
0.446
0.375
15.71
34
0.983
0.433
0.375
13.20
35
1.60
0.395
0.374
5.12
36
2.40
0.376
0.373
0.696
37
3.20
0.364
0.372
-2.20
38
4.00
0.358
0.370
-3.53
39
4.80
0.358
0.369
-3.15
40
5.60
0.3E1
0.367
-4.82
41
6.40
0.351
0.366
-4.44
42
7.20
0.345
0,365
-5.87
43
8.00
0.34E
0.363
-5.48
44
8.80
0.345
0.362
-5.10
45
9.60
0.345
0.361
-4.71
46
12.00
0.345
0.357
-3.57
47
16.00
0.339
0.350
- 3.49
48
20.00
0,332
0.344
-3.76
49
24,00
0.339
0.338
0.225
50
28.00
0.339
0.332
2.03
51
32.00
0.339
0.326
3.81
52
36.00
0.339
0.320
5.55
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GEOSOLUTIONS 0

AUG 10 '96 02m17
C:OHCORD 6462 PO4
-------------------- 108SRISE _. ................ PAGE 1
DATA SET, 108SRISP.
CLIENT: TRC Environmental DATE: 0-6-26-98
LOCATION: Anson County, NC WELL NO.: 108S
C OIJNTY,, Proposed Landfill Site INIT. HEAD: 2.20 feet
PROJECT' Well Slug 'rest € MIR WELL DEPTH: 25.15 feet
AOUIFIER: Saprolite THICKNESS: 8.21 feet
WATER TABLE: 16.94 fcct DURATION OF EAILENG: 0.50 min
WELL DIAMETER: 8.000 in CASINO DIAMETER: 2.004 in.
SCREEN DIAMETER: 2.000 in EFFECTIVE DIAMETER: 4.359 in
DEPTH TO AQUIFER: 16.940 feet PACKING POROSITY; 25.000 %
WELL SCREENED FROM 16.94 TO 25.15 feet
All depths are from Surface
FITTING ERROR: 8.274 PERCENT
UNCONFINED PARTIALLY PENETRATED AQUIFER (Bauwcr & Rice)
MODEL PARAMETERS:
TRANSM: 6.12E-09co rnlcmisec COND: 2.44E-05 cm Iscc
FREE FREE M;
No.
TIME
Head, H (feet) DIFFERENCE
(min)
DATA SYNTHETIC: (percent)
1
0,0630
1.07
2
0.0770
1.30
3
0.0900
1.25
4
0.103
1.19
5
0,117
1,14
6
0.130
1.09
?
0.143
1,04
8
0.157
0.991
9
0,170
0.947
10
0.183
0.903
11
0.197
0,859
12
0.210
0,815
13
0223
0.777
14
0,237
0.740
15
0.250
0.708
16
0.263
0.677
17
0,277
0.646
GEOSOLUTIONS

AUG' 10 ' 96 02: 18
Ci 4NCORD 6462 F'05
-------------------- 109SRISIE-------------------- FACE 2
No.
TIME
Dead, H (Feet)
DIFFERENCE
(min)
DATA
SYNTHETIC (perccnt)
18
0.290
0.621
19
0.303
0,602
20
11317
0,583
21
0.330
0.564
22
0.383
0,520
23
0-450
0.439
24
0,517
0.464
25
0,583
0.445
26
0.650
0A32
27
0.717
0.426
28
0,7S3
0.414
29
11.85p
0,407
0.334
17.91
30
0.917
0.401
0,333
16.T.3
31
0.983
0.395
0.333
13.51.
32
1.60
0.337
0331
7.00
33
2.40
0,33,,1
0,329
2.44
34
3.20
0.326
0.327
-0A56
35
4.00
0313
0325
- 3.92
36
4.80
0-307
0,323
-5,23
37
5,60
0.301
0,320
-6.60
38
6,40
0.1301
0 318
- 5.88
39
7.20
0,294
0.316
-7.66
40
3,00
0.288
0,314
-9,16
4.1
8.80
0.288
0.312
-8.42
42
9.60
0.282
0.310
-9.98
43
12,00
0.276
0.303
-10.10
44
16-00
0.27(5
0,293
-6A2
45
2U,00
0,269
0.283
-5,54
46
24,00
0.263
0.274
- 4.33
47
28.00
0.257
0.265
-3.20
48
32.00
0.257
0.256
0,244
49
36,00
0.250
0.247
0.879
50
40.00
0.250
0.239
4,19
51
44,00
0.250
11231
7.39
52
49.00
0.218
0,223
5,97
CURRENT RESOLUTION MATWIX NOT AVAILABLE
GEOSOL UTIONS

AUG 10 ' 96 02= 16
CONCORD 6462" P02
-------------------- 108DRISE
---------. .._...— PAGE I
DATA STET: 108DRISE
CLIENT: TRC Envir€ rimenl.al
DATE: 06-26-98
LOCATION: Anson County, NC
WELL NO.: 108D
COUNTY: Proposed Landfill Site
INIT. HEAD: 2.20 feet
PROJECT: Well Slug Test Data
WELL DEFTFd: 45.00. feet
AQUIFER: Bedrock (Diabasc)
THICXNE4S: 2.00.00 feet
WATER TABLE: 16.32 Feet
DURATION OF SAILING_ 0,50 min
WELL DIAMETER: 6.000 in
CASING DIAMETER- 2.900 in
5C P,lZBN DIAMETER: 2,000 in
EFFECTIVE DIAMETER; 3.464 in
DEPTH TO AOUiFER: 30.000 feet
PACKING POROSITY: 25.000 %
WELL SCREENED FROM 39.00 TO 45.00 Feet
Ail depclzs are from Surface
FITTING ERROR. 6.818 PERCENT
UNCONFINED PARTIALLY PENRiTRATaD AQUIFER {Bcawer y& Rico)ryPr
MODEL PARAME:FERS;
TRANSM: 1.54E-07cu mlcmlSec COND: 3.111E-05, c<'_ Iscr, m
]FREE FREE
Na.
TIME
Head, H (Feet) DIFFERENCE
(Mi-n)
DATA SYNTHETIC (Perceui)
1
0.0330
1-9.1
2
0.(M'10
2,07
3
0.0600
1.91
4
0.0730
I.A6
5
0.0870
1,83
6
U.100
1.78
7
0.113
1.76
8
0.127
1.72
9
0,14€3
1_69
10
0.153
L68
11
0.167
1,64
12
0.180
1.61
13
0.193
1.59
14
0.207
1.57
15
0.220
L.55
16
0.233
1.53
17
0,247
1.51
GEOSOLUTIONS '

AUG 10
' 96 02: 17
COh{CORD 6462 P03
\---•----------------
108DRISE
------------------ PAGE 2
Nol
TIME
Head, H ([eel}
DIFFERENCE
1`1
(min.)
DATA
SYNTHETIC (percent)
18
0,260
1.49
19
0,273
1.48
20
0,287
1.46
21
0.300
1.45
22
0313
1.44
23
0.327
1.42
24
0.367
1.38
25
0.433
1.32
26
0.500
1.28
27
0.567
1.24
28
0.633
1,21
29
0.700
1,17
30
0.767
1.15
31
01833
1.12
0.949
15.85
32
0.900
1.11
0.948
14,59
33
0.967
1A9
0.946
13,28
34
1.40
0.991
0.933
5.80
35
2.20
0.916
0.910
0.583
36
3,00
(1,878
0,888
-1,16
37
3.80
0,846
0.866
-2.44
38
4.60
0.821
0.845
-2.98
39
5.40
0.803
0.824
-2.7-,
40
6.20
0.777
0,804
-336
41
7.00
0.759
0385
-3.43
42
7.80
0.734
0.765
-4.34
43
8.60
0.715
0.747
-4,50
44
9.40
0.690
0.728
-5-64
45
11.00
0-652
0.693
-6.40
46
15.00
0.577
0,613
-6.24
47
19.00
0,508
0.541
- 6.64
48
23.00
0.451
0,478
-6.14
49
27A0
0-191
0.423
-7,09
50
31.00
0.351
0.373
-6,53
51
35.00
0313
0.339
-5.54
52
39.00
0,282
0.291
-3,51
53
43.00
0.257
0.257
-0.377
54
47.00
0,232
0.227
1.74
55
51.00
0.213
0,201
5.42
56
55.00
0-1as0A78
5.31
57
59.00
0-175
0.157
10,10
CURRENT RESOLUTION MATRIIX NOT AVAILABLE
GED50LUTIONS °

SE1000C
Environmental Logger
06/29 13:52
Unit# 00069 Test 2
Setups:
INPUT 1
Type
Level (F)
Mode
TOC
I.D.
00001
Reference
0.000
Linearity
0.120
Scale factor
19.880
Offset
-0.030
Delay mSEC
50.000
Step 0 06/26 12:35:44
Elapsed Time INPUT 1
0.0000
-0.006
0.0033
-0.006
0.0066
--0.006
0.0130
-0.006
0.0133
-0.006
0.0166
0.238
0.0200
0.508
0.0233
1.022
0.0266
1.775
0.0300
2.609
0.0333
1.944
0.0366
1.543
0.0400
2.258
0.0433
1.273
0.0466
2.070
0.0500
1.969
0.0533
1.976
0.0566
1.957
0.0600
1.919
0.0633
1.907
0.0666
1.894
0.0700
1.881
0.0733
1.869
0.0766
1,663
0.0800
1.850
0.0833
1.638
0.0866
1.831
0.0900
1.819
0.0933
1.812
0.0966
1.600
0.1000
1.767
0.1033
1.761
0.1066
1.775
0.1100
1.769
0.1133
1.762
0.1166
1.750
0.1200
1.743

0.1233
1.737
0.1266
1.725
0.1300
1.718
0.1333
1.706
0.1366
1.706
0.1400
1,693
0.1433
1.687
0.1466
1.681
0.1500
1.674
0.1533
1.681
0.1566
1.656
0.1600
1.643
0.1633
1.649
0.1666
1.643
0.1700
1.637
0.1733
1.631
0.1766
1.618
0.1800
1.618
0.1833
1.612
0.1866
1.605
0.1900
1.599
0.1933
1.593
0.1966
1.587
0.2000
1.587
0.2033
1.574
0.2066
1.574
0.2100
1.566
0.2133
1.562
0.2166
1.555
0.2200
1.555
0.2233
1.549
0.2266
1.543
0.2300
1.536
0.2333
1.536
0.2366
1.530
0.2400
1.530
0.2433
1.524
0.2466
1.516
0.2500
1.511
0.2533
1.511
0.2566
1.505
0.2600
1.499
0.2633
1.493
0.2666
1.493
0.2700
1.466
0.2733
1.486
0.2766
1.480
0.2600
1.474
0.2633
1.474
0.2866
1.467
0.2900
1.461
0.2933
1.461
0.2966
1.461
0.3000
1.455
0.3033
1.449
0.3066
1.449
0.3100
1.442
0.3133
1.442
0.3166
1.436
0.3200
1.436

0.3233
1.430
0.3266
1.424
0.3300
1.424
0.3333
1.417
0.3500
1:405
0.3666
1.386
0.3833
1.373
0.4000
1.355
0.4166
1.342
0.4333
1.329
0.4500
1.317
0.4666
1.311
0.4933
1.298
0.5000
1.286
0.5166
1.273
0.5333
1.267
0.5500
1.254
0.5666
1.248
0.5833
1.235
0.6000
1.229
0.6166
1.223
0.6333
1.210
0.6500
1.204
0.6666
1.198
0.6833
1.195
0.7000
1.179
0.7166
1.173
0.7333
1.166
0.7500
1.160
0.7666
1.154
0.7833
1.149
0.8000
1.141
0.8166
1.135
0.6333
1.129
0.8500
1.129
0.8666
1.123
0.9833
1.116
0.9000
1.110
0.9166
1.104
0.9333
1.104
0.9500
1.097
0.9666
1.091
0.9833
1.085
1.0000
1.079
1.2000
1.028
1.4000
0.991
1.6000
0.966
1.6000
0.947
2.0000
0.934
2.2000
0.916
2.4000
0.903
2.6000
0.897
2.8000
0.884
3.0000
0.679
3.2000
0.872
3.4000
0.865
3.6000
0.859
3.8000
0.846
4.0000
0.840
1.2000
0.834

4.4000
0.628
4.6000
0.821
4.8000
0.815
5.0000
0.809
5.2000
0.803
5.4000
0.803
5.6000
0.796
5.8000
0.790
6.0000
0.784
6.2000
0.777
6.4000
0.771
6.6000
0.765
6.8000
0.759
7.0000
0.759
7.2000
0.746
7.4000
0.746
7.6000
0.740
7.6000
0.734
8.0000
0.727
8.2000
0.721
8.4000
0.715
6.6000
0.715
6.8000
0.708
9.0000
0.702
9.2000
0.696
9.4000
0.690
9.6000
0.690
9.8000
0.683
10.0000
0.677
11.0000
0.652
12.0000
0.627
13.0000
0.614
14.0000
0.596
15.0000
0.577
16.0000
0.558
17,0000
0.539
18.0000
0.520
19.0000
0.508
20.0000
0.483
21.0000
0.483
22.0000
0.470
23.0000
0.451
24,0000
0.439
25.0000
0.420
26.0000
0.407
27.0000
0.395
28.0000
0.382
29.0000
0.370
30.0000
0.363
31.0000
0.351
32.0000
0.338
33.0000
0.332
34.0000
0.319
35.0000
0.313
36.0000
0.307
37.0000
0.294
38.0000
0.288
39.0000
0.282
40.0000
0.276
4i.0000
0.269

42.0000
0.244
43.0000
0.250
44.0000
0.250
45.0000
0.244
46.0000
0.244
47.0000
0.244
48.0000
0.238
49.0000
0.244
50.0000
0.244
51.0000
0.232

1o5D R i se
SE1000C
Environmental Logger
06/29 13:58
Unit# 00069 Test 0
Setups:
INPUT 1
Type
Level (F)
mode
TOC
I.D.
00001
Reference
0.000
Linearity
0.120
Scale factor
19.880
Offset
-0.030
Delay mSEC
50.000
Step 1 06/26 11:20:39
Elapsed Time INPUT
0.0000
-0.683
0.0033
--0.690
0.0066
-0.690
0.0100
-0.690
0.0133
-0.690
0.0166
-0.357
0.0200
-0.213
0.0233
--0.363
0.0266
--0.596
0.0300
-0.395
0.0333
-0.533
0.0366
-0.583
0.0400
-0.903
0.0433
--0.188
0.0466
2.796
0.0500
4.357
0.0533
1.160
0.0566
1.869
0.0600
1.336
0.0633
1.078
0.0666
1.461
0.0700
1.405
0.0'733
1.298
0.0'766
1.304
0.0800
1.304
0.0833
1.279
0.0866
1.241
0.0900
1.254
0.0933
1.241
0.0966
1.229
0.1000
1.210
0.1033
1.191
0.1066
1.185
0.1100
1.166
0.1133
1.154
0.1166
1.147
0.1200
1.129

0.1233
1.116
0.1266
1.103
0.1300
1,091
0.1333
1.078
0.1366
1.066
0.1400
1.053
0.1433
1.041
0.1466
1.028
0.1500
1.Oi6
0.1533
1.009
0.1566
0.991
0.1600
0.964
0.1633
0.972
0.1666
0.959
0.1700
0.947
0.1733
0.934
0.1766
0.928
0.1800
0,915
0.1833
0.903
0.1866
0,890
0.1900
0,884
0.1933
0.871
0.1966
0,859
0.2000
0.846
0.2033
0.840
0.2066
0.828
0.2100
0.615
0.2133
0.809
0.2166
0.796
0.2200
0.790
0.2233
0.777
0.2266
0.771
0.2300
0,759
0.2333
0.752
0.2366
0.740
0.2400
0•:733
0.2433
0.721
0.2466
0.715
0.2500
0.708
0.2533
0.696
0.2566
0.690
0.2600
0.683
0.2633
0.677
0.2666
0.664
0.2700
0.658
0.2733
0.652
0.2766
0.646
0.2600
0.639
0.2633
0,633
0.2866
0.627
0.2900
0.621
0.2933
0.614
0.2966
0.614
0.3000
0.608
0.3033
0,602
0.3066
0,595
0.3100
0.589
0.3133
0.589
0.3166
0.583
0.3200
0.577

0.3233
0.577
0.3266
0.570
0.3300
0.564
0.3333
0.564
0.3500
0.552
0.3666
0.539
0.3833
0.526
0.4000
0.514
0.4166
0.509
0.4333
0.495
0.4500
0.489
0.4666
0.483
0.4833
0.476
0.5000
0.470
0.5166
0.464
0.5333
0.464
0.5500
0.457
0.5666
0.451
0.5833
0.445
0.6000
0.445
0.6166
0.439
0.6333
0.439
0.6500
0.432
0.6666
0.432
0.6633
0.426
0.7000
0.426
0.7166
0.426
0.7333
0.420
0.7500
0.420
0.7666
0.414
0.7833
0.414
0.8000
0.414
0.6166
0.407
0.8333
0.407
0.8500
0.407
0.8666
0.407
0.8633
0.401
0.9000
0.401
0.9166
0.401
0.9333
0.401
0.9500
0.395
0.9666
0.395
0.9833
0.395
1.0000
0.395
1.2000
0.376
1.4000
0.370
1.6000
0.357
1.8000
0.351
2.0000
0.345
2.2000
0.345
2.4000
0.338
2.6000
0.332
2.8000
0.332
3.0000
0.326
3.2000
0.326
3.4000
0.319
3.6000
0.319
3.6000
0.319
4.0000
0.313
4.2000
0.313

4.4000
0.313
4.6000
0.313
4.8000
0.307
5.0000
0.307
5.2000
0.307
5.4000
0.307
5.6000
0.301
5.8000
0.301
6.0000
0.301
6.2000
0.301
6.4000
0.301
6.6000
0.301
6.8000
0.294
7.0000
0.294
7.2000
0.294
7.4000
0.294
7.6000
0.294
7.8000
0.294
8.0000
0.288
8.2000
0.288
8.4000
0.288
8.6000
0.298
8.8000
0.288
9.0000
0.268
9.2000
0.288
9.4000
0.282
9.6000
.0.282
9.8000
0.282
10.0000
0.262
11.0000
0.282
12.0000
0.276
13.0000
0.276
14.0000
0.269
15.0000
0.276
16.0000
0.276
17.0000
0.276
18.0000
0.276
19.0000
0.269
20.0000
0.269
21.0000
0.269
22.0000
0.269
23.0000
0.263
24.0000
0.263
25.0000
0.257
26.0000
0.263
27.0000
0.263
28.0000
0.257
29.0000
0.257
30.0000
0.257
31.0000
0.257
32.0000
0.257
33.0000
0.257
34.0000
0.250
35.0000
0.250
36.0000
0.250
37.0000
0.250
38.0000
0.250
39.0000
0.250
40.0000
0.250
41,0000
0.238

42.0000
0.263
43.0000
0.257
44.0000
0.250
45.0000
0.238
46.0000
0.238
47.000Q
0.232
48.0000
0.225
49.0000
0.219
50.0000
0.213
51.0000
0.213
52.0000
0.207
53.0000
0.200
54.0000
0.194
55.0000
0.188
56.0000
0.181
57.0000
0.175
58.0000
0.169
59.0000
0.175
60.0000
0.169

10
01
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CLIENT* Allied kste COMPANY: GZA Geohv iromerta i
LOCATION: AnKfi County PROJECT: 14876,00
a
Anson County (P_101 _Test)
30. 66. 90. 120. 150.
Time (min)
DATA SET:
P-101.DAT
07/21/97
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer--Rice
ITEST DATA:
He= 26.15 ft
rc= 0.083 ft
rW= 0.344 ft
L = 8. ft
b = 14. ft
H = 5.65 ft
PARAMETER ESTIMATES:
K = 0,00488 ft/day
y0 = 23.59 ft
' ..
TESOI.t

CL IENi : Allied Waste COMPANY* GZR Geobv ironmenta l
LOCAT I Obi : Anson countg, MC PROJECT:
Anson Co —Test
DATA SET:
P-1H2S.DAT
IgO. 67i11/97
4.,
4j
ar
U
12. 24. 36. 4B. 60.
Time (rain)
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bower -Rice
TEST
DATA:
H6=18.8ft
r
rc=
0.033 f t
rw=
0.344 f t
L=10.2ft
b=25.
ft
H=8.2ft
PARAMETER ESTIMATES:
K = 0.04613 ftidag
y6 = 18.34 f t
AQTESOLU
n- 0

CLIENT: Allied Waste ( COKPAHY: G2A GeeEnvirenmental
LOCATION: Anson COURt , Hl+ PROJECT: 14876,00
A
Anson
;, ,untg c
40, BB . 120. 160. zoo.
Time (min)
DATA SET:
P-182D.DAT
B7i11i97
AQUIFER MODEL:
Unconfined
SOLUTION KETHOD:
Bouwer-Rice
TEST DATA:
HH= 20.14 ft
rc= 0.883 ft
rw= B .344 ft
L=8.5ft
L = 25, ft
H=Z9.36ft
PARAMETER ESTIMATES:
X = 8.085775 ft/day
yB = 34.52 ft
A1-6

CLIENT: Allied Waste I COMPANY: GZA GeoEnvironmental
LOCATION: APSon County, HC PROJECT: 14876.00
Ano-n County (P-103 —Test )
100.
E
u
c�
b
30. 6B. 90. 120. 15B.
Time (min)
DATA SET:
P-1B3.DAT
B7i 1 L97
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouvier -Rice
TEST DATA:
HB= Z5.Z6 ft -
rc= 0.063 ft
rW= 0.344 ft
L=19. ft
b = 20. ft
H = 16.74 ft
PARAMETER ESTIMATES:
E = 0.0BZZ05 ftiddy
YO = Z3.4 ft
TESOLI
h:o

CLIENT: Allied Waste I COMPANY: GZA GeoEnvironmental
ILDCATION: Anson County, NC I PROJECT: 14876,80
41
I
0.
Anson County (P-104 E—Test)
9
30. 60. 90. 120. 150.
Time (min)
h:: (D
DATA SET:
P-104.DAT
07/11/137
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer-Rice
TEST
DATA:
HO=
28.85 ft
r,=
0.063 ft
,rw=
0.344 ft
L =
9.15 ft
b =
15, ft
1H =
7.15 ft
PARAMETER ESTIMATES:
E = 0.009103 ft/day
y0 = 21.33 ft
z
AQTESOLV

I CLIEMT' Allied Waste I COMPANY: GZR GeoEnuirowntal
1 LOCAT I OM : Anson county, MG IPROJECT: 14876.00
Arson Count
(P -i07 —Test )
DATA SET:
P107.DAT
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer-Rice
TEST DATA:
HB= 31.7 ft
rc= 0.883 ft
rw- 8.344 ft
L=1. ft
b=10. ft
H=1. ft
PARAMETER ESTIMATES:
X = 0.81141 ft/day
yB = 23.29 ft
m
40. Be. 120. 160. 288,
Time (min)
wI I

4
CLIENT: Allied Waste COMPANY.' GZR GeoEnu ironmenta 1
4 LOCATION: Amu County, NC PROJECT: 14876.00
Anson County ( P �-- i08 - Test )
+, 10.
a..
0
40. 80. IZB. 160. zee.
Time (min)
DATA SET:
P10B.DAT
0?/Z1/97
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer-Rice
TEST DATA:
HO= 14.73 ft
rc= 0.003 ft
r,= 0.344 ft
IL = 0*5 ft
b=10. ft
H 0°5 ft
PARAMETER ESTIMATES:
H = 0.003224 ft/day
YO = 10.Z3 ft
F � g
AQTESOL

...........
CLIENT: Allied Waste COMPANY: GZA GeoEnuironmental
qp f7
iLOCATION: PROJECT: 1�8Anson County, MC ��,�[I
W.B.
Anson County (P-109 -Test)
16. 36. 54. 72. 90.
Time (min)
DATA SET:
P169SAT.DAT
67/21i97
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer-Rice
TEST DATA:
HO= 28.62 ft
rc- 0.883 ft
ray= 6.344 ft
L = 7.62 ft
h = 15. ft
H = 7.62 ft
PARAMETER ESTIMATES:
X = 0.667413 ft/day
y6 = 36.48 ft
AQTESOLI

CLIENT: Allied County COMPANY: GZA GeoEnvironmental
......................
IACAT IOht : Anson county, MC I PROJECT: 14876,00
100.
Anson County (P -18 - Test )
18. 36. 54. 72. 98.
Time (min)
(�,0
DATA SET:
PZ-10Z.DAT
07/11/97
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer-Rice
TEST DATA:
H0= Z5 . f t
rc= 8.083 ft
rw= 0.344 ft
L = S. ft
b = Z8. ft
H = 5. ft
PARAMETER ESTIMATES:
K = 0.002881 ft/day
y8 = 20.24 ft
AQTESOL€

i CLIENT: Allred Waste
a
I�LOCATION: RIM Nntg, MC
CQMPAMY : GSA GeaEnu irenmental
PROJECT: 14876 ,00
Anson County — 1 E —Test)
20
28. 48. 68. 86. 188.
Time (min)
DATA SET:
Mil--21S . DAT
87/21/97
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer-Rice
TEST
DATA:
H8=
18.88 ft
rc=
8.883 ft
rw=
8.344 ft
L=1.9ft
b =
6. ft
H=1.42ft
PARAMETER ESTIMATES:
E = 0.03457 ft/day
y8 = 7.359 ft
TESOL

CLIENT : Allied Waste COMPANY: GZA GeoEnu ironnuta 1
i3OCATION: Anson county, MC PROJECT: 14876,00
Anson Countq (MW— iD H--Test )
DATA SET:
MW-21D.DAT
07/11/57
AQUIFER MODEL:
Unconfined
SOLUTION METHOD:
Bouwer--R ice
TEST
DATA:
H3=
10.61 ft
rc=
9.083 ft
rw=
8.344 ft
L =
6. ft
b =
6. ft
H=4.89ft
PARAMETER ESTIMATES:
K = 6.82285 ft/day
y6 = 7.843 ft
ZH. 49. 69. 80. 100.
Time (min)
AQTESOL

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APPENDIX 71)
PRECIPITATION AND HISTORICAL GROUNDWATER
ELEVATION - _

Site Groundwater Levels
Proposed Anson County Landfill
320.00
315-00
310-00
c 305-00
0
0 300-00
295.00
290.00
285-00
2/14/92 311192 3/10/92 419192 5121196 11/6196 5/16/97 7I13197 10/19197 12/2- 1120I98 2/25198 3130-
3197 31198
Date
6I24-
25198
4 B-2
-- - -- ES1IGW Elev. (310.93')
Top of Rock Elev. (290.5I')
— - — - Proposed Liner Sub9ade (316.12')

310.00
305.00
300.00
29500
290.00
285,00
0
m 280.00
uU
275.00
270,00
265,00
260.00
255.00
250.00
^\ \01
V
Site Groundwater Levels
Proposed Anson County Landfill
\LO\I� M1'��\��
`7 �\ h\ h\ .\\ hp\ h�`L h\ ti \gyp' \ry1"
1
Date
— # MW-32-OB __. --�
— — — ESHGW Eiev.(293.79')
lop of Rock E€ev.(258.27')
— ProposedLinerSubgrade(306.37')

Site Groundwater Levels
Proposed Anson County Landfill
315
3D5
295
c
4
m 285
w
275
265
------------- - -- - - I
255 ,
2114/92 3/1I92 311D192 419f92 5/21/96 1116196 5116/97 7/13197 10/19/97 12f2- 1l20I98 2125198 3134- 6124-
3197 31198 25198
Date
--BMW-32-SB
— ESHGW Elev. (298.27')
Top of Rock Elev. (258.27')
— - - Proposed Lir3er Suhgrade(306.37`)

Site Groundwater Levels
Proposed Anson CountyLandfill
29500
290.00
285.00
28000
O
m
m 275.00
LLJ
0
270.00
265.00
260.00
— — — ESHGW Eiev.(278,67`)
Top of Rock Elev.(263.38')
— - — Proposed Liner Subgrade(290.33)
255.00
D14/92 311192 3/10192 419192 5/21196 1116/96 5116/97 7/13/97 10/19/97 12/2- 112019E 2/25/9B 3130- 6/24-
3/97 31/98 25/9B
Date

295
290
285
c 280
0
Qj
a
w
0 275
270
265
Site Groundwater Levels
Proposed Anson County Landfill
---------------------------
260 1-- r-
2114192 311192 3/10192 419192 5/21/96 11/8(96 5116191 1113197 10I19197 12/2- 1/20198 2/25/98 3130- 6124
3197 31198 25196
Date
.::: MW-33-SB l
-- ESHGW Elev.(277.63')
Top of Rock Elev.(263.38')
-T - Proposed Liner Suhgrade (290.66')

285
280
275
270
a 265
y
m
w
250
255
250
245
Site Groundwater Levels
Proposed Anson County Landfill
-------------------------
240
2f14192 311/92 3110192 419192 5121196 1116/96 5l16I97 7113197 10119/97 1212- 1120/98 2/25/98 3l30- 6124-
3197 31198 25198
Date
— — ESHGW Elev.(263.86')
Top of Rock Elev.(243.09')
-- - Proposed Liner Subgfade(279 81')

285,00
28000
275.00
270.00
o 265.00
cu
v
w
Lf
280,00
255.00
250.00
245M
240.00
a
Site Groundwater Levels
Proposed Anson County Landfill
h�`L
Date
$ P-25
— — - ESHGW Elev.(284.05')
Top of Rocl( Elev.(24309')
— - - Proposed Liner Supgrade(279.8l')

Site Groundwater Levels
Proposed Anson County Landfill
285
280
275
270
0 265
a
m
ur
260
255
250
245
240
2J14/92 911(92 3/10/92 4/9192 5/21,96 11/6l96 5/16/97 7/13/97 10/19/97 1212-
,M7
Date
1/20198 2/25/98 3;30- 6124-
31198 25/98
— 0 P-2D-R
— -- -- ESHGW Elev.(265.15')
----------Tap of Rock Elev.(251.43')
— - - Proposed Liner 5ubgrade(279 8t')

Site Groundwater Levels
Proposed Anson County Landfill
315
310 -- --- --
305
300------- ___--- --_- -
0--P-5D -_— - --
-----_ _ ._ - --ESHGWElev.(304.98')
295-- - LL----.0Top of Rock Elev.(272.3l')
m m proposed Liner Subgrade(311 99')
iu
C) 290
-- - - - - ------------------ --
-----------._-----.._---
_.____-----_-___.__---275
-----_--__....- -
270
2114192 311192 3/10/92 419192 5121/96 1116196 5116197 7113197 10119197 12/2-3/97 1120198 2/25198 3l30- 6124-
31/98 25198
Date

Site Groundwater Levels
Proposed Anson County Landfill
315,00
310.00
305,00
300.00
0 295-00
m
a
u�
�
290.00
285.00
280,00
275,00
27D.00 _ _ 1
2114192 311(92 3110/92 419192 5121f96 11i6196 5/16/97 7/13/97 10119/97 1212- 112019E 2/25198 3130- 6124-
3197 31198 25198
Date
— �- ESFIGW Elev.(305,12')
Top of Rock E4ev.(272.31')
- Proposed Liner Stibgrade(311.99')

Site Groundwater Levels
Proposed Anson (County Landfill
315-,_._.--.---- -....m w. r-� .......
310---- ----------------- -- - - -- ------------------------------
305 --- --- ----------- --------- --- -- --- -------- --- ----- --
300 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - . - - , - - - - - - - - - - - - - - - -
0 P-5D-R
0295---------- -- --------------------------------- ------------ESHGWEIev,(307.40')
—Top of Rack Eiev.(277.48')
ai
w — — Proposed Liner Subgrade(311.99')
�290 --------------- --- ----------------- ----------
285 ------------------------------,.,..---------------------------
280-- ------- -- ----------- -- - - ----------- - - -- -- ----------------
275---------------------- -- --- ------ --------- ---- -- -- ----- -------
270 . —.— 1 a _
2114192 311192 3110'92 419192 5121/96 1116196 5/16197 7/13/97 10119l97 122-3197 1120198 2i25198 3130- 6124-
31198 25198
Date

Site Groundwater Levels
Proposed Anson County Landfill
285
280
275
---0 P-OD
— — ESHGW Elev. (273 02')
Top of Rock Elev.(262.52')
— Proposed Liner Suhgrade(283 25')
270
265
260
- ---------
2/14192 3f1192 3110192 419192 5121196 1116196 5116197 7113197 10/19/97 12/2- 1120198 2/25198 3130- 6124-
3197 31198 25198
Date

c
0
.6
m
w
Site Groundwater Levels
Proposed Anson County Landfill
285.00
280.00
275.00
270.00
265.00
260.00
� 6
Date
ESHGW Elev. (27284')
Top of Rock Elev.(262.52')
— - Proposed Liner 5ubgrade(283.25')

Site Groundwater Levels
Proposed Anson County Landfill
295.00
290,00
C
P
m 265,00
uj
c7
280.00
275.00
-- ESHGW EWv.(267.95`)
Top of Rock Etev.(288.63')
— - Proposed Liner Subgrade(293.19')
Date

320.00
315.00
c 305.00
0
a
m
ua
0 300.00
295.00
290.00
Site Groundwater Levels
Proposed Anson County Landfill
----_ _-------------------------__---_._---------4-------- _ - -1
-----.,........__.__-------------------- _....----,a--------._..__/.-- - - - - __I
265.00
2114/92 311/92 3f10I92 4(9/92 5/21196 1116/96 5116/97 7/13197 10/19/97 1212- 1120198 2125198 3130- 6/24-
3I97 31198 25198
Date
—$—P-101
— — — ESHGW Elev.(312.04')
Top of Bock Elev.(286.36')
- -- - Proposed Liner Subgrade(316.33)

290-00
295.03
280,00
275.00
270.00
G
O
.q
m 265.00
111
U
260.00
255,00
250-00
Site Groundwater Levels
Proposed Anson. County Landfill
IMF__ _____ ____
245.00 __... -------- -
240.00
4 \�L �\��b �`�o\�ti h\�^�o,�h\^� �o,1 ���
Date
—P-103 `I
— — — ESHGW Elev.(26B.60)'
Top of Rock Elev.(245.75')
- -- - Proposed Liner Subgrade(284.95.)

Site Groundwater Levels
Proposed Anson County Landfill
325.00
315.00
c
0
b
c� 305M
w
0
295.00
285.00
Date
—�-- P-104
— — ESHGW Elev-(305.40')
Top of Rock Edev.(287.75')
- — Proposed Liner Subgrade(315_43')

290.00
285.00
280.00
0 275.00
C9 270.00
265.00
260.00
255.00
Site Groundwater Levels
Proposed Anson County Landfill
-----------------------
j1\�1
0P> ��o��
�\a
rh\o,�
Date
—P7-102
ESHGW Elev.(269.02')
Top of Rock Elev.(259.91')
— Proposed Liner 5ubgfade(284.93')

Site Groundwater Levels
Proposed Anson County Landfill
325
320
315
a
w
310
3)5
300
2114192 311192 3/10/92 4/9/92 5121/96 11/6196 5116197 7112- 10/19/97 1212- 1120198 2125/98 3130- 6130198
1311997 3197 31198
Date
---+--- B-1 GW Elev.
Ground Surface E1ev.(323,69')
-- — Top of Rock Elev.(307.19')
• • • Total Well Depth Elev.(307.19')

335
330
325
320
315
w 310
305
300
295
290
211

C
D
a
W
Site Groundwater Levels
Proposed Anson County Landfill
3-10
330
320
310
300
290
280 2I14192 311 i92 3110?92 4!9t92 5f21 f96 1116196 5116197 7112- 10119197 1212- 1120198 2126198 6130198
31198
13/1997 3197
Date
---4—B-4 GW Elev.
Ground Surface Elev.(329.07')
— — — Top of Rock Elev.(289AT)
Total Well Depth Elev.(289.07')

Site Groundwater Levels
Proposed Anson County Landfill
2Bn
270
260
c
0
y 250
w
240
230
220 1 1
2/14192 311/92 3110/92 419192 5/21196 1116/96 5116197 7/12- 10/19/97 1212- 1/20/98 2125/98 3130- 6/30/98
13/1997 3197 31198
Date
—� B-6 GW E1ev.
Grocind Surface Elev.(26923')
— — — Top of Rock Elev.(23423)
- - - - - -Total Well Depth Elev.(234.23')

Site Groundwater Levels
proposed Anson County Landfill
295
290
285
280
c 275
a
v
210
265
260
255
250
2/14/92 3111192 3110192 419192 5/21196 11t6196 51161.97 7f12- 10/19/97 1212- 1/20198 2/25198 3130- 6/30/98
1311997 3197 31198
Date
--- f3-7 GW E1ev.
Ground Surface Flev.(289.77')
— Top of Rode Elev,(256.77')
Total Well Depth Elev-(256.77')

Site Groundwater Levels
Proposed Anson County Landfill
280
270
260
C
O
} 250
m
ur
240
230
220
2/ 14,192 311192 3110/92 419192 5121196 1116196 5115197 1311997 a tx rira r i cs c n n r 31198
Date
-e-a GW Elev.
Ground Surface Elev.(259.17')
— — — Top of Rack Elev.(234.17')
-Total Well Depth Elay.(234.17)
198

W
310
300
290
280
270
260
250
240
art
Site Groundwater Levels
Proposed Anson County Landfill
- - 1311997 3191 aria°
Date
V98
--+--MW-8-S© GW Elev-
Grnund Surface Elev.(304 99')
-- — Top of Rock Elev.(234.17')
- - Total Well Depth Eiev-(244.99')

Site Groundwater Levels
Proposed Anson County Landfill
265
255
245
235
c
O
? 225
CI
W
215
205
195
1 l35
211 A1U2 Jt 3roc " I-- ,....__ _.
1311997
Date
i198
6- hAW 9-QFi GW EIeV
Ground Surface Elev (258 01']
— — Top of Rock Elev.(255.21')
Total Well Depth Elev.(194,51'

Site Groundwater Levels
Proposed Anson County Landfill
260
265
250
245
C
O
m 240
y
W
235
230
225
220 '
2114I92 311192 3110192 419192 5121196 1116/96 5/16/9.7 71t2- 10/19/97 1212- 1I20198 212519B 3130- 6130/98
1311997 3197 31 /98
pate
-----MW-9-SB GW Elev.
Ground surface Elev.(257.73')
— — Tap of Rock Elev.(255.2t')
- - - -Total Well Depth Elev.(224.73)

w
Site Groundwater Levels
Proposed Anson County Landfill
Son
290
280
270
260
250
240
230
2/14192 311192 3110l92 419/92 5/21196 11/6196 5f16197 7112-
1311997
Date
10119/97 12/2_ 1120198 212b/90 51.5u- 01.30I98
3/97 31198
• MW-So-D GW Elev.
GCOUnd Surface Elev,(287.61')
— Top of Rock Elev.(249.41')
- - - -Total Well Depth Elev.(249.41'}

200
265
260
G
0
7 275
m
w
270
265
260
211
V98
4 MW-10-OBS GW Eiev. — -
Ground Surface Elev.(266.20')
— --- — Tap of Rack Elev.(265.20')
- - - -Total Well Depth Elev.(265.70')

Site Groundwater Levels
Proposed Anson County Landfill
300
290
280
270
0
} 260
m
u�
250
240
230
220
,,A YfJL-r�lr•+c yr r.....-.. .. _._- _.--.
13/1997 3197 31/98
Date
V98
4—MW-10-5 GW Elev.
Ground Surface Elev.(287.78')
— --- --- Top of Rock Elev.(244.09')
- - - -Total Well Depth Elev.(266.58`)

inn
2S
2B
27,
26[
C
O
7 25C
w
240
230
220
21D
200
211,
Site Groundwater Levels
Proposed Anson County Landfill
1/1-1- 1 u/19197 12/2- 1 /20/98 2125/98 3/30- 6!3 D/98
13/1997 3f97
31198
Date
—MW-10-SB GW Elev.
Ground Surface Elev.(288.09')
Top of Rock Elev.(244.09')
- - - - - -Total Well Depth Elev.(214.09')

Site Gro€tndwater Levels
Proposed Anson County Landfill
35n __..... .
340
_....
............
330
.------.-,..
320
310
c
0
a inn
v
290
280
_
............
270
- -
_.. --
260
250
\gA rb
1
Date
—� MW-9 i-SB GW Elev.
Ground Surface Elev.(339.29')
— — --- Top of Rock Elev.(N/A)
. - - -Total Well Depth Elev,(274.29')

Site Groundwater Levels
Proposed Anson County Landfill
330
320
310
300
C
D
290
y
W
280
270
260
250
2f14I92 311192 3110192 419192 5/21/96 1116196 5/16/97 13119- 10119/97 2/2
3197
Rate
112ulyjb zfznItiO ur�J198
31 /98
W
——MW-12-SB GFlev
Ground Surface Elev.(32363')
— — Top of Rock Elev.(307,9S)
Total Well Depth Elev.(263.63')

Site Groundwater Levels
proposed Anson County Landfill
280
270
260
250
c
0
240
w
230
220
210
200 1
,
2/14192 311192 3110192 419192 5121/96 1116196 5/16/97 7112- 1 D11 9197 1212- t120198 2125/98 31 0- 6130/98
1311997 3, 97
98
Date
--,6 MW-13-DB GW Elev.
Groarid Surface Etev.(271.23')
-- -- Top of Rock Elev.(261.23')
- - - - - -Total Well Depth Elev.(211.23`)

Site Groundwater Levels
Proposed Anson County Landfill
Zan
270
260
c
0
m 250
v
w
240
230
220
2/14/92 311192 3/10192 419192 5l21196 1116196 5116197 7112- 10/19/97 1212-3197 1120198 212bl9b
1311997
Date
J1.10- W13uluo
31/98

Site Groundwater Levels
Proposed Anson County Landfill
305
300
295
c
0
290
a
ui
285
280
275
2114/92 311192 3110192 419192 5121/96 1116196 5/16197 7112- 10/19/97
13/1997
Date
1212- 112D/9B 2!25lyti JiJLI- of3u19B
3197 3119E
.�-•MW-14-00 GW Elev.
Ground Surface Elev.(303.31)
— -- -- Top of Rock Elev.(2B3.61')
- • - -Total Well Depth Elev.(2B3,61)

Site Groundwater Levels
Proposed Anson County Landfill
360
340
320
300
c
0
280
260
240
220
200 1 -..
2114/92 311192 3/10/92 419192 5121196 1116/96 5/16/97 7112- 10/19/97 1212- 1120198 2125/98 3119E 6130198
13/1997 3197
Date
MW-14A-BZW GW Elev.
Ground Surface Elev.(337.75')
— — Ground Surface Elev.(334.73')
• . • .Total Well Depth Elev.(217.75')

3-10
335
330
325
ra
320
w
315
310
305
Site Groundwater Levels
Proposed Anson County Landfill
--------------
_ r .............. ........... i
300
2114/92 311192 3/10192 419192 5121 /96 1116196 5116/97 7112- 10119/97 1212- 1120198 2125f98 3130- 6130198
1311997 3197 31/98
Date
— IV VV-10-0B GW Elev.
---Ground Surface Elev.(334.94')
— — Ground Surface Elev.(334.73')
- - - - - -Total Well Depth Elev.(303.94')

Site Groundwater Levels
proposed Anson County Landfill
340
330
320
340
C
0
M
7
v
ui
300
290
280
2114/92 311192 3110192 419192 5/21/95 1116/95 5116/97 7112- 10/19/97 1212- 1/20198 2/25198 310- 31398 613n198
1311997 3/97
Dale
4-MW-14A-SB GW Elev.
Ground Surface Elev.(334.73')
— ---- — Top of Rock Elev.(300.73')
- - - • • -Total Well Depth Elev-(282.33')

Site Groundwater Levels
Proposed Anson County Landfill
360
340
320
300
0
280
m
w
260
240
220
200
2/14/92 311192 3110i92 419192 5121/96 1116196 5116197 7112- 10119/97 1212- 1120/98 2/25/98 3130- 6/30198
13/1997 3197 31198
Pate
14B-BZW GW Elev.
Ground Surface Elev.(334.25`)
— — Top of Rock Elev.(300-73')
- - - -Total Well Depth Elev-(254.25')

Site Groundwater Levels
Proposed Anson County Landfill
MO
3•10
320
300
C
2
7 280
d
W
260
240
220
200
2114192 311192 3f 10192 419192 5/21 /96 1116196 5F16197 7112- 1 D/19/97 1212- 1120198 2/25/98 313gB 6130198
1311997 3197
Date
—BMW-14B-DDL GW Bev.
Ground Surface Elev.(333.69')
— Top of Rock Elev.(300.73')
....Total Welt Depth Elev.(213.69')

Site Grotindwater Levels
Proposed Anson County Landfill
320
300
280
240
220
2DO 1
2/14192 311192 3/10/92 419192 5121196 11/6196 5116/97 7112- 10/1.9197 1212- 1120/98 2/25/98 31398 613019E
1311997 3197
Date
--+--MW-15-DB GW Elev.f —
Ground Surface Elev.(302.43')
Top of Rock Elev.(255.43')
• . • .Total Well Depth ElevJ212,93)

305
3M
295
c
0
290
m
w
285
260
275 .
2/14192 311192 3110/92 419192 5121196 1116196 5116197 7112- 10/19/97 1212- 1/2019B 2/25198 3/30- 6/30198
1311997 3197 31198
Date
Ground Surface Elev.(302.10')
— — -- Top of Rock Elev.(255.43')
- • • • Total Well Depth Elev.(277.10')

Site Groundwater Levels
Proposed Anson County Landfill
320
300
2©0
240
220
200 .
2114192 311/92 3/10/92 4/9192 5/21196 11/6196 5116197 13119- 10/19/97 1�9E2/7 112019E 212519E 3136130/9B
Date
—BMW-15-SB GW Elev. —
Ground Surface Fiev_(302.26')
— — Top of Rock l=lev.(255 43')
Totat Well Depth Elev.(243.26')

Site Groundwater Levels
Proposed Anson County Landfill
3?0
300
280
c
0
260
v
240
220
200
2/14102 311192 3110/92 419192 5121/96 11/6/96 5116197 7112- 10/19/97 1212-
1311997 3197
Date
1 /20/98 2125198 31.5U- b1 iUdJ6
31198
[ 6 MW-16-DB GW Elev.
I
Ground Surface Elev.(312.37')
— — Top of Rock Elev.(267.37')
• • - . Total Well Depth Elev.(212.37')

Site Groundwater Levels
Proposed Anson county Landfill
320
310
300
C
Q
7 290
E1
LL1
280
270
260
2/14192 311192 3110192 419192 5121195 1116196 5116197 7i12- 1011919/
13/1997
bate
12JL- 1jzu770 L1Lj,�Q -I.-
3197 31 f9B
VQR
- , MW-16-OB GW Elev.
Ground Surface Elev.(312.83')
— — Top of Rock Elev.(273.B')
Total Well Depth Elev.(267.83')

Site Groundwater Levels
proposed Anson County Landfill
320
310
inn
290
280
G
0
270
v
W
260
250
240
230
220
2114192 311192 3/10192 419192 5/21196 1116196 5116197 7I12- 1UNIPW 3197 11,V u "J`vV 31I9B
13/1997
Date
119B

Site Groundwater Levels
Proposed Anson County Landfill
320
310
300
290
2B0
C
O
7 270
w
260
2S0
240
230
220
2114192 3/1192 3110192 419192 5121196 11 /6196 5/16/9
7 7/12- 10/1515( 7Ll L-3!!J! iy[ulno
1311997
[late
J198
31198
—4, MW-17-Sp GW Elev.
Ground Surface Elev.(31.70')
— — --- Top of Rock Elev.(283.10')
_.. Total Well Depth Elev.(248.90')

Site Groundwater Levels
proposed Anson County Landfill
335
315
295
275
C
0
7 255
v
LW
235
215
195
175
2/14/92 311192 3110/92 419192 5/21196 1116/96 5116197 7112- 10/19197 12J2- 1120198 2125/98 31398 6130198
13/1997 3197
Date
-- 4—MW-17A-BZE GW Elev.
Ground Surface Elev.(327.10')
— -- Top of Rock Elev.(283.1 U)
• - - - -Total Well Depth Elev.(209.10)

Site Graaindwater Levels
proposed Anson County Landfill
355
335
315
295
275
0
a
m
w 255
235
215
195
175
2114192 311192 3110192 419192 5121196 11 f6196 5116/97 7112- 1 u119191
13/1997
Date
3197 31198
)IqR
——MW-17A-f3ZW GW Elev,
Ground Surface Elev.(328.01')
— --- Top of Rock Elev.(283.10')
- - • - - -Total Weli Depth Eiev,

Site Groundwater Levels
Proposed Anson County Landfill
340
320
300
280
C
O
a
w
260
2.10
220
2aD t - I
2114192 311192 3/10/92 419192 5121 /96 1116196 5/16/97 7112- 10/19/97 1212- 1 /20/98 2/25198 3130- 3119E 613019B
13l1997 3197
Date
BMW-17A-DD GW Elev. - --
Ground Surface Eleu(327.63')
— — Top of Rock Eiev.(283.10')
- - - -Total Well Depth Elev.(212.63')

Site Groundwater Levels
Proposed Anson County Landfill
265)
255
245
235
225
C
a
v
w 215
205
195
185
175
2114192 311192 3110192 419192 5/21196 1116196 5/16/97 7112- IurzarU(
1311997 3197 LV JU LJI Ju 31198
Date
)AS
—l—MW-1B-p13 GW Elev. �—
Ground Surface Elev.(256.06')
— — Top of flock Elev,(246.06')
Total WeH Depth Elev.(194.06')

Site Groundwater Levels
Proposed Anson COLinty Landfill
260
255
250
245
c
0
m
m
uj
240
235
230
225
2114/92 311192 3110/92 419192 5/21196 11 /6106 5116/97 7112- 1 L711 W91 11r2-
1311997 3197
Date
1 lLUp�!Jo Lf LJF �O 11-
31 /98
/Q R
--+-—MW-18-SB GW Elev. _..
Ground Surface Ftev_(257.26')
— -- --- Top of Rock Elev.(245.26')
- - - - - -Total Well Depth Elev-(227.26')

Site Groundwater Levels
Proposed Anson County Landfill
270
250
230
190
170
150
2J14192 311192 3110l92 4f9192 5121196 1116/96 5116/97 7112- 1911yty(
1311997
Date
J198
31198
--s-MW-19-SB GW Elev.
G(arnd Surface Flev.(247.28')
— -- — Top of Rock Etev.(235,68')
• . • • • •Total Well Depth Flev.(195.28')

Site Groundwater Levels
Proposed Anson County Landfill
Zen
215
270
260
255
250
2114192 3l1192 3110/92 4l9192 5/21196 1116196 5116197 7112- 10119/9 f 1212-
1311997 3197
Date
U- ZL)1-�6 ZIZDfZJ❑ 111 w111199
31196
— M -20-O© GW Elev.(252.24')
Ground Surface Elev.(27&37')
— Top of Rock Elev.(252 57)
Total Well Depth Elev.(252.57)

Site Groundwater Levels
Proposed Anson County Landfill
268
266
264
262
c 260
0
m
w 258
256
254
252
250
2114/92 311192 3/10/92 419192 5/21196 1116196 5116197 7112- 10119/91 1212-
1311997 3197
Date
tizu1uo LILJIzlU 11 1198
31198
—� MW-21-OB GW E1ev.(25o.48)
Ground Surface Elev
— — Top of Rock Elev.
Total Well Depth Elev.(250.26')

Site Groundwater Levels
Proposes! Anson County Landfill
270
265
260
255
250
C
0
y 245
y
W
240
235
230
225
220
2114192 M/92 3110/92 4/9/92 5f21196 1116196 5116191 1311997 31198
Date
)/98
MW-21-SB GW Elev.
Ground Surface Elev.(285.91')
Top of Rock Elev.(249.71')
- - - -Total Well Depth Elev.(230.11'

Site GroUndwater Levels
Proposed Anson County Landfill
280
270
260
240
230
220
2114192 311192 3/10192 419192 5/21196 11/6196 5116/97 7112- 1of1yw1 fL!L-
1311997 3197
Date
ucuiZ7o f98
31198
—�— NAW-21 B-BZW GW Elev.
Ground Surface Elev (270.33')
— — Top of Rock Elev.(257.33')
- - - - - -Total Well Depth Elev-(227.33')

Site Groundwater Levels
Proposed Anson County Landfill
266
264
.
262
......... .
_ ............ ............
260
C
6
25fi ................ ..........
............... ........... ......... .. .....
254
252
250
2/14192 311192 3/10192 419192 5121196 1116196 5/16197 7112- 10/19/97 1212- 1/20198 212519E 3130- 6130198
1311997 3197 31 /98
Date
—0 MW-21 D GW Fiev.
Ground Surface Elev.(266.93')
— — --- Top of Rock Flev.
- - - . Total Well Depth Flev.(251.43')

Site Groundwater Levels
Proposed Anson County Landfill
Son
295
290
285
C
O
> 260
a
to
275
270
265
260
2114192 3I1192 3/10192 419192 5121I96 1116196 5/16/97 ZJZ-
13l19- 10119/9/ 3 97
Date
I LLUmio 414-1- -1-- ,,1,,J/98
31198
— 0 MW-22-OB GW Elev.
---Ground Surface Elev.(297.34')
-- Top of Rock Elev.(262.34')
• • . • Tota( Well Depth Elev.(263-54')

Site Groundwater Levels
Proposer! Anson County Landfill
275
27fl
265
260
C
O
7
v
W
255
250
245
240
2J 14192 311192 3l10192 419192 5121196 11 /6196 5116/97 7112- 10119/97 32/ � 1 /20/98 2/25/98 3136130/98
98
1311997
Dave
—BMW 23-OB GW Elev.
Ground Surface Elev.(272.99')
— — Top of Rock Elev.(246.59')
T- V V_ Totai Well Depth Etev_(246.559')

Site Groundwater levels
proposed Anson County landfill
290
280
270
C
O
260
ui
250
240
230
2114/92 3t1192 3110/92 419192 512119B 11i6196 5116197 7112- 10/19/97 1212-
1311997 3197
Date
U2Ulub 212wuo 15113u- r-1798
31 /98
® MW-24-SB GW Elev.
Ground Surface Elev.(280.08')
— — --- Top of Rock Elev.
- - - - - -Total Well Depth Elev (236.58')

Site Groundwater Levels
proposed Anson County Landfill
275
270
265
260
C
O
7
LIJ
255
250
245
240
2114/92 311192 3f10/92 419192 5121196 11/6196 5/16/97 13112- 10/19/97 212 1120/98 2/25198 3130- 6/30/98
Date
---+--MW-25-OB GW Elev. J
Ground Surface Elev.(273.18`)
— — — Top of Rock Elev.(245.68')
-Total Well Depth Elev.(245.68')

Site Groundwater Levels
Proposed Anson County Landfill
255
250
245
240
C
O
7
G
W
235
230
225
220
211,1192 311192 3110/92 419192 5121196 11/6f96 5/16/97 7/12- 10/1919/ 1212-31ul lfzur!Jo aclf'u
1311997
Date
"1---1-1119a
31/98
---*--MW-26-013 GW Elev,
Ground Surface Elev.(251.44')
-- — — Top of Rock Elev.(238.20')
- - - - - -Total Well Depth Elev.(229.44

Site Groltndwater Levels
Proposed Anson County Landfall
253
251
249
247
241
239
237
235
2114192 311192 3110/92 419192 5/21 /96 1116196 5116197 7112- 10/19/97 1211-
1311997 3197
Date
llZurLori trtai�j❑ jiju- U 198
31/98
—4 MW-26-OBS GW Elev-
Ground Surface Elev,(251.70')
— - — Top of Rock Elev.(238.20')
Total Well Depth Elev.(23d.70')

Site Groundwater Levels
Proposed Anson County Landfill
260
250
240
c
0
y 230
m
w
220
21n
200
2114/92 311192 3110/92 419192 5121/96 1116196 5/16197 7112- 10/19/97 1212-
1311997 3197
Date
inn
11dMjUd 21L-lytl 0113u- ul Ju
31198
MW 2fi-SB GW Etev.
Ground Surface Elev.(251.67')
Top of Rock Elev.(228.67')
• • • - Total Well Depth Elev.(209.47')

Site Groundwater Levels
proposed Anson County Landfill
250
24)
230
220
210
C
y 200
v
w
190
180
170
160
150
2/14r'92 311192 3110192 419192 5121196 1 U6196 5116197 137112- 11997 10119197 12I2-3197 1120198 2125/98 3136130198
98
Date
- 6 MW-27-DB GW Elev.
Ground Surface Elev.(238.43')
--• — ---- Top of Rock Eiev.(210.43')
.. _ - - Total Well Depth Etev.(170.43')

Site Groundwater Levels
Proposed Anson County Landfill
240
235
230
220
215
210 r '
2114192 311192 3110192 419192 5121196 1116/96 5116/97 7112- 10/19197 1212- 1 /20198 2/25/98 31308 6130/98
13/1997 3197
Date
— 0 MW-27-OB GW E1ev. —�
Ground Surface Elev (238.39')
— — — Top of Rock Elev.(210,43')
- - - -Totat Well Depth Elev (213.39')

Site Groundwater Levels
Proposed Anson County Landfill
245
235
225
195
185
175
2114/92 311192 3110192 419192 5121 /96 1116196 5/16/97 13119- 1 U11 JIJ f
Date
3197 31198
1198
—MW 27-S13 GW Elev.
Ground Surface Elev.(238.48')
- - Top of Rock Elev.(210,43')
Tots€ Well Depth Elev.(196.48')

Site Groundwater Levels
Proposed Anson County Landfill
280
240
220
200
c
a
ten
W
160
140
120
100
2/14192 311192 3110i92 4/9192 5121196 1116196 5116197 7112- 10119/97 1212- 1/20l98 2125/98 3130- 5130/98
1311997 3197 31198
Date
D-B GW Elev.
Ground Surface Elev.(244.04')
— Top of Rock Elev (185.54')
- - - -Total Well Depth Elev.(144.04')

Site Groundwater Levels
Proposed Anson County Landfill
300
250
200
c
0
m
w
150
100
50
2/14/92 311192 3110192 4/9f92 5/21/96 1116/96 5/16/97 7112- 10/19/97 12/2-
130 997 3/97
Date
1/20/9H 2/25/96 JIJU- bl7Ufyo
31198
- —4 MW-28-DBA GWWElev.
Gfound Surface Etev.(244.53')
— — — Top of Rock Elev.(i 05.54')
• • - • TOW Weli Depth Elev.(61.53')

Site Groundwater Levels
Proposed Anson County Landfill
250
245
240
235
230
G
0
0 225
m
w
220
215
210
205
200 1 `
2/14/92 311l92 3/10192 419192 5/21196 1116/96 5f16197 7112- 10/19/97 1212- 1/20198 2t25198 31 0- 6130/98
1311997 3197
Date
—*—MW-26-OB GW Elev.
Ground Surface Elev.(245.30')
— — Top of Rock Elev.(185.54')
- • - -Total Well Depth Elev.(205.30')

Site Groundwater Levels
Proposed Anson County Landfill
250
240
230
2?0
210
c
a
200
w
190
180
170
160
150
41
Date

Site Groundwater Levels
proposed Anson County Landfill
265
260
255
250
c
0
m 245
v
w
240
235
230
225
41
1
Date
\�,` p\�p �\�•a '\\pro O\p�.,
——MW-29-08 GW Elev,
Ground surface Elev.(262 92')
— Top of Rock Elev.(243.72')
- - • -Total Well Depth Elev.(244.92')

w
Site Groundwater Levels
Proposed Anson County Landfill
272
270
268
264
262
260
Date
—--MW-30-013 GW Elev.
Gromd Surface Elev. (270,39')
- — Top of Rock Elev.(265.39')
- - - ,Total Well Depth Elev.(265.39')

C
O
w
w
Site GroUndwater Levels
proposed Anson County Landfill
270
250
230
190
170
150
2/14192 311/92 3/10192 419192 5/21196 1116196 6116197 7112- 10/19197 1212-
1311997 3197
Date
1120/98 212b/Ub JIJU- bf.Iul:io
31198
—BMW 31,DB GW Elev. �—
Grournd Surface Elev.(246.7l')
— — Top of Rack Elev.(231.2l')
Tolal Well Depth Eley.(190.61`)

Site GrOUndwater Levels
Proposed Anson County Landfill
2SO
245
240
c
O
7
61
W
235
230
225 1
^J\ h\��,�� h �,\���'� hO\h�\�� ^�� �p�1
1
Date
—® MW-31-0B GW Elev.
Ground Surface Elev_(246.39')
— - Top of flock Elev.(231.21')
-Total Well Depth Elev (231.39')

Site Groundwater Levels
Proposed Anson County Landfill
250
245
240
0
} 235
v
w
230
225
220
ON
Date
1
®ate

Site Groundwater Levels
Proposed Anson County Landfill
2Bn
275
270
c
0
7 265
w
W
260
255
250
2114/92 311192 3110192 419192 5121/96 11/5195 5116197 7112- 10/19197 1212- 1120198 2125196 3130- 6/30/98
13/1997 3197 31198
Date
— MW-34-0B GW
Ground Surface Elev-(276.20')
— — — Top of Rock Elev.(270.20')
- - - .TotaE Well Depth Elev.(270.20')

Site Groundwater Levels
Proposed Anson Connty Landfill
280
275
270
265
c
0
260
a
Lll
255
250
245
240
2114192 311192 3/10192 419192 5121/96 1116196 5116197 7112- 10/19/97 1212- 1/20198 2/25/98 3130- 6130198
1311997 3197 31198
Date
— 6 MW-34-SB GW Elev.
Ground Surface Etev (276.22')
— — Top of Rock Elev.(266-22')
- - • Total Well Depth Elev (244.72')

Sile Groundwater Levels
Proposed Anson County Landfill
31s
310
305
c
0
ro
us
300
295
290
1\�ry
Date
—MW-101 GW Elev.
Ground Surface Elev.(313.71')
— -- -•- Top of Rack Elev.(294.2l')
- - -- - - -Total Well Depth Elev (294.21')

Site Groundwater Levels
proposed Anson County Landfill
330
3,20
310
c
a
7 300
m
w
290
280
270
2114192 311192 3/10192 419192 5/21/95 11/6196 5116197 7112- 1011H)W 3197
13/1997
Date
31198
V98
0 p-10 GW Elev.
Ground Surface Elev.(322.02')
-- -- Tap of Rock Elev-(294.52')
- - - - - -Total Well Depth Elev.(281.02')

325
320
315
310
c
0
w
u+
305
300
295
290
21l

Site Groundwater Levels
Proposed Anson County Landfill
300
290
280
270
260
0
250
v
►u
240
230
220
210
200
2A 4192 311192 3110192 419192 5/21 /96 1 1 /6196 5116197 7112- 10119/97 1212-
13/1997 3197
Date
1120198 2f25I9b 3rsu- oraurad
31198
—�— P-3D GW Elev.—
Ground Surface Elev.(286.87')
— --- Top of Rack Elev.(231.87')
- - - - - -Total Well Depth Elev.(223,8T)

Site Groundwater Levels
Pfonosed Anson County Landfill
290
2H5
280
275
C
O
27D
m
ui
265
26D
255
250 1
2/14/92 311192 3/10/92 4/9192 5121/96 1116196 5115/97 7112- 10/19/97 1212- 112019B 2/25/98 3/30- 613019E
1311997 3197 31198
Date
4 P-3S GW Elev.
Ground Surface Elev (286 8T)
— Top of flock Elev. (231 .87')
- - - - - -Total Well Depth Elev.(259,8T)

Site Groundwater Levels
Proposed Anson County Landfill
310
......... -
30n
29Q _ .... - ..-_ . ........, ., ---� — P-4D GW Elev.
Ground Surface Elev.(297.31')
._.._.... ----
— -- Top of Rock Elev_(24B.3l')
_....... _ - ................
280 - - - - - -Total Well Depth Elev.(237.31')
270
c
0
v
250
240
230

Site Groundwater Levels
Proposed Anson County Landfill
31€3
3an
290
280
270
C
O
m
7
al
LL1 260
250
240
230
220
2114192 311192 3110l92 419192 5/21196 1116196 5116/97 7112- 10/19197 1212-
1311997 3197
Date
;12u1jo zizo) 90 arIU- ­J198
31 /98
—� P-4S GW Elev.
Groupd Sufface Elev.(297.30')
— — Tap of Rock Elev.(248.31')
- • . Total Well Depth E1ev.(257.30')

Site Groundwater Levels
Proposed Anson County Landfill
300
29S
290
285
260
C
O
21S
y
W
270
265
260
255
2503130-
2114102 311192 3110/92 4{9192 5121/96 11/6196 5/16197 7112- 10/19/97 212 1120/98 2125198 31198 6130/98
1311997 3/97
Date
— P-45A GW Elev.
Ground Surface Elev,(297.17`)
— --- — Top of Rock Elev.(246.31')
• ..Total Well Depth Elev.(259.1T)

290
280
270
260
C
O
7
61
W
2sn
240
230
220
211

Site Groundwater Levels
Proposed Anson County Landfill
200
280
270
C
0
260
v
uA
250
240
230 `
2/14192 311192 3110192 419192 5121196 1116196 516197 7112- 10/19/97 1212- 1120/98 2/25198 310- 31388 6130198
1311997 3197
Date
----P-6D-R GW Elev,
Ground Surface Elev.(285.86')
— -- Top of Rock Elev.(248.66`)
- - - -Totat Well Depth Elev.(248.66')

Site Groundwater Levels
Proposed Anson County Landfill
290
285
280
275
F
0
270
w
255
260
255
250
2114192 311192 3/10/92 419i92 5121 /96 1116196 5116197 7112- 1 u11 ara 1 LZIZ-
3197
13/ 1997
Date
31198
)198
P
Ground Surface Elev (285.73')
— — Top of Rock Elev.(248.66')
• - • • Total Well Depth Elev,(254.73')

Site Groundwater Levels
Proposed Anson County Landfill
290
285
280
275
G
a
> 270
v
w
265
260
255
--.6 P-sS-R GW Elev.
Ground Surface Elev.(285.69')
Top of Rock Elev.(248.56)
Total Well Depth Elev (261.59'
250 i I
2114192 311192 3/10/92 419192 5/21/96 11/6196 5116197 7/12- 10/19/97 1212-3/97 1120/98 2/25198 3/398 6130198
13/1997
Date

30
310
300
270
260
— 0 - W-71) GW Elev.
Gfound 5ufface Elev.(309.43')
— -- --- Top of Rock Elev (270.43')
• - - -Total Well Depth Elev.(261.43')
250
2l14192 311192 3/10/92 419192 5121196 1118196 5116/97 7112- 10/19/97 1212-3197 1f20M 2/25198 3130- 6130/98
1311997 31198
Date

320
310
300
290
c
a
m
a
ua
280
270
260
2.50
2114192 311192 3110192 419192 5/21/96 1116196 5/16/97 7112- 10/19/97 12J2- 1120198 2125198 3130- 6/30/98
1311997 3197 31198
Date
P-75 GW Elev.
.,_
Ground Surface Elev (309.85')
— Top of Rock Elev.(270.43')
• • • • Total Well Depth Elev.(274.85)

Site Groundwater Levels
Proposed Anson Cotlnty Landfill
320
310
300
290
C
O
r6
y
W
280
270
260
250
2114192 311192 3/10192 4/9192 5/21196 11/6196 5/16/9
7 7112- 10119/91 1111- 11207y❑ [ 4z)fLM 31,3v- 19B
1311997 3/97 31/98
Date
6_,._ P-8t7 GW Elev. f
Ground Surface Bev-(310.13')
— Top of Rock Elev.(271.13')
- - - - - -Total Well Depth E1ev.(256.63')

Site Gr011ndwater Levels
Proposed Anson County Landfill
320
310
300
290
C
O
N
W
280
270
260
250
2114/92 311/92 3110/92 419192 5121198 1116196
5/97 7112- 10/19/97 12/2- 1/20/98 2125/98 313D- 6130/98
1311997 3197 31198
Date

Site Groundwater Levels
Proposed Anson County Landfill
330
320
310
300
G
0
7 290
m
w
280
270
260
250
2114/92 311192 3/10192 4f9192 5121196 1116/96 5/16197 7112- 10119197 1212- 1120198 2125198 3130- 6130198
1311997 3197 31195
Date
--6 P-10D GW Etev, 4--
Ground Surface Elev.(321.65')
— --- Top of Rock Elev.(285.65)
- - - -Total Well Depth Elev,(275.65')

3-15
320
315
310
305
C
O
N
w 300
295
290
285
280
2/1

Site Groundwater Levels
Proposed Anson County Landfill
330
320
310
c
0
300
m
w
290
------------------------
280
270
hLc'\�� � 6^gyp\
❑ate

Site Groundwater Levels
Proposed Anson county Landfill
330
3-'5
320
315
0
310
m
w
305
300
295
290
2114192 311192 3/10192 419192 5/21/96 11/6196 5116I97 7112- 10119!97 1212- t!20!98 2125/98 3130- 6/30198
1311997 3f97 31198
Date
—0—P-115 GW Elev
Ground Surface Elev.(326.84')
— --- Top of Rock Elev.(290.93')
'Total Well Depth Elev.(296.84')

w
Site Groundwater Levels
proposed Anson County Landfill
320
310
300
290
280
270
260
250
2114192 311192 3/10192 419192 5121/96 1116/96 511619
— 4 P-12D GW Elev,
Ground Surface Elev.(307.71')
-- — Top of Rock Elev.(277.71')
Total Well Depth Elev.(265.71')
7 7112- 10/19/97 12I2-:31y1 112uiuo L1GZ)rJo J�-».- 1/98
13/1997 31198
Date

310
305
300
295
c
a
v
290
285
2B0
275
2114192 311192 3110192 419192 5121196 1116/96 5116197 7112- 10119197 1212- 1f20198 2f25f98 3130- 6130198
1311997 3197 31198
Date
—® P-12S GW Ftev.
Ground Surface Elev (307.44')
— --- — Top of Rock Flev.(277.71')
-Total Well Depth Elev.(278.44')

Site Groundwater Levels
Proposed Anson County Landfill
3110
33D
320
310
300
C
O
O1
w 290
280
270
260
250 .
2114/92 311192 3110/92 419192 5121/96 1116196 5116197 7112- 10/19197 1212- 1/20198 2/25/98 3130- 6130198
1311997 3197 31198
Date
_ _
0 P-13D GW Elev-
GTwnd Surface Etev.(326.35`)
— — — Top of Rack Elev.(282.35)
• • .. • • Total Well Depth Elev.(271.35')

Site Groundwater Levels
Proposed Anson County Landfill
335
3_'S
315
c
0
305
a
w
295
285
275
MI5
13/1997 3197 3i a❑
Date
198
4 P-13D-R GW Elev.
Ground Surface Elev (326.30')
-- -- Top of Rock Elev.(286.40')
- • - - - -Total Well Depth Elev.(286.40')

Site Groundwater Levels
Proposed Anson County Landfill
340
330
3;20
310
c
300
0
w
w 290
280
270
260
250
v1
Date
G€ound Surface Etev.(326.61')
— — Top of Rock Elev.(282.35')
- - - - - -Total Well Depth Eley.(283.6l')
/98

Site Groundwater Levels
Proposers Anson County Landfill
330
325
320
315
C
0
310
w
305
300
295
290 1
2114/92 311192 3110192 419192 5121196 1116/96 5/16197 7112- 10119197 21 � 1120198 2125198 3130- 613D198
1311997 31196
Date
— _PA3S-R GW Elev.
Ground Surface Elev.(326.4l')
— — Top of Rock Elev.(286.40`)
- - - - - -Total Well Depth Elev.(295.41`)

Site Groundwater Levels
Proposed Anson County Landfill
330
320
310
3D0
c
O
290
v
w
280
270
260
b—P-14D GW Elev.
Ground Surface Elev.(322.49')
— — -•- Top of Rock Elev.(285.49`)
• - • • • Total Well Depth Elev.(274-49')
250
2/14192 311/92 3110192 419192 5121196 111619E 5/16197 7112- 10/19/97 12/2-3197 1120l98 2125I98 31398 6130198
13/ 1997
Dale

Site Groundwater Levels
Proposed Anson County Landfill
325
320
315
310
305
C
O
7 30n
m
w
295
290
2e5
280
275
2J14/92 311192 3110/92 419192 5121/96 1116/96 5116/97 7112- 10/19/97 1212- 1/20/98 2/25/98 3130- 6/30/98
1311997 3197 31198
Date
=4=F-14S GW E1ev.
Ground Surface Elev-(322.25)
— — Top of Rock Elev.(285.49')
- - - - - -Total Well Depth Elev.(286.25')

Site Groundwater Levels
Proposed Anson County Landfill
295
290
285
280
275
0
.m
w
270
265
260
255
250
2114/92 311192 3110t92 419l92 5121196 1116196 Sf16/97 7112- 1oil 9(97 1212- 1/20/98 2/25198 3130- 6/30/98
13/1997 3197 31l98
Date
® P-150 GW Elev.
Ground Surface Elev.(290 64')
— — Top of Rock Elev.(271.64')
-Total Well Depth Elev.(260.04')

Site Groundwater Levels
Proposed Anson County Landfill
293
291
2B9
287
285
0
7
�L 283
2B1
279
277
275
2114/92 3/1/92 3110192 4f9i92 5/21196 1116196 5116/97 13/19- 1u11J/W 12r2-a1a1 114UYZYo 31198
Date
— # — p-155 GW Elev.
Ground Surface Elev.(290.94')
— — Top of Rock Elev.(271.64')
- - - - - -Total Well depth Elev (272.947)
19B

Site Groundwater Levels
Proposed Anson County Landfill
320
3�n
300
290
C
O
ra
Gl
W
280
270
260
250
2114192 311192 3/10t92 419192 5/21/96 11/6196 5116/97 7112- 10119/97 12J2- 1120/98 2/25198 31198 6130/98
1311997 3197
Date
P-102D GW Elev.
Ground Surface Elev.(315.77')
— — Top of Rock Elev_(275.27')
-Total Well Depth Elev.(275.27`)

320
310
300
29n
0
a
W
280
270
260
250
211
i198
-—P 1025 GW Elev.
Ground Surface Elev,(315.95')
— — — Top of Rock Elev.(275.27)
- - - -Total Weil Depth Elev-(288.95')

Site GFOLIndwater Levels
Proposed Anson County Landfill
32S
320
315
310
305
C
O
j 300
295
290
285
280
275
7I4.
1311997 3197 31198
❑ate
'98
�.� P-107 GW Elev.
Ground Surface Elev.(319.35')
— --- ---- Top of Rock Elev.(287.35')
- - - -Total Well Depth Elev.(287.35')

Site Groundwater Levels
Proposed Anson County Landfill
315
310
305
C
0
a
ul
300
295
290
211
Date
198
—� F JOB GW Elev. —
Ground Surface Elev (313.22')
— — Top of Rock Elev.(298.22)
- - -Total Well Depth E1ev.(298.22')

Site Groundwater Levels
Proposed Anson County Landfill
320
310
300
2M
c
a
ro
m
[u
280
270
260
250 _ — `
2/14/92 3l1192 3/10/92 419192 5/21/95 1116/96 5116197 7112- 10119/97 1212- 1120198 2/25/98 3130- 6130/98
13/1227 3197 31198
Date
—6 P-109 GW Elev.
Ground Surface Eiev.(312.08')
-- — Top of Rock Elev.(273.08')
- - - -Total Well Depth Elev.(273,08')

305
300
295
285
280
—0 P205 GW Rev.
Ground Surface Elev.(302 87')
--- — — Top of Rock Elev (28077')
- . - - • • Total Welt Depth Elev.(280.77')
275
2114/92 311/92 3/10192 419192 5121195 11/6/961 5116197 7112- 10/19/97 1212-3197 1120198 2/2519B 3f30- 6130198
13/1997 31198
Date

Anyone who listens to the news has heard numerous reports regarding El Nina. This
phenomenon is receiving worldwide attention, and rightfully so as this year's episode is
shaping up as one of the strongest ever. Serious attention to El Nino began about 30 years
ago, escalating in 1982 when the event that year became the most powerful ever observed.
Since then, scientists and researchers around the world have been striving to understand
more about the global teleconnections of El Nino and its influence on weather and climate.
View November 1997 Press Release regarding El Nino research at SCO.
In response to concerns of El Nino's impact on North Carolina, the SCO formed an El Nino
Research Team to study the effects on our weather. In September 1997, Ryan Boyles,
Devdutta S. Niyogi, Brian Potter, and Orbita Roswintiarti combined their efforts as a research
team led by Dr. Sethu Raman. The data used for this study comes from 101 years of
precipitation and temperature records gathered from across North Carolina. Several
approaches were investigated to measure the correlation of El Nino to temperature and
precipitation patterns. This study indicated that EI Nft's largest impact will be felt during the
winter season. Statistical results suggested that North Carolina would experience above
normal precipitation and below normal temperatures during the winter season.
Figure 1 shows the SCO's predicted precipitation anomalies.
The coastal region was forecasted to be the most affected area.
Findings suggested that anomalies decreased northward and
inland. Observed precipitation patterns for November,
December, and January are shown in Figures 2 through 4.
There is good agreement with the predicted trends. For
example, November's precipitation in the southern coastal
region was more than two inches above normal ° This trend has
continued throughout the winter so far. In fact, January precipitation at Raleigh -Durham was
more than 100% above normal. In addition to precipitation, November and December
temperature anomalies agree with the initial forecasts; however, January temperatures were
above normal.
What makes El Nino such a challenging topic is its wide variation from one event to the next.
Although southern California and the Gulf Coast States have received the greatest attention,
our observations indicate that the east coast is also significantly affected. The variability and
complexity of this phenomenon demands new tools and knowledge so that we can gain better
understanding and predictive skills. The SCO is intensifying its efforts to understand the
physical processes that relate the effects of El Nino on North Carolina's weather and climate.
For more information on El Nino, look at the SCO's official website:
httpa/www.nc-climate.ncsu.edu .
(i ; 1213/98 12:32 PM

earth Caolina C11ina[e
http://www,nc-climate,ncsu.edu/sc:o/clim,Lti,—irifo/rimo.htivi
................. .................... ...........
Fig. 3. Precipitation anomalies (departure from normal) far December 1997.
_argest anomalies are near the central coast.
L..................................................................................................
€ Fie. 4. Precipitation anomalies (departure from normal) for January 1
ELargest anomalies are. near the southerncoast.
Pill III
r s
Last November. the State Climate Office released information concerning the potential of
increased winter storms over North Carolina this winter. The research results were conveyed
to the general public through a series of TV interviews and newspaper articles. In an interview
with WNCN TV-17 News (Raleigh), Dr. Raman stated that findings indicate above normal
precipitation will occur across the state with largest increases along the coast. This prediction
of enhanced precipitation is attributed to an increased frequency of noreasters and coastal
storms. This forecast has turned out to be accurate. Elevated frequency of winter storms is a
major concern with regard to coastal erosion, property damage, and flooding. The SCO is
expanding its investigation into this effect due to El Nino.
l2/3/`,S 12:3w PM

D:\webyage\ensoycars
ht WrLicIb4.noaa.gov:SO/products/analysis_monitoring/ensostuff/enso years, html
The following list of cold (La Nina) and warm (E1 Nino) episodes has been compiled to provide a
season -by -season breakdown of conditions in the tropical Pacific. We have attempted to classify the
intensity of each event by focusing on a key region of the tropical Pacific (along the equator from 150°W
to the date line). The process of ciassification was primarily subjective using reanalyzed sea surface
temperature analyses produced at the National Centers for Environmental Prediction/Climate Prediction
Center and at the United Kingdom Meteorological Office. An objective procedure for classifying
intensity is being explored at NCEP/CPC. In the following table, weak periods are designated as C- or
W-, moderate strength periods as C or W, and strong periods as W+ or C+.
-t.......................... ......... .................... .. ........
11971 C C- C'
....
C-F
......
1972
.::..... .......:
W
F
W W+
1973
C+
1974 i
C+ C
C- C-
11975
C- C
—�
[ L... + E
11976
C
_
W —;
...........................................
1977
.....::.. ....... ................. .......:.
W
11978
W-
1979
1980 i
W-^
1 of'- 12/3/98 12:16 PM

D:Awebpa�,evensoyeurs
http://nic,f b4. noaa. gov:80/products/analysis_monitorin g/ensostuff,lensoy=. htmi
1981
5
198
Wporml
1983 —<3
t......'
W++
W
� 'i
1984 A
C
>
Z985
C—
C—
,.
198
W W f
..:.,i
1987
W
W
_
... W+ w
1988 i
W-
C+ 1
..
11989
C+ ..
C_...
31990
......
.... W € W—
!1991 ;
W—
W
W .
1992
W+ .:
.:: W....
W
W
W WW 3
J994
1995
W
C
'1996
11997
W
W+ W
2 „E 2 12/3/98 12:16 PM

3mpranks.gif at nic.fb4.noaa.gov
Page i of 1
HISTORICAL
Winter (December -'
c_LMArE PRED1CTlCN CENTER (CPQ NOAA
NATIONAL CLMTiC DATA CENTER flVCDq NCAA
Based on 2 data generated by the CPC: Cornparadve,
aUgj toff c data generated by the W-D( This chart depicts the
raking of the speadc paraneter, as measured olrring the period
indicated, wiM respect to alloj?ersuch periods since 1895.
82
98
71
9
LEGEND
DRY
1 -10
11 - 20
21-34
35 - G9
70 - 83
84 - 93 Awmtk
94 - 103 ip
WET
http://nic.fb4.noaa.-ov/products/analysis monitoring/regional_monitoring/3mpranks.gif 4/6/98

SCO of NC: Station informadon
http://www-nc-climate,ncsu.edu/sco/starions/53 l .html
Station Name
Wadesboro
County
Anson
>.. ............... .
... .. .........
F* ...........
Latitude
................
...............................................................
341158' N
.............. -.._.........................
Longitude
:::: _....
....................... ........... ....... .........
80 ° 04' W
......::.....
Elevation
.......................
480 feet
.................... ......
...........
SCO Station Number
............................
...
! 5.31
_.........................._...._..
Period of Record
................
FAugust 1948 - present
......... ....... .. .
Available Data
. .............................
Daily high temperature
3............_................_.... „ .... -
-----------------------------
Daily low temperature
...................................................
F Daily mean temperature ?
Daily precipitation
Daily degree days
3................................................................
I of 1 1213/98 12:34 PM

70.00
60,0 ►
rZ
40.00
Cd
6J
L.
A�
e 30.00
G
20.00
10.00
Annual Precipitation Levels, 1948 - 1997
Year

National Climatic Data Center
Precipitation Data
A r
Ma
Jun
Jul
Au
Se Oct
Nov Dec
Year Jart
Feb
Mar
1948
n.no
0.00
0.00
0.00
0,00
0.n0
0.00
1.91
5.48
0.75
3.24
0.00
1949
0.00
3.72
1.53
5.75
5.79
3.84
6.43
10.75
4.47
0.88
3,78
2.00
1950
1.29
1.12
0.00
1.46
2.01
4.84
5.87
1.56
3.14
2.71
0.00
0.00
1951
0.00
.33
3.88
3.76
.70
4.71
1.53
_5.60
2.83
1.68
T0.84
2,47
4.09
1952
2.65
4.65
6.35'
4.28
5,03
2.61
2.98
14.32
4.09
1.85
3.89
1953
2.58
5.09
5.29
2.28
3.84
3.13
5.49
5.84
5.82
0.11
0.56
6.86
1954
5.89
2.70
5.35
4.88
3.40
0.73
3.93
1.20
0.14
6.55
0.87
3.08
1955
3,69
2.27
2.44'
4.39
4.07
2.55
7.60
5.68
4.58
4.13
2.56
Q.Sf
1956
1,35
5.48
3.40
2.92
2.39
2.24
2.26
6.17
7.08
1.71
1.35
2.24
1957
2.22
274
3.94
1.06
8.39
5.87
1.67
4.29
4.n8
1.48
9.12
2.24
1958
5,28
3.44
3.81''
6.06
4.43
5.6B
6,70
3.19
0.69
7,05
0.65
3.93
1960
5.57
6.89
5.50
4.07
2.40
6.33
4.04
5.78
3.35
1.96
1.45
2.04
1961
2.77
6.37
4.61'
5,03
4.06
6.84
4.30
8.25
0.18
0.92
2.46
3.87
1962
5.50
4.19
4.30
2.88
2.99
5.32
1.89
0,61
5.79
0.66
5.86
1 07.
1963
4.02
4.07
3,71'
3.45
6.73
3.80
2.41
3.95
4.99
0.35
6,67
3.34
1964
6.27
5.59
4.83.
3.53
1.66
3.70
9.99
6.64
328
8.50
1.36
3.94
1965
2.84
4.50
6.99
2.86
1.02
.7.01
4.76
3.05
2.35
2.29
2.22
0.54
1966
5.6B
4.03
3.34
2.37
6.08
2.1 B
3,4B
4.78
5.34
3.25
1.24
2,83
1967
2.63
4.71
126
1.96
4.19
2.35
5.09
10.33
4.90
0.83
3.35
4.91
1968
5.52
0.69
2.68
1.72
3.11
4.61
7.29
4.60
1.17
5.09
5.Q6
298
1969
2.07
5.03
4.36
3,03
1.52
6.41
5.07
5.65
5.27
1.31
0.74
3.68
1970
2,79
3.78
4.73
1.61
3,96
2.82
4.21
9.18
3.15
6.58
0.78
2.40
1971
5.37
4.10
6.76
3.03
6.92
6.61
11.50
7.55
262
8.84
1.73
1.94
1972
5.42
3.77
3.12
1.21
4.68
3.94
3.54
2.01
6.Q0
i.n5
5.04
7.41
1973
4.59
4.11
4,87
6.$0
3.29
6.93
5.45
2.44
0.0Q
1.58
0.49
6.10
1974
2.94
4.76
3.12
1.61
5.$1
2.01
1.84
6.33
5.31
0.13
2.81
5.58
1975
6.29
3.81
6.97
1.65
7.36
2.40
14.16
2.49
9.14
2.09
2.59
4.42
1976
2.89
1.22
3.75
0.31
6.13
8.03
3,07
1.48
3.64
5.04
3.50
4.32
1977
3.37
1.09
8.78
1.96
2 07
4.87
1.49
283
3.10
4.39
1.50
3.37
1978
8.77
0.80
4.35
3.36
4.31
7,67
6.92
4.25
0.56
0.59
2,97
2.22
1979
1 7.28
7.76
3.97
4.47
3.30
6.48
3.601
1,221
7.84
1.40
5.60
1.89
1980
4.64
0.77
8.951
99,11
2.04
1.56
3.651
2.86
6.69
4..
2.241
1.49
Page

1981
1982
1983
1984
1985
1986
1987
1988
0.76
6.32
2.86
4.33
3.63
1,27
6,73
3.93
1.90
3.11
5.36
2.57
5.55
3.42
4A5
3.45
4,03
4.18
5.91
5,91
6.85
5.53
1 A 7
4.66
1,44
5.06
3.65
1.37
2.56
2,221
3.22
5.25
1.75
3.7$
2A 5
2.72
8.39
6.44
0.91
2.74
5.50
1.94
5,65
3,38
6.12
2.70
7.30
4.86
2,16
5.00
4.47
0.40
4.94
3.09
4.22
0,59
0,31
1.69
1.76
4.96
2.59
4.64
2.63
6.72
1.01
0.70
3.47
2.96
2.33
4,98
1,62
5.69
4.39
3.47
1.28
1,69
7.60
4.28
1.37
2.69
1,46
2.50
2.33
1,80
3.75
3.40
6.55
1.02
2,82
5.76
0.51
5.75
1.58
4.86
0,72
3.94
9.63
2.13
7.33
9.65
2.92
4.4d1
12.02
4.95
1.95
8.01
5,19
1.96
5.15
3.30
8.48
3.02
4.45
1.54
5.44
5.62
4.50
4.53
4.94
4.47
2.47
2.73
1.29
10.98
10.27
5.09
6.60
3.28
228
9.34
6.29
2.62
4.60
5.60
6.50
5.�)`)
1.37
2.41
3.24
0.38
0.10
1.43
6.92
5.25
4.89
0.64
1.62
3.40
5.36
4.74
1,72
5.28
3.R3
2.21
5,61
1.91
1.51
6.82
2.42
1.50
3.08
4.80
12.98
0.87
5.54
3,83
3.14
822
4.05
3.29
0.70
1.85
3.86
1.43
4,10
4.81
3.87
3.78
3A6
2.07
1.91
7.75
3.09
2.83
4.35
3.01
2.96
5.21
4.27
7.33
1.59
0.92
3.64
2.83
1.16
3.61
2.71
2.81
2.42
3.10
2.70
1.26
2.23
3.24
1989
1990
1991
1992
1993
1994
1995
1996
Average
_
Average Annual
Preci itaion
46.7
Jan Feb Mar A r Ma Jun Jull Average Annual
son Count - T58W4 Bedrock Wel�Data 1967 -1988 Preci itaign
Rrage4.2z) 3.73 2.3fi 3.R2 4.2$ 5.43 4.R7 3.$3 3.i2 2.$S 3.fi2 46.6
Page 2

1 1.7 5
10.7 5
9.75
675
s~
0
5,75
vu
7
Q
4.75
3.75
2.75
.tan.
Waclesboro Average Monthly Precipitation, 1948 1998
Feb. Mar. Apr. May Julie July Aug. Sept. Oct. Nov.
Month Avb 199R
Dec.

Date sent:
'Thu, 1d May 1998 15:39:46 -0500
From:
State Climate Office of North Carolina <[e-mail]>
Organization:
NC State University
To:
[e-mail]
Subject:
Info Request
Subject: monthl9.441
Date: Thu, 14 May 1998 15:42:54 -0400 (EDT)
From: N C CLIMATE OFFICE <[e-mail]>
To: [e-mail]
Station: (318964) WADESBORO, NC
From: 1998/1 to: 1998/1
yyyy mm dd prep
(in)
199801 01 0.00
199801 02 0.00
1999 01 03 0.00
199801 04 0.00
199801 05 0.00
199801 06 0.00
199801 07 1.98
1998 01 08 3,05
1998 01 09 0.02
199801 10 0.00
1998 Ol I 0.00
199901 12 0.00
199801 13 0.02
199801 14 0,00
199801 15 0.50
199801 16 0,72
199801 17 0.89
199801 18 0.00
199801 19 0.85
1998 01 20 0.30
199801 .2.1.....0 00.... .
199801 22 0.00
199801 23 0.76
199801 24 0.29
199801 25 0.01
199801 26 0.00
199801 27 0.16
199801 28 2.00
199801 29 0,03
199801 30 0.00
199901 31 0.00
Tot/Avg 11.58
Data values are for 24 hours ending at 9:00 am
The status of daily data in the CIRRUS database is as hollows:
Weather wire data available through 05/14/98
Fri, 15 May 1998 08:50:27

Date sent: Thu, 07 May 1998 17:44.28 -0500
From: State CIimate Office of North Carolina <[e-mail]>
Organization:' NC State University
To: [e-mail]
Subject: wadeshoro update
Subject: monthl.299
Date: Thu. 7 May 1998 17:33:02 -0400 (EDT)
From: N C CLIMATE OFFICE <[e-mail]>
To: [e-mail]
Station: (318964) WADESBORO,NC
Year-- 1998 Month=2:
year mm dd tobs prcp tmax tmin mean
(in) (F) (F) (F) (in) (in)
1998 02 01 8 0.00 49 25 37 0.0
1998 02 02 8 0.00 54 27 41 0.0
1998 02 03 8 0.00 59 32 46 0.0
1998 02 04 8 1.12 49 44 47 0.0
1999 02 05 8 0.74 44 38 41 0.0
199902 06 8 0.02 46 40 43 0.0
1998 02 07 8 0.00 47 37 42 0.0
1998 0208 8 0.20 41 35 38 0.0
1998 02 09 8 0.00 53 36 45 0.0
199802 10 8 0.00 54 29 42 0.0
199802 11 8 0.00 59 30 45 0.0
199802 12 8 0.29 57 43 50 0.0
199802 13 8 0.00 63 37 50 0.0
199802 14 8 0.00 ]2 38 45 0.0
199802 15 8 0.00 56 31 44 0.0
199802 16 8 0.18 53 34 44 0.0
1998 02 17 8 2.65 59 39 49 0.0
199802 18 8 0.02 74 47 61 0.0
199802 19 8 0.00 58 37 48 0.0
1998 02 20 8 0.00 66 42 54 0.0
1998.02 218 0.00 64 40_ 52 0.0
1998 0222 8 0.00 60 36 48 0.0
1998 02 23 8 0.44 56 41 49 0.0
1999 02 24 8 0.08 50 40 45 0.0
1998 02 25 8 0.00 64 43 54 0.0
1998 02 26 8 0.00 70 38 54 0.0
1998 0227 8 0.11 69 41 55 0.0
1998 02 28 8 0.19 64 50 57 0.0
snow depth
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0..
0
0
0
0
0
0
0
Av-/Sum 6.04 56.8 37.5 47.1 0.0
* Data values are for 24 hours ending at time of observation.
The status of daily data in the CIRRUS database is as follows:
Weather wire data available through 05/07/98
Preliminary data from National Climatic Data Center thru 02/28/98
Final quality -controlled data from National Climatic Data Center thru
10/31 /97
-- 1 - Thu. 14 May 1998 10:14:30

Date sent: Fri, 05 ,Tun 1998 16:08.12 -0500
From: State Climate Office of North Carolina <[e-mail]>
Organization: NC State University
To: [e-mail]
Subject: info request
Subject: monthl.966
Date: Fri, 5 Jun 1998 15:53:15 -0400 (EDT)
From: N C CLIMATE OFFICE <[e-mail]>
To: [e-mail]
Station: (318964) WADESBORO, NC
From: 199813 to: 199813
yyyy mm dd
prcp
(m)
1998 03 01
0,00
1998 03 02
0,00
199803 03
0.01
1998 03 04
0.00
1998 03 05
0.00
199803 06
0.00
1998 03 07
0.01
1998 03 08
0.83
1998 03 09
1.54
1998 03 10
0.00
1998 03 11
0.00
1998 03 12
0.02
199803 13
0.00
199803 14
a_00
199803 15
0,00
1998 03 16
0.00
199803 17
0.00
199803 18
0.46
1999 03 19
2.40
199803 20
0.02
1998 03 21
0.00
1998 03 22
0.00
1998 03 23
0.00
1998 03 24
0.18
199803 25
0.00
1998 03 26
0.00
1998 03 27
0.00
1998 03 28
0.00
1998 03 29
0.00
1998 03 30
0.00
1998 03 31
0.00
Tot/Avg/ 5.47
Data vaineslre for 24 hours ending at 8:00 am
The status of daily data in the CIRRUS database is as follows:
-- 1 -- Mon. 8 Jun 1998 10:28:28

SCO of NC: Station information
http://www.nc-:lunau.neSu.zdui$co/sr uions/518.htm1
. . . .. ........ .. ........ ..
Station Name
............
Monroe (4 SE)
_ . .....
County
F Union
Latitude
34 58 N
.........................
Longitude
..
80 ° 30' W
_
Elevation
:::
580 feet
................................ ...........
SCO Station Number:.
Period of Record
esent
January1933 - resent
pr
.......... ..
Available Data
Daily high temperature
..................
Daily low temperature
_.................................................. .
Daily mean temperature
........................................
......... ... .........:.............:........................... <
I Daily precipitation
..............................................
Daily degree days
................................................... .
',f 1 I2/3/98 I2:33 PM

70.00
60.00
40.00
30.00
1
L,
w-I
Monroe Annual Precipitation Levels, 1957 - 1997
..i
Year

National Climatic Data Center
Precipitation Data
Jul
Au Se
Oc#
Nov
Dec
Total
Year
Janj
Feb
Mar
AprAprI
Ma
Jun
194E
1949
0.00
0,00
0.00
3.72
0,00
1.53
0.00
5.75
0.00;0.00
5.79
3,84
D.00
6.43
1.91
10.75
5.4B
4.47
0.75
0.B8
3.24
3.78
0.00
2.00
11.38
48.94
1950
1.29
1.12
0.00
1.46
2.01
4.84
5.87
1.56
3.14
2,71
0.00
0,09
1951
1952
1953
0.00
2.65
2.58
-33
4.65
5.09
3.88
6.35
5.29
3.76
4.28
2.28
.70
5.03
3.84
4.71
2.61
3.13
1.53
2.98
5,49
5,60
14.32
5-84
2.83
4. -9
5.82
1.68
0.84
0.11
2.47
1.85
0.56
4.09
3.89
6.86
31.0
31.58
53.54
46.89
1954
1955
5.89
3.69
2.70
2.27
5.35
2.44
4.88
' 4.39
3.40
4.07
0.73
2.55
3.93
7.60
1.20
5.68
0.14
4.58
6.55
4.13
0.87
2.56
3.08
0.56
38.72
44.52
1956
1.35
5.48
3.40
2.92
2.39
2.24
2.26
6.17
7.08
1.71
1.35
2.24
38.59
1957
1958
2.22
5,28
2.74
3.44
3.94
3.81
1.06
6.06
8.39
4.43
5.87
5.68
1.67
6.70
4.29
3.19
4.08
0.69
1.48
7,05
9.12
0,65
2.24
3.93
47.10
50.91
1960
5.57
6.89
5.50
4.07
2.40
6.33
4.04
5.78
3.35
1.96
1.45
2.04
49.3E
1961
1962
2.77
5.50
6.37
4.19
4.61
4.30
5.03
2.88
4.06
2.99
6.84
5.32
4.30
1.89
8.25
0.61
0.18
5.79
0.92
0.66
2.46
5.86
3.87
3.07
49.66
43.06
1963
1964
1965
1966
4,02
6.27
2.84
5.68
4.07
5.59
4.50
4.03
3.71
4.83
6.99
3.34
3.45
3.53
2.86
2.37
6.73
1.66
1.02
6.08
3:80
3.70
7.01
2.18
2.41
9.99
4.76
3.48
3.95
6.64
3,05
4.78
4.99
328
2.35
5.34
0.35
8.50
2.29
3.25
6,67
1.36
2.22
1.24
3.34
3.94
0.54
2.83
47.49
59.29
40.43
44.80
1967
2.63
4.71
1.26
1.96
4.19
2.35
5.09
10.33
4.90
0.83
3.35
4.91
46,51
1968
5.52
0.69
2.68
1.72
3.11
461
7.29
4.60
1.17
5.09
5.06
2.98
44.52
1969
1970
2,07
2.79
5.03
3.78
4.36
4.73
3.03
1.61
1.52
3.96
6.41
2.82
5.07
4.21
5.65
9.18
5.27
3.15
1.31
6.58
0.74
0.78
3.68
2.40
44.14
45.99
1971
5.37
4.10
6.76
3.03
6.92
6:61
11.50
7.55
2.62
8.84
1.73
1.94
66.97
1972
1973
5.42
4.59
3.77
4A 1
3.12
4.87
1.21
6.80
4.68
3.29
3:94
6.93
3.54
5.45
2.01
2.44
6.00
0.00
1.05
1.58
5.04
0.49
7.41
6.10
47.19
46.65
1974
1975
2.94
6.29
4.76
3.81
3.12
6.97
1.61
1.65
5.81
7.36
2.01
2.40
1.B4
14.16
6,33
2.49
5.31
9.14
0.13
2.09
2.81
2.59
5.58
4.42
42.25
63,37
1976
2.89
1.22
3.75
`' 0.31
6.13
8.03
3.07
1,48
3.64
5.04
3-50
4.32
43.38
1977
3.37
1 A9
B,78
1.96
2.07
4.87
1.49
2.83
3.10
4.39
1.50
3.37
38.82
197B
8.77
0.80
4.35
3.36
4.31
7.67
6.92
4.25
0.56
0.59
2.97
2.22
46.77
1979
7.28
7.76
3.97
4.47
3.301
6.48
3.60
1.22
7.84
1.40
5.60
1.89
54.81
19B0
4.64
0.77
8.95'
2.23
2,04
1.56
3.65
2,861
6.69
4.76
224
1.49
41.88
1981
1982
0,761
6.32
4.18
1 5.91
2.15'
2.72''
0,40
4.94
2.33
4.98
3.40
6.55
12.02
4.95
4.Vj
2.47
1.37
2.41
2.21
5.61
0.70
1.B5
5.21
4.27
39.20
52.98
Page 1
Begin in 1957

1983
2,86
5.91
8.39
3.09
1.62
1.021
1.95
2.73
3.24
1,91
3,86
7.33
43.91
1984
4.33
6.$5
6.44
4.22
5,69
2.82
8,01
1.29
0,38
1,51
1.43
1.59
44.56
1985
3.63
5,53
0.91
0,59
4,39
5.76
5,19
10.98
0.10
6,82
4.10
0.92
48.92
1986
1.27
1.17
2.74
0.31
3.47
0. 11
1.96
10.27
1.43
2.42
4.81
3.64
34.00
1987
6.73
4.66
5.50
1.69
1.28
5.75
5.15
5.09
6.92
1.50
3.87
2.83
%97
1988
3.93
1.44
1.94
1.76
1.69
1.58
3,30
6.60
5.25
3,08
3.78
1.16
35.51
1989
1,90
5.06
5.65
4.96
7.60
4.86
8.48
328
4.89
4.80
3.06
3.61
58.15
1990
3,11
3.65
3,38
2.59
4.28
0.72
3.02
2.28
0.64
12.98
2.07
2.71
41.43
1991
5,36
1.37
6.12
4.64
1.37
3.94
4,45
9.34
1.62
0.87
1.91
2.81
43.8
1992
2.57
::2,56
2`.70
. ;:2:fi3
2.69
9.63
1.54
6.29
3.40
5.54
7.75
2 42
: 49.72
1993
5.55
222
7.30
6.72
1.46
2.13
5.44
2.62
5,36
3.83
3.09
3,10
48.82
1994
3.42
3.22
4.86
1,01
2.50
7.33
5.62
4.60
4.74
3.14
2.83
2.70
45.97
1995
4,15
525
2.16
0.70
2.33
9.65
4.50
5.60
1.72
8.22
4.35
1,26
49.89
1996
3.45
1.75
5.00
3 47
:1 80
2.92
4.53
6.50
5.28
4,05
< 3.01
2.23
43.9
Average Annual
1997
4.08
3.81
3.41
3 65
1.46
3.41
10;15
0.62
4.02
5:36
5 09
4 A
49:46
Fred itaion
Average 1957-1997
4.20
1.82
4.50
2.84
3.68
4.64
5.16
4.72
3.73
3,60
3.17
3.27
47.16
47.33
High
8.77
7.76
8.95
fi.80
8.39
9.65
14.16
10.98
9,14
12.98
9.12
7.41
fi6.97
Low
0.76
0.69
0.91
0.31
1.02
0.51
1,49
0.61
0.10
0,13
0.49
0.54
34 A0
Flange
8.01
7.07
8.04
6.49
7.37
9.14
12.67
10.37
9.04
12.85
8.fi3
6.87
32.97
Variance
3.70
3.84
4.70
3.11
4.19
6.71
11.24
9.09
5.83
10.28
3.93
3,08
58.85
Std Deviation
2.00
1.99
2.24
1.83
2.13
2,67
3.54
3.09
2.48
3.48
2.16
1.84
7.9$
Ave + St Dev
6.20
5.80
6.74
4.67
5.82
7.30
8.70
1 7.81
6,20
7.09
5.33
5.11
55.14
Janj Febj Marl A
nson County - T58W4 Bedrock Well Data 1967 - 1
verage 1 4.29 1 3,73 4.48 2.___
Junes Juil Augl Sep( Oct
3.82 1 4.29 1 5.43 1 4.87 1 3.83 1 3.12 1 2.85 1 3.62
Page 2
Average Annual
Precinitaion

5.50
5.00
4.50
C
CL,
U
C7
4.00
0
3.00
2.50 1—
Jan
Monroe Average Monthly Precipitation, 1957 - 1998
;Fell Afar Apr May Jun Jul Aug Sep
Month
Oct Nov Dee

9.50
8.50
7.50
0
6.5()
u
F.
5.50
G
0
w
rn
4.50
M
3.50
2.50
,fan
Monroe Average Monthly Precipitation, 1957 - 1998
Feb Mar Apr May jun .lnl A119 Sup
M IWI

doww,

APPENDIX 7E
GEO TECHNICAL DATA AND REFERENCES

Project Name ANSON COUNTY
Project No. 14876.00
Project Engineer D. ADILMAN
'ET
LABORATORY TESTING DATA SHE
Assigned By P. LOCKWOOD
Date Jul.97
Reviewed By
Date Reviewed
on Tests .
Density._
St
�nr
0
Water
PL".
pvc
F lyd
VOID
D' unit
ry
PORosm
peftt-
V
Stra n
C
Laboraioq Log
d
+
Depth,
L0
Colitot
.LL
:
RATIO
wt� Prt
n
Ability
pq
t
Or T
.. ..
1�criplfon
No.
%:
% .
-
. ..
.. ..
Ps
No::96
P- 103
22.1 22.1
2.7
94.4
0.44
8-
4
-
I I '
P- 103
10
2
19,8
---
2.7
103.8
0.38
0.5-
5'm
AN11 'f tM'
P- 104
2.5
3
20.0
2.7
92.0
0.45
8-
Ar", Cay
f
P- 104
9
4
22.5
2-7
92,8
0.45
i
D,
f e4-'
P- 105
3
23.4
2.7
1.6
0.46
---
9-
1
:1
1
C (1",
,
D",'l ,,,I se,
I sv
P-105
9.8
7
17.3
2.7
— 93.8
0.36
1
1
1 --+—
1
5
Cwffzx GZA GmEnvironmenial, Inc.
QVj:W10N1L,&ffiL,%DF0RM7 XUS

Sample
Depth
Moisture
No.
Content
(ft)
M
P-2D� t,
22-24
60.5
rg° p-5D _ r
5-6
12.9
P_6D -.'-l-
5-6.5
10.7
P-13D-R
15-17
49.7
MW-i OD
5-6
9-6
MW-16D
5-5.5
15.7
Summary of Geotechnical Laboratory Testing
Container Corp.
of Carolina
Liquid
Plasticity
USCS
Limit
Index
=PermeabilitySpecific
Gravity
62
15
MH
2.1 x 10-5
2.73
65
37
CH
2.7 x 10-6
2,72
HP
NP
ML
4.2 x 10-4
2.74
60
17
MH
2.5 x 10-6
2.75
36
12
Sc
8.3 x 10-5
2,64
51
20
MH
1.9 x 10-4
2.94
* Estimated porosity = 1-(dry densityl(spec.gray.x 62.4))
Wet
Dry
Estimated
Unit Wt.
Unit Wt,
Porosity"
{g/cc) (pco
(g/cc) (pcf)
1.65
103.20
1,03
64.30
0.62
1.76
109.69
1.56
97.16
0.43
1.78
110.94
1,61
100,22
0.41
1.66
103,38
1.11
69.06
0.60
2.07
128.92
1.88
117.63
0.29
2.00
124.67
1.73
107.76
0.39_
October 24, 1997
GEI Consultants, Inc.
G:IMARKISUM.WB1
Project 97610

4.5
4
3.5
3
3 2.5
0
U-
- 2
0
~ 1.5
1
0.5
0
0,0
5.0
10.0 15.0
20.0
Elapsed Time [minutes]
TEST SUMMARY
PERMEABILITY:
2.1 x 10 -5
cm/sec
SAMPLE INFORMATION
Boring:
-
Type: Shelby tube specimen
Sample:
P-2D
Depth:
22 - 24 fl
Description: Sandy Elastic SILT (MH)
SPECIMEN INFORMATION
Height:
4.13 inch
Water Content:
61.4
Diameter`
2.87 inch
Tatal Unit Weight:
iO3.9 pcf
Area:
6.45 in'
Dry Unit Weight:
64.4 pcf
Consolidation Stress 1.4 ksf
Permeant Tap Water
B - Value 0.99
Remarks:
Test by: D. Shuller
Container Corp. of Carolina
GEI Consultants, Inc.
10/28/97
TEST DATA
Gradient Flow Rate
Permeability
cm'/min
cm/sec
Trial 1 4.360643 0,23372642
2.1 x 10 -5
Trial 2 4,025209 0.21939655
2.1 x 10 -5
Test Date: 10/21/97 Checked By: G. Robblee
TRIAXIAL
Container Corp. of Carolina
PERMEABILITY TEST
Sample P-2D, Depth 22 - 24 ft
Project 97610 October 1997

F7
C
5
4
1
0
0.0
PERMEABILITY
Boring:
Sample:
Depth:
Height:
Diameter:
Area:
20.0 40.0 60.0 80.0 100.0
120.0
Elapsed Time (minutes)
TEST SUMMARY
2.7 x 10 -b cm/sec
SAMPLE INFORMATION
Type: Shelby tube specimen
P-5D
5 - 6 ft Description: Fat CLAY with Sand (CH)
SPECIMEN INFORMATION
3.86 inch Water Content:
27.4 %
.2.87..i.nch ........ Total Unit Weight:
122.2 pcf
6.48 in Dry Unit Weight:
96.0 pcf
Consolidation Stress 0.4 ksf
Per -meant Tap Water
B - Value 0.97
Remarks:
Test by: D. Shuller
Container Corp, of Carolina
0GE1 Consultants, Inc.
I M 8197
TEST DATA
Gradient Flow Rate Permeability
cm'/min cm/sec
Trial 1 7,896824 0.05507052 2.7 x 10 -6
Trial 2 Not Perfromed
Test Date: 7/13/96 Checked By: G. Robblee
TRIAXIAL
Container Corp. of Carolina
PERMEABILITY TEST
Sample P-5D, Depth 5 - 6 ft
Project 97610 October 1997

6
5
4
1
r
0 ■-
0.0
0.5 1.0 - —i.5
2.0
Elapsed Time (minutes)
TEST SUMMARY
PERMEABILITY:
4.2 x 10 -4 cm/sec
SAMPLE INFORMATION
Boring:
- Type: Shelby tube specimen
Sample:
P-6D
Depth:
5 - 6.5 ft Description: Sandy SILT (ML)
SPECIMEN INFORMATION
Height;
4.63 inch Water Content:
24.7 %
Diameter: _ _
2.8.7 .inch Total Unit Weight:...
124.9 pcf
Area:
6,46 in' Dry Unit Weight:
100,1 pcf
TEST DATA
Consolidation Stress 0A ksf Gradient Flow Rate Permeability
Permeant Tap Water cm31min cm/sec
B - Value 0.95 Trial 1 2.389521 2.565 4.2 x 10 .4
Trial 2 2.698211 2.905 4,2 x 10 -4
Remarks:
Test by: D. Shuller Test Date: 10/21/97 Checked By: G. Robblee
TRIAXIAL
Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY TEST
Sample P-6D, Depth 5 - 6.5 ft
GEI Consultants, Inc. Project 97610 October 1997
IM8197

5 --
4.5
4
3.5
U
U 3
3
° 2.5
2
0
1.5
1
0.5
0
0.0
PERMEABILITY
Boring:
Sample:
Depth:
Height:
Diameter:
Area:
s i7
' - - Av, Flow
2
140.0
40.0
60.0 80.0 100.0 120.0
Elapsed Time (minutes)
TEST SUMMARY
2.5 x 10 -6
cm/sec
SAMPLE INFORMATION
Type: Shelby tube specimen
P-13D
15 • 17 ft
Description: Sandy Elastic SILT (MH)
SPECIMEN INFORMATION
4,10 inch
Water Content:
56.9 1/16
2.88 inch
Total Unit Weight`.
106.4 pcf
6.51 in'
Dry Unit Weight:
67.8 pcf
TEST DATA
Consolidation Stress 1.0 ksf Gradient Flow Rate Permeability
Per -meant Tap Water cm'/min cm/sec
B - Value 0,99 Trial 1 5.398755 0,036551 2.6 x 10 -6
Trial 2 10.12266 0.06216325 2.4 x 10 •6
Remarks:
Test by: D. Shuller Test Date: 10/21/97 Checked By: G. Robblee
TRIAXIAL
Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY TEST
Sample P-13D, Depth 15 - 17 ft
0GE1 Consultants, Inc. Project 97610 October 1997
10/28/97

5
4.5
4
3.5
U
U. 3
3
° 2.5
2
0
t--
1.5
1
0.5
0
0.0
PERMEABILITY
Boring:
Sample:
Depth:
Height:
Diameter:
Area:
1.0 2.0 3.0 4.0
Elapsed Time (minutesl
TEST SUMMARY
8.3 x 10 -5 cm/sec
SAMPLE INFORMATION
Type: Shelby tube specimen
M W-1 OD
5 - 6 ft Description: Clayey SAND (SC)
SPECIMEN INFORMATION
4.28 inch Water Content:
1.88 inch" Total Unit Weight:
6.49 in' Dry Unit Weight:
TEST DATA
5.0
6.v
14.7 %
134.7 pcf
117.5 pcf
Consolidation Stress 0.4 ksf Gradient Flow Rate Permeability
Permeant Tap Water cm'/min cm/sec
B - Value 0.96 Trial 1 4,203709 0.93682432 8.6 x 10 -5
Trial 2 3.880347 0.78684211 7.9 x 10'S
Remarks:
Test by: D. Sheller Test Date: 10/21/97 Checked By: G. Robblee
TR.IAXIAL
Container Corp. of Carolina Container Corp. of Carolina
PERMEABILITY 'TEST
Sample M W-10D, Depth 5- 6 ft
0GE1 Consultants, Inc. Project 97610 October 1997
10/28/97

5
4.5
4
3.5
U
U 3
3
° 2.5
U_
2
0
t-
1 .5
1
0.5
0
0.0
0.5 1.0 1.5 2.0
Elapsed Time (minutes)
TEST SUMMARY
PERMEABILITY: 1,9 x 10 -4 cmisec
SAMPLE INFORMATION
Boring: _ Type: Shelby tube specimen
Sample: MW-16D
Depth: 5 - 5.5 ft Description: Sandy Elastic SILT (MH)
2.5
SPECIMEN INFORMATION
Height: 4.05 inch Water Content: 22.3 %
Diameter: 2 88 -inch Total .Uni.t.We.i.ght:.... 12.8.5 pcf
Area: 6.53 in' Dry Unit Weight: 105.0 pcf
TEST DATA
Consolidation Stress 0.4 ksf Gradient Flow Rate Permeability
Per -meant Tap Water cm'/min cm/sec
B - Value 0.97 Trial 1 3.761467 2.26499999 2.3 x 10 -4
Trial 2 3.419515 1.35 1.5 x ]0-4
Remarks:
Test by: D. Shuller Test Date: 10/21/97 Checked By: G. Robblee
TRIAXIAL
Container Corp. of Carolina Container Corp. of Carolina PERMEABILITY TEST
Sample MW-16D, Depth 5 - 5.5 ft
GEI Consultants, Inc. Project 97610 October 1997
10i28197

GRAIN SIZE DISTRIBUTION TEST REPORT
C L C \ C C C o p O
\ \ \ N V Q N
104
70
z �0
LJ
Li
�O
30
20
0
2
li!NM ��MIM III 11�M
III
111H
Icm 100 10.�IdW
I i i ' � IiMHII,lkllhl� h III�!C 1.0 0. 1 0.01 , ,I
GRAIN SIZE - mm
Best( % -3" ( h
GPcV7-L 1
% SAND
S I LT CLAY
m I 3 1 0.0 i
0.0 ((
33 . 1
5. a 20. 1
I �
I
(O .
LL
I ?I
CS5 n
!
C^0 I D-C
E �i^ DI I Ca Cu
e 72 w
G.iCl 10.02-0�0.007�10.CC3510
00 26 0. ; 17.4
MA. T r-- 1 AL CSC I. T 1 CN
I L'S C I r'.C'�T0
s Sandy Mastic SILT
MH
Rro;ect No 97�10
Rro;ect: Ccnteiner
Location: Scrr„ 1 e
Date: Octoter 2n
Corp. of Ccretino
?-2D
1e97
GEI Consultants.
Inc.
i[ Rencrks:
1E
I
I
j
I
l
D . +: %fir, :-L

76 SOIL MOISTURE AND GROUND WATER
T-2- DI- (�
0
0 100
�o
90
80
SANDY CLAY \ /\ SILTY CLAY
CLAY -SAND
CLAY-S
EXPLANATION
5
Line of equal specific yield
Interval I and 5 percent
Particle size (mm)
Sand 2-0.0625
Silt 0.0625-0.004
70 Clay <0.004
60
sue.
sa o@
r
°J
2
40
.3
30
`4
5 20
�0
SILTY SAND SANDY
SILT to
qND ZS�--�� 20 SILT
3o 0
D `Z, ti0 O PO �O b0 ^O �O q0 Qti
Silt size (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the t
lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Surv.
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and roc'
It is the ability of a rock to transmit water which, together with its ability
hold water, constitute the most significant hydrologic properties. There are son
rocks that exhibit porosity but tack interconnected voids, e.g., vesicular basal
These rocks cannot convey water from one void to another. Some sedimen
and rocks have porosity, but the pores are so small that water flows through tl
rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, mac
the first systematic study of the movement of water through a porous mediu
(24). He studied the movement of water through beds of sand used for wat!
filtration. Darcy found that the rate of water flow through a bed of a "givc
nature" is proportional to the difference in the height of the water between t}

v
2b0 100
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0.01 i
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Consultants. Ln
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I
76 SOIL MOfSTURE AND GROUND WATER
G_ 100
�o
a � �
�a
o SANDY CLAY
0
�0 CL -SAND
M
EXPLANATION
5
90
Line at equal specific yield
interval 1 and 5 percent
80 Panicle size (mm)
Sand 2-0.0625
Silt 0.0625-0.004
Clay c0.004
70
C'
60
v^.
50
J
40
10
ILTY SAND 15 SAND T 1a
SANO 2.5 20 SILT
30 0
Slit size (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re-
lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
(24). He studied the movement of water through beds of sand used for water
filtration. Darcy found that the rate of water flow through a bed of a "given
nature" is proportional to the difference in the height of the water between the

GRA I N SIZE DISTRIBUTION TEST REPORT
Ill�i
i I
,
I
i I
Ij I
j
ii
II I i i I I �I�
I I
I� I
i�!II
j
--
0
200 100 10.0 1A 0.1 0.01
GRAiN SIZE - mm
FTst I a T"% a CPAV= L i o SANI] % S l L i i7. CL�y
30.4 5
C1
•� 4
0.0
0.
L.. LL _
..
�_ :- : �
oC.. ._^.0
D�� D'
I
D 0
I D' i
I
s N?
i I
0.127 0.0552 0.007a
0.00 i° I
i
h��r .I =R I �.... DESCRIPTION
j USCG
I
e Scndy
SILT
Nf ^ .
�-rcjec;
Nc.: 9 7 610
i nemcres
�rc;ec;
Con;clner
Corp. o s CcreEinc
® Loccticn:'-Scmple
F-oD
11
1
jDote: Cctcter 20.
1997
�
GE1 Consultants, Inc.
li
- e
v 00, -0

76 SOIL MOISTURE AND GROUND WATER
'o
0
100
-10
�� Qv
LT
�o �O
CLAY
1'
0 �k
`Qv
\¢ 'o
c
SAND LAY
Y
EXPLANATION
5
90 Line of equal specific yield
Interval 1 and 5 percent
60 Particle size (mm)
Sand 2-0.0625
Silt 0.0625-0.004
70 Clay [0.004
60
50
ILTY CLAY 2 ao J
30
a -2-'L'
u
20
10
Si LT
0
Silt size (percent)
1�ry
FIGURE 4.11 Textural r_lassification triangle for unconsolidated materials showing the re-
lation between particle size and specific yield, Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
CLAY -SILT
,ON
jSi
SiLT SANDT5 SANDY 25— _ 20
from one void to another, thus circulating through the soil, sediment, and rock. -
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
z
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium j
(24). He studied the movement of water through beds of sand used for water
filtration. Darcy found that the rate of water flow through a bed of a "give',
nature" is proportional to the difference in the height of the water between the

C RAI N SIZE DISTRIBUTION TEST REPORT
100
hIl 1,so
I
70
1f
�so
\ OO L± ( \�ILI / \
||� i
& � !
; I i H', 2CL(( ��
i I GII���
C
if, In , n o.l o.cl c.oc,
�.. .__
GRAIN SIZE - mm
Testis 93d
«
GEw«22 s S2&2
� Q SILT
} 3 C C&Y
O.O
0.0
; 31.0
4E.4
22.E
LL
P!
ess
I Dec Aso C,30
Di 0
cc C;
\ � �}
■ C� \ §
i7� �
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\ <C20 c«2073
� \ �
<oJ32 C2w
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,ATEE;�L DEscEIP71ON
usCs
: 3aTo
e Sznfy Elastic SILT
|
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eH
Project Nc.: 97e;0
Project: c=elcloer
e Low tion : scmgle
`
i2on=te: cctc:er .�.
Ccr9.
P-122
!gS7
of Ccr0imc
(13-77')
I
\
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Remcrks:
Ficure NC.
.
. �
GEƒ Consultants, LnC.
.
yes* LWA-

E
0
SOIL MOISTURE AND GROUND WATER
_�>- �7-,) D- R
EXPLANATION
5
Line of equal specific yie#d
Interval I and 5 percent
Particle size (mm)
Sand 2-0.0625
Silt 0.062_1�-0.004
clay <o.e44
• I O 1?
Silt Vie (percent)
FIGURE 4. i 1 Textural classification triangle for unconsolidated materials Showing the re-
lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
(24). He studied the movement of water through beds of sand used for water
filtration. Darcy found that the rate of water flow through a bed of a "given
nature" is proportional to the difference in the height of the water between the
C
3
F
x
j
61411111111

GRAIN SIZE DISTRIBUTION TEST REPORT
C C\ C d C
aD O O O O C
100 o r N r 7
GQ
F-o
li
I
IIII11
1 111111
lIE'II
I
Illll
I
70
gill►!►I
111)
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1
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II
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10
QI€
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I
illI
1
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3
200 100 1Q.0 T.a a.1 0,07 0.00-
GRAIN SIZE _ mn
est 7. -3" a OIR�--VEL % SAND % SIL1 ;a CLAY
dl 6 I}} 0.0 E 5.3 69.7 I 16.4 � O
i
LL r; ( D'E5 D�,� D50 D3D I.... D.k?. .. D1 1 Cc i C.U.....
.36 12 { 3,22 .44 I 0.919 1 O . ? 73 I 0 . 01 2E � 0 . 0061 2.37. 1
MATERIAL DESCR I FT € DN A,AS' ;T(D
® C I ayey Cr,1vD Sc
i
I
F:rojeCt No, 976iG
Remcrks:
Fro;ect: Contcirer Ccrp. c` Ccrc€sna
I
0 Lcccticr): 'Scmple mw-1CD (5-6,)
Lcte7 octoner 2C, 19c7
i0
Inc.I
GEI Consultants, In�
T figure No.

ft\w_4a-D
Im
SOIL MOISTURE AND GROUND WATER
EXPLANATION
5
Line of equal specific yield
Interval f and 5 percent
Particle size Orn)
Sand 2-0.0625
Silt 0.0625-0.004
Clay <0.004
1, 2 1" mF a" o
Silt size (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re-
lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
s
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
(24). He studied the movement of water through beds of sand used for water
filtration. Darcy found that the rate of water flow through a bed of a "given
nature" is proportional to the difference in the height of the water between the

....
GRAIN
....... __ ........ ---� —
SIZE DISTRIBUTION TEST REPORT
-
< <<
[ c c\
c n m o o a a o 0
100
� Q
iiil�
�
i i
�'� 4 i
ii
i
I
i
i
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ilil
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�IIf1
70
EC
Z 50
Li -0
c
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0
200 1OC
10.0 1.0 0.1
0.01 0.00
GRAIN SIZE - mm
GRAVEL
S,-,ND
S 1 L T
CLAY
• 2 0.0 j
10.r-
27.5
30.0
02.0
o
•0
LL Pi I
D'5w I
D60 DWO I D3C D15
D1O I Cc C,,
• L 5.1 .. .,D_..
-,. _2C.. �.0...021 4_10.....GC d2 ..
MATER IAL DESCR I PT I CN
USCS P.AS , T 0
0 Scndy :Ics;tc SILT
l
MH
F
Frcject No.. °7C10
Remcrks:
Project., Contciner
Corp. of Cerelinc I
I
Loco ticn: Scmple
YW-1ED (5-0.0')
Dcte• Octc'oer 20,
1997 1
GEI Consultants, Inc,
I7 i
i�
gu re No.

t -
76 SOIL MOISTURE AND GROUND WATER
o too
EXPLANATION
5
Q4 90 Line of equal specific yield
Interval 1 and 5 percent
z.0 4v
B0 Particle size (mm)
Sand 2-0.0625
Silt 0A625-0A04
#'. 0 Clay <0.004
CLAY 7
50
O
50
+ ILTY LAY 40
3
3
1, 0 9 30 2-
CLAY -SA D
�o SILT SAND SANDY
SILT
SgND 25 z0 SILT
It o „a3: p 30 0 i
fi.� 0 0 0 0 0 o
p h0
(V Silt size (percent)
(?)
P1 4.11 Textural classification triangle G Efle for unconsolidated materials showing the re-
lation r, lation between particle size and specific yield. Source: A.S. Johnson, U.S. Geological Survey
'[ Water -Supply Paper 1662-D, 1967.
_I
I k,
., �: f;
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
I I.
rock with difficulty. Clay and shale are examples.
1:S
4.3.1 DARCY'S EXPERIMENT
x
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium a
} (24). He studied the movement of water through beds of sand used for water
'L. filtration. Darcy found that the rate of water flow through a bed of a "given
F' =! nature" is proportional to the difference in the height of the water between the
i
,k
:I
l`.

iiiiiiiiiiii
as a C EO--ENVIRONMENTAL
CONSULTANTS, INC.
C
July 6, 1998
Mr. Grant Tew
TRC Environmental Corporation
6340 Quadrangle Drive, Suite 200
Chapel Hill, North Carolina 27514
Re; Report of Laboratory Testing
Soil Samples
Anson County/Allied Waste
Project No. 98113
D ear Mr. Tew:
As authorized by your verbal authorization, Geo-Environmental Consultants, Inc. (GCI) has
completed the laboratory testing requested on the soil samples submitted to our laboratory. The
samples discussed in this report are from the Anson County/Allied Waste project. Testing was
performed according to the appropriate sections o£
• ASTM D5084 - Standard Test Method for Measurement of Hydraulic Conductivity of a
Saturated Porous Materials Using a Flexible Wall Permeameters
• ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index
of Soils
ASTM D422 - Test Method for Particle -Size Analysis of Soils
O ASTM D698 - Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort
• ASTM D2216 - Test Method for Laboratory Determination of Water Content of Soil
and Rock
® ASTM D854 - Test Method for Specific Gravity of Soils
GCI also performed calculations to determine the total porosity of the samples used for permeability
testing, and the effective porosity, according to methods noted on the attached tables and discussed
in conversations between GCI and Mr. Grant Tew of TRC.
A Common Sense Approach To A Cleaner Environment
1 1704 Reames Road, Charlotte, NC 28269-7637 - 704-596-8788 - FAX: [phone]

Mr. Grant Tew
TRCEnvironmental Corporation
July 6, 1998
Page 2
The results of our testing are summarized on the attached tables and enclosed test reports. As
requested by TRC, GCI prepared a modified table and grain size distribution reports to match
particle size distribution as stated in Applied Nyd_rogeology by C.W. Fetter. These modified reports
are attached in the section labeled "Modified."
We appreciate the opportunity to be of service to you with this project. If you should have any
questions concerning this report, or if we may further assist you, please do not hesitate to call our
office at [phone].
Sincerely,
GEO-ENVIRON MENTAL CONSULTANTS, INC.
kevenE wi E.I.T.
Laboratory ervzces Engineer
Attachments
FW:\REPORTS1981 131ACLF7698.LET
Via, a
, "'�
Keith A. Anthony, P.E.
Project Engineer

a GEO—ENVIRONMENTAL,
CONSULTANTS, INC.
July 22, 199S
Mr. Grant Tew and IN-1r. Mike Babuin
TRC Environmental Corporation
6340 Quadrangle Drive, Suite 200
Chapel Hill; worth Carolina 27514
Subject: Response to Laboratory Testing Results Comments from
NCDEI R Letter Dated July 15, 1998
Anson County Solid Waste Management Facility
GC1 Project number 98113
Dear Sirs:
As requested, Geo-Environmental Consultants, Inc. (GCI) has responded to the J.aboratory Testing
Results comments section in the NCDENR letter dated July 15, 199S, signed by Ms. Bobby Lutfy.
A copy of Mr. Lutfy's comments are attached. Our responses, in the same order, are as follows:
Depth ranges for the bulk samples were not clearly identified on the submitted
buckets. Therefore, they were not listed on the tables to avoid confusion.
Clarification on depths was made with NIr. Babuin and has been corrected.
-- PZ-300 boring log comment not applicable to laboratory results.
-- Plasticity Index and Liquid Limit for PZ-300-SB-2 were inadvertantly recorded wrong
in the submitted table. Corrections were made in the tables.
-- Total Porosity calculations were based on the properties determined from the samples
used for permeability, The deternvnation of Effective Porosity from the textural
classification triangle in Mr. Fetter's book could differ from person to person.
-- This applies to above corrections.
-- The changes tivere made on the "Fetter Modified" Grain Size reports to reflect totals
of 1004'o for each sample. Effective porosity was replotted and revised on tables
based on these new percentages.
The revised report pages are attached.
A Co niIII oI, Se115� A1)pr();keh To A CIe,kti,•r Ens iI-uI)inenI
11704 Reames PL)aci- Chi trIc)IIC, \C 21-,269-7(i 3 7 - 7O-4-�<)O-57titi - 17.AN: 7()-4-�')O-ti77()

TRC Environmental Coloration
OCT Job No. 98113
July 22, 199S
Pap-e 2
GCI appreciates the opportunity to be of service to TRC Environmental Corporation. W'e apologize
for anv inconvenience. If there are any questions regarding this information; or if GCI may be of
further service, please do not hesitate to call. y
Sincerely_
GEO-E\VIRO\'IE\TAL CONSULTANTS, INC.
t%
Stie�� n 4V�Cv'i
,E.I.T.Labora' Ces Engineer
Attachments
w: RE?O.RTs sa t 13 RYs=oNsF.%V?D
Keith A. Anthony, P.E.
Project EnQineer

SUMMARY OIL LAIIORATORY TESTING
(FEITrR MODIFIED)
Ansan CorrnrylAllied Waste
TRC Environmental Carlloration
(GCI Project No. 98113)
ran
%
"/a
11InitifllCC
mIlple
Depf11
IISCS
hissInp
Passing
I`assing
Il;"s€ng
Content
I11:€sticlfy
1.1Rtn[I
]�11n11111'€'
Simple Type
(f1)
Clas,,Mrali on
.]iH"
No. 4
No. 200
0.002 111111
Index
Lilt it
1 M111. ]ff {S-SII-I
[Soli
25 25.15
Cl,--'
lilt] [1
99.9
69. l
29.2
16.ti
lS
33
I''/. 11111 511-2
It€111
2f1-30
ul. .-•
loo.11
99.5 �
86.5
33.3
17.0
22
4,1
fM111. 11145-,ti11
Shelby Tubc
2-4
CL A,
law]
100.0
70.1
21.6
29.9
8
26
1'l. 3i1[1-53?
SIlclhy Tubu
100.f) _
88.6
33-2
22,0
17
45
0111imum
11laxinnmi
A4nkfnre
Perm Sample
I'crin sample
Sample
Depth
Permeability
Dry Dclrsily
Crinlcnf
Dry [hlit Weight11loislarc
Cnn(cnf
Total
Isffed ivc
Specific
Nan€ber
Sample Type
(ff)
(cullscc)
(pro
(fin)
(per)
(I)rfj
I nrosi£y
I orosify•,
Gravity
I M1l1. I0 S5-51s-t
IS€11k
25-25.15
4,34 x 10
114.5
15.0
1089
17.9
0.344'
2.65
1'% 00515-2
II€€1k
20-30
1,32x 10
114.0
13.0
]12.3
16.0
0.34*
f)Hr�5,�d
2.72
TNI1,- Iox( _SI I
Sl€dby Tube
2-4
7.61 x M 7
NA �
NA
8-1.4 _
29.9
0.49
0.05
2.62
V-300-SI2
Sbclby Tnhc
�2-4
4 75 x M-6
NA
NA
94.2
22.0
0.43
0.02
2.04
* = Kfihtf)LhliD 1`I:Rhq SAA11`L1iS I
"* f ffccliVC Porllsify Docrminc€1 by nsc of fhc [cxtrlml cl;€ssificalioll Iriaol,ic (oritin;tl soarc(.;
A.1. Johnson, U.S. Genlogieal S€jrvcy Water -Supply Paper 1662-D, 1907) ;Is slime€: in Applicd ]ly€Irogcology by C.W. Felter,
and the Anson Counly specs supplied to GCi, which slates foal specific vidd ;lppm-6111;llcs effeclivv porosily.
F.Irnls i l.til i 7 f'tlrr '15

LABORATORY TEST RESULTS

MOISTURE -DENSITY RELATIONSHIP
0
114
108
106 L
10
12
Test specification
14 16 18
Water content, %
ASTM 0 698-91 Procedure A, Standard
20 22
2AV For
Sp.G.=
2.75
Eiev/
C)cssificQtion
Not
SP... 0.
LL
PI
% >
% <
_ USCS _ _ _
AASHTO
Depth
N[o i s t .
No. 4
No. 2C0
CL
9.
s,.; 5_5
16.0 %
2.65
33
15
O. 1 %
69. 1
TEST RESULTS
MATERIAL
DESCRIPTION
Maximum dry density : 114.5 pcf
TAN 9ROWN SANDY CLAY
Optimum moisture = 15.0 %
Remarks:
Project
No.: 98113
Project:
ANSON COUNTY/ALLIED WASTE
TRC ENVIRONMENTAL CORP.
Location: TPIL-1085-SB1
BULK SAMPLE
date: 6-29-1993
MOISTURE -DENSITY RELATIONSHIP
Geo-Environmentof Consultonts, Inc.
Sample ID:
TML-108

MOISTURE ---DENSITY RELATIONSHIP
116
115
1 1 2
g 10 12 14 16
Water content,
Test specification: ASTM D 698-91 Procedure A, Standard
Elev/ Classification Nat. Sp G
Dept}? USCS AASHTO Moist.
CL 17.0 % 2.72
TEST RESULTS
Maximum dry density = 114.0 pc€
Optimum moisture = 13.0 %
Project No,: 98113
Project: ANSON COUNTY/AL.LIED WASTE
Lccotion: PZ-300-SB2
_Date: 6-29-1998
MOISTURE -DENSITY RELATIONSHIP
Geo-Environmentol Consultants, Inc
ZAV for
Sp.G.=
2.60
18 20
LL PI % 7
No 0 =4N 200
44 22
MATERIAL DESCRIPTION
RED BROWN SILTY CLAY
Remarks:
TRC ENVIRONMENTAL CORP.
BULK SAMPLE
Sampie ID: PZ-300

Project Name
Project No:
Date:
Sample ID:
Material Description
Sample Condition:
Geo-Environmental Consultants, Inc.
SUMMARY OF LABORATORY TESTING
Flexible Wall Permeability Test
ASTNI D 5084-90
Anson County/Allied Waste Proctor Data:
98113 Maximum Dry Density (pcf)
06/29/98 to 07/03/98 Optimum Moisture Content (%}
TM-108S-SB-1
Tan Brown Sandy Clay (CL)
(Remolded Sample
Test Data:
Initial Dry Density (pcf)
Initial Moisture Content
Sample Length (cm)
Sample Area (cmz)
Average Temperature (°C)
Hydraulic Conductivity K (cm/sec)
Saturated:
114.5
15.0
108.9
17.9
11.6
81.1
22.9
4.34E-09
Yes

Project Name:
Project No:
Date:
Sample ID:
Material Description:
Sample Condition:
Geo-Environmental Consultants, Inc.
SUMMARY OF LABORATORY TESTING
Flexible Wail Permeability Test
ASTM D 5084-90
Anson County/Allied Waste
98113
06/29/98 to 07/03/98
TM-108S-SI1 (2'-4)
Tan Brown Sandy Clay (CL)
Shelby Tube
Proctor Data:
Maximum Dry Density (pcf) : NA
Optimum Moisture Content (%) : NA
Test Data:
Initial Dry Density (pcf) :
84A
Initial Moisture Content (%) :
29.8
Sample Length (cm) :
8.8
Sample Area (cmz) :
42.1
Average Temperature (°C) :
22.1
Hydraulic Conductivity K (cm/sec) :
7.61 E-07
Saturated:
Yes

Geo-(Environmental Consultants, Inc.
SUMMARY OF LABORATORY TESTING
Flexible Wall Permeability Test
ASTM D 5084-90
Project flame: Anson County/Allied Waste
Project No: 98113
Date: 06/29/98 to 07/3198
Sample ID: PZ-300-SB-2
Material Description: Red Brown Silty Clay (CL)
Sample Condition: 1dmoldedj 5amp
Proctor Data:
Maximum Dry Density (pcf) : 114.0
Optimum Moisture Content (%) : 13.0
Test Data:
Initial Dry Density (pcf) :
112.3
Initial Moisture Content (%) :
16.0
Sample Length (cm) :
11.7
Sample Area (cm) :
81.1
Average Temperature (°C) :
22,6
Hydraulic Conductivity K (cm/sec) :
1.32E-08
Saturated:
Yes

Project Name
Project No:
Date:
Sample ID:
Material Description
Sample Condition:
Geo-Environmental Consultants, Inc.
SUMMARY OF LABORATORY TESTING
Flexible Wall Permeability Test
ASTM ® 5084-90
Anson County/Allied Waste
98113
06/29/98 to 07/03/96
PZ-300-S12 (2'-4')
Red Brown Sandy Silt (ML)
Shelby Tube
Proctor Data:
Maximum Dry Density (pcf) : NA
Optimum Moisture Content (%) : NA
Test Data:
Initial Dry Density (pcf) : 94.2
Initial Moisture Content (%) : 22.0
Sample Length (cm) : 9.3
Sample Area (cm 2) : 42.1
Average Temperature (°C) : 23.2
Hydraulic Conductivity K (cm/sec) : 4.75E-06
Saturated: Yes

GRAIN SIZE DISTRIBUTION TEST REPORT
C C C
O T
\ \ \ P N Y lJ • h
90
so
70
:n
20
10
200 1G°0 10.0 1 .0 G. 1 C.01 f C CC
T e s t I o +3 k' I /% G= E:L I % sA.� w SILT o C'_A.Y �
®T 8 j G.G C. i i 31.1 32.4 i 36.4
1
[
LL ~' 0 5 { Doc ( D50
I ���
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C 1 5 0io
Cc
s I JJ I 15 10. 1 CE I 10.0120
10. 002]
uscs
AASH O
s T,:,N w w G rr,v S.-,i": Y CLAY
CL
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roj ec t
1C'ES-551 (HOLK SIMPLE) E'er._-'_E-
W t2 .. 21, SSE
r...S7P:EjTIS'1 TEST
Gea-Env i ronmen to I Consultants, Inc.
I
i
j
I
�3
13
_,C=S

l
I
76 SOIL MOISTURE AND GROUND WATER
o too
EXPLANATION
r Q
-TM1 O 7
90
Line of aquas specific yield
Interval 1 and 5 percent
i
ao Q"
80
Panic€e size (mm)
Sand 2-0.0625
.!
'o
Silt 0.0625-0.004
Clay <0.004
�0
CLAY60
70
�.
SD
'
Z
S Y CLAY ILTY CLAY
40
j'
s
d
30
3
AY -SILT
q
#
�o
CLAY -SA
" j,'„
2D
l.'
10
SILT SANE) 75
ANl�Y51LT
tD
AND �5 �0 IILT
-$ v 3Q 0
0
Silt size (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re-
tation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
(24). He studied the movement of water through beds of sand used for water
filtration. Darcy found that the rate of water flow through a bed of a "given
nature" is proportional to the difference in the height of the water between the

1I
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Frotect `lc.. G-ciiW
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® Lcc-C Cr r L-rUC-S__ (_ _ Ste`.'=L�� !,IGC'_-_r'D
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Geo--Environmentol Consultonts, Inc.
ass i D,C I cc C,.
UcCc �.c,c7 o
CL !
i_-k__Ti
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i
Sc ,-1e _ D.. w^C

76 SOIL MOISTURE AND GROUND WATER
'P-Z `� - 5,92-
100
// 'o
4
EXPLANATION
5 90
Line of equal specific yield
Interval I and 5 percent
80 Panicle size (mm)
Sand 2-0.0625
Silt 0.0625-0.004
70 Clay <0.004
`ti sp
C
60
SANDY CLAY SILT CLAY
3
o LAY -SILT
0o CLAY -SAND 5
60 Cry
s,
50 @ p/
40
30
20
110 SILTY SA D �5 SANDYSILT �0
S"ND 25 20 SILT
o� 3a 0
�o
po
Silt size (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re-
lation between particle size and specific yield. Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
K!
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
(24). He studied the movement of water through beds of sand used for water xi
filtration. Darcy found that the rate of water flow through a bed of a "given
nature" is proportional to the difference in the height of the water between the

GRIN SIZE DISTRIBUTION TEST REPORT
100
I i �liiE
co
11�H
01
70
60
--
30
20
o 1 ,
�C'C iCC• 1C.O
,.G 0., C. G.
GR
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26
i D. 2 3
0..,57
0,0-'1
E 1A.L CW-CP=�TTCN
rcjPct ��G. 5=�1
rrcjec,.
I
S77=' TEST
I
Geo--Environmental Consultants, Inc
U:CS �r S TC'
CL
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cw le _.D.: 1,L-,CSS

76 SOIL MOISTURE AND GROUND WATER
1L- ( G'55
100
�o
h
Q Q4
�o �0
0� CLAY
Q -,, �4c
'�t• c
h� ao
SANDY CLAY
o
00 / `CLAY -SAND
'6 LSILTY SAND
NDI7`— 25
90
SILTY
w
EXPLANATION
5
Line of equal specific yield
Interval I and 5 percent
80 Particle size (mm)
Sand 2-0.0625
Silt 0.0625-0.004
Clay <0.004
70
C�
60
�ro
1 50 4�
�J
Y 2 40
3 -�
30
zo
75 SA DY
SILT 10
Si IT
-0 30 0
0 o do ,�o
,,,., Jee � L'1/5iit size (percent)
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re-
lation between particle si?e and specific yield. Source: A.I. Johnson, U.S. Geological Survey
Water -Supply Paper 1662-D, 1967.
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
q,
' hold water, constitute the most significant hydrologic properties. There are some
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
` These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
i - rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
' . (24). He studied the movement of water through beds of sand used for water
sn filtration. Darcy found that the rate of water flow through a bed of a "given
nature" is proportional to the difference in the height of the water between the
E

GRAIN SIZE DISTRIBUTION TEST REPORT
C_ C
100
MUI i
, }
III I III I I III I I I
;a IIII �� I I II
-10
L: z-
20
10
200 100 1G.0 1,0 0.1 0.01 J
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Tes tk� .o G
0.0 14.0 41A ^.
LL F ��5 OCO l 05G OmW 015 Q'I+G Cc
�cr_, 17 0.0050 0.c015 k
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Geo-Environmental Consultants, Inc.
Scr..p i e - . . ��-_

f: li4
!
76 SOIL MOISTURE AND GROUND WATER
O 100
EXPLANATION
5
40 Line of equal specific yield
c? Interval 1 and 5 percent
80 Panicle size (mm) !
Sand 2-0A625
Silt a.a625• 0.a04
Clay <a.004
CLAY
79
�
60 d�
50
}
�m cro to
SANDY CLAY SILTY CL 40
3
CLA ILT 30
11,
ap CLAY -SAND 5
zo
70
90 SILTY $AND 15 SANDY
SlLT to
S NO ZS SILT
41!,
-O 301l
c, a
Silt size (percent)
{`
FIGURE 4.11 Textural classification triangle for unconsolidated materials showing the re-
"1: '
lation between particle size and specific yield. Source: A.i. Johnson, U.S. Geological Survey
i'(1.�;''t
Water -Supply Paper 1662-D, 1967.
ilIl
from one void to another, thus circulating through the soil, sediment, and rock.
It is the ability of a rock to transmit water which, together with its ability to
4,
hold water, constitute the most significant hydrologic properties. There are some
's1
rocks that exhibit porosity but lack interconnected voids, e.g., vesicular basalt.
These rocks cannot convey water from one void to another. Some sediments
and rocks have porosity, but the pores are so small that water flows through the
rock with difficulty. Clay and shale are examples.
4.3.1 DARCY'S EXPERIMENT
In the mid -nineteenth century, a French engineer, Henry Darcy, made
the first systematic study of the movement of water through a porous medium
�..1
(24). He studied the movement of water through beds of sand used for water
filtration. Darcy found that the rate of water flow through a bed of a "give,
`r
nature" is proportional to the difference in the height of the water between th,
�j :i
VAN

ya PROPERTIES OF AQUIFERS
can have a porosity of as high as 87�7c (Davis 1969), although the vesicles are not
well interconnected.
Pyroclastic deposits are formed by volcanic material thrown into the air
when molten. They can have high porosities. Values of porosity of tuff[ ranging
from 14% to 407c have been reported (Keller 1960), Recent volcanic ash may have
a porosity of 50`7c. Weathering of volcanic deposits can increase the porosity to
values in excess of 607c (Davis 1969).
4.3 SPECIFIC YIELD
Specific yield (S,) is the ratio of the volume of water that drains from a saturated
rock owing to the attraction of gravity to the total volume of the rock (Meinzer
1923b) (Figure 4.8).
Water molecules cling to surfaces because of surface tension of the water
(Figure 4.9). If gravity exerts a stress on a film of water surrounding a mineral
grain, some of the film will pull away and drip downward. The remaining film will
be thinner, with a greater surface tension so that, eventually, the stress of gravity
will be exactly balanced by the surface tension. Pendular water is the moisture
clinging to the soil particles because of surface tension. At the moisture content of
the specific yield, gravity drainage will cease.
If two samples are equivalent with regard to porosity, but the average
grain size of one is much smaller than the other, the surface area of the finer
sample will be larger. As a result. more water can be held as pendular moisture by
the finer grains.
FIGURE 4.8 A. A volume of rock saturated with water. B. After gravity drainage, 1 unit
.1 - — ,: _ i ... .. c .h., 1—.1 of

s are not
o the air
ranging
nay have
rosity to
aturated
14ein zer
ie water
mineral
film will
f gravity
noisture
t of
average
he finer
5ture by
1 unit
evel of
owing
SPECIFIC YIELD
91
FIGURE 4.9 Pendular water clinging to spheres owing to surface tension. Gravity attraction
is pulling the water downward.
The specific retention (Sr) of a rock or soil is the ratio of the volume of
water a rock can retain against gravity drainage to the total volume of the rock
(Meinzer 1923b). Since the specific yield represents the volume of water that.a
rock will yield by gravity drainage, with specific retention the remainder, the sum
of the two is equal to porosity:
n = Sy + Sr (4-11)
The specific retention increases with decreasing grain size, so that a clay
may have a porosity of 50% with a specific retention of 48%.
Table 4.4 lists the specific yield, in percent, for a number of sediment
textures. The data for this table were compiled from a large number of samples in
various geographic locations. Maximum specific yield occurs in sediments in the
TABLE 4.4 Specific yields in percent
Specific Yield
Material
Maximum
Minimum
Average
Clay
5
0
2
Sandy clay
12
3
7
Silt
19
3
18
Fine sand
28
10
21
Medium sand
32
is
26
Coarse sand
35
20
27
Gravelly sand
35
20
25
Fine gravel
35
21
25
Medium gravel
26
13
23
Coarse gravel
26
12
22
Source: Johnson ;196i1.

PROPERTIES OF AQUIFERS
FIGURE 4.10 Specific yield of sediments from the Humboldt River Valley of Nevada as a
function of the median grain size. Source: Data from P. Cohen, U.S. Geological Survey
Water -Supply Paper 1975, 7965.
medium -to -coarse sand -size range (0.5 to 1.0 mm). This is shown graphically in g
Figure 4.10, which plots specific yield as a function of grain size for several
hundred samples from the Humboldt River Valley of Nevada.
Both soil formed by weathering processes at the surface and sediments
that are depositional generally contain a mixture of clay, silt, and sand. Figure 4.11
is a soil classification triangle showing lines of equal specific yield (Johnson 1967).
It is apparent that the specific yield increases rapidly as the percentage of sand
increases and as the percentages of silt, and especially clay, decrease.
Specific yield may be determined by laboratory methods. A sample of
sediment of known volume is fully saturated. This is usually done in a soil column 4.4
that is flooded slowly from the bottom, allowing air to escape upward. Water is
then allowed to drain from the column (Johnson, Prill, & Morris 1963). Care must
be taken to avoid evaporation losses; even for sand -sized grains, columns must be
allowed to drain for very long time periods (months) before equilibrium is reached
(Prill, Johnson, & Morris 1965). The ratio of the volume of water drained to the
volume of the soil column is the specific yield (multiplied by 100 to express the E
value as a percentage).
The specific yield of sediment and rock can also be determined in the
field. Water wells are pumped, and the rate at which the water level falls in nearby
wells is measured (Wenzel 1942; Ferris et al. 1962; Prickett 1965). Chapter 7
includes a discussion of such pumping -test methods.

HYDRAULIC CONDUCTIVITY OF EARTH
MATERIALS
0 Ica
'o Ek PLANAT�O.A
90 _�; __�
U" eof' equal ;Peon, yiFfd
Q i anh g percenl
&0 Pariete sire :mmf
Sand 1'J-0625
20Silt
D_0625' ,004
C� CLAY 70 Clav c0.004
c,
r
4- 60
tip' J
s 0
o
SANDY CLAYSILTY CLAY
3
as a
CLAY -SILT 3D
CLAY -SAND 5
4rvey
10 20
5/iN SILTY SAND 15 SANDY
r �r 33�'1p SILT
30 i0
SILT
:ally in
1 �`
h 0
ieveral
Sur size (percenl}
invents
FIGURE 4.1I Textural classification triangle for unconsolidated
relation between panicle size
-e 4.11
ands materials showing
Survey Water -Supply paper 1662-D p967. yield. Source: A. 1. the
i967. lohnsan, U.S. Geological
1967).
sand
)le of
lump
ter is
4.4 HYDRAULIC CONDUCTIVITY
must
OF EARTH MATERIALS
st be
h
We have seen that earth materials near the surface generally contain
space and thus exhibit
e
the
the
s
porosity. Moreover, in some void
interconnected to some degree. Water contained in
most cases, these voids are
from one void
the voids is ca able
to another, thus circulatingthroe P of moving
is the ability of a rock to
through the soil, sediment,
the
rby
and rock. It
transmit water that, together with its ability
water, constitute the most significant hydrolo hty to hold
that exhibit porosity but properties.
bygvoproids,
r
lack interconnectedDt
There are some rocks
rocks cannot convey
e. vesicular nd These
water from one void to another. Some sediments
have porosity, but the pores are
ag.,
difficulty. Clay and shale are examples. rocks
so small that water Bows through the
g rock with
93

�(D)
SOIL MOISTL,RE AND GROL1ti`DWATER
ing film will be thinner with a greater surface tension so that, eventually, the
stress of gravity will be exactly balanced by the surface tension. Hygroscopic
water is the moisture clinging to the soil particles due to surface tension. At that
moisture content, gravity drainage will cease. The specific yield is approxi-
mately equal to the effective porosity,
If two samples are equivalent with regard to porosity, but the
average grain size of one is much smaller than the other, the surface area of the
finer sample will be larger. As a result, more water can be held as hygroscopic
moisture by the finer grains.
The specific retention of a rock or soil is the ratio of the volume
of water a rock can retain against gravity drainage to the total volume of the
rock (15). Since the specific yield represents the volume of water that a rock
will yield by gravity drainage, with specific retention the remainder, the sum of
the two is obviously equal to porosity. The specific retention increases with
decreasing grain size, so that a clay may have a porosity of 50 percent with a
specific retention of 48 percent.
Tabie 4.2 lists the specific yield, in percent, for a number of
sediment textures. The data for this table were compiled from a large number of
samples in various geographic locations. Maximum specific yield occurs in
sediments in the medium -to -coarse sand size range (0.5 to 1.0 millimeter). This
is shown graphically in Figure 4.7, v,,hich plots specific yield as a function of
grain size for several hundred samples from the Humboldt River Valley of
Nevada.
TABLE 4.2. Specific yields in percent (16)
Specific Veld
Material
N12ximurn
Minim urn
Average
cia}'
a
2
Sandy clay
72
3
7
Silt
Fine sand
14
2g
3
Medium sand
32
10
Coarse sand
3;
Gravell}, sand
35
Fine gravel
Medium grave{
Coarse travel
3�
26
26
1�
zo
20
?1
13
]2
18
21
26
27
25
2�
23
22
AkGrLLt 7¢ i-u r�_
W A Or SBoa � /DC..r{z-
Both soil formed by weathering processes at the surface anc
sediments that are depositional generally contain a mixture of cla�y, silt, and
sand. Figure 4.8 is a soil classification triangle showing lines of equal specific
yield (16). It is apparent that the specific yield increases rapidly as the percent-
age of sand increases, and as the percentages of sift, and especially clay, de-
crease.
Specific yield may be determined by laboratory methods. A sam-
ple of sediment of known volume is fully saturated. This is usually done in a soil
`.column that is flooded slowly from the bottom, allowing air to escape upward.
68

v'D MOVEM� OF GROUNDWA�
«rUTtREN� A
kA Table S.] Porosities for al
Common Consolidated and Unconsolidated Nlaterials
® Unconsolidated Sediments
96
Clay Sandstone
Consolidated Rocks
Silt dstone }
Sand 35--450 Limestone/dolomite (original & 5-30
5
Grave} secondary porosity
25--40 Shale 1-�20
Sand &gravel mixes -
Glacial till 10-35 Fractured crystalline rock 0-I0
10-25 vesicular basalt 10
Dense, solid rock 10-50
volume of water an aquifer can hold < I
will Yield. , it does not indicate how much water
_ When water is drained from the aquifer
material releases onlym a maturated material under the force of . water that a u pan of the total volume stored in its gravity, the
nit volume of unconfined aquifer gives u b pares. The yield (Figure 5.5 . P y gravity is calleditss quantity of
( g Specific yields for certain rocks and sediment t
in Table 5.2. Some water is retained c the presented
is cal. The amount of water that a unit volume Pores
faquifer retains after rare presented
Y moleculaz attraction and capil_
xs callity
ed its specific retention. The smaller the average
percent of retention; the cogiavitydrainage
arser the sediment, the grain size, the greater is the
When COmpared to the greater
showta in Table 5.3. Porosity. The surface area° be the specific yield
Note the large increase ins are different
the e
As the surface area increases, a larger sand grains is
surface tension orotheradhesive forces. here ore, finer sediments finest sediment.
n1age of the water in the pores is held by
Yields compared to coarser sediments, even if they have lower specific
Yield plus specific retention equals they both have the same
Yield and specific retention are expressed as decimal Traporosity.
yields Porosity of an aquifer, Both specific
of unconfined aquifers (equivalent to their storage coefficients$
0.01 to 0.30. or Percentages. Specific
Specific yields cannot be determined for confined aquifers because t
aquifer materials are )range from
Storage coefficientnaraewatered during pumping, he
drained during
much lower in confined aquifers because they are not
g pumping, and any water released from storage is obtained
by compression of the aquifer and expansion of the water when
p; rrtarily
Table 5.2. RUresentative Pumped. During
Spec Yield Ranges for Selected E Sediment arch Materials
Clay Specific Ylel %
Sand 1-10
Gravel 10-30
Sand and Gravel 15-30
Sandstone 15-25
Shale 5-15 FI pJ
Limestone 0.5- 5
(Wallorz, 1970) 0.5- 5
coe
'73efftcient of storage is fully defined in Cbaptrr 9. Briefly, it is the volume of,�t�
rtleascd from stomgc per unit change in head per unit area.
taken into or
o L C, F. ,�.�,�a t,,►n WELLS, I�

37
01
P.
L
.fines
id
/.1Vr.
s nd
the
Physical Properties and Principles / Ch. 2
figure 2,11 Relation between texture and porosity. (a) Well-sortedsedimen-
tary deposit having high porosity ; (b) poorly coned sedimentary
deposit having low porosity; (c)wet;-sorted sedimentary deposit
consisting of pebbles that are themselves porous, to that the
deposit as a whole has a very high porosity; (d) welf-sorted
sedimentary deposit whose porosity has been diminished by the
deposition of mineral matter in the interstices; (e) rock rendered
porous by solution; (f) rock rendered porous by fracturin8 (after
Meinter, 1923).
soil or rock matrix Fi gure 2A Ya),b c and d and seco»dszr nrosit which
may be due to such h sQluti l tue2.1 .e rail
fracturing Figure 2.11(f)].
Table 2A, based in part on data summarized by Davis (1969), lists representa-
tive porosity ranges for various geologic materials. In genera(, rocks have lower
porosities than soils; gravels, sands, and silts, which are made up of angular and
Fable 2.4 Runge of Yafues Porr,sr*y J
n(%)--
Unconsolidated deposits
Gravel
Sand
Silt
as y
Rocks
FraLtted basalt
Karst limestone
Sandstone
Limestone, dolomite
Sha]e
Fractured crystalline rock
Dense crystalline rock
25-40
25-50
35-50
40-70
5-50
5-50
5-30 �W kSa
0-20
0-10—RaC•CLL'Tr '
0-107
as .
rREEI_,c � CHf~-Aay, 1� 7 R PP 37 3 8
G,�oU►so w
a—

Physical ProperPres and Principles 1 Ch. 2
38 ,
rounded particles, have lower porosities than
soils rich iner platy
tiesclay
mi eralsorted
s; and
poorly sorted deposits [Figure 111(b)]
ha deposits r igure 2.11(a)]. 'nf;uence on h draulic con -
The orosit n can be an im ortant c
ctiv' sampling programs carried out within deposits of wail -sorted sand
her
en
or in fractured rock formations, samples
does withhold higher nagreg regional bass across have ibe
K. Unfortunately, the relationship Cla -rich soils for example, usually have
Spectrum of possible rock and soil types.
hi her < than sandy or gravell soils but lower draulic nductivities.
In Section 8.7 techniques will be presented for the estimation of hydraulic con-
ductivity from porosity and from grain -size analyses.
hich is The porosity n is closely related to the void ratio e,ande its related den bysed in soil
mechanics. The void ratio is defined as e = V.� V,,
e (2.40)
e= n or n =1+e
1—n
Values of e usually fall in the range 0-3.
The measurement of porosity on soil samples in the laboratory will be treated
in Section 8.4.
2,6 Unsaturated Flow and the Water Table
Up until this point, DarcyyIs law and the concepts of hydraulic head and hydraulic
that
conductivity have been developeddsar filled with waterwith respect to .Itclear that someus eso ls,,espe-
is, one in which a.l t_ arc usually
cially those near the groundsurface,
rthe remainders of the poom re space being. Their staken up by
,only partially filled with w
air. The How of water undersuch cone °a` s is ed termed
has �n the tdoma n ofsoill
saturated. Histoncally, the Y
......
ts
nd ground -
physicists and agricultural engineers, but recently both their talentssin the develop -
water hydrologists have recognized the need to pool
ment of an integrated approach to the study of subsurface flow, both saturated
and unsaturated.
Our emphasis in this section will be on the hydraulics of liquid -phase transport
ill not discuss
w water in the unsaturatedewater-plant s. These latter topics areransport, nor
of particular
will we considers an important role in the interpre-
interest in the agricultural sciences and they play
Cation of soil geochemistry. More detailed consideration of the physics and chem-
und at an level
istry of moisture transfer in unsaturated soils ran level in fo Kirkham kham and powers(
in Baver et al. (1972) and at a more advanced
and Childs (1969).
F � C,Re-49V

APPENDIX 7F
RELEVA►.NT SECTIONS OF GROUND -WATER BULLETIN
NUMBER 5

dOLOGY AND GROUND -WATER
RESOURCES
of the
HONROE AREA, NORTH CAROLINA
Division of Ground Water
GROUND -WATER BULLETIN NUMBER 5
NORTH CAROLINA
DEPARTMENT OF WATER RESOURCES
.. `��}�y���• t. .fir'
-.4, .. v
RE�l1`nES GOiAM, i
RALEI GH
IV

P W
North Carolina
Board of Water Resources
J. R. TOWNSEND, Chairman .................. ...... DURHAM
GLEN M. TUCHER, Secretary ................CAROLINA BEACII
P. D. DAVIS ............................... .... Dl1R}IAM
WAYNE IYMADRY ........ ................. ....'.... ALBEMARLE
C. H. PRUDEN, ,JR. ........................... .... WINDSOR
S. VERNON STEVENS, JR. ........................... BROADWAY
J. AARON PREVOST ............... . ........... WAYNESVILLE
a
Letter of Transmittal
The Honorable Dan K. Moore
Governor of North Carolina
Dear Governor Moore:
I am pleased to submit Ground -Water Bulletin Number 5,
"Geology and Ground -Water Resources of the Monroe Area,
North Carolina."
This report gives the results of an investigation made by the
U. S. Geological Survey in cooperation with the North Carolina
Department of Water Resources, as a part of the program of
reconnaissance investigations to evaluate the ground -water re-
sources of the State. It presents the data collected and describes
the general geological and ground -water conditions in Angon,
Stanly and Union Counties.
This report is a valuable contribution to the knowledge of the
ground -water resources of the area. It will be available to all
persons and agencies concerned with the development and con-
servation of those resources.
'respectfully submitted,
L,
Walter E. Fuller

CONTENTS
Page
Abstract .......................................
1
Introduction ....... ........................
3
Acknowledgements .... ...................... ........
.. 5
Geography ...... .......................................
5
Area and population ......... ....... .............
... 5
Economy .......................
5
Mineral resources .................................
6
Climate ... ........ ...... .........:.......
6
Drainage ,.. .......................
8
Geology ......... . .....................
9
Introduction ........ .........
9
Aeral distribution and character of rock units
........ 9
Sands and clays of Quaternary age ....
9
Triassic (Newark Group) ..............
. • . -
Granite...................................I.1
10
Diorite-gabbro................................
12
Phyllite and mica schist _ ........... .........
12
Gneiss................................
13
Carolina volcanic -sedimentary group ..
....... 13
Upper volcanic unit .......................
14
Tuffaceous argillite unit .R...........
....... 15
Laminated argillite unit .............
16
Lower volcanid unit .......................
17
Geologic structure ................................
18
New London syncline ...18
... .
Troy anticline ................................
18
Jonesboro fault .....................,..........
19
Gold Mill fault ........ .............. ,..........
19
CONTENTS
Page
Ground water .........................................
20
Introduction ............. ......................
25
Source ............................................
20
Occurrence and movement .........................
20
The water table ............ ....... ..............:.
21
Quality of water ........
r
Introduction .... ,
r
Mineral composition of ground waters ...............
26
Tly(lrogen-ion concentration (plI) ...............
26
11-01, (Te) ...................26
Calcium and magnesium (Ca and Mg) ...........
26
Sodium (Na) and Potassium (K) ...............
26
Bicarbonate (HCO,) and carbonate (CO,) ........
27
Sulfate (SO') L ...............................
27
Chloride (Cl) ..... ........................
. 27
Nitrate (NO,) ....... ........
27
Hardness ....................................
28
Rock units and their water -bearing properties ...........
28
Introduction ......................................
28
Relative water -bearing properties of the rock units ....
29
Sands and clays of Quaternary age ..................
29
Triassic (Newark Group) .........................
30
Granite..........................................
32
Diorite-babbro....................................
32
Phyllite and mica schist unit .......... . ............
32
Gneiss...........................................
35
Upper volcanic unit ...............................
35
Tuffaceous argillite.................................
35
Laminated argillite ...............................
38

CONTENTS ILLUSTRATIONS
Page
Lower volcanic unit ................................
40
Utilization of ground water ............. . ... •....
...... 42
Dugwells.......... .................... ..........
42
Bored wells ........................
42
Drilled wells ......................................
42
Factors to be considered in selecting a well site ...........
44
Effect of topographic location ......................
45
Relation of well depth to yield ......................
48
Completion and testing of drilled wells ........:...........
50
County descriptions ...................................
51
Introduction .................. .........:...........
51
Anson County .......................
51
Geography and physiography ...................
51
Geology ....... .................
52
Ground watch
C3:,
Municipal supplies ..............................
54
Stanly County ....................................
ru
Geography and physiography . ......',...........
70
Geology......................................
70
Ground water ...................
. ........ 73
Municipal supplies ............... ..j
........... 75
Union County ....................................
91
r.
Geography and physiography ....................
91
Geology........ ........... ...................
91
Ground water .............................
. . 93
Municipal supplies ...........................
94
Selected references ............... I........
......108
A
Page
Plate 1. Porphyritic granite with included fragments
of gneis§.................................... 11
2. Slump bedding; laminated arg,Yillite. From quarry
on the Rocky River near highway No. 52 ........ 17
Figure 1.
Index map of North Carolina showing areas
covered by reconnaissance ground -water
investigations ................................
4
2.
Climatic summary for Monroe, Union County
7
3.
Diagramatic section illustrating the relation
of the water table to topography ..............
22
4.
Hydrographs of selected observation wells
in the Monroe area .........................
24
5.
Average yield per foot of well in gallons
per minute .................................
47
A. Average yield, per foot of well, of wells
in the different rock units ...............
47
B. Average yield, per foot of well, according
to llopogy aphir. location . . . . . . . . . . . . . . . . . . .
47
C. Average yield, per foot of well, according
to range in depth .......................
47
G.
Average yield, per foot of well, of wells in
Clio different rock units, according, to range
in depth ....................
49
7.
Geologic map of Anson County ...............
56
8.
Map of Anson County showing the location of
ground -water supplies .......................
57
9.
Geologic map of Stanly County .. .......
71
10.
Map of Stanly County showing the location
Of g1'0u11d-wate1' supplies ......
'
11,
Geologic Map of Union County ...............
96
12.
Map of Union County showing the location
of ground -water supplies ....................
97
Table 1.
Average yield of wells according to rocky type ...
29
2.
Average yield of wells in rocks of Triassic age ...
31

Ea
ILLUSTRATIONS
Page
3.
Average yield of wells in granite ...............
33
4.
Average yield of wells in the phyllite and
mica schist unit .......
34
5.
Average yield of wells in tuffaceous argillite .....
37
6.
Average yield of wells in laminated argillite ....
39
7.
Average yield of wells in the lower volcanic unit ..
41
8.
Average yield of wells according to topographic
location ............... .......... .........
46
9.
Average yield of wells according to depth . ......
48
10.
Summary of data on wells in Anson County .....
55
11.
Records of wells in Anson County ........ e .....
58
12.
Chemical analyses of ground water from
Anson County .................... .........
69
13.
Summary of data 'on wells in Stanly County .....
74
14.
Records of wells in Stanly County .............
76
15.
Chemical analyses of ground water from
Stanly County .......... ......1
90
16.
Summary of data for wells in Union County .... , .
95
17.
Records of wells in Union County ................
98
18.
Chemical analyses of ground water from
Union County .................... .',..........
107
0
Geology and Ground -Water Resources
of the
Monroe Area, North Carolina.
By
EDWIN 0. 1+ LOYD
ABSTRACT
The Monroe area includes Anson,. Stanly, and Union Counties
in the south-central part of North Carolina. It has an area of
1,575 square miles and had a population of 109,746 in 19G0. The
economy is both agricultural and industrial.
The area consists mainly of low rounded hills with gentle
slopes in the southeastern part of the Piedmont province. The
altitude of land surface ranges from about 150 feet to 936 feet
above mean sea level, and the land surface slopes generally
toward the southeast.
The surface is underlain mainly by metamorphic and igneous
rocks, chiefly tuffaceous argillite, laminated argillite, tuff, phyl-
lite, gneiss, granite, and diorite-gabbro. A belt of Triassic rocks
in Anson County contains sandstone, shale, and other sedi-
mentary rocks.
The tuffaceous argillite is the chief aquifer of the area be-
cause it has a relatively high permeability and wide area] extent.
The yield of individual wells in this aquifer averages about 13
gpm (gallons per minute), and may he as much as 200 gpm.
The yield of wells in the area is related to topography. The
average yield of wells on hills is about half the average yield of
wells in valleys. The majority of the wells in this area are
drilled on upland sites where conditions are unfavorable for
! obtaining more than 5 to 10 gpm from a well.
Generally, the yield of wellx is determined by the secondary
permeability of the rocks, which decreases with depth, There is
usually little increase in the yield of wells below a depth of about
250 feet.
The present utilization of ground water in the area is only a
fraction of that available from the aquifers. Recharge and dis-
charge are apparently in natural balance because there is no
evidence of perennial lowering of the water table.

I
The chemical quality of the ground water in the area ranges
from a sodium -bicarbonate type to a calcium -bicarbonate type'
The over-all qualify is usually good, and the water is acceptable
for domestic or municipal uses with little or no treatment. Iron
concentration is generally less than 0.3 ppm. Hardness is some-
times an objectionable property of waters from the argillite and
sandstone units.
INTRODUCTION
This report is the tenth in
aisal ieofdesigned ground -water o give a l
r sources
or reconaissance-type app
throughout the entire State (fig1) . The area described in this
.
report compriseQ Anson, Stanly, and Union Counties. The area
takes its name from the City of y the Gr undnWatert Branch,
The investigation was made eration with the North Carolina
U. S. Geological Survey, in coop
Department of Water Resources. The report was prepared under,
the immediate supervision of P. M. Brown
4VD�str'tct Geologist,
Ground Water Branch, U
The fieldwork in the Monroe area was done between July 1960
and March 1962. The work consisted mainly of collecting and
interpreting data from about llsarnples of waterswere
mapping of the geology. Representative
collected and analyzed by J. D. Thomas, Chemist, Quality of
Water Branch, U. S. Geological Survey.
W

d� Figure i
Index map of North Carolina showing areas covered by recon-
naissance groulid-water investigations.
0
d
p
ACKNOWLEDGMENTS
The assistance of well owners, well drillers, school superin-
tclident4, acid municipal ollicials is gratefully ncl(newledged.
Particular acknowledgment is made to .lames F. Conley of the
North Carolina Division of Mineral Resources for his advice and
suggestions, which facilitated the geologic mapping. Also, par-
ticular acknowledgment is made to the Aycock Well Drilling
Contractors and the Harrill and Myers Company for the assist-
ance they rendered in furnishing well records and drill cuttings.
The Quality of Water section of this report was written by
3. D. Thomas, Chemist, U. S. Geological Survey.
GEOGRAPHY
Area and Population
The area discussed in this report covers 1,575 square miles.
According to the preliminary report of the'U. S. Census Bureau,
the area had a population of 109,746 in 1960.'Urban population
is centered in six cities or towns, each having a population in
excess of 1,000. The urban population is 31,258, or approxi-
mately 28 percent of the total population. The remaining 72 per-
cent of the population is considered rural and is centered in or
near 29 incorporated and unincorporated towns and villages in
the area.
Lconomy
The economy of all three counties in the area is predominantly
agricultural. According to the 1951 farm census, 88.6 percent of
the total area was in farmland. Crops and pastures covered 46
percent of the total area and 42.5 percent was covered by forests.
The agricultural crops that provide the main source of income
are cotton, lespedeza, corn, wheat, and soybeans. In southeastern
Anson County, peaches are an important crop. The total annual
income from these products is about $15,000,000,00. During the
last decade, poultry, beef, and dairy cattle have become an im-
portant industry of the area. Annual income from these sources
almost equals that of farm crops.
Textile manufacturing is the most important industry in all
three counties, employing well over half of all industrial workers
in the area. Other industries in the area include lumber, stone
11]

a and clay products, aluminum smelting, and the manufacture of
furniture and hardware.
Mineral Resources Izo
Crushed stone for road metal and for general construction
purposes is produced from a large quarry near Monroe in Union �t00
County and from smaller quarries scattered throughout the three °-
counties of the Monroe area. Brick clays are mined and bricks 80
produced at Norwood and Isenhour in Stanly County and near i
Monroe in Union. Light -weight aggregate for construction pur- 0 60
poses is produced from rock mined near Aquadale in Stanly
CL
County. Sand and gravel are mined in Anson County, particu- E 40
larly in the vicinity of Lilesville. The above mentioned mineral
products constitute the bulk of the mineral resources currently 20
being mined in the Monroe area. A few small quarries that pro-
duce stone for fl igging purposes are operating in Stanly County. I 0
In the past, gold and copper were mined in Stanly and Union t
Counties.
Climate i
The annual precipitation ranges from a maximum of 46.1
# e
inches at Albemarle in Stanly County, to a minimum of 43.5
inches at Monroe in Union County, according to records from s
the U. S. Weather Bureau stations at Albemarle, Monroe, and C
Wadesboro. The monthly distribution of precipitation at the
Monroe station is plotted in figure 2. The mean monthly precipi- o a
tat:on ranges between 3 and 4 inches during the. first 6 months
of the year. July and August are the months of greatest pre-
cipitation, having mean totals in the magnitude of 5 inches. The a 2
lowest mean total precipitation occurs during October.
The average annual temperature in the Monroe area is 61 de- , a 0
faces. Rv.coVds from the ithove-menflonecl weather stations
indicate there is little varii►tion ill ►tveragb temperatures between
stations. The lowest temperatures occur during'' December and
January, and the highest temperatures are recorded during
July, August, and September.
figure 2. Climatic summary for Monroe, Unioot County.
M AXIMUM
emPer
f�\e
f r
0
MINtIAUM
ti
�
ry t-on
-ter
—ar
1
1�
Jost. Fob. Mar. Apr. Moy June Juiy NuIj. �PeyI. v�'• ���
(1961)
7
6

Topography
The Monroe area lies within the upland section of the Pied-
mont physiographic province, which is an uplifted, submaturely
to maturely dissected peneplane.
The sedimentary rocks in the area strike generally northeast -
southwest. The igneous intrusives are generally elongated and
strike northeast -southwest. The relative resistance of different
rock types to erosion controls the topographic expression in the
area.
Average altitude of the upland surface ranges from about 150
feet above mean sea level in the southeastern. part of Anson
County to about 800 feet in western Stanly County. The highest
altitudes of the area are in northwestern Stanly County, in the
Uwharrie Mountain range. The highest of these hills is Morrow
Mountain, whirl; has an elevation of 936 feet above mean sea
level.
Drainage
The area is drained by the Pee Dee and the Waterce Rivers
and their tributaries. Mast of Anson County is drained to the
north by the Rocky River, which flows into the Pee Dee River, or
to the east by the Pee Dee River, which forms the eastern border
of the county. A small part of southwestern 'Anson County ts
drained to the south by several small streams that empty
into
the Great Pee Dee River in South Carolina. The southern part
of Stanly County is drained by the Rocl{y River, which flows
along its southern boundary. Most of the eastern part of the
county is drained into Badin Lake, the Pee Dee River, and Lake
Tiller, which forms the. eastern boundary of Stanly County.
About three -fourths of Union County is drained in a north-
easterly direction to the Rocky River. Approximately 20 percent
of the county, the southwestern part," is drained to t15e south-
west into the Wateree River in South Carolina. The remainder
is drained to the south into Lynches River, which empties into
the Great Pee DM River ill South Carolina. The courses of the
individual streams within the area are diverse; and the drainage
pattern is largely eontrolled by the geology of the area.
GEOLOGY
Introduction
During the fall and winter of 1961-62 a reconnaissance survey
was made of the geology in the area. With the exception of the
mapping of the Albemarle quadrangle (Conley, J. r., 1962),
little geologic mapping in the area had been clone prior to this
time. The existing geologic maps were inadequate for the pur-
poses of this investigation; therefore, reconnaissance geologic
mapping was a necessary part of the project work. (See lig. 7, 0,
11). The rock units shown on the maps are generalized in some
cases and usually contain more than one: tyl)e of rock. The differ-
ent rock types were grouped into mappable units oil the basis of
similarity in age, petrology, or water -bearing properties. They
are discussed in the following section in the same order as they
appear on the geologic maps.
Area Distribution and Character of Rock Units
Sands and clays of Quaternary age
Sand and gravel of Quaternary age are considered generally
to be the youngest geologic unit in the area. The unit occurs at
elevations ranging from about 400 feet above mean sea level in
the vicinity of Lilesville to about 250 feet east of Morven. Out-
crops are in isolated patches and pockets of various size through-
out the southeastern part of Anson County. The unit consists of
varicolored, laminated, crossbedded, kaolinitic sands and clays
and deposits of well-rounded stream gravels, all apparently of
continental origin. The gravels of this unit range from pea size
to small boulder size. The thickness of the deposits ranges from
a feather edge to more than 50 feet. Excellent exposures of this
unit can be seen along Highway 74 about 3.5 miles east of Liles-
ville and, in the same vicinity, in a commercial gravel pit where
the gravel is mined for road metal.
Triassic (Newarl( G"OLIP)
Rocks of the Newark Group were named for Triassic expo-
sures near Newark, New Jersey. In 1875, W. C. Kerr (1875)
correlated these rocks with the triassic exposures in North Caro-
lina. Three formations are distinguishable within the Newark
Group (Campbell, M. R., and Kimball, K. W., 1923). In descend-

P the Sanford, Cumno'ck, and Pelcin
ing order of age, they are
Formations. These formations form one water -bearing unit and
were mapped as one unit during this investigation.
Rocks of Triassic age are exposed in the Monroe area in a belt,
ranging in width from about G to 10 miles, that extends in a
northeast -southwest direction across the central', part of Anson
County and into the southeastern corner of Union County.
The Triassic rocks are bordered on both sides, and probably
underlain, by rocks of the Carolina volcanic -sedimentary group.
QuaLernary depotiiLs of sand and clay overlie small areas of the
Triassic rocks along their eastern edge.
The rocks of Triassic age consist generally of red, brown, and
cular
ds ored
gray sandstone cud r beds of fiale to siltstone an`mediume--grained, copurple
r ssbed-
claystone. Lent
ded, arkosic sandstone that are conglomeratic in places are
scatLered throu>;houL Lhe unit. Several exposures of a basal fan -
glomerate occur along the wesL.orn boundary. The basal fanglom-
eraLe usually consists of angular to well-rounded fragments of
rocks from Lhe Volcanic-SedisnelsLit l•y grouts 'a110119 will' red,
brown, and purple sandstone pebbles and cobbles. The matrix is
clay and arkosic sand. Dikes of dense black diabase, ranging
from a few feet to more than one hundred feet in width, have
intruded these rocks. These dikes are considered generally to be
of late Triassic age.
The Triassic sediments in Anson and Union Counties were
deposited in a graben, and are thickest along the eastern side of
the basin where the greatest vertical displacement occurred.
Subsequent upheaval and erosion of the area have exposed the
basal conglomerate on the western edge but not on the eastern
edge of the graben. weathered to
Most of the outcrops of Triassic rocks are deeply
a red, gray, purple, or brown residual clay. Typical exposures of
this group can be found on Highway D between Wadesboro and
Ansonville in Anson County.
Granite
Granite occurs in three widely separate localities in the Mon-
roe area. The largest body of granite is in eastern Anson County
where it has intruded rocks of the volcanic -sedimentary group
and the gneiss unit. The other two granite bodies occur along
the western border of Union County where they have intruded
10
Jam' • t .1� .!- ,. " �.
Plate I. Porphyritic Granite 1VW, Included Fragments of Gaieiss.
rocks of the lower volcanic unit. King (1955) considers these
granites to be a part of the igneous rocks in the Charlotte Belt_
In Anson County the granite is porphyritic and is exposed in
an area of about one -fifth of the county. In many places it is
overlain by Quaternary deposits. Xenoliths of gneissic rocks
occur in the granite near the granite -gneiss contact (pl. 1) . A
highly metamorphosed contact zone of phyllite and schist is
transitional between the granite and the volcanic -sedimentary
group, indicating that the granite intruded the rocks of the
volcanic -sedimentary group and the gneiss unit. The granite in
this body is light gray and medium -to very coarse -grained. -It
contains large phenocrysts of feldspar, and biotite is prominent.
Large well-rounded granite boulders are found frequently on
hillsides and in stream valleys. The weathered zone ranges in
thickness from a few inches to several feet. The soil produced by
weathering is recognized by its coarse texture and characteristic
buff to reddish -yellow color. Several outcrops of granite can be
seen along Highway 52 between Wadesboro and Morven in An-
son County.
11

The two granite bodies in Union County differ from the Anson
County granite. They are non-porphyritic and contain less bio-
tite, also they vary from light -gray, coarse -grained rocks to dull -
gray, fine-grained rocks. The weathering properties of the Union
County granite are similar to those of the An County gran-
ites, and a similar soil is produced.
Diorite-gabbro
The diorite-gabbro unit, which covers an area of about six
square miles, has the smallest areal extent of the geologic units
mapped in the Monroe area, It intrudes a granite body near the
western extremity of Union County and extends in a north -
south -trending belt, one to two miles wide, from Mecklenburg
County into South Carolina. The rocks in this unit range in com-
position from diorite to gabbro. The diorite-gabbro is a massive,
coarse -textured rock composed mainly of hornblende, feldspar,
augite, and varying amounts of quartz and accessory minerals.
These rocks usually crop out as rounded boulders that are rela-
tively unweathered. On the surface these rocks are black or
dark -:gray and pitted, apparently due to differential weathering
among the constituent minerals. Laney (190, p. 59) explains
their pitted surface as follows-, "This is probably caused by the
resistance of the purer phenocrysts of augite which withstand
weathering better than the hornblende 'sponges' and hence are
left as projecting masses." On a freshly fractured surface, these
rocks have a glossy luster. The unit is covered generally by a
thick layer of dark -red or brown residual soil.
Phyllite and mica schist'
The phyllite and mica schist unit occurs in both Anson and
Union Counties. In Anson County it forms a narrow contact zone
between the porphyritic granite and the tuffceous argillite. The
width of this contact zone ranges from about a hundred yards
to about three -fourths of a mile. In southwestern Union County
this unit forms a contact zone between the :lower volcanic unit
and the southern granite body in that county. It extends as a
belt, one --half mile to three and one-half miles in width and about
ten miles in length.
The unit is composed principally of phyllite and mica schist,
but in some places it contains other rocks including rhyolite,
12
granite -gneiss, and lithic tuff. The phyllites and schists were
apparently derived from the volcanic rocks with which they are
associated and were altered by contact metamorphism at the
time of the granite intrusion. Due to extensive weathering, out-
crops of fresh rock are scarce. The thick layer of residual soil
consists of clay. mixed with fragments of quartz and mica. The
soil color is usually dark -red or reddish -yellow.
Gneiss
Within the Monroe area, gneissic rocks were mapped;as a unit
only in the southeastern part of Anson County where they crop
out in an irregular -shaped area of about 10 square miles that is
surrounded by the porphyritic granite. This unit consists mainly
of biotite-gneiss and some sericite schist. There are many g
tions between the gneiss and the schist in the unit. Quartz, horn'
blende, and garnet are the principal accessory minerals
Typically, the rock has gray color and a medium to coarse tex
ture. Where the biotite content increases, the color become:
darker. Banding is common in this unit. Massive boulders crol
out on hillsides and along creek beds; the residual soil mantle
is generally only a few feet thick and dark red in color. Ther
is a contact zone, usually less than one -quarter mile lto
intensely weathered gneiss between the gneiss and granite un
Carolina Volcanic -Sedimentary group
The rocks of the Carolina volcanic -sedimentary group underli
all of Stanly County, most of Union County, and approximate]
one-third of Anson County. They are a part of what has bee
popularly known as the "Carolina Slate Belt," a northeas
trending band of volcanic, sedimentary, and low rank met
morphic rocks that crop out across the entire State in the eastei
and central Piedmont. Numerous writers have pointed out th
the term "Slate Belt" is misleading since slate is not the pr
dominant rock type of this group. Stromquist all(' Conley (195'
used the name "Carolina Volcanic -Sedimentary group"
simply, "Volcanic -Sedimentary group" in describing these rocl
This terminology is used in this report.
Conley (1962) established roupan� ��� Albemarle quadrang
c sequence for roc
of the volcanic -sedimentary g
part of which is in northeastern Stanly County. Due to t

reconnaissance scale of the present mapping, the units described
in this report corrc;apond only in part: to those mapped by ('On -
ley. llowcver, the writer follows really of the st•atigraphic and
lithologic concepts advanced by Conley in the description of rock
units that follow.
Upper Volcanic Unit
In the Monroe area,, rocks of the upper volcanic unit crop out
in scattered areas in northern and northeastern'' Stanly. County.
The outcrop areas normally correspond to topographic highs.
Conley (19G2) referred to these rocks as the "Upper Volcanic
sequence" and mapped them in three separate units. In descend-
ing order of age, Conley's units were composed primarily of
rhyolite, basaltic tuff, and andesitic tuff. Because of the relatively
small areas underlain by these rocks, they are grouped into one
unit for the purpose of this report. All three of the units differ-
entiated by Conley are not present in any single outcrop area but
their interrelationship is apparently conformable.
Rocks of the upper volcanic unit unconformZlbly overlie the
rocks of the tuffaceous argillite unit and the laminated argillite
unit. The rhyolite of the upper volcanic unit caps Morrow Moun-
tain and it few nearby hills. Conley (19G2) indicates that the
rhyolite is as much as 200 feet thick. Typically, it is a dedise, fine-
grained Flow rock that breaks with a conchoidal fracture. The
fresh rock is gray to darlt-gray in color. The rhyolite flows 111•c
sometimes porphyritic and contain phenoeryAs',of feldspar and
betaquartz crystals. The {low lines are well preserved. Usually,
the rock is well jointed but resistant to weathering and erosion.
The soils produced by weathering range from light gray to buff
and vermilion in color. Good exposures of this mock can he seen
along the approach road to, and at the apex of, Morrow Moun-
tain.
The largest outcrop area of basaltic tuff of the upper volcanic
unit extends in a north -south directioli from'', Badin Lake to
Morrow Mountain. This outcrop area comprises about seven
square miles. Numerous smaller outcrops are scattered through-
out northern and northeastern Stanly County.
According to Conley (IJG2), the basaltic tuffs attain a max-
imum thickness of 200 feet. They are composed typically of
basaltic lithic-crystal tuffs and some interbedded basaltic flows.
These rocks are well jointed, exhibit spheroidalweathering, and
produce a dark -brown clayey soil.
Andesitic tuff occurs in the upper volcanic unit i. .ne area
south and east of New London. Conley (1.962) indicates that the
andesitic tuff has a maximum thickness of 140 feet in this area.
It consists of dark -gray, massive andesitic tuff that often has a
scoriaceous appearance. It weathers readily to produce a clayey,
maroon -colored soil.
Tuffaceous Argillite Unit
The tuffaceous argillite unit is the most extensive geologic
unit that was mapped in the Monroe area; it is exposed over
about one-half of Anson County, three -fourth of Stated hanly County,
and two-thirds of Union County, covering
an of
over eleven hundred square miles. It conformably overlies the
laminated argillite unit.
The tuffaceous argillite unit, composed predominantly of felsic
tuffaceous argillite and graywacke, contains basic tuffaceous
argillite, felsic tuff, mafic tuff, and flow material interbedded
with the two predominant rock types. The unit has been intruded
by diabase and rhyolite dikes and gabbro sills. These rock types
were mapped as one unit because of the similar hydrologic prop-
erties of the two major rock types• art of the unit and
Graywacke is more typical of the upper pear New London in
crops out along the axis of a large syncline
Stanly County.
The graywacke is composed typically of sand -sized quartz and
chloritized rock le`;bE,massl� The freshfeldspar
rock isand
dark argillite
fragments in a fin ground
green but weathers to a light maroon color. rr�ades to
As pointer' Out by Conley (1962) the graywacke b
finer -grained equivalents to the southeast along the synclinal
axis. The finer -grained material is indistinguishable from argil-
lite in hand specimen. With the exception of the graywacke
described above, the remainder of the tuffaceous argillite unit,
as mapped for this report, is composed principally of felsic
tuffaceous argillite. The unweathered rock is medium -gray ill
color; it weathers to a light -gray color. In the Monroe area the
tliicicness of individual beds ranges from about one inch to sev-
er,,] feet. In hand specimen, the rock appears to be a fine-grained
tuff, the only identifiable minerals being scattered fragments of
feldspar crystals. Conley (1962) indicates, that in thin section,
the rock is a microcrystalline tuff, the most readily identifiable
minerals being quartz and orthoclase.
1
14

P
The above -described graywacke and felsic tuffaceous argillite,
with related interbedded rocks, comprise the tuffaceous argillite
ullit. ftej�inn:cl structure consisl:s or gentle open folds in most
of the Monroe area except in the area of the Gold Hill fault in
wester11 Union County where the rocks have been tightly folded
and sheared. The rocks of the tuffaceous argillite unit are of low
metamorphic ratilc, except in the areas adjacent to the Gold Hill
fault or to various intrusive bodies, where the rocks are of
medium meLamorhhic rank.
Laminated Argilli,te Unit
The laminated argillite unit is exposed in all thee counties of
the Monroe area, where it overlies conformably the lower vol-
canic unit and is overlain conformably by the tuffaceous argillite
unit.
The writ is composed primarily of thin beds, or laminae, of
clay and silt -sized material. The laminae, less than one -eighth
inch in thickness, give the rock a banded or striped appearance.
The fresh rock is dark -gray in color; it weathers to shades of
red and yellow and produces light -gray and yellow soils. The
rock usually has a well -developed bedding -plane cleavage and
sometimes has an incipient axial -plane cleavage:
The contact between the laminated argillite unit and the tuff-
aceous argillite unit is gradational. For the purposes of this re-
port the contact was placed where the thicker beds of the over-
lying tuffaceous argillite unit become predominant over the
laminae of the laminated argillite unit. Structurally, regional
open folds predominate, but isoclinal and overturned folds occur.
]Metamorphism is low rank, except where the unit has been up -
faulted on the western side of the Gold Hill fault in Union
County. Here the rocks of the laminated argillite; unit have been
metamorphosed to phyllite and slate, and traces', of the original
bedding planes have been largely obliterated.
Slump bedding in the laminated argillite has been observed
in several outcrops. Plate 2 is a photograph of such bedding made
in a small quarry by the Rocky River in northern' Anson County.
Pettijohn (1949, p. 145) describes and explains slump structure
in rocks similar to those of the laminated argillite unit as fol-
lows. "These structures are confined to a single bed or zone
between undisturbed beds. In many cases the: disturbance is
restricted to layers a mere inch or two thick. Such deformation
is usually due to subaqueous slump or gliding.
Piate 2. Slump bedding in laminated argillite. From quarry on the Rocky
River near Highway No. 52.
Lawer Volcanic Unit
Rocks of the lower volcanic unit crop out in the western and
southwestern parts of Union County in two large irregular
shaped outcrop areas. They are the oldest rocks exposed in the
area.
The dominant rock types of the lower volcanic unit are fine-
grained felsic tuffs and crystal tuffs that occur interbedded
with rhyolite flows. These rocks are usually light -gray in color.
The unit is frequently intruded by mafic dikes, quartz dikes, and
rhyolite dikes.
Rocks of the lower volcanic unit generally are deeply weath-
ered. About one-half mile south of Indian Trail in Union County,
a drilled well penetrated highly weathered felsic tuff' to a depth
of one hundred and thirty-five feet. This is an extreme case, but
the unweathered rock is usually so deeply buried as to make out-
crops a rarity. The lack of unweathered outcrops is character-
istic of the unit.
17
16

®
usually to a deep red color and
Union County. The center of the structure contains the oldest
the lower volcanic unit. According to
The rocks of this unit weather
in some instances to a creamy -yellow color. Some of the felsic
rocks exposed in the area,
Conley (1959), this unit represents an old land mass built up
tuffs weather to a clean white kaolinic clay that contains sand-
from the sea floor by a series of volcanic eruptions and Bows.
size quartz fragments. A good exposure of this material can be
Near the axis of the anticline several outcrops of rhyolite por'-
seen about one-half mile west of Trinity in Union Counter.
phyry have been. observed that indicate the proximity of the
Agriculturally, the soils of this unit are not very productive;
center of vulcanism.
their primary use is for pasture land.
The western clank of the antiichne, in Union County, is tightly
folded, and a part of that flank has been altered structurally by
Geologic Structure
minor faults. The structure plunges to the northeast ;in the
The Carolina volcanic sedimentary group has been folded
vicinity of Altan, where the lower volcanic unit is overlain by
the tufFaceous argillite unit.
regionally with the Monroe area. The general structure is a
the laminated argillite unit and
of northeast -trending synclines and anticlines; the larger
series
ones have wave lengths of ten to fifteen miles. Two major faults
Jonesboro fault
have been mapped in the area. The largest one: is the Jonesboro
and into
The Jonesboro fault forms the contact between Triassic and
fault, which extends act most of North Carolina
boundary of Triassic
Pre -Triassic rocks along the eastern edge of the Triassic basin
South Carolinas. it forms the eastern
exttheends
The fault is the Gold Ilia[ fault, which extends from
Jones -
for more than one hundred miles. In the Monroe area, the Jones -
trending line.
basin. other
Davidson County through Ullion County and into South Caro-
boro fault bisects Anson County along a nOrthCaSt
to determine the vertical displace -
ling. )Jvidence of several minor faults has also been observed.
Monroe area,
No attempt has been made
meet of this fault in Anson County. However, it is known that
There are probably other sizable faults in the
little evidence of their
about thirty miles northeast of Anson County the vertical dis-
Large displacements could exist and show
thickness of the stratigraphic
placement is at least 6,000 to 8,000 feet, (Reinemund, J. A.,
presence because of the great
1955} . No border ,conglomerate has been observed along the
units.
fault in Anson County.
New London syncline
Northern Stanly County and a part of Union County contain
Gold Hill fault
a large southwest plunging synclinal structure known as the
The tuffaceous argillite unit wraps around
The Gold Hill fault has been traced from Guilford County
Union County into South Carolina.
New London syncline.
this structure, and graywacke is exposed in its center (Conley,
through the western part of
In Union County the fault zone is bounded on the eastern side
J. F,, 1959). The structural axis of this syncline can be traced
by parts of the tuFfaeeous argillite unit, the laminaLe(1 argillite
from northwestern Montgomery County through Stanly County
unit, the lower volcanic unit, a►ul tale phyllite and mica schist
and into the sorithwestel n gru t (1i' Union (;ouilty.
unit. Along; the westel'n side of tare fault lisle, Lhruug�11c1uL Lhc
a
area, it is bounded by a part of the laminated argillite unit, that
Troy anticline
often has an almost vertical dip and has thin s1aLy cleavage.
The Troy anticline is the most extensive structural unit within
Mineralization has been observed in many instances in relation
minor faults. In the
the Monroe area. Conley (1962) noted that the width of this
County
to the Gold Hill fault and to the associated
watt charred in oat 1casL six different
structure is about 30 miles, and it extentla from Moore
Longitudinally, the structural
e;lrly 11a1•t of the (:entury 901(1
ail the western part of Union County. One of the oldest
westwardly to the Pee Dee River.
been traced from central Randolph '',County .into South
Hullos
mines in the county was located eight and three -tenths mile:
axis has
distance of more than 80 miles. Within the Monroe
southeasL of Waxhaw oil property now owned by Brady Green
Carolina, a
the structure is -exposed only in the southwestern part of
E
area,
18

This mine is worthy of mention because it is situated near the
Porosity and permeability are not necessarily related. A clay,
little water,
axis of a large anticline previously mentioned, and it provides
for example, may have a high porosity yet yield
for e interstices result ill water being;
evidence supporLing the theory LhaL many smaller faults were
with the Gold Hill fault.
se the small size of the
retained by molecular attraction. Ora the other hand, , coarse
developed in this area in conjunction
At this same location and reportedly extending for one-half
sand or fractured consolidated rocic may have a considerably
more water because
mile along a ridge paralleling Can Greelc is a deposit of PYrO-
lower porosity thYet it may yield
an the clay,
interconnection of fractures.
phyllite and soapstone.
of the size and degree of
rlou of formations, or a part
"An aquifer is a formation, gi p
0 E.1942}.
a formation that is water -bearing (Meinzer, ,
GROUND WATER
For the purposes of this report, an aquifer is considered to be
unit that is capable of storing and transmitting sufficient
Source
a rock
quantities of water to serve as a source of supply for human
be
The source of ground water in the Monroe area is precipita-
consumption. The available water in an aquifer may said
tion in the form of rainfall and snow. That part of total
to be the amount of water that may be safely and economically
wator-
precipitation which becomes ground water percolates downward
it the zone of satura-
withdrawn. This depends upon the water -storing and
of the aquifer and the amount of
under the influence of gravity until reaches
the interstices are filled with water. The top of
transmitting characteristics
recharge water available to the aquifer. If discharge exceeda
tion where all
the zone of saturation is the water table except where that sur-
recharge in an aquifer, over a period of time, the water level
face is formed by an impermeable body.
in the aquifer will decline.
Occurrence and Movement
The Water Table
Ground water occurs in the openings or interstices in the
The water table is not a stationary surface of fixedconfiigur a
natural influ
rocks below the water table. `These openings range in size from
tion but varies considerably according to certain
table i
minute pores in clays to large caverns in some limestones. Inter-
ences. In the Monroe area the depth to the water
valleys n
in unconsolidated sedimentary rocks such as gravel, sand,
governed largely by the topography. In stream
stices
and clay are primary pores or openings between the }articles.
de-
swamps the water table usually is at or very near the surface
table varies fror
Consolidation of a sedimentary rock results generally in a
through
On wide flat uplands the depth to the water
On hills and ridges nea
crease in size and amount of primary interstices
In rocks, whether
a few feet to thirty or forty feet. steep
the depth to the water table may be as grea
compactimi and cementation. consolidated
igneous, or metamorphic in origin, secondary in-
large streams,
100 feet. Figure 3 illustrates the relation of the water tabl
sedimentary,
terstices such as solution channels, bedding planes, joints, and
as
to the topography.
of schistosity, generally have greaterinfluence on the
Because the source of ground water is precipitation, the Ovate
planes
movement of ground water than do primary
table fluctuates with the amount of rainfall. The intensity an
occurrence and
interstices.
duration of the rainfall has a considerable bearing upon tt
A measure of the capacity of a rock to store water, under
is the volumetric
proportion of water that runs off directly, evaporates, or reach(
diner in their ability to transmit water 1
non -artesian conditions, is its porosity, which
that is occupied by interstices. Perinea-
the water table. Soils
table or ground -water reservoir; those in the Monr(
percentage of the rock
bility is a rock's capacity for transmitting fluids in response to
the water
area generally have low permeability. Thus a heavy rainfa
variations in hydrostatic pressure- Permeability is governed by
degree of interconnection of inter-
of short duration will result in a high percentage of surfa(
The same amount of rain, falling over a longer perio
the size, shape, amount, and
runoff.
in a much larger proportion of water reaching tl
stices.
will result
ground -water reservoir.
20

a Figure 3. Diagrammatic section illustrating the relation of the Nvuter
table to topograPhy.
iv/iii, o
Temperature affects movement of water to the water table,
because the viscosity of water varies inversely with the temper-
aLuiec. cold water will move Llit•ougb the interstices more Slowly
than warm water. In general, however, ground -water tempera-
tures do not fluctuate widely.
Evaporation and transpiration by plants also nflcet the eleva-
tion of the water table. The amount of water, lost by evaporation
from the soil is dependent upon the temperature, humidity, and
rate of air movement. During warm windy seasons of the year,
evaporation may be considerable. During the growing season,
transpiration losses are greatest. The water lost by evaporation
and transpiration generally comes from the zone of aeration
above the water table. Nevertheless this loss must be replenished
either by intercepting rainfall as it percolates toward the zone
of saturation or by absorbing water by capillary action from the
zone of saturation ; either results in a lowering of the water
table. Even though rainfall is greatest during the summer and
fall months, the water table is at its lowest elevation because
of evapotranspiration effects.
During; this investigation, monthly records were kept of wat2r-
level fluctuations in 24 wells in the Monroe area. Hydrographs
of six of these wells shown in figure 4, illustrate typical water -
table fluctuations in various parts of the area. The hydrographs
show that the trend of the seasonal fluctuations is consistent.
However, there is considerable difference in the range of fluc-
tuation between wells. Apparently, this is due to permeability
variations between the materials in which the wells were drilled
and to variations in the porosity.
The seasonal cycle of water -table fluctuations in the Monroe
urea is Lyl)ical of the cycle in other parts of the State. It begins
usually, with a marked rise in water levels in December or Jan-
uary which continues until the beginning of the growing season
in April or early May. From May to December, there is a con-
tinuous decline in water levels unless unusually heavy rainfall
causes slight, local rises.
K
22

figure 4. Hydrographs of selected observation wells in the Monroe area-
7-
2c
22
u
T
0
it
QUALITY OF WATER
I n LroducLion
Analyses of certain chemical constituents of ground water
commonly are an integral part of ground -water investigations.
The chemical quality of ground water may determine the usabil-
ity of the water. In addition, chemical quality may reflect the
geologic environment from which the water was obtained.
Rainwater contains dissolved gases, principally carbon diox-
ide and oxygen, which make it a weathering agent that interacts
chemically with mineral compounds that make up the racks of
the earth's crust. This interaction results in some mineral con-
stituents going into the aqueous solution of ground water and
partial or total disintegration of some of the rocks involved. The
amount and type of these mineral constituents, or dissolved
solids in ground water determine the characteristic taste of the
water. The quantities of absorbed gases and dissolved solids
that occur in a ground water at any one time are dependent upon
several factors which include (1) the hydrostatic and atmos-
pheric pressures present in the system, (2) the temperature of
the water, (3) the chemical composition and physical charac-
teristics of the rocks, and (4) the length of contact time between
the water and the mineral constituents of the rocks.
Salts of common metals, which include potassium, sodium,
calcium, magnesium, and iron, make up a large percentage of
the dissolved solids in ground waters. True salts are ionic in
character, being composed of cations and anions. Chemical
analyses of ground water involve the quantitative measurement
of the various ionic constituents that are present in the aqueous
solution. The proportionate amounts and chemical relationships
of the anions and cations present in the solution determine such
characteristics of the water as hardness and hydrogen -ion con-
centration. The results of the chemical analyses are expressed in
parts per million (ppm) by weight in this report.
Most of the ground waters from the Monroe area, that were
analyzed as pars; of this investigation, were calcium bicarbonaLe
waters. A few waters, primarily from localized areas in the
Triassic rocks, were calcium chloride waters. These calcium
chloride waters usually contained, for the Monroe area, anomo-
lously high amounts of total hardness.
The following discussion concerns the chemical constituents,
that were determined for ground waters from the Monroe area,
in relation to their occurrence.
24 1 25

Mineral Composition of Ground Waters
ilydrageEi-ion Concentration (1)1.1}',
The hydrogen -ion concentration is a measure of the acidity or
alkalinity of water. Water having a p1=I of 7.0is regarded as
neutral, a pH higher than 7.0 indicates alkalinity, and a pH
lower than 7.0 indicates acidity.
Iron (Fe)
Waters percolating through rocks and soils that contain iron -
bearing minerals dissolve iron from these minerals. Acidic
waters have a greater tendency. to dissolve iron than alkaline
waters.
Water with an iron content of less than 0.3 ppm is suitable
for most domestic purposes. Excessive iron in water is respon-
sible for the yellowish brown stains on white enamel and porce-
lain fixtures and laundry with which the water comes in contact.
Ground water contains dissolved iron in the ferrous state. A
water that contains excessive iron may be clear when pumped
from a well. Exposure to the atmosphere allows the oxidation
of the ferrous iron and the formation of ferric hydroxide which
is responsible for iron -staining.
The majority of the ground waters analyzed from the Monroe
area contained less than 0.3 ppm of iron. Only 7 of the water
samples contained over 0.5 ppm of iron.
Calcium and Magnesium (Ca and Mg)
Calcium and magnesium in ground water are dissolved to
some extent from practically all rocks in the Monroe area. These
two elements are the major contributors to the hardness of
water and also the chief constituents of the scale formed in boil-
ers or other vessels in which water isnheated or 'evaporated. The
highest calcium and magnesium contents, 287 ppm and 108 ppm,
respectively, in ground waters analyzed from the Monroe area
were in water obtained from Triassic rocks -
Sodium (Na) and Potassium (K)
Sodium- and potassium -bearing minerals are present in nearly
all types of rocks and soils. The sodium content 'of ground water
is generally higher than the potassium content. High concen-
trations of sodium will cause foaming -in stream boilers and will.
limit the use of a water for irrigation. Only three water samples
analyzed from the Monroe area contained .more than 50 ppm
i sodium. The highest potassium content of water analyzed from
the area was 5.2 ppm.
Bicarbonate (IIC0;,) and Carbonate .(CO:,)
Bicarbonate and carbonate in ground waters produce alka-
linity. Ground waters sampled in the Monroe area contained no
measurable amounts of carbonate. The bicarbonate content of
water samples from the Monroe area rantred from 4 pprn to 301
ppm. The highest bicarbonate content was in water from the
Triassic rocks. Bicarbonate has little effect on either the domes-
tic or industrial utilization of the water. However, when water
that contains bicarbonate is heated, the bicarbonate is converted
to carbonate which is relatively insoluble. The carbonate con-
tributes to scale formation in containers and boilers.
Sulfate (SO4)
Sulfate in ground water is dissolved from various sulfate
minerals which are readily soluble in water. Sulfate may also
be derived from the oxidation of the iron sulfide minerals and
organic matter. High concentrations of sulfate in waters impart
a noticeable taste and odor to the water and contribute to scale
formation. Only 6 water samples from the Monroe area con-
tained more than 20 ppm sulfate.
Chloride (Cl)
Small amounts of chloride in ground water are dissolved from
the weathering of chloride -bearing minerals. Chloride in ground
water may also be derived by pollution, from sewage and indus-
trial wastes. Only 8 water samples from the Monroe area con-
tained more than 50 ppm chloride. The highest chloride content,
744 ppm, was in water from the Triassic rocks.
Nitrate (NOO
Nitrate in ground water is considered to be the final oxidation
product of nitrogenous organic materials. The U. S. Public
Health Service recommends that waters intended for human use
should not contain more than 45 ppm nitrate. However, a con-
26 27

centration of greater than 3.0 ppm is generally considered to
indicate the presence of a source of pollution. Dug wells and
improperly cased wells are most subject to nitrate pollution by
infiltration of surface water.
The presence of small seams of coal and other organic: mate-
rial in the Triassic rocks may be the cause of higher than nor-
mal nitrate concentrations in water samples from three wells
in Anson County.
Hardness
Hardness is the property of water attributable to the pres-
ence of dissolved alkaline elements, and is expressed in analyses
as equivalent calcium carbonate (CaCO3). Calcium, magnesium,
and other polyvalent cations are responsible for the hardness of
water. Hard water is objectionable because of its soap -
consuming properties and because it forms seal in boilers and
containers in which it is heated. The hardness of water samples
from the Monroe area ranged from 8 to 1,160 ppm. The harder
waters were from Triassic rocks.
The U. S. Geological Survey classifies water''with respect to
hardness as follows
Hardness as CaCO:, (pPm) Classification
0-60 Soft water
61-120 Moderately hard water
121-180 Hard water
181-i- Very hard water
DOCK UNITS AND THEIR WATER -BEARING
PROPERTIES
Introduction
There are seven principal water -bearing rock units in the
Monroe area. Tables are presented and discussed to allow com-
parison of the water -bearing properties of the various rock
units and to illustrate the effects of well depth .and topographic
location on the yield of wells in the Monroe area.
The comparisons discussed in this section are believed to be
representative of the rock units mentioned. However, compar-
isons based on such a small number of wells cannot be consid-
ered highly accurate, mathematically.
Table 1- Average 'Yield of Wells According to Ruck Type.
No. ofJeld
we llage
allons er minute
Average
Per foot
of cell
All Wells
40700
14
0,11
Rock unit
2
5
0,18265
Sand uaternar
16
0:10
C.,n a
l5
95
1-€00
l8
0.19
Pis Mite and mica schist
5
236
2 -90
37
0,15
Tuifaceous ar illl[a
302
114
-200
l3
0.11
1.ominatcd ar i€]itc
39
113
1 -75
15
0.13
Lower volcanic unit
€8
128
1-60
l2
0.09
Relative Water -Bearing Properties of the Rock Units
Data on depth and yield were compiled for 407 wells in the
Monroe area. Table 1 shows the average yield per well and per
foot of well for both the total number of wells and the number
of wells in each rock unit.
As shown by the data in Table 1, the 407 wells inventoried in
the Monroe area have an average depth of about 120 feet, an
average yield per well of about 14 gpm, and an average yield
per foot of well of 0.11 gallons per minute (gpm) .
Comparison of the average yield values in Table 1 indicates
that the highest average yield per well is obtained from wells
in the phyllite and mica schist unit and that the lowest average
yield per well is obtained from wells in Quaternary sand. The
highest yield per foot of well is obtained from wells in the gran-
ite unit and the lowest yield per foot of well is obtained from
wells in the lower volcanic unit.
Sands and Clays of Quaternary Age
The sand and clay unit of Quaternary age covers most of the
southeastern part of Anson County. It consists of interbedded
kaolinitic sands and clays and well-rounded stream gravel. The
gravel ranges from pea -size to large cobbles. The thickness of
29
28

the unit ranges from a featheredge to more than 50 feet.
Ground water is container) in the pore spaces, or primary inter-
stices of these unconsolidated sediments and in some of the
thicker parts of this unit ground water occurs under semi -ar-
tesian conditions; the clay strata acting as semiconfin'sng layers
above and below sand or gravel strata.
Because this unit is relatively thin, it has minor importance as
an aquifer. Yield figbres are available for only two wells in this
unit. Most of the existing wells are either dug or borecl and are
less than 50 feet deep.
Chemical analysis was made of water frorn one well in this
unit. Except for a moderately high nitrate content, the water
was of very good quality. The nitrate content was probably due
to contamination by surface water. The analysis showed the
content of iron and hardness in this water to', be 0.08 ppm and
48 ppm, respectively. However, some owners of wells in this
same unit have reported objectionable amounts of iron.
Triassic (Newark Group)
Rocks of Triassic age are exposed in the Monroe area in a belt
- ranging in width from about 6 to 10 miles and extending in a
northeast -southwest direction across the central part of Anson
County and into the southeastern corner of Union County. These
rocks consist of sandstone, siltstone, claystone, and conglom-
crate.
Primary porosity of the sandstone and conglomerate has been
-reduced by rpost depositional compaction and cementation, and
the occurrence and movement of water in.these rocks are con-
trolled mainly by secondary interstices, or fractures.
The data in Table 2 indicate that the rocks of Triassic age
have an average yield per foot that is about the salrle as that
for the-tuffaceous argillite and rocks of the lower volcanic unit.
Table 2 gives data for wells in the rocks of Triassic age accord-
ing to depth and topographic location.
The Triassic rocks generally yield adequate supplies of water
for most domestic purposes.
The diabase dikes that have intruded these rocks yield little
water but the rock adjacent to a dike often is highly fractured
and many of the higher yielding wells in the: Triassic rocks are
drilled adjacent to dikes.
Chemical analyses of.water from the Triassic rocks indicate
Table 2, Average Yield of Wells ill Rocks of Triassic Age
A�[nrdSn�tn dc3+Lh___� _.
---^---___
-
Range in depth
Eeet
Ne• of
wells
Average
depth
Yield
Range
3-40
aliens er
Average
minute�__
Per foot
of well
.. U-100
9
18
0.20101-150
7
L12
5-65
- 1B
21
U.14
0.12
151-200
6
165
-6-50
201-250
-
-�
251-300
_---� Greater than JUL) W.
2
2
295 _-
145-
4-1d
`S•-7
11
2—.V-
10.04
0.004
All wells
26
156
ll-65
17
O.11
Accordln to Co c'ra hlc lo[at [an
.
Topographic location
Nu, of
wells
Avc r�l;•
depth
feet
Yield
Range
_
•allons icr
A�crage
ml Ootc�
4'er foot
of we1L
IlfL1
17
137
3-65
14
0.10
Plot T
5
116
4-50
21
43.H3
slope
2
299
3-40
22
0.07
Draw
None_
Valley
None
31
30

that the water is frequently hard and, locally, may contain objec-
tionable amounts of iron and chloride.
Granite
There are three separate bodies of granite within the Monroe
area. The largest body is in the eastern section of Anson County
where it has intruded the rocks of the voleanic-sedimentary
group and the mica -gneiss unit. Two smaller bodies of granite
occur along the western border of Union County.
The granite in Anson County is light -gray in color and por-
phyritic in texture, containing large phenocrysts of feldspar
and a considerable amount of biotite. About one -fifth cf Anson
County is underlain by this granite body. The porphyritic gran-
ite usually provides sufficient water for domestic and small
industrial supplies. According to the data in Table 3, the yield
of individual wells in granite ranges from 1 to 100 gpm.
The granite in Union County differs from the granite in An-
son County in that it is fine-grained and contains less biotite.
The combined data for all wells in granite from both counties
indicate that the average well depth is about', 91 feet, and the
average yield is about 19 gpm. Chemical analyses of water from
the granite bodies indicate that the water is soft and low in iron.
Diorite-Gabbro
The Diorite-gabbro unit is the smallest geologic unit mapped
in the Monroe area. Diorite-gabbro intrudes. the granite unit
and crops out in a belt one to two miles wide. which extends in
a north -south direction from Mecklenburg County into South
Carolina. Locally, the rocks range from diorite to gabbro, but
as a whole, the rocks of this unit are intermediate between dio-
rite and gabbro.
No information is available on wells drilled in this unit in
Union County. However, just west df the Union County line in
Mecklenburg County, LeGrand and Mundorff (1952) reported
that wells in this unit had an average yield of 13 gpm. The aver-
age depth was 135 feet, and the average yield per foot of well
was 0.10 gpm.
Phyllite and Mica Schist Unit
This unit occurs in the southwestern part of Union County
forming a contact zone between granite and the rocks of the
Table 3, Average Yield of Wells ill Granite.
According, to depth
Rouge in depth
(feet)
No. of
wells
Average
depth
(feet)
Yield gal lons Per minute
Range
Average
Per foot
of yell
0-100
11
12
1-45
i5
0.20
101-150
3
130
5-100
36
0.28
151-200
1
102
-
7
0.04
All vella
15
91
1-100
19
0.20
According to topographic location _ _.—
Topographic location
No. of
veils
Average
depth
(feet)
Yield
allons per mtnute)
flange
Average
Per foot
of uelJ
Hill
1
95
3j-30
9
0.10
Flat
4
112
7-100
47
0.42
Slope
J
70
3-15
8
0.11
32
33

'1"able 4, Average afield of Wells ill tile Phyllite and '',Mica Schist Unit
('1'u�iugra)�bicully, all tvvllti are 4, it atones) --
Range in depth
(feet)
No. of
uella
Averega
depth
(feet)
Yield
Range
aildns
Aveeage
er minute
per foot
of cell
101-L50
1
150
-
2
0.02
201-250
1
250
-
50
0.20
251.300
2
231
5-40
21
0.09
Greater than 300
i
301
-
90
0.30
' All .+ails
5
235
2k-90
17
0.16
lower volcanic unit. In Anson County this unit ''forms a contact
zone between the granite and the tuffaceous argillite unit. In
Union County, the contact zone is from one-half to three and
one-half miles wide. In Anson County, the width of this contact
zone varies from a few hundred yards to about three -fourths
of a mile.
The unit is principally a phyllite with subordinate occurrences
of mica schist and minor occurrences of rhyolite and lithic tuff.
Water occurs in the fractures and along the planes of schistosity.
Data are available for only five wells drilled in the phyllite
and mica schist unit. Only one of the five wells is in. Anson
County. It was drilled to a depth of 275 feet and yields 3 gpm.
The areal extent of the phyllite and mica achist unit in Anson
County is too small to be of any importance as an aquifer except
for domestic purposes.
Three of the four wells in this unit in Unison County were
drilled for the town of Waxhaw and yield 40, 50, and 90 gpm.
Other data on these wells are given in Table 4.
Analyses of water from the phyllite and mica schist unit: indi-
cate that the water has a low iron content and a total hardness
of less than 60 ppm.
Gneiss
(;rli:i:lSic r0ck4 crap out in the sou theastcI'll part of Ammon
County in an irregularly shaped body covering about 10 square
milts. This unit is composed of biotite gneiss with small amounts
of sericite schist :.Ground water moves through fractures and
along schistose planes in this unit.
The only ground -water supplies drawn from this unit are
obtained from a few dug wells. The outcrop area is in a prac-
tically uninhabited section of Anson County. Since it has little
use as an aquifer, there are few data available on its hydrologic
properties.
Upper Volcanic Unit
in the Monroe area, the upper volcanic unit crops out only in
Stanly County. It has been mapped in two principal bodies cov-
ering areas of about eleven and' nine square miles, two secondary
areas of orie and one -tenth and eight -tenths square miles, and
at least three dozen minor bodies of less than one square mile
in the area. The largest body extends from Badin Lake to Mor-
row Mountain. The second largest outcrop extends from about
one mile southwest of, and including, New London to the Yadkin
River. Small outcrops 'are scattered over the northern half of
the county from the vicinity of Millingport to about four miles
southeast of Albemarle.
The dominant rocks of the upper volcanic unit are lithic tuffs
and lithic-crystal tuffs of massive andesitic composition and
basaltic composition. Rhyolite flows cap the highest hills in the
eastern part of the unit.
As in the other rock units of the area, topography should be
given careful consideration when selecting a well site. According
to Conley (1962) the basaltic tuffs of this unit have it maximum
thickness of 200 feet, and the andesitic tuffs do not exceed 140
feet in thickness. During this investigation, no drilled 'wells
were found which derived water from these rocks. Apparently
all the drilled wells in this unit obtain water from the underly-
ing argillite units.
Tufl'aceous Argillite
The tuffaceous argillite unit crops out in all three counties
in the Monroe area, covering an area of more than 1,100 square
35
34

miles. The unit contains several types of related'roclis, the most
common of which are interbedded felsic and mafic tuffaceous ar-
gillites, fine-grained tuft's, breccias, and flows. The tuff aceous
argillites are overlain in some areas by graywacke sandstones
and siltstones with some interbedded mafic tuffs, breccias, and
conglomerates. The rocks of this unit are largely :made up of fine
ash and other volcanic ejecta which were deposited in water
with very little reworking and sorting.
Because of its areal extent, the tuffaceous argillite unit is the
most important aquifer in the Monroe area. The movement of
ground water in this unit is along cleavage planes, bedding
planes, joints, and quartz veins.
Adequate supplies for small municipal and industrial users as
well as domestic users are available in all parts of the unit. Data
collected on 304 wells in this unit indicate that, yields of up to
200 gpm may be expected and that the yield per foot ratio de-
creases below a depth of about 150 feet.
Topographic location is also an important factor in selecting`,
a well s tem a ils unit. The best yields have been obtained from
wells drilled in draws, valleys, and on slopes, respectively.
Table 5 illustrates the results of the tabulation of pertinent -'
data for wells in the tuffaceous argillite unit.
Analyses of several water samples from this: unit show that
the water is generally hard and contains moderate amounts of
iron. Apparently, much of the objectionable ironreported in the
water by some well owners is secondary and is derived from
rusting of the well casings and pipes in the water systems.
36
Fable 5. Average Yield of Wells in Tuffaceous Argitlite
According to depth
Range in depth
fee[
No. of
wells
Average
depth
feet
Yield allons er minute)
Range
Average
Per foot
of yell
0-I00 .,
148
75
�-90
12
0.15
101-150
91
118
§-100
12
0.11
151-200
41
M
3/4-90
13
0.07
201-25U
6
235
1�-15
6
0.03
251-300
11
278
1-30
5
0.02
Greater than 300
7
353
�-200
68
0.19
All wells
304
119
�-200
1J
O.E1
Aeeordin Co to o ra hie location
Topographic location
No, of
wells
Average
depth
feet
Yield al Sons er minuCe
Range
Average
Per foot
of well
Hill
163
110
�-75
10
0.09
Flat
34
109
�-95
11
0.10
slope
24
123
2-180
20
0.16
Draw
6
75
7�-90
29
0.39
Valley
7
194
5-200
46
o.24

Laminated Argillite
Laminated argillite i:l exnaticd in a111 three ei1t111tie:1 in the area
where it Iies conformably upon the rocks of the: lower volcanic
unit. The predominant rock is fine-grained, laminated argillite
showing graded bedding; the laminae are commonly less than
one -sixteenth inch in thickness. Over most of its outcrop area,
the rocks of this unit, are open folded. However, west of the
Gold Hill fault in Union County, the laminated argillite has
been tightly folded and metamorphosed to a phyllite with thin
slaty cleavage. The metamorphism has in many places almost
completely destroyed the bedding planes.
The occurrence and movement of water in this unit is in the
bedding planes, joints, and cleavage planes. Many domestic wells
obtain water from laminated argillite, and their yields range
from 1 to 75 gpm, with the average yield being about 14 gpm.
The highest average yields for. wells in this :unit have been
obtained from wells drilled in flat areas.
The data in Table 6 show the comparative yields according to
depth and topographic location, for wells in the 'laminated argil-
lite unit.
The rocks of the laminated argillite unit are similar in chern-
ical composition to the rocks of the tuffaceous argillite unit. As
would be expected, the quality of water in the 'laminated argil-
lite unit i5 very similar to that of water in the tuffaceous argil-
lite unit. It is generally hard and contains low to moderate
amounts of iron.
D
Table G. Average Yield of wells in LaTnlnnted Argillite
....... Accu%aI1 9 Co daPT11
Range in depth
feet
No. of
wlis
Av®rage
dcpCh
feet
Y1cid
shone er
minute
Ifango
AVL'Ca�
1'ur fooC
of yell
0-LUO
2U
84
1%-40
13
0.16
101-15U
€2
Lib
5-75
16
0.14
-200
3
L73
6-30
14
0.08
E2U[-250
1
2U3
-
35
l7
251-300
1
257
-
1.
.004
Greater than 300
1
330
2
004
All yells
]b
=L161-75
14
.12
AMORIITNC TO TOPOGRAP1i1C_ LOCATION
Topographic locaCian
Nu. of
wells
Average
depth
feet
Yield
allons ,er mi%1ULV
Range
Averagu
Per foot
of veil
I1i11
28
116
1}-75
13
U,11
Flat
6
104
5-4U
20
0.19
slope
3
135
1-10
6.0
0,04
Dray
_:�
D
92
5-20
10.0
0.11
3 9
38

Lower Volcanic Unit
Within the Monroe area, rocks of the lower volcanic unit crop
out only in the western and southwestern parts of Union County.
The unit is composed primarily of fine-grained felsic tuffs,
and felsic and mafic crystal tuffs with interbedded rhyolite
flows. The unit is 'frequently intruded by diabase, rhyolite, and
quartz dikes.
The occurrence of ground water is in the fractures and along
cleavage planer. Generally, -()cics of this unit are deeply we.sth-
ered, but, because of the low permeability of the weathered
material, it is frequently necessary to drill into the unweathered
rock before satisfactory supplies of water can be obtained.
Data collected for 19 wells in* this unit show: that individual
wells yield as much as 60 gpm. The average yield is slightly
more than 11 gpm, and the average depth for the 19 yells is
121 feet.
The relation of yield to depth and the relation of yield to the
topographic location for the wells in the lower volcanic unit are
shown in Table 7.
Analyses of five water samples from this unit show the water
to be of very good quality. The water is usually soft and the iron
content is seldom greater than 0.3 parts per million.
i
Table 7. Average Yield of Yells ill the Lover Volcanic Unit
Accurdin' to de'l6
Range in p Jeth
fvUL
tio, o[
uella
Average
JePth
feet
Yield
Range
•allo cr
Average
minute}
Per fuoC
of Well
U-lUU
9
65
3-12
7
0.10
lul-150
6
137
2-30
15
0.11
E5i 2UU
3
I9di
1-60
2l
U.11
201-250
-
-
251-300
Grouter that' JUU
i
3U3
All -ells
14
l21
1-60
!1
0.04
Accardine to topographic location
-_-
Topographic location
No, of
Wells
iereragc
depth
(feet)
Yield
allonv cr minute
Range
Average
Per foot
of We11
Hill
13
134
1-6
15
0.11
Flat
1
100
12
0.12
slope
1
195
-
1
0.01
41
40

®
UTILIZATION OF GROUND WATER
The shot -drill method employs a bit G to 8 feet long and from
2 to 4 inches in diameter. The bit is attached to the end of a
In the Monroe area, ground water is obtained from wells and
(It -ill stem, usually -2/1, to 1 inch in diameter, and rotated by ma-
ypring's. While the use of spritt},�s :eti a source.or �r�uu«rl-waLei'
chine- The bit is slotted on the bottom to hold the chilled shot
supply is not uncommon in this area, the use of ;wells is far more
.vhielh is poured down the hole outside of the drill stem and
common. Three types of wells —dug wells, Bored wells, and
bit. The rotation of.Che bit causes the shot to cut the rock. Water,
drilled wells are used in this area. 1
forced down the inside of the drill stem, cools the bit and brings
j
the drill cuttins to the surface. Cores are removed from the bit
Dug Wells i
when it is witbdrawn from the hole. This drilling method is
Dug wells are large diameter holes that are ldug deep enough
very slow, however, it is still used by a few drillers.
to intersect the water table. They are constructed manually
The cable -tool drill rig is basically a derrick, sheave, cable,
using pick, shovel, and, in places, dynamite. A cribbing of wood,
drum, a string of drilling tools, and engine, The drilling tools
brick, stone, or cement is placed against unstable material in-
and a short bit are attached to the cable. This string of tools is
side the well to prevent it slumping and to retard seepage of
repeatedly raised and dropped by the machine at a rate of 25
water or foreign matter into the well. The depth of dug
to 30 times per minute. The percussion action causes the rock to
surface
wells ill the Monroe area ranges between 20 'and GO feet. Fro-
be broken or crushed in the hole. When cuttings have accumu-
quently, and for best results, they are dug in the fall season
laced in the hole, the tools are withdrawn and the cuttings are
when the water table is at its lowest level.
removed by a bailer. The bailer is a long cylindrical bucket with
a valve at the bottom which permits free entrance of water and
Bored Wells
drill cuttings when the bailer is lowered but closes when the
Within the Monroe area the use of bored wells is limited to
bailer is lifted.
The air -rotary drilling method is relatively new. The initial
',
Chose parts of Anson County that are coveredby the sands and
nigh cost of this equipment has limited its use to the larger dVill-
clays of Quaternary age. Bored wells are constructed with a
ing companies. However, the cost of a well drilled by this method
machine -driven auger which bores a hole ranging in diameter
is usually no more than the cost of any other method of drilling
from 12 inches to about. 42 inches. These holes are usually lined
a well. In effect, the air -rotary method is similar to the cable -
the and tap a strata of sand or gravel below the water
tool method in that the rock is broken by percussion. The air -
of
table. The depth of a bored well is dependent upon the nature of
rotary bit is driven by compressed air which is forced down the
the material penetrated and the depth to the water table. In this
inside of the drill stem. The bit strikes the rock several blows per
area the depth of bored wells is seldom more than 40 feet-.
second, and the drill cuttings are forced to the surface, either
Bored wells are better protected against pollution .from sur-
dry or in suspension with water, by the compressed air. Liven in
face seepage than dug wells because they are more tightly cased
hard rock, some air -rotary drills can drill 18 to 20 feet per hour,
and covered. Bored wells can be constructed to a deeper depth
A11 drilled wells in the Monroe area are cased. In properly
than dug wells, therefore, they are less likely to go dry during
constructed wells, the casing is driven into and seated in solid
periods of drought.
rock so that water from the surface cannot enter the well. In
addition, cement or clay is usually poured around the casing at
Drilled Wells
the surface to prevent the entrance of surface water.
There are three methods used for drilling wells in the Monroe
area. The smaller diameter wells (2 to 4 inches) are constructed
by core drilling with chilled shot. The larger'', diameter wells are
drilled by percussion methods, using either a cable -tool drill or
the more modern air -rotary drill.
43
42

FACTORS TO BE CONSIDERED IN
SELECTING A WELL SITE
Many well sites are selected for their convenience to the place
where the water will be used or to an available source of
electric current for operating the pump. This usually is clone
because money may be saved by not installing extra wiring or
pipe. However, in the Monroe area the cost of drilling a domestic
well is from $3.00 to about $6.00 per foot. Several feet of small
pipe can be laid at the surface or several feet of electrical wiring
can be installed for the cost of one foot of drilling. Thus, taking
a chance on a poor site in order to save several feet of wiring
or pipe may be poor economy.
Certain geologic factors call give a strong indication of the
existence of favorable conditions for obtaining a suitable water
supply. For instance, coarse -textured rocks are generally better
aquifers Chan ['sn+-textured rocks. C;lcavage planes and plalles
of schistosity often provide small channels through which ground
water can move. Where these planes are numerous and where
they have some degree of connection, the rock will yield more
water. Many of the rocks in the Monroe area, are of sedimentary
origin and have bedding planes along which water may move.
The porosity is greater in areas where the rocks have been
folded because the bedding planes are slightly separated and
become more open. Most of the rocks in the area are also fract-
ured to some extent. Water occurs and moves through most
of these fractures, and therefore, they are more favorable water
bearers than the more massive rocks. Several wells within the
area obtain substantial amounts of waterfrom i,artz veins.
Quartz is hard and brittle and frequently has been highly fract-�
ured by subsequent earth movements. The quartz veins, when
fractured, provide excellent channels through which water may
move. Similarly, areas adjacent to Fikeshave been made more
brittle and fractured by the intense heat and intrusion of the
molten rock. The dike itself generally yields little water to
wells, but wells drilled in the fractured zones near the dikes have
proved to be better than average producers.
The tworaphica features,n of an area reflect the character of
the underlying rock and are good indicators of conditions favor-
able for well sites. Topography is controlled by erosion, which,
in turn is controlled largely by the relative resistance of the
rocks. Depressions such as valleys were cut where the rock is
i
less resistant, and hills are left at places where the rock is
more resistant. In many cases the rock in these depressions is
less resistant because of the presence of fractures and other
types of openings which permit the entrance and circulation of
water and thus promotes weathering. Wells drilled in a depres-
sion thus have a better chance of intersecting more fractures
and openings thereby yielding more water. The natural move -
meat of ground water is toward depressions and away from
hills. The depressions serve as catch basins for the water moving
into them. Thus, wells drilled in such depressions would have a
greater source of supply to draw upon and would be capabje of a
I greater sustained yield.
I Another factor which may be considered in selecting a well
site is the thickness of the soil cover above solid rock. Thick
soil cover overlying its parent rock strongly suggests relatively
permeable underlying rock. In addition, a thick layer of residual
I soil serves as a reservoir to feed water into the underlying rock.
Effect of Topographic Location
The topographic locations were compared for 372 wells with-
in the Monroe area. The number of wells, average depth, range
in yield, average yield per well, and yield per foot of well in five
different topographic locations are given in Table 8. The aver-
age yield per foot of well for wells in the different topographic
locations is shown graphically in figure 5.
The topographic terms used here may require some explana-
tion. The terms "hill' and "valley" are readily understood. How-
ever, the other topographical terms used may cause some con-
fusion. Whether a low gentle rise should be listed as "hill" or
"flat" is a matter of personal opinion. Similarly, a well a short
distance from the crest of a hill might be considered to be on
a hill by one observer and on a slope by another. The term
"draw" is used for a slight to moderate depression leading
downward to a stream valley, but draws grade into valleys and
the distinction between the two becomes arbitrary and is based
on personal opinion. Generally speaking, valleys are much larger
than draws and usually have a floodplain or bottom land along
a perennial stream.
Table 8 indicates the influence of topography on well yield.
The yield per well and per foot of well for wells drilled in
45
44

I'able 8. Arerngc field of Wells According to Topographic T.ncation
Topographic locAtion
No, of
yells
Aversgc
dcpeh
fee[
Yield 1 a110a+ er minute)
_
Range
Average
Per foot
of yell
]fill
226
114
1-15
11
0.10
Flet
71
123
h-100
14
0.12
S lope
S9
131
1-1i10
18
0.14
arsu
9
lli
5-90
23
0.30
Valley
1
194
5-200
46
0.24
All vekis
312
119
4-2;00
14
O.lk
valleys and draws is significantly higher than for wells drilled
on •hills.
As mentioned previously, drainage and topography in the
Monroe area are usually influenced by rock type and structure.
Interstices in rocks provide storage space for ground water and
avenues for its movement. Chemical weathering of the rocks by
their contained ground water results in partial disintegration.
Thus, fractured zones, which constitute good aquifers, are usual-
ly expressed as valleys and draws. The more resistant, less
fractured rocks are less susceptible to weathering and form
ridges and hills. Thus, wells drilled in valleys and draws are
apt to penetrate more interstices and yield more water than
wells drilled on hills. In addition, the natural movement of
ground water is from a higher to a lower :elevation. Thus, wells
drilled in valleys have a larger ground -water reservoir, or re-
charge area, from which to draw vtater than do wells drilled on
the hills.
In most parts of the Monroe area, fiat areas are usually rem-
nants of an old uplifted peneplane and give no indication of the
resistance of the underlying rock. Mundorff (1948) theorized
that wells drilled in flat areas should have the same yield as
the average for wells in all topographic locations. This is sub-
stantiated in Table 8.
Data in Table 8 show that the highest yields would be ex-
F
f
l
Figure 5. Average yield per foot of well in gallons per m'suuta.
i
A. Average yield, per foot of well, of well:[ in the di€fereli
rock knits.
11, Average yield, per foot of wall according to topograph'
1 lorotioll.
C. Average yield, per foot of well, nccording to range in deptl
i
N N r
1 O la O U O U
]a
CO
0u01+r00r7 sands 0 0 1 0 y 3
Triassic (Neworh group)
Granite
Phylllts 9 mica Schist
Tuffaccous argilllte
Laminated argll€ils
Lower volcanic unit
Hill
slope
Valley
0-100'
350'
than 30
'
2 01' — 2 5 0'
2 51'— 300'
Iol--
l5l'-- 200'
0aspar
46 4�

Table 9. Average Yield of Wells According to Depth
Itango ill dep tl+
feet
No. of
valla
Average
dep tl+
Eeet
Yield
6iangc
a€€ona
Avers ga
Per foot
o€ vell
0-100
200
75
5-75
12
0.16
----�
Jul-l50
llB
120
1'f�140
lt'..
0.11
153-,i0u
54
1I7
I-7i
t41,
0.09
201-250
8
Y27
15-35
7'.
0104
251-300
l4
284
1-30
6.
0.02
Gre. ter than 300
11
354
i-200
44.
0.12
. All voila
407
120
5-200
13
0.11
petted from wells drilled in draws and valleys ,and the lowest
yields would be expected from wells drilled on hills.
RelaLion of Well Depth to Yield'
The relation of well depth to well yield is given in Table 9,
and shown graphically in figure 5. Figure 6 shows the average
yield, per foot of well, for wells in the different rock units ac-
cording to range in depth.
As shown in Table 9, wells less than 100 feet deep have a
greater average yield per foot of well than wells in any greater
depth range. Also, the yield per foot ratio decreases with
depth. A few wells greater than 300 feet deep in the area have
been excellent producers. However, when the 'driller's records
have been available, they have shown that most of the total
yield was obtained from that part of the aquifer above 300 feet.
The reason for the decrease in yield per foot with increase
in depth is that fewer fractures and other openings exist at
depth.
Little is to be gained by drilling to depths greater than 300
feet in the rocks in the Monroe area as most water in individual
wells is obtained above a depth of 300 feet. If', a well has been
drilled to -t250 feet, and a substantial supply of water has not
been encountered, it would generally be inadvisable to continue
drilling at that site.
48
Figure S. Average yield, per foot of hell, of Nrells in the different rock
units, according to range in depth,
o a
o
a
= n
Avtrays maid par loot of wall 19p+nl
o v O N o
A
s
-
f
0-loo
n �n
;mao
o- 100
101 -15 ❑
151 - 2oo
2o1-25o
251-300
300 +
'
s
Hnn.
0 -- 10 0
tot-150
151-200
c
n
+
lot-151
20€-250
251-300
3
u
-s-
5P
300+
o --100
101-150
151-200
201-25o
251-300
Soo+
-1
°
-
0-
to l 150
151 -200
201-250
251-300
30o+
_ 3
_
e,
0 — 100
101-150
151-20o
201-250
251-3oo
300+
e r
-- t
n
Non[
Hong
4�

COMPLETION AND TESTING', OF
DRILLED WELLS
The casing of a drilled well should be driven tightly into solid
rock to sea] out direct entrance of water fromthe residual soil
cover. This lessen~ the dajsgcr of coil Lamination and preve)ILS
entrance of turbid water into wells in which the casing is not
properly seated. Cement or clay should be placed around the
casing.to provide a seal to prevent surface water from running
down along the outside of the casing. Surface drainage should be
dil-CCLed away from the well, and the casing should extend
several inches above ground level and be tightly closed.
An accurate yield has been determined for only a small per-
centage of wells drilled in the Monroe area. Most drillers measure
the discharge during the time the well is being developed, but
this provides, at best, only an estimate of the well's capacity.
The cost of conducting an accurate pumping Lest is a small per-
centage of the total cost of a well, and in many cases it would
be worth several times the additional expense. Much of the
supposed pump trouble could be eliminated with the data obtain-
ed from an accurate pumping test because such data allows
determination of proper pump size and setting,
In conducting a pumping test, the static water level should
be measured sicc€irately before starting the pump. The pumping
level and yield should be measured at intervals during pumping,
and the yield should be held to a constant rate during the test.
In aquifers where the number and size of interstices are irreg-
ular, it is also useful to pump a well at different rates and de-
termine the pumping level, or drawdown, for each rate. In this
manner an average specific capacity for the. well can be de-
termined which is more representative of the. wells productive
potential. The specific capacity of a well is determined by divid-
ing its yield by the drawdown during a period of uniform pump-
ing rate. After pumping has ceased, the water level should be
measured periodically for several hours to determine the rate
of recovery. The length of time for which a pumping test should
be conducted depends upon the intended use' of the well. For
instance, for a domestic water supply for an average family,
the length of the test should be at least six hours. For a munici-
pal supply, the test should be run at least 48 hours.
In order to obtain the most satisfactory service and to facilli-
tate any maintenance which may be needed on the pump or
well, the well owner and driller should record certain essential
facts About it. These include the depth of the well, diameter of
casing <ind of the well below casing, depth of casing, static
water level, quantity of water yielded, and drawdown at the
maximum yield. Depths at which water was encountered during
drilling and depths at which the lump intakes are set should
Also be known. Pumps should also be installed in such a way as
to permit the periodic measurement of static and pumping water
levels.
COUNTY DESCRIPTIONS
Introduction
In the following pages the ground -water resources, geography,
j and geology of the Monroe area are discussed by counties in
alphabetical order. A geologic map and a well inventory map
iPre included for each county. Tables of well data and chemical
analytical data follow each county description.
Anson County
(Area: 533 square miles; population in 1060: 24,811)
Geography and physiography
Anson County forms the southeastern part of the Monroe
Area. It has the second largest area of the three counties but
has the smallest population. It is bounded on the west by Union
County and on the north and east by the Rocky River and the
Pee Dee River. The southern boundary is the North Carolina -
South Carolina border.
The topography is typical of the Piedmont province. The
county is an upland plane moderately dissected by streams. The
highest land surface altitude is slightly in excess of 500 feet
above mean sea level in the northwest corner of the county.
The land surface slopes south-eastward, and the lowest altitude
is about 150 feet along the Pee Dee River at the South Carolina
border.
Anson County is drained by the Pee Dee River. The larger
streams in the county empty either into the Rocky River on
the north or directly into the Pee Dee River on the north and
cast. The Rocky River in turn empties into the Pee Dee River.
Several small streams in the southern part of Anson County
flow into South Carolina before emptying into the Pee Dee River.
60 1 51

Geology
A. considerable part of the southeastern one-half of Anson
County. is covered by sands and clays of Quaternary age. These
sands and clays form the youngest geologic unit in the Monroe
area. The unit, occurring between the altitudes of 250 feet east
of Morven and about 400 feet in the vicinity of Lilesville, con-
sists of varicolored, laminated and cross -bedded kaolinitic sands
and clays interlayered with deposits of well-rounded stream
gravel. The gravel ranges from pea -size upto large cobbles.
The thickness of the deposits ranges from a feather edge to
more than 50 feet.
hocks of the Newark Group of Triassic age are exposed in a
belt 6 to 10 miles in width which extends in a northeast -south-
west direction across the central part of Anson County. Typical-
ly, these rocks consist of red, brown, and gray sandstone and
siltstone with lenticular beds of red to purple mudstone. Lenticu-
lar beds of arkosic sandstone occurring throughout the forma-
tion, are usually cross -bedded and become' conglomeratic in
places. Basal conglomerate crops out at several places along the
western edge of the Triassic.. belt..
About one fifth of Anson County is underlain by porphyritic
granite that has intruded the rocks of the volcanic -sedimentary
group Intl the gneiss unit in the east -central and southeastern
part of the county. The granite in Anson County is generally of
light gray color and medium- to very coarse -grained. Biotite and
large phenocrysts of feldspar are prominent.',
The zone of contact between the granite and the rocks of the
volcanic -sedimentary group is a zone of metamorphosed phyllite
and subordinate amounts of mica schist. The width of the
contact zone varies from a few hundred yards to about three -
fourths of a mile.
The gneissic rocks mapped in the Monroe area occur in the
southeastern part of Anson County kvhere they crop out over an
area of about ten square miles. This unit, composed mainly of
biotite gneiss with minor amounts of sericite schist, shows
prominent banding.
The tuffaceous argillite unit crops out over approximately the
northwestern one-half of Anson County. It' is the most exten-
sive member of the volcanic -sedimentary group mapped in the
Monroe area. The unit contains several types of related rocks,
the most abundant of which are interbedded mafic and felsic
52
tufraceous argillites, fine-grained tuffs, breccias and flows, The
tufl'aceous argillite is overlain and in some places interbedded
with graywacke sandstone and siltstone. The argillites contain °'
individual beds ranging from several inches to several feet in
th ickness.
The laminated argillite unit is exposed in an area of about
ten square miles in the northern part of the county north of
Ansonville. This unit occurs along the flanks of an anticlinal
structure where it conformably overlies the lower volcanic unit.
It is usually open folded but also is found isoclinally folded and
sometimes overturned. The unit is composed primarily of fine-
grained, laminated argillite. The laminae are commonly less than
one -sixteenth inch in thickness and have graded bedding.
Ground water
Most of the domestic supplies and two municipal supplies are
obtained from drilled wells. A few domestic supplies are obtain-
ed from springs, and some are obtained from dug wells. Nearly
all the dug wells obtain their water from the weathered and
disintegraged rock zone lying above unweathered rock, except in
the south-eastern part of the county where they obtain water
from deposits of sand and gravel. Dug wells are frequently un-
satisfactory. Because of their shallow depths they usually have
low yields, and are subject to contamination from surface water.
In periods of drought, they often become dry.
Some domestic water supplies are obtained from bored wells.
Most of these wells were bored in the sand and gravel deposits,
but some have been bored in the weathered zone of granite and
in the sedimentary rocks of Triassic age. The bored wells are
usually satisfactory for domestic supplies.
Most wells in Anson County are drilled wells ranging from Z
to 8 inches in diameter. They have been drilled by various
methods from core -drilling with chilled shot to the modern air -
rotary drilling method.
Records for more than 160 wells are included in the table of
well data. Complete records for 89 wells were used in compiling
Table 10, a summary of data for wells in the county.
The data in Table 10 indicate that the highest yield per well
is obtained from wells drilled in the sandstone and conglomerate
of Triassic age. The highest yield per foot of well is obtained
from wells drilled in the sand and gravel deposits. However,
this value is based on data from only two wells and may be
r,

a
misleading. Granite has the next highest yield per foot of well.
The data in Table 10 also indicate that wells tapping the phyllite
and mica schist unit have both the lowest yield per well and per
foot of well.
Analyses of 17 water samples from wells in Anson County
are given in Table 12. Of these, seven are from wells in tuffaccous
argillite, one in laminated argillite, five 1n granite, one in sand
and gravel of Quaternary age, and three in sandstone and con-
glomerates of Triassic age. Hardness of water ranged from 22
ppm in granite to 1,160 ppm in Triassic rock. Obviously, this
extreme hardness in water from the rocks of Triassic age is
anomolous. The two other water samples from the same unit
had hardness concentrations of 64 and 71 ppm. The iron con-
centrations ranged from 0.02 ppm to 1.0 ppm ; both extremes
occurred in waters from rocks of Triassic age. Abnormally high
concentrations of nitrate were found in samples from three
wells, each in a different rock unit. The high nitrate in water
from Well No. 161 which penetrates Triassic rocks is likely to
he caused by the well having penetrated thin seams of low rank
coal reported by well drillers to be found occasionally in this
unit. The other high nitrate concentrations may be caused by
a source of pollution near the wells.
Municipal supplies
There are three municipal water supplies. in Anson County.
Que of these, Owned by the city of Wadeshoro, uses surface
water. Lilesville and Morven obtain their municipal water sup-
plies from wells.
The town of Lilesville, population 605 (1960 census), obtains
its water supply from two wells. The olderwell was drilled in
1939 to a depth of 300 feet, and it supplies 40 gpm. The newer
well was drilled in 1953 to a depth of 472 feet, and it also
supplies 40 gpm. Both wells are drilled in granite and obtain
water of a satisfactory chemical quality that requires no treat-
ment.
The town of Morven, has a population of 601 (1960 census)
and obtains its water supply from two wells that are drilled in
granite. Both wells were drilled in 1936, and both yield 35 gpm.
One well is 210 feet deep, and the other 186 feet deep. Analyses
of water samples from both wells are essentially the same. The
water is or good chemical duality and is not treated prior to use.
Table 10. Summnry of Data on Yells in Anson County
According to rock type
Type of rock
No. of
wells
Average
depth
feet
Yield
allons er minute
Range
Average
v7r foot
of veil
Sand and Lravel
(Quaternary) '
2
27
5
0.10
Sandstone and conglomerate
(Triassic)
26
156
314-65
16
0.10
Granite
14
92
1-45
13
.0.14
Phylllte and ,pica schist
1
275
-
3
0.01
Tuffaceous argillite
42
112
1-60
10
0.09
Laminated argillite
4
94
3-15
9
0.09
All -ells
89
L21
3/4-65
13
0.11
According to to2ographic location
Topographic location
No. of
wells
Average
depth
feet
yield
salons er Ti uLe
Range
Average
per foot
of well
]sill
54
113
1-65
to
0.09
slope
11
128
3-40
12
0.10
Plat
18
116
1-60
20
0.17
S4

Sf
o�
C a
o a`�� 8 �
Ia
t Richmond Cnun Iy N
'$ e
Ansonville ge
©urns -
ville
to t
a' Scale of mites
4
[] i.e iov
z` t o 4 0 2 4
or
L).
E Tau = 6101rel! falls EXPLANATION
r
;OI'I4i.On � Lake ¢
35' aR z sz z
ec ° � C a
�� Sb
Qsc': w
" Peachlan Sands a clays
0
�I_ilesville: gr a
Wadesboro
U
7•
Un
Qs Qsc Poe uy O
gr - t { Dee Undivided — aC O
Granite 4
o-
WhOe Store tit C}sC
t°° Phyltilc t mica schisl Z
o Q
e°t - - or ten ga _ c%
y
_ Gneiss z
x[ .�� O Qsc 3n•so' to Y m
3s'So_ ,Y r J O3 to - Tuffaceous orgillite
'r t o 1 l a U
_ la=McFa-rrla,� LLJ
Laminated orgilliie
- �- sortill Carolina
Geologic Map of Anson County Anticline
Fault Iroco
Fil;ttre 7- GvuloKic malt of Ansim Comity. Oasa mop adaptad ffom N C- —
Stole Iligt�way co--ssicn. Contact
56

i
S€anIy CaUn1g
i • y, o
I m }5• ra'
2 •10
+ 9 Cedor
3-4 07 Oil Hill
e5 "6
14 a aD es�
19n5onv11�
Burnsville , * 612
(a��; .,
•16 �\ 0 e28gr., Explanation
°19 b •
• 3 •
17 � 2a 25 30 ^J • 24- -Wett and number ,
52
1 •2
0 6 •24 _
°2l •22 V, prawn G%°{k •° 27 29 Scale of miles
°31
• 37 0 I 2 3 4
41 •40 39 ° -
35 3ji 320 l
•
42 47
Tu 38 313 34 606€ .62
4 87 •4B °50 ° ° @lewetl
`�49 n 56
\��alkt0il 59 Falls
10� Clll4n C88 °51 52•
e 53 57 Lake 35.of
4 44 91•
1 - s54 �6 ••6B/
6- 89-90 B6 84 8 ,. 80° ` " °55 72 6g •64 63
94 93 ®92 ° 085.. 1Nadesb0r0 \ Liles le:, �73 65
6� •66
° • 6l a • • °75 71 70
•9798 •99 •101 *104 7g 7B ®. 76 112.•74 7118e
€ 0100 0102 •0105 77 e0113 It6 Poe Dea
10-3 •106 w9 Il0• Ille 0114 117
1339 132 • •109 °I1
e131
107° 105 • Z 6115 •120
135 126 125 a°
e13 White Store 7rQVi$.130 a 127 • 122 e5 a Cairo 0
f29
0137 136 e38 139 a142 ' 14 ®126 124 123 150 121 1
146 - Qo
14 L9sveys 144 °147 149
6471 •t6B •141 0143 146 156 , Worven
e ' ••163••164 155 ° 154 � 151
169 166•0
0 159 157 °152
165 ° 34• st]
3'-y •t�2 170 0160 l58 McFarlon
®162 °153
5 DU 111 Cor OtIno -0 a
O
O O
m m
Figure 8. A1ap of Anson County slsasving the location of ground-w-itcr Bose map adapted Irom
supplies.
N-C. Stole Nighaoy Cammisaian 57

Table 11.. Records of Wells in Anson County
C.n
Cp
Trp< prpth e ❑ism-
- - -----------
aSer
Wait loruian Ornrr II
%v
o.
T*,omas-___ pri11_
50
3urnsvill!----
E. N- Taylor, Sr --do--
105
2
3.3 K. !NW of
�urnsvills---- --do--
3.0ii. H!IS of W. C. Allen^- -_
261
3
Burn sville^-- --do--
W. C. Allyn-- -^
1.30
L
3 0 Mi NNEor
5
Burnsv ille---- --do-
1.7 Mi. V of
52
6
8urftville--- --do--
2.0 Mi. !� of •7< r`'leet LPe ----
70
?
Purnsville---- _ do-
3.3 Mi. NE of Julian Lee-____-
102
9
?urnsv ille---
2.3 Mi- M" oC Mrs. S. C. - r1a--
70
`,ed`: Hill- ..avell--------
Hendia;, __do__
bb
g
0.2 �ti. FN aC A.
Cedar Hill__-_ r.
?n--- --do--
H. A. 5imsa
175
) J
1.1 i i. ME of
{
,?
Cedar ! ll--'- __do--
I.o Mi. E5E of ice A. Dunlap-
65
Gedar Hill---
1.L Hi. EYE of 'rlalter wards__ _moo--
l00
12
Ansarn ill -do _do
Dorton 5i1------
125
13
L
At Ansonville___
0.2 Mi. H of Oideoa Dui1 -- --do_-
bo
15
Anaorrr ille----
At tvi.11e - Gay Sullivan_-- -moo--
125
15
.4r.v
2.2 :`i. N of
Kary Y. sdwards
110
1'
Ans�nvillP----
2.L Mi. SE of Jot,, Curran-__-- --do-
176
1?
3urnsville---- -do--
O.L Hi. N 'q of^.omas-----
07
_
L
L
6
L
L
L
6
6
L
6
6
L
6
6
6
6
6
L
pepth
seater
Y-d
Orr*'• Tips.
pl
ca+inC
lSa[rr•he xr-
inC maSrr sal
Irrrk
£it)
CLPb)
damn L phr
(ftS
yo
6-7
11- --
arg it l ite-
LO-50-do----
30
L
---30--^-
Lo
so
-___-
20
6
_ - -do- --
_-__ _
LC
La7inated
y LO
'--
arill].te-
30
1affaoeou5
10
3
---- _-cc- _
argillite-
50-75
l5
---
20
--sic --------
''^ 35
10
---
L.0
------ 15-20
20
10
LL Slope_--
20
-moo-^- - -_
,.-20
3
--- - r'lat____
L0
102
--:o---_ ____
25
20
----- '-do-^-
30
6
---- Knoll—.
3a
-�a-----___
2G
1.-r
-- - Fill—
20
--co^__-_-__
- - - %,Z ley
- ----
-�o----_---
----
_-
F
Table 11. Records of Wells in Anson County (Continued)
Rrma rks
}vril
o.
Lantiay
o�nrr
Y}-pr
°(
W ell
Depth
(ft}
Diam•
rSrr
Lin)
Do eh
r
rasinL
L(tP
leairr-brsr-
i.r materiai
xtrr
lexrl
£ft)
Yirld
UP-)
Dra�-
d°-n
Lft}
Tap-
Cfaphr
Rema+kr
3 8--
LB
------'
T.:f:Mceous
20-25
3--
------
Hill_ -
19
2.0 15i. '.�5W CC
P•_ P,. Tho?as-_-
t"---
a.rsillite--
20
Burnsv.ille---
3.L Hi. SW of
;lev Home=aptist
rillod
103
6
27
...._
-_a„---------
.. -
----
;.
Burnsville---
CSurch-------
L
21
3.3 Mi. S91 of
a. Ee Heacha -»
-do--
95
Sur r%^rille---
6
18
^moo---___"-
12-15
6
-----
-moo -'
22
3.2 'U. SSE Of
M. H. Tarlton-_
--do--IBA
9urnsville---
!?. B. Porter---
-do--
200
6
23
3.3 MI- x5u of
2L
Ansonville---
3.L Mi. WSa of
Unknown --------
--do--
L2
L
---_-.-...
--do__-------
3.72
"-_
-----
Fiet---
25
Ansorfvi?le---
2.0 Mi. c`E of
Fi. V. Lockhai-
Dug.._
25
2L
------
rr='ssic
17
'----
------
Ansom ille---
sandstone-
26
L•.9 !`•i. Sit of
H. P., Dennis---
Drilled
227
L
L19
--do--------
17
-----
----'
--do---
37
Ingra� ------
L.5 Mi. 54 of
Lee C. Colson-
96
5
LO
--ca--------
-----
-----
----
Slope_-
Ing r ago---•-----
2tl
1.7 Md. H of
Ineran-------
L. L. Rc lister
-tea--
120
6
70
--do--_-----
_-----
--- -
----
29
3.1 Mi. 534 of
Dus Litte ------
-- do--
210
6
90
--ca_-_-» _
30
1wam-------
0.7 Mi. 55: of
2eb Fate
--'io--
85
L
L•0
-moo--------
20
15
-- -
31
Irigram-------
}� of
3.2 i. SSM
,!cel Dower----
n
-moo--
1Dr1
6
______
Ttffat!ou5
____
_____
_____
32
-
InAi. 5 of
L.l Hi. of
,oe_ Pricc-----
_-do--
130
6
25
--^ .3'-----'-
-----
----
-----
Ingrar-----
L.B Mi. M of
W. T. Porie ---
__do--
9L
3
20
7riasS=c
is
3-L'
- --
Hill---
33
Lilesville---
70
-- - -
SA,4: tr
_.,��
------
-----
_____
Slo?e--
3t,
5.L Mi. VMJ of
$. H. Deans--
a.
--do--
__-_.__,.
Lilesville---

O
1Yrll
\o
Ipraf isn
O.nsr
T)'or
of
W.I
n•cth
((t)
Dia m'
etrr
(in)
Depth
f
ra t)
({F)
H-.tcr-tzar•
inY material
VV'eter
krrl
rld
Up.)
nraw•
dawn
Ta ph
Lraphr
Rrma,U
tdi• qv? of
B. ?!. Dennis----
ri'_le�
t3.5
6
19
Triassic
2L.
--__
---.
S1ooc--
35
5.8
LSlesville----
J. '. yoYl.in----
-do--
1,5
6
-----_-
a^dstane
_ _o-•__..__-_
---.._..
15-2
----'
Level--
34
5.L ?ii. S5- of
Ars sc:;4 i11e- ^
5
LC
37
L.8 i41. i� of
Lester ]. Little
-io---
Ansonvi11a--
5e
__,,,-------_
.-__-_
15
^----
Xnol):-
3B
L.8 N.i. 51 of
y
J. 3. •rl-.rs---
-dO
0
Ansonville---
LO
2L
4
_ ='o--^'----
21.
__ _
^-
Flat---
37
L.1 Ni. SS: or
!ester D.. -ittl
NF.1-_-
Anscnvillr.---
9L
2•
66
T'. faceo�s
--- -
---
----
'�{°
ho
L.0 Mi. s , of
Robert Turner---
rilled
sr�+llitt-
Ansanville___
6
18
L1
3.5 Ki• k. z of
Sandy
1.; 5
gi2
Yolkian-� _
).q Hl. NW of
Dewey F.. !'core-
-do--W
6
21
- ----^_
20
3.5
-----
-----
of
R. F. Wrig-'tt---
do^-
57
Polktca-----'
E. W. Caudle---
_dc--
l}z
--
6
20
_ -ao--------
L•0-L5
7
^----
hL
2.7 Hi. WSW of
Poikton--- '--_
1'S
6
----
-
--^---
50-'
L5
At Folktaw_-..^_
Mrs. Floyd Roar
--do--
sandstone-
L6
p i
At a-k an----
G. W. Presslar-
--do--
2'0
6
55
--dc--------
30
-
18
IC
-----
--- -
Hill---
--do---
L7
2.1 Mi. tih•4 of
ivy R. 'duarls-
--d°'^
82
>rallLita
Polktan----
Due- __
LS
L8
------
--d°--------
27
---^-
-----
--do----
L8
2.5 Mi. N= °f
W. 0. Lorne----
Polkvon---- -
"gilled
123
L
7'
Tr_a>sit
cnne-
3-5
10
-----
ridse--
)t9
3.a xi. S:;E of
H. C. Ha -trick-
szis4
Polktnn-----
�
5
5G
3.5 !�i. `i of
Anscn County---
--do--
77
L
-------
-=a--------
------
Wadesborc---
Table 11. Records Of `Vel1S in Anson Countp (Continued)
1Vdl
Fa_
I�calion
Owner
Ttpr
of
6'c11
Oi(Ijh
Diam•
r[rr
(in}
Depth
ca sirV
C(t)
tCater-6rar-
I.m It'ial
N.crr
I'el
(rt)
Yirid
(CGS)
Draw-
down
(it)
To po-
Lrnphq
FsmarLs
51
2.7 Mi. 7'm'E of
Pine Davis-----
.lug-
35
36
-----
Triassic
12
---
®_®^
Flat—
Wadesbora-----
5and�tane--
52
3•L Mi. NE of
C. F. terns- --
Ori41e
-----
6
------
__ 0-------^
-----
5
----^
Slope_.....:
53
Wadesbcro----
3.8 Hi. tf3 of
C. A. Green^---
-do---
110
6
20
--.�a--------
-----
10
----
bill---
5L
uadestcro-----
2.9 Mi. EYE of
Bill'Williams--
--do ---
95
6
33.
--do--------
---- -
Go-'--
55
Wadezboro-----
3,2 N1, =?rE of
iSer.�it R. Pratt
-da---
JCC
6
270
---
10
s,-[
__
- ca __
56
Wade sboro---
3.9 Mi. nth•' of
Eugene e7eecan••-
-do--
92
L.
--------
-----
12
---
--do---
57
Lilesville---
?S
2.2 Hi. . f °f
W. 5. Lindsey---
--'
35
2L
_---
stern -y
21,•
5
----
Slaae-
Lilesville-
saT- --
56
2.0 Y.i. Y.;A of
J_ T. Lyon-----
ril.ied
135
6
-_----
^.-iacc_o
-- -----
-----
-----
Hill---
Lilesrill---
sandstcrt-
5g
2.S - N't`- cf
'il:°n 1)Air---^
-dc--
275
6
24
�c;llite-I
------
3-L
-----
Lllesville---
erica stiffs'
ho
3•7 Hi.. ,.z of
Billy Tice-----
-do--
l90
8
190
.`faccous
60
5
130
Lilery lle-^-
zr�illita-
61
L.b :41. I:WE or
Jerry Ingramn
-{(c--
1L5
6
1
--30-------'
50
2
-----
62
Liiesville---
5.15 Hi• N' of
W. L, inQram---
-do--
71
6
71
- Jc--------
25-30
----
-----
n3
Lile'r, i lle--
3.1 i?i. ;3~S cc
Carolina ?o,er
-do--
9L
L
6:
-anite-----
34
_^_-
-__--
Hill ---
Pee Det-----
i Light Co.--
1.0
___
--do---
6L
3.0 N}. E1� or
ecrr{e '4. :!rk
Zcred
60
20
p0
;gate nary
^.
1-lesvilie---
r"-d -
6$
2.9 !ti. :. or
""ill Tucker----
Drilled
127
5
1 Y
:r a::itn ------
-----
-^__-
_-___
Fiat-^-
Li1e w ille---

WcU
�°-
(shen
.5 Mi. FEE of
0rner
Ruby Or d:arda--
Trp-
°f
Well
rilled
Depth
iLt)
170
❑ism•
tter
(in)
6
Depth
°(
i L
af(tI
59
R'ate r.benr-
inC maieria)
anite-----
tYaler
Sere!
L(t3
-----
Tield
(term)
---
0rs..-
d° n
(ft)
-- -
Top° _
graph?
phy
Rrrmsrka
66
Lilesville-- -
57
6
57
-tea-^ - _^_
_--_
--_
-----
Fill----
67
2.8 Mi. =� of
--do-^^----- ^_
-do---
Liles+ille----
55
6
25
_do----- --
6
---
-----
---
68
2.1 Ki. H= of
Dr. F. Y.
-do---
Lilesvills----
Sorrell------
b9
2.0 1•i. h: of
lo5
6
�7
=--------
25
-5
----
--do---
Lilesville----
- 10-----__^-
do---
90
6
90
:u tnd^am^-
^ -^-25
---
-- -
70
1.7 Mi. ra''E oC
"iM 7urker----
-do-
Lilesville----
71
1.5 Ki• E of
-• G. Chevnine-
-
-do•,-
Ll
L
2
r:nite---_^
----
35
----
Flat---
72
Lilesville----
At Lilesville--
Twrt of
do---
3
-
LO
L lesville---
LO
__
73
t
At liesv-lle---
--do-^---------
-do--_
L72
6
L2
- ----
--do--`- --
--do- - - -
------
22
5
-- -
slope--
IL
1.L ii. SSW of
C. M. Leonard-^
g__-_
25
------
75
I 'U. FSle---
2.L Ml. ESw a!
Cw ton Line-
riled
70
------
-__»_-
__r_�__...._---
rlovs-
5
-_
- -
�rav--•-
:[adesboro_--__
berry--------
Mrs. G. W.
o "'
w
1"
6
___--'
'i39s IC
____
5
76
1.2 K. SE of
sa^dstone^
WadesWro-- --
McInnis-----
77
1.6 !'i. S5. of
J. 0. Griggs.._
.-pia---
2,L
6
1:9
renitc-----
0
-----
---
Slope--
Made»Coro---^------
-78 1.6 M- 6''5d of
Robert D.
-dc -
1LL
6
30
.ria ssic
1L
7
Hill-
Wadesborc----
Atkinson-----
sandstcre-
79
2.2 ?i. hsi of
V P.o crs�--
g
--do-
105
6
60
- ' o--------
12-15
65
--_»
--do-_
80
Wadesboro--- -
2.2 Mi. 4'!3 of
V. S. Goodvir.--
-do--
18C
6
-- ----
--do ---------
--- --
10
-----
E1
3.6 Ki. 55E of
J. W. Parker--
100
b
-------
--==--------
-^_--
_----
-----
Fill---
Wade eboro- -^-
Table 11. Records of Yells in Anson County (Colit)nued)
{t"AI
�,
Ipasti°n
Owner
T>"�
a(
tVe11
pepth
((t)
Diam•
rer
(in)
❑apth
(
fa si r
C(t)
R'm er-bear-
inr inv,i.!
Water
lace)
(A)
Yield
(Lpm)
Dr.-.Tapa-
d.f
trsyhy
R2Pr'rt"
52
2.3 Y1. 55E of
H. Hyatt----
Drilled
95
L.
LC;
..L_-ic
----
12
-----
Pill ---
PolY.ton--- -- ---
5_ndwtone-
E3
2.L :i. ESE of
Jvitnrsy i'ocre---
-do--
70
6---
j,
-_--
-
Polkt.on-^^....---
"
8L
1.6 :i. SSE of
Paul E.
Fg
6
LL
" f.`zcecus
----
20
-----
-fill---
Polkton --- ---
tP-
e5
2.6 ui. S5?• of
V.oard Frcusler
-do--
80.5
6
36
r ass_.
6
-----
-----
-do---
Fclktan---•_^-
sanLs� nc-
E6
1.7 Hi. S of
Paul E. '.igh---
d r-
147
6
'-CYO
.affa:eaus
57
20
-----
Flat---
?Olktan--------
ar3ii'_ite-
E7
At Polkton------
Polkton Sc.^ool--
-do^-
115
6
-------
---a_-------
-^----
^----
-----
eE--do------------
--do-----------
-de--
115
6
-------
"riass'_c
[G
-_---
-----
------
sart_sicne-
Ey
2,1 N.i.. `45E of
W. kshe Caudle
-dca
110
6
LC
10
-----
Slope—
PoLkto n------
ara' 11 it e
;'C
2.1 tii. WFW as
165
6
LC
- -^----
15
2C-25
---__
---10-_-
Palktan------
91
1.3 Mi. WS+� of
Norman F. Huttq
-do--
58
6
2j
------
L
-----
Flat---
Polkton--_____
s nistct;e-
y2
2.5 Mi. SW of
J. D. uerne----
-do--
57
6
25
Tnfface t,_1
------
16-20
-----
Slope--
Polkton-------
ar;:llite
93
2.9 lr . SW of
J. B. Forne----
-da---
59.5
6
L2
--do --------
------
5
___--
Hill---
Polkvn------^
5L
L.b Mi. WFW of
J, D. Kem -----
-do--
Loo
6
-------
--do--------
1G
-----
-----
--do---
Polk, an______-
95
At Feacl:land-- -
Anson Co. Baard
--do ---
-----
6
-------
__d---------
15.L2
-----
----^
Knoll --
of Fd11C2Li0n-
56
--do ------- _-_
Peackland srhoo
--do--
100
6
--
-io--------
Lo
-
97
L.2 Y. NN,; of
ar_s °arse----
-moo--
88
6
IE
--do ---------
11,-15
6o
-----
Flat -
White Store---

^�
Ty pr
p pth
Diam•
D JAh
\ia ttr.h.•ar"
%V.trr
1t 1
}•arid
D a..
d -n
Taphy
p
W.11
(oi Blinn
O*'ner
�(
(11)
ilrr
CifinL
in{ malt rial
((ll
(LPnt)
((S)
Rr
98
.8 Hi. ;i?: of
7rarit M. Sikes
d
7L
6
21
--
21
16
----
:evel-
k'Yite Store----
-
-----
-----
i11---
99
.2 '.`ii. NNE of
Waite Store----
93
L
-- _
- .�;_
------
----
--
d ape---
1Co
8 Yi. Nfr- of
C. !. Johnson—
rilied
=„__
White Stor e---
- 101
0 Mi. S. of
-' B. Bunder-
-dc•- _
�Cl
6
L,----
Poikton-------
turke------__
6
__ _______
______31cpe---
102
.7 Ki. S of
e •:.ck Fund�r:t_" i:e
-do---
92
-
?olkton-------
235
•L,
9G
-••io---------
-----"
-----
-'----
-_"0----
103
2.9 Hi- r4 ^_f
Thomas L.
-do---
Travis-------
Yzmiltc-_--_-
6
67
LC
1CL
2.9 Ki. Mw of
5oss Sikes-----
-
Travis--------
L5
L
1C
_a-- ---_-_»
-
__--
2G
Flat----
105
2.E Mi. HN'R of
. B. Bennett--
-ca---
Travis--------
56.5
6
L•2
--'c-- ---- -
- ---
-----
-----
!(;6
2.0 tli- Lid of
°, -_
,'ee tortcft
-dc---
Travis------ -
4
-___
1b
-----
-------
---^---------
---- -
-----
"- --
--co---
107
1.2 Ki. N of
ueorge Craig---
1C5
Travis--------
ca Ki. Wh-_ of
Paul Little----
riMed
136
5
?6
__,� _ _-----
�'
15
-----
--do----
Travis----- -
?Si. ENE of
Paul H,ldret4--
-do--
92
6
-0
„ -----
12
-----
Flat---
log2.0
Travis- --_-___
-
------
30
11C
2.5 Mi. 5 of
ddie Gi'^ore--
�a--
95
- ----
----
ite------
-' - "
Wadesboro----
?. Eddins, J
De4--
3%,
3�
----
2d
6
-----
--do---
ill
3.3 Mi. SSE of
?t.
wadesboro__»__
2.5 !', SSi of
ri s. W11a ;-".enry
riileri
IDD.2
6
3D
_:----------
------ ------
3
-----
-- o4-
112
Lilesv4lle----
I
126
6
LC
-:o__-------
------
3
-----
Slope--
113
2.6 Hi.. SSW of
W. W, . u enry----
-do--
Lilesville--__
i
M
Lti
Table 11. Records of 'Yells in Anson County (Continued)
Arm a r4s .-•-
Wdl
Iv e-
Leta Eion
O+rner
T7pe
Wry
Depth
(it7
Dii m•
'Ur
9av�h
of
rsiinY
(ft)
\i'ater•hear•
in matrri�l
S<it er
i(fe)!
Tirid
(Lpm)
Dra"
do+•n
Cfq
TIP,
prtch7
Rrmirli
11L
0 Mi. S of
Paul Clemons----
rifled
90
6
g
Granite------
------
L5
-__ -
Flat--
Life sv iil a ---
?lr
2.9 Ki. WE of
H. S. Hedricks
g---
32
--
- ......
-----
--do ---------
------
-----
------
Slope--
Korven---------
_
_.
116
2.5 Ki. SE of
W. W. Marks----
-do-
38.5
26
20
Quaternary
5.91
-----
------
Hill --
Lilesville----
sand-------
117
3.2 Hi. SSW of
Garrett W.
-do--
20
2L
- -----
- ---------
8-10
-----
---
Level--
118
Lilesville----
.L 'n X of
Y-ccomicS(-
County 3oard of
-de---
bo
L5
-------
Iirranite------
16.15
----
------
Hill--
Pee Dec-------
Education----
L19
1.6 ! s of
fee Dee-------
C. A. 3oggan---
rilled
100
6
L5
--do ---------
- ----
10
---
--do---
120
1.9 :`i. SSd or
F. H. Cho m ell-
da---
200
6
-----
__do---------
36.1L
-----
------
Hill ----
Fee Dee-------
121
At Cairo ---------
L. R. Diggs-----
-do---
100
L
9'a
--do ---------
7
1
60
122
2.9 Mt. N'E of
C. B. Ratliff_ --
-do--•-
150
6
22
--ric---------
25
5
------
Hill---
Morv�n---_____
123
1.5 mi. `Nd of
J. B. Covinston
--_--
19
-----
------
--do---------
2
-----
------
Flat•--
12L
1.6 Mi. ?liV of
C. 0. Oulledge-)Tilled
RO
6
65
--do---------
----
6
----_
Hill-_
Harven--------
125
2.8 Ki. NW of
V. L. 'loll-----
-du---
103
b
36
_ o---------
------
-----
------
slope--
Morver,--------
126
3.6 11. wNw or
George Robinson
-dc---
58
6
3;
__do ---------
10.6
15
---
--de-
Mnrven--------
127
3.1 Mi ESE of
N'aa Hope Bethel
-do---
253
6
50
Turfac-eus
------
Z
-----
Travis--------
zt'hodist
aroillite--
w,urci-------
125
2.6 Mi. E of
R. Lee ?.at1Lf-
g----
L5
-----
------
"urterrary
15-20
----
--_-
Hill ---
Travis- --------
sand -_---_-
179
2.0 Ni. c-S-c of
.'i. G. Dzlla
gored
50
2L
-__--
----------
20
-__ -
.----
---do ----
Travis--------
Poxxa---------

Table 11. Records of Wells in Anson County (Continued)
Well Loci ties
Fo.
0.'rtrr
Type
of
Well
D<Pth
([t7
Di.m-
etet
(in)
Depth
e(
t.S;.K
(11)
R'ster•bear•
inL matrrial
tCate •
Ir.'el
(n)
Yield
(FY-)
Drsw-
4a 1
(!t)
Togo-
Lnp hr
Rrn�ork.
W. T. catlings--
Dug---
30
2L
--�"
` uaternarr
sond------
27
----_
----
130
1.3 Mi. FSE of
Travis-------^
H. F. crank-----
Drill
98
6
---
'I'riassir
30
--^^ -
----
rlat----
131
N5 of
sa�staae--
White Store--
132
3.0 Mi. NE of
.'4. G. Frank -----
--do--
75
6
35
--do--------'
-----
-----
-----
Hil,-" -
White Store---
2.7 Kim ;r, sr of
r . C. Harrington
--do--
167
6
--do--"------
2o-25
1
----
--co-__
133
13L
White Store---
2.3 Yti. WNW of
F. M. raulkner--
--d0--
93
6
20
T}tffaceous
araillite--
-----
-----
-----
--do----
135
White Stare---
1.0 Mi. Nti'W of
J. S. Griffin---
Eared
30
24
_-- ^-
Triassic
7.P
-_-_
_-__-
--do----
White tare---
sandstone
13b
„t White Store--
Jazrea Et:ntiey---
Drill
120
155
6
L
IC-12
100
--do---------
-,io------- -
----
----
-- -
E -
---
----
--do---
--Go---
137
l.0 Mi. Word of
TYey-V Fivers---
-moo-_
1;.8
White Store---
2.2 Hi. WIN cf
George l,ouery---
--do--
161
6
21
--do---------
20
6
-----
-
139
1.2 w1. Nof
.._W
Yrs. oe
--do--
113
6
20
--do---------
------
-----
-----
--do---
LCVrys------
Grif fin--_---_
1L0
0.3 Mi. Id of
tf. C. �ayfield
- do--
a
2 5
L
60
T4:faceous
30
- ----
-----
--do---
:,oxrys-------
zr�illi:P--
1L1
0.2 YS. S of
--do ------------
-- do-
1c0
L
-------
---10---------
------
8
----^
--dc --
n2
«o`rz"ys-------
0.9 Mi. HE of
�acf g-_
° C: ewzlin
Dug---
30
J6
-----
- -
-�!Q^------'-
20
----
"
- ---
Flat---
Lowus -------
Fart
-"do--30
--_-_
-------
Quaternary
12
-----I
- ---
Hi11---
1L3
1.9 Ki. �E of
,ice
sand-------
IL.0
3.2 Mi. EN' of
Ceorge CaPel---
r !led
90
6
-------
Tuffaceeus
argil'_ite--
30
7
--"--
--
J,Ow y5----_�
Table 11. Records 0£ Wells in Anson County (Continued)
Well
Na.
1-tion
0.-
Type
of
!Nell
Dr th
9
(tt)
Diam-
tier
(in)
DrptA
of
t L
e(Iq
41I ter•hear•
inL mxtrrisi
41'ater
J re!
=(t)
`pid
E m}
Dra
J.-
(ft}
Lropo-
r. h!'
RcmarAs
lL5
L,7 Mi. E cx
Robert atten--
Drilled
100
6
!,0
:':ffaceous
LO
25
Plat----
Lorarys -
argillite--
1)J6
La Mi. ESE of
Grady Fa.cliff--
-do__-
IL
6
107
--do-----__
25
-_--
-----
gill--
IL7
L.3 Mi. WSW of
E. T. .Iarnan---
--do--
86
6
5(r60
--do ---------
l8
_----
-----
--do----
Morven--------
1LA
At Morven-------
Tcvn of Koryen--
--do--
210
6
90
--do---------
-----
35
--_-_
119
At Sor�ren-------
--do------------
--do--
156
6
90
--do---------
-----
55
-----
150
0.8 `:i. NE of
17. )[. Thomas----
--do--
182
L
110
urarite------
19.6
7
-----
level---
Morven--------
151
L.7 Mi. SSE of
ra_,nie C.
--do--
190
6
9
--do---------
160
----
----
Hill ----
Morven--------
Fatcliff------
152
2.5 Mi. SE of
Rob paddy -------
pug---
38.
-----
------
--do---------
22.6
-__-_
_-"--
Flat ---
,ior v en-- --- _-_
153
L.2 Mi. SSE of
S. J. Carter----
Drillec
10L
L
80
Tulfacecus
75
----
---
L'erven------»-
argillite--
15L
1.3 Mi. SSE of
R. F. uannes----
-- do--
100
LC
--do -----------------
1
10o
Hi_U---
155
1.0 Hi. SS.* of
pe'_ia Johnson---
Bared
36
24
-----
quaternary
20
-----
-----
Flat---
'lorven--------
sand --------
156
0.7 Mi. SW of
Harris Chapel
pug--
33
36
------
-_do ----------
13.5
-----
-----
Hill---
'4orven--------
C�;urc.--------
157
2.3 K.i. SSW of
A. P. Freeman---
rilled
135
L
100
Tuffacecus
-----
S
-----
--do-__
:iorvan-------
irgit 1ite--
158
L.7 Mi. SW of
H. R. tiraug!xn---
ug--
2e
L2
-------
,uaternax-y
16
516
----
Flat--
`tor+en---____
sand-------
159
L.9 Mi EASE of
E. 7. 3atcliff--
rilled
165
6
100
Tuffaceous
----
----
;----
Hill---
Loyrys-------
arEillite--
160
6.2 Mi. SE of
J. `, -]Addy---
--do--
0L
30
__ do
L2
5
-----
--do---
iaveys-------
161
3.9 Mi. SSE; of
C. L. 3addy----
Dug---
LO
" ---
-^--
--do---------
35
-----
IoO
Flat----
;,cvrps--_ --

Table 11. - Records of Wells in Anson County (Continued)
e"�
cc
W'11
�a
Incatian
O�-ner
Type
a(
Writ
Ccath
Ctt)
Di m•
rlrr
(ia)
Ce�yth
(
canine
au
14+trr•brar-
inC tn+terisl
Rater
€erel
(ro
Yirld
C[Ot^)
Craw.
da�.a
((t7
Tana•
Cra ohr
Remark+
162
3.7 ki. Si a:
Levine ?rivette
g---
---
__.__
L5
'tuffzccous
- -----
----
argil to--
163
Low ry 3--_ _
1.5 i of
Deep Creek
gilled
90
6
------
--do________
_____
__--
_____
itL
:0'•r7s--___-_
1.6 Ili. Ss of
srX:ool dl----
Deep Creek
-do--
10C
6
-------
--do---------
;0
--- -
--___
Lok,is--------
School #2----
t�' -
165
1.6 ,`4i. 5_W of
Pauline cllia--
io--
60
6
-------
-^10---------
------
-----
-----
166
Lwrrys----- -
1.6 Y.i. S5l of
Pauline Allis
-do--
92
6
------_
---do ---------
_-___
2L
157
Lovnrs
L.3 Mi. S4 of
Dr. Williamson-
g---
50
------
------
-- do
L_c
168
iaveys-------
3.0 H,-. 'n5u at
W. Z. Hjntley--
rilled
250
6
L2
'Triassic
LC
-----
----
---I
sandstone--
L"wrys--------
I
169
).2 yi. AS? of
Clinton F,dwards
-do--
155
6
30
--do---------
30
30
---
-'a-
E
Lowrys-"-----
7
170
3.8 1. 5 of
,:ohn McCrey----
--do-'^
L00-
L
-------
- -- do---------
------
------
-- c
171
i.thite .;tore__
2.5 :ri. S34 of
B. B. Austin---
-do-
500
L66
6
Lo
--do ---------
_____
3
____
(Kooe--
'White store--
5•0 Hi. 5.S. cr
How-d i2rtlZ_-
-_do...-
71
6
51
Tu-f.'aceuus
'0
la
172
'.,'hits Stare--
arjillite--
Table 12. Chemical analyses of ground `eater from Anson County
OVe11 numbare ......nnad to .rll numbers in table of .d€ d+ta)
No`€
Date
of
Caۥ
_Um
tiara
lax
(SIDr
Iraq
(Fr)
Total
Cal•
clam
(G)
AL y.
Ott)
SodW.
{N+)
Pa...
(R)
Bic+o-
banau
(H C0,7
SO-
i+te
(SO.)
Ch€o-
ride
(Cl)
NI•
tnte
(N Od
Hard -
DeanFPEFR'atrt
as)f
(CLCO.)
8earin[
and:I
9
3/62
0.27
1L
18
li
1.1
25
7-4
36
62
110
6.0
nateG a-_illite------
17
29
3/62
.26
23
6.1
7.5
.3
116
3.6
L.0
.1
90
7.1
_'.1"
Tcffaceeus argillite-----
3/62
.08
13
7.5
IL
3
i36
5.0
12
6.7
6L
6.6
Triassic saadstcrna-------
5d
62
3/62
.33
7.3
2.3
1.9
2.9
36
.6
1.0
1.5
28
6.e
T,t.fraceans argillite----
3/62
.OB
17
1.7
3.7
11
L2
8.6
3.0
21
Le
7.1
4uater.^.ary sand-------
72
L/55
I1
.09
13
3.3
13
2.2
83
6.7
3.2
--- _- _
L7
7.3
Granite--------------
73
L/55
19
.07
10
2.7
8.2
1.6
L1
1.5
7.2
to
36
7.0
--�o---------------------
77
3/62
o2
1L
8.7
7.5
.7
99
5.0
2.L
1.3
71
6.9
T-rizssit sa,.dstone-------
86A
3/62
.10
85
L8
68
2.0
277
12
220
.8
L10
7.2
Tufraccous argillite-----
l08
3/62
.09
5.L
2.0
12
2.8
L
9.6
15
20
,
22
a L
I13
3/62
.2L
13
3.9
13
L.9
36
1.2
11
35
L9
6.2
--_c------- .-----._____-_
116
3/62
.09
8.0
3.5
7.9
2.5
40
6.2
3.0
18
3L
6.9
--do ---------------------
?L8
L/55
36
.05
6.2
L.8
3.1
7.L
52
8.1
1.8
.6
35
7.1
Tutfaceous argillite-----
119
L/55
38
.22
D.9
5.2
3.2
7.7
%
7.3
2.0
.0
38
7.1
--do ---------------------
166
3/62
20
Lb
V .
47.
75.
.8
163
19
226.
9L.
L20
7.0
--do-------------
169
3/62
18
1.0
287.
108.
156.
L.6
)91
18
7LL.
89.
1160
6.9
Triassic sa^4st..E1e-------

APPENDIX 7G
GEOPHYSICAL, DATA

AAA APPALACHIAN RESOURCES
Eastern U.S. Geologic Services
205 Providence Road
P.O. Box 3810
Chapel Hill, N.C. 27515
[phone] [phone] fax
June 12, 1998
Mr. Michael Babuin
Solid Waste Program Manager
TRC Environmental Corporation
6340 Quadrangle Drive, Suite 200
Chapel Hill, NC 27514
Re: Ma netic Data Site TML 108
Dear Mike:
The following is the interpretation of Blair Salisbury for drill site TML-108. Ground magnetic profile
Line 0+00, as confirmed by its two bounding parallel lines, arises from a dikelike magnetic body
whose apex is likely located in a zone between 275 East and 300 East. The magnetic portion of this
body lies shallower than 25 feet beneath the magnetometer sensor, and 1 expect around 10 feet
below surface. Anomaly shape and amplitudes are consistent with the 7.6 meter diabase dikes
reported in "Diabase Dikes in the Haile -Brewer Area, South Carolina" in USGS Professional Paper
1123C. if singular, the diabase dike is around 25 feet thick, dips very steeply to the west (around
75 degrees), and strikes about N 13 degree west. The anomaly width is somewhat greater than 1
might expect from the gradients, possibly suggesting that the anomaly arises from two parallel dikes
rather than just one. Based upon these information, I would collar in the zone from 285 to 300 East.
The magnetic profiles show a more vertical dike on Line IS and a more shallowly west dipping dike
on Line 1 N. This could also be the affect of a change in remanence related to chemical and/or
grain size variances along strike. Such an affect could also diminish the amplitude of the anomaly,
as seen on 1 S.
Sincerely,
Dennis'J. LaPoint
Attachment:
Profiles Lines 100S, 00, 100N

51750
AWRI
1 100 200 300 400 500
-• LINE 1 +OOS T L 108

51950
51750
51700
.......................................................................................................................... "I
............... ..................... * ................... * ...... ............ .............
�1
1
...........................................
.............y

51900
51850
51750
51700
1 11 11 11 �11 1
•11
--O-,LINE 0+00
'1