0403_ChambersMSWLF_DesignHydroPhase2_DIN26469_20080225

Revision Date
9/8/2008
Anson Waste Management Facility – Phase 2
Design Hydrogeologic Report

EXECUTIVE SUMMARY

This document presents a Design Hydrogeologic Report for the Anson Waste
Management Facility – Phase 2, a contiguous lateral expansion encompassing 33 acres,
situated north of Phase 1 within an ultimate 135-acre footprint. This report fulfills the
requirements of the North Carolina solid waste regulations, 15A NCAC 13B .1623(b) –
Design Hydrogeologic Report. Data from previous site characterization work were
incorporated into this report – conditions within the Phase 2 site are consistent with
expectations based on the Site Suitability investigation completed ca. May 1992 by GZA
GeoEnvironmental and the Phase 1 Design Hydrogeologic Report completed in
December 1998 by TRC Environmental Corporation.

The initial investigation for Phase 2, performed ca. 2002-03 by ESP Associates, occurred
during a time of record rainfall noted by several authorities. Correlation with historic data
from NOAA confirm the unusual wet spell that coincided with the investigative work, thus
is can be confirmed that a climatic anomaly recorded in 2002-03 at several Piedmont
landfills represents a benchmark for wet conditions within the region, ergo the ground
water levels observed during this time represent a maximum long-term seasonal high
water level condition for design. Based on the timing of the original study, it was
assumed the highest recorded water levels should be at or near historic high levels
(above seasonal high levels) – this has been confirmed.

Base grades have been developed from these data by a third party, Brown & Caldwell, in
conjunction with the final design effort for Phase 2, which are reflected in this work. A
thorough understanding of the hydrogeologic characteristics has been developed through
years of site study. No groundwater users are present between the landfill and the
regional ground water discharge features, i.e., Brown Creek and Pinch Gut Creek,
located at the facility boundary. To date the facility has maintained a good compliance
history, and no ground water impacts attributable to the landfill are known. Thus, it can
be concluded that the continued operation of the Anson Waste Management Facility will
pose no threat to the general public or the environment.

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iAnson Waste Management Facility – Phase 2
Design Hydrogeologic Report
CONTENTS
Cover Letter
Executive Summary
1.0 INTRODUCTION..............................................................................................................................1-1
1.1 Project Description.................................................................................................................1-1
1.2 Current Site Conditions..........................................................................................................1-1
2.0 PROJECT HISTORY.......................................................................................................................2-1
2.1 Site Suitability Investigation....................................................................................................2-1
2.2 Design Hydrogeologic Studies for Phase 1 ...........................................................................2-1
2.3 Design Hydrogeologic Studies for Phase 2 ...........................................................................2-2
3.0 HYDROGEOLOGIC INVESTIGATION - .1623 (b)(2)(A) ÷ .1623 (a)(1 - 12) ................................3-1
3.1 Local and Regional Geology - .1623 (a)(1)............................................................................3-1
3.2 Site Reconnaissance - .1623 (a)(2).......................................................................................3-3
3.2.1 Topographic Setting and Drainage.............................................................................3-3
3.2.2 Bedrock characteristics...............................................................................................3-5
3.2.3 Springs, Seeps and Ground Water Discharge Features............................................3-6
3.3 Field and Laboratory Testing - .1623 (a)(3) and (4)...............................................................3-6
3.3.1 Test Boring Data - .1623 (a)(4)(A)..............................................................................3-6
3.3.2 Laboratory Data - .1623 (a)(4)(B) and (C) ..................................................................3-7
3.3.3 Formation Descriptions - .1623 (a)(4)(D)....................................................................3-8
3.3.4 Field Hydrologic Testing - .1623 (a)(4)(E).................................................................3-10
3.4 Other Investigative Techniques - .1623 (a)(5).....................................................................3-10
3.4.1 Test Pits.....................................................................................................................3-10
3.4.2 Magnetometer Survey...............................................................................................3-11
3.5 Stratigraphic and Hydrogeologic Units - .1623 (a)(6)..........................................................3-12
3.6 Water Table Information - .1623 (a)(7)(A-D)........................................................................3-13
3.6.1 Short-Term Water Levels - .1623 (a)(7)(A)...............................................................3-13
3.6.2 Long-Term Water Levels - .1623 (a)(7)(B)................................................................3-13
3.6.3 Estimated Seasonal High Water Table - .1623 (a)(7)(C)..........................................3-16
3.6.4 Factors That Influence Water Table - .1623 (a)(7)(D)..............................................3-19

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3.7 Horizontal and Vertical Ground-Water Flow Dimensions - .1623 (a)(8)..............................3-20
3.8 Ground Water Contours - .1623 (a)(9).................................................................................3-22
3.9 Field Investigation Records - .1623 (a)(9) and (10) and (11)..............................................3-22
3.10 Other Geologic/Hydrogeologic Considerations - .1623 (a)(12)...........................................3-22
4.0 SITE SPECIFIC INFORMATION.....................................................................................................4-1
4.1 Ground Water Monitoring Considerations - .1623 (b)(2)(B)..................................................4-1
4.2 Relevant Point of Compliance - .1623 (b)(2)(C)....................................................................4-2
4.3 Bedrock (Rock Coring) Data - .1623 (b)(2)(D).......................................................................4-8
4.4 Bedrock Contour Map - .1623 (b)(2)(F)...............................................................................4-10
4.5 Hydrogeologic Cross Sections - .1623 (b)(2)(G).................................................................4-11
4.6 Area Ground Water Flow Regime - .1623 (b)(2)(H)............................................................4-11
4.7 Piezometer/Test Boring Abandonment - .1623 (b)(2)(I)......................................................4-12
5.0 WATER QUALITY MONITORING PLAN - .1623 (B)(3)(A), (B) AND (C).....................................5-1

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iiiAnson Waste Management Facility – Phase 2
Design Hydrogeologic Report
DRAWINGS and FIGURES

See the accompanying plan set.

SHEET 1 – Cover Sheet with Vicinity Map

SHEET 2 – General Facility Plan

SHEET 3 –Existing Conditions with Test Boring Locations

SHEET 4 – Groundwater Contour Map – September 2007 Observations

SHEET 5 – Maximum Long-Term Seasonal High Groundwater Contour Map

SHEET 6 – Top-of-Bedrock Contour Map (Auger Refusal)

SHEET 7 – Hydrogeologic Cross Sections A-A’

SHEET 8 – Hydrogeologic Cross Sections B-B’

SHEET 9 – Hydrogeologic Cross Sections C-C’

SHEET 10 – Hydrogeologic Cross Sections D-D’

SHEET 11 – Hydrogeologic Cross Sections E-E’

SHEET 12 – Hydrogeologic Cross Sections F-F’’

SHEET 13 – Hydrogeologic Cross Sections G-G’

SHEET 14 – Hydrogeologic Cross Sections H-H’

SHEET 15 – Proposed Groundwater Monitoring Plan Amendment

In-text Figures Page

1 North Carolina Geologic Map – General View ................................................................. 3-1

2 North Carolina Geologic Map – Local View ...................................................................... 3-2

3 USGS Topographic Map – Site View................................................................................ 3.4

4 NOAA Historic Palmer Hydrologic Drought Index Data.................................................... 3-14

5 NOAA Palmer Hydrologic Drought Index Data 1999-2003............................................... 3-15

6 NOAA Palmer Hydrologic Drought Index Data 2003-2007............................................... 3-15

7 Historic On-Site Groundwater Elevations.......................................................................... 3-16

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TABLES
See the tabbed section of this report
TABLE 1 – Test Boring/Piezometer Data
TABLE 1A – Test Boring Data by Unit
TABLE 2 – Geotechnical Data, Grain Size Distribution and Soil Classification
TABLE 3 – Hydraulic Properties of Lithologic Units
TABLE 4 – Short term and Long-Term Ground Water Levels
TABLE 5 – Vertical Ground Water Gradients
TABLE 6 – Horizontal Ground Water Gradients and Velocities

See the In-text tables Page
Description of Water-Bearing Zones..............................................................................................3-9
Observed Field Conductivity Data.................................................................................................. 3-10
Observed On-Site Water Level Data Trends................................................................................. 3-17
Typical Effective Porosity Values................................................................................................... 3-21
Typical Ground Water Velocities (by Unit)..................................................................................... 3-21
Proposed New Monitoring Well Depth Criteria .............................................................................. 4-2
Leachate Sampling Data................................................................................................................ 4-3
Groundwater Sampling Data (May 2005 event) ............................................................................ 4-5
Baseline Groundwater Sampling Results (2001)........................................................................... 4-6
Rock Core Descriptions.................................................................................................................. 4-9

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APPENDICES
Appendix 1 – Test Boring Logs
Appendix 2 – Piezometer Construction Records
Appendix 3 – Geotechnical Laboratory Data
Appendix 4 – Previous Test Boring Data
Appendix 5 – Slug Test Data and Permeability Calculations
Appendix 6 – Borehole Survey Data
Appendix 7 – Water Quality Monitoring Plan

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1.0 INTRODUCTION
ESP Associates, P.A. (ESP) performed a design hydrogeologic investigation for the
Anson Waste Management Facility, Phase 2 Expansion. The facility is located near
Polkton, in Anson County, North Carolina. The purpose of the study is to verify that
subsurface conditions, i.e., base grade separation to groundwater and bedrock, are
consistent with earlier studies for the final design of the 33-acre Phase 2 expansion area.
This study was performed in accordance with the requirements of North Carolina Solid
Waste Management Rule 15A NCAC 13B .1623 (b), in support of an application for a
Permit to Construct. The report follows the order of presentation in the rules.
1.1 Project Description
Chambers Development of North Carolina, Inc. (a subsidiary of Allied Waste Industries)
owns and operates the Anson Waste Management Facility (Permit No. 04-03). Phase 1
became operational ca. late-2001. Phase 2 is a contiguous expansion with four new lined
cells within the original footprint, located north of the currently active Phase 1. Expansion
will include the development of new lined cells, each with individual leachate sumps and
sidewall riser pumps connected to a main header for leachate removal. Existing leachate
and landfill gas management facilities will be utilized. A new storm water basin is planned
to the north of the Phase 2 expansion. Tentative plans include a compacted soil barrier
liner system, whereas earlier investigations (by others) indicate adequate soil resources
are available on-site. The project constitutes a permit modification per NC DENR rules.
1.2 Current Site Conditions
Ground surface elevations within the Phase 2 footprint vary from approximately El. 330
feet (MSL) along a ridge within the western side of the footprint to approximately El. 260
feet (MSL) near the northeastern corner. The ridge divides drainage between Phase 2
and future Phase 3 (to the west) – within which drainage is locally directed west and north
for a short distance before turning back to the northeast (see Sheets 2 and 3 in the
Project Drawings). Drainage within Phase 2 is entirely toward the northeast via
ephemeral streams and normally dry drainage features that lead to small creeks beyond
the footprint – all these drain to Pinch Gut Creek. Temporary ponding of surface water
has been observed due to relatively flat grades (2 percent) within the lower elevations, but
slopes leading to the drainage feature typically vary from 5 to 15 percent. Jurisdictional
issues of this feature were addressed in the Site Suitability documents.

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The presence of vegetation debris from prior grading activities had been placed near the
head of the drainage features, now removed, which contributed to the sluggish surface
drainage. Impounded surface water has influenced high ground water reading in two
nested pairs of Phase 1 monitoring wells (MW-6S and 6D, MW-7S and 7D) located within
the Phase 2 footprint, and the impounded water is believed to have influenced other
piezometers near the drainage feature. No rock outcrops were observed in the Phase 2
area, but some cobble “float” was observed. The surface was clear-cut years ago and is
now largely covered with scrub vegetation (secondary succession due to stump
regeneration). A network of trails and cleared paths provides access to the piezometers.
No current or former soil borrow activities are known within the Phase 2 area.

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2.0 PROJECT HISTORY
The following recaps the various historical documents reviewed for the preparation of this
Design Hydrogeologic study of the Phase 2 footprint. Throughout the following text,
references will be made to the following works. Relevant data from the earlier work has
been incorporated into this report, referenced as appropriate.
2.1 Site Suitability Investigation
The initial Site Suitability work was performed ca. 1992 by GZA Environmental, Inc. The
work included a test boring investigation with the installation of numerous piezometers
(the early MW-series, not to be confused with the later facility monitoring wells), field and
laboratory testing, rock coring (that included the Phase 2 footprint), approximately 100
test pits over the site to evaluate the presence and depths of clayey soils, and a
magnetometer study to delineate two diabase dikes contained within the site. The earlier
work characterized the basic ground water flow regime, which has been expanded upon
(but remains consistent) with the later detailed design-stage investigations. The earlier
work is reported in the May 28, 1992 Site Application Volumes I – III, with follow up
reports including the May 1995 Supplement to Hydrogeological Study and an undated
(and untitled) bound volume containing Appendices A – G, presumably associated.
2.2 Design Hydrogeologic Studies for Phase 1
Several documents containing hydrogeologic information, prepared subsequent to the
initial Site Suitability report, have been reviewed. The Construction Permit Application,
prepared by GZA with a revised and reissued date of November 12, 1996 was approved
by NC DENR Division of Solid Waste on June 1, 2000, presumably for Phase 1, includes
references to a separate volume titled Section 7.0, Design Hydrogeologic Report,
prepared by TRC Environmental, dated December 1998. This document included the
Water Quality Monitoring Plan and deep coring data that extended into Phase 2. The
monitoring well installation records were found in an archive file at the Division of Solid
Waste central office. Detailed evaluations of the diabase dike and ground water
conditions within Cells 1D and 1E were performed in September 2002 by ENSR (under
the direction of the author). The earlier studies culminated with some 133 soil test
borings, piezometers and monitoring wells over the entire site, plus the test pits, including
23 borings (about half into bedrock) located in and around the Phase 2 study area.

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2.3 Design Hydrogeologic Studies for Phase 2
This report represents collaboration between ESP Associates, who investigated the site
and prepared the draft report between 2003 and 2007, and David Garrett & Associates,
who performed a pre-submittal review of the work, including confirmation of the long-term
ground water trends, and who authored this report. This investigation, with field and
laboratory work completed in 2003, includes an additional 41 soil test borings with
temporary piezometers at 34 locations, including 7 nested pairs. The study included
performing 35 slug tests (rising head) at temporary observation well locations to
determine the in-situ coefficient of hydraulic conductivity (a.k.a. permeability) within the
subsurface soils and near surface aquifer system. Soil samples were collected for
laboratory testing from representative soil types and depths. Samples of the underlying
bedrock were collected at four locations through rock coring methods to gauge the
competency and type of bedrock encountered. Water levels were collected over the span
of 10 months from December 2003 through September 2004 to capture the season high
water table. A round of water levels was acquired in September 2007 to verify the earlier
findings and update the data base.

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3.0 HYDROGEOLOGIC INVESTIGATION - .1623 (b)(2)(A) ÷ .1623 (a)(1 - 12)
Sheet 3 of the Project Drawings shows the locations of test borings/piezometers
installed for the characterization of the Phase 2 landfill expansion. Groundwater
potentiometric surface maps (Sheets 4 and 5) and the bedrock surface map (Sheet 6)
present data collected during the design hydrogeological investigation. The data are also
presented in cross-sectional views (Sheets 7 through 14). Tables 1 through 6 present
tabulated subsurface data and groundwater levels. Supporting data are presented in the
Appendices 1 through 6.
3.1 Local and Regional Geology - .1623 (a)(1)
The site is located in the central Piedmont physiographic and geologic province of North
Carolina, specifically along the contact between the Carolina Slate Belt to the west and
the Deep River Triassic Basin to the east (see Figures 1 and 2). Published mapping 1
shows the site slightly east of the contact, i.e., the site is mostly within the basin, but
contacts mapped at that scale can vary – the site investigation revealed rock units
associated with the Slate Belt in the western portions of the site and rocks associated with
the Triassic basin to the east, with the contact passing through the Phase 2 footprint.

Figure 1 – North Carolina Geologic Map (State)
The southern Appalachian Piedmont has experienced a complex geologic history
involving multiple compression events (mountain-building uplifts) and at least one tension
event (rifting). Based on the literature, ancient sutures between the many former exotic
terranes that comprise the Piedmont contain no active faults, and no active seismicity is
known. Three principal rock formations are mapped in proximity to the site:

1 North Carolina Geological Map, Scale 1:62,500, NC Geological Survey, 1985.

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• Triassic – sedimentary
“red beds” associated with
the Chatham group, i.e.,
the Deep River Basin;
described as gray, reddish
brown to maroon, non-
marine (fluvial) sandstone,
siltstone, fanglomerate or
conglomerate; occurring in
undifferentiated, lenticular
beds; locally referred to as
the Wadesboro Formation
according to some texts
(such are references made
within this work); typically
associated with post-
Appalachian rifting during
the Triassic period (240 –
205 m.y.), but conjugate
jointing suggests possible Figure 2 – North Carolina Geologic Map (Local)
emplacement during back limb tension concurrent with the late-stage compression
stages of the Appalachian uplift. Such events were recorded throughout the
Paleozoic (though on a much smaller scale).

• Argillite – metasedimentary and metavolcanic formations associated with either the
Cid or Floyd Church formations, described as light gray (often silvery gray) to bluish
gray or brown, well bedded, mainly clay and silt size particles, laminated with
prominent bedding plane cleavage (“slate belt”); also present are beds of mudstone,
silty sandstone (greywacke), or conglomerate; associated with the pre-Appalachian
archipelago of the late-Proterozoic to late-Cambrian periods (620 – 560 m.y.)

• Diabase – intrusive gabbroic rocks described as dense, dark gray-black, medium
grained dikes and sills, Jurassic in age (205 – 138 m.y.), mobilized during post-
Appalachian tension events; the linear characteristics and deep, near-vertical
orientation bring an interest for potential groundwater movement in environmental site
evaluations; these rock contain iron-oxides (spinels) that produce a strong magnetic
signature, useful for non-intrusive mapping, but experience has demonstrated that the
anomaly patterns typically present much larger than the actual units, which can
mislead investigators in determination of unit boundaries.

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None of these formations typically form outcrops except along sharply incised streams –
none were noted on the site. The Triassic and Slate Belt rocks are easily distinguished
based on color and texture and have unique soil characteristics. Triassic formations near
the site are typically dull red or dark gray-maroon and present as hard clayey silt, often
with a friable “chunky” texture, while the Slate Belt rocks are silvery-gray when fresh and
weather to bright yellow to red or mottled gray silt, typically clayey.
Above the bedrock, soils in this region range from fine grained sands, silts and clays that
weather with depth below ground surface to “saprolite” (residual soils) and partially
weathered rock, or PWR (an engineering term commonly applied to residual soils that
exhibit standard penetration resistance values in excess of 100 blows per foot). Depths
to the PWR vary but are typically shallower along the topographically higher areas and
deeper in the topographically lower areas, reflecting the depth to bedrock. Thicknesses
of the PWR vary considerably throughout the region, sometimes extending several ten’s
of feet below the surface. The PWR is of interest as a primary groundwater pathway –
these soils tend to be coarse grained, hence they are highly porous and often “opened”
with secondary porosity, e.g., jointing and exfoliation fractures. The PWR typically
transitions into more competent rock, defined by NC DENR as materials sufficiently
dense to produce “auger refusal” conditions (another arbitrary designation based on
drilling characteristics) – boundaries between soil, PWR and rock can be gradational, i.e.,
there may be a thick PWR layer present, or very abrupt with little to no PWR. Significant
variation in density and weathering characteristics can occur over short lateral distances.

Either rock may weather to plastic clay near the surface, e.g., appropriate for compacted
soil barrier construction, but localized sand and gravel lenses are possible, especially in
the Slate Belt rocks, which tend to contain stringers of quartz or other small inclusions.
Near-surface clay tends to occur in lenticular pockets of unpredictable depth and extent.
Deeper soils tend to become sandy or gravelly in the Slate Belt rocks; chunky and rock-
like (but usually friable) in the Triassic rocks. Diabase typically weathers deeply to highly
plastic beneath highlands (outcrops are rare), but the relatively small surface area limits
soil availability – deeper in the weathering profile the diabase soils tend to be stony.
3.2 Site Reconnaissance - .1623 (a)(2)
3.2.1 Topographic Setting and Drainage

The Anson Waste Management Facility is located in the western portion of Anson
County, North Carolina, along US 74, approximately 4 miles east of Polkton. The site
maps (see Figure 3) show the larger site as a large dissected ridge, oriented to the

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northeast-southwest (along the regional strike of the major geologic formations). The site
is bounded on two sides by converging perennial streams – the facility boundary is
roughly triangular – on the north and west by Brown Creek and on the east by Pinch Gut
Creek. Drainage is directed toward the two large boundary streams via a dendritic
network of numerous smaller streams (some seasonal) and normally dry drainage
features. The Phase 2 area is situated on the northeast side of the ridge, with all
drainage directed toward the northeast. Ground surfaces within the study area vary from
a maximum near Elevation 330 near piezometer PH2-34, along the western side of the
site, to a minimum near Elevation 260 near PH2-29, along the eastern side.

Drainage patterns are not complex: two
large drainage features dissect the surface,
both drain northeast and lead to springs with
associated wetlands many hundred’s of feet
beyond the Phase 2 footprint. Typical slope
gradients within the proposed footprint vary
from 2 to 3 percent along the drainage
features, increasing to approximately 5 to 10
percent along the approaching slopes. The
topography is noticeably steeper in the
western portion of the site, flatter in the
eastern portion, which coincides with the
geologic contact (discussed later) shown on
Sheet 3. The change in slope ratios is
pronounced but gradual – there are no cliffs
or other abrupt changes in topography.
Fracture trace analyses presented in the
Site Suitability report indicates the primary
Figure 3 – USGS Topographic Map (Site) drainage features within Phase 2 are aligned
to the orientation of Brown Creek, i.e., one of
the principal fracture orientations in the region. There are no abrupt changes in drainage
(i.e., sharp turns along drainage courses), which can indicate significant density
differences in the bedrock that can influence subsurface drainage characteristics.

The site is hydraulically isolated with respect from its surroundings, but there is drainage
from the up gradient Phase 1 footprint that has been diverted to perimeter channels
leading toward storm water basins. The site maps show a 100-year floodplain located
near both boundary creeks, but none are in close proximity to the Phase 2 footprint.
Some sluggish drainage had been observed along the southernmost drainage features

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within the footprint, but this condition appears to have been exacerbated by previous
construction (partially blocking the drainage feature with vegetation debris) and has since
been corrected during the recent construction of Cell 1E. Nothing observed concerning
topography and drainage, either on the maps or per reconnaissance, indicates any
negative influences on the ability to monitor the site.

3.2.2 Bedrock characteristics

Rock exposures are not common in any of the mapped formations near the site, thus the
opportunity for in-situ characterization is limited. No outcrops have been identified within
the Phase 2 footprint, although some “float” consisting of quartz cobbles (and quartz
“stringers” or gravel veinlets) and one basketball-size diabase nodule was observed in the
adjacent Cell 1E construction area. Characteristics of the rock formations are discussed
in Section 3.1. Rock core descriptions presented in the test boring records indicate the
following characteristics, typical of the formations known elsewhere in the region:

Triassic – hard, pinkish gray, fine to coarse sandstone with low-angle to
moderately dipping joints, slightly weathered to unweathered, interbedded with
hard, dusky red siltstone with few shallow unweathered joints/fractures; zones
called “greywacke” (very silty sandstone) were noted; RQD varies from 77 to 100
[description from MW-21B-BZW, located near the diabase dike in the southeast
portion of Phase 2, where the sandstone was encountered at a depth of 13 feet].

Argillite – hard, pale gray, half-inch thick beds dipping 30 to 45 degrees, with
highly weathered zones, brecciated (pulverized) zones; other minor fractures
(some annealed with calcic minerals) and clay-filled zones; highly weathered and
strongly oxidized (iron-stained) joints throughout; RQD varies from 27 in fractured
and weathered zones to 100 [description from MW-16-DB, located in the
southwest portion of Phase 2, where the rock was encountered at 45 feet].

Diabase – hard to very hard, dark bluish gray, highly fractured low-angle to steeply
dipping fractures (closely spaced), some clay-filled; heavy iron-oxide stains, white
quartz fragment (other locations); RQD varies from 5 in fractured and weathered
zones to 65 [description from MW-17A-BZE, located nearly 500 feet from the
mapped trace of the diabase, north of Phase 2, where the diabase was
encountered at a depth of 45 feet below argillite]; the drilling data and detailed
studies (by the author) of the diabase dike within Cells 1D and 1E indicate the dike
dips to the southwest.

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3.2.3 Springs, Seeps and Ground Water Discharge Features

Perennial or seasonal springs and seeps (with associated wetlands) were noted down
gradient of the Phase 2 study area. These features serve as localized groundwater
discharge features for the uppermost aquifer. Streams leading from these features
become well-developed creeks further down gradient and lead to the named streams
along the facility boundary. The larger creeks and boundary streams serve as discharge
features for the deeper reaches of the uppermost aquifer. Observation during the wet
season suggests that the smaller drainage features within the interior of Phase 2 may
discharge “perched” water (infiltrated water impounded in the near-surface soils) following
periods of heavy rainfall, as well as conveying runoff, but these are not technically ground
water discharge features – these features will dry up once the recharge areas are
covered by the impervious cell construction.

3.3 Field and Laboratory Testing - .1623 (a)(3) and (4)

3.3.1 Test Boring Data - .1623 (a)(4)(A)

Table 1 presents a summary of the test boring data, e.g. depths to bedrock, weathered
rock, ground-water depths, total boring depths, and piezometer screen intervals. These
data are arranged by hydrogeologic unit on Table 1A, from which trends can be
established. Test boring logs and piezometer completion records are presented in
Appendices 1 and 2, providing relative density data, lithologic characteristics, USCS
classifications, and groundwater depths. Supplemental data from earlier investigations
and monitoring wells around the active landfill are presented in Appendix 4.

ESP subcontracted AmeriDrill Corporation (NC Well Contractor Certification #2810) to
perform soil test borings and install temporary observation wells at 34 locations within and
around the Phase 2 area. The locations of the borings are shown on the boring location
plan (Sheet 3) as surveyed by ESP (PH2-1 through PH2-34). Six of these locations
include one shallow and one deep boring (deep boring is designated with an “A” suffix).
The remaining 28 locations consist of a single temporary observation well (piezometer).
Borings performed during previous studies are shown on the boring location plan.

ESP selected the boring locations in the field using site topography and landmarks as
references. The boundary line survey and bench mark elevations were provided to ESP
by others for our use. ESP surveyed each piezometer and observation well, referenced
vertically to on-site benchmarks and horizontally to control points tied into the North

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Carolina Grid Coordinate System (NAD 88). Survey information containing elevation
data, grid coordinates, and well construction information is in Appendix 6.

The soil test borings were drilled to depths ranging from 13.5 (PH2-9) to 95 feet (PH2-19)
below ground surface using a drill rig mounted on an all-terrain vehicle, equipped with
hollow-stem augers. Standard penetration tests were performed at designated intervals
in the soil test borings in accordance with ASTM D 1586-84 to provide an index for
estimating soil strength and relative density. In conjunction with the penetration testing,
split-spoon soil samples were recovered for classification and laboratory testing. Two
undisturbed samples of water bearing soils were acquired (PH2-32 and PH2-34). Twenty
seven (27) of the forty (40) soil test borings were advanced to auger refusal to
characterize the top of bedrock surface (Sheet 6).

Bedrock cores were taken at four locations (PH2-6A, PH2-7A, PH2-14A and PH2-24A),
extending at least 10 feet below the top of bedrock – defined by auger refusal. At these
locations, 3-inch diameter PVC casing was extended to the top of bedrock, then the
annular space was sealed with a bentonite plug and grouted to the surface (no screen
was installed). At each of these locations, an adjacent shallower temporary observation
well was installed above the bedrock layer to compare hydraulic conductivity between
bedrock and PWR.

3.3.2 Laboratory Data - .1623 (a)(4)(B) and (C)

Table 2 presents laboratory test data used to describe the hydrologic properties of the
soils, e.g. grain size distribution, Atterberg limits, and classification. Due to the relative
hardness of the materials represented in ground water bearing zones (typically within
PWR), undisturbed samples that were attempted during the field exploration achieved
insufficient recovery for testing permeability and shear strength. Sufficient knowledge
was developed during the earlier Site Suitability investigation and the Design Hydro
study of Phase 1. The laboratory data are considered representative of soil conditions
within the study area. Soils were classified in the laboratory according to the Unified Soil
Classification System (USCS), and these descriptions were matched to the boring logs to
verify the visual soil classifications. Table 2 correlates this data to designated
hydrogeologic units. Laboratory data are presented in Appendix 3, including relevant
data from earlier investigations.

Based on the laboratory data, the soils at the site generally classify as silty clay and
clayey silt (ML or CL), with minor silty sand (SM) and high plasticity clays (CH).
Remolded samples of the higher plasticity soils (earlier data) exhibit laboratory hydraulic

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conductivity test values ranging from 10-5 cm/sec to 10-8 cm/sec. These soils are
distinguished by a slightly more reddish-orange color and clay-like appearance, as
opposed to the more granular, tan-brown to gray clayey silt. The lower permeability soils,
typically limited to the upper few feet beneath the surface, are not present at all test-
boring locations. Zones of clayey soils occurring in “pockets” near the surface are
common throughout the piedmont. Based on earlier test pit investigations, discussed in
the Site Suitability report, it appears that sufficient quantities of these soils are present to
construct portions of the low permeability soil liner. A discussion of field hydraulic
conductivity values measured at the piezometer locations is presented in Section 3.3.4.

3.3.3 Formation Descriptions - .1623 (a)(4)(D)

Eight generalized hydrogeological cross-sections (Sheets 7 - 14) provide a graphical
presentation of the subsurface data. Soils encountered by the test borings comprise
clayey and sandy silt, and silty sand, weathered from the underlying bedrock. The near
surface soils exhibit SPT values generally ranging from 10 to 50 blows per foot (bpf).
These soils transition with depth to very dense saprolite, which exhibits a relict rock-like
texture and SPT values of 50 bpf to over 100 bpf, but which can still be penetrated by a
hollow stem auger. The upper rock surface is transitional; that is, the overlying soils
grade into rock at variable depths, resulting in a differential weathering profile.

In general, sandy silty clays to silty clayey sands extend to depths of approximately one to
27 feet below ground surface, underlain by partially weathered rock with the exception of
borings PH2-33 and PH2-34, where PWR is encountered below 35 feet. Partially
weathered rock was encountered at or near the surface at PH2-3, PH2-14A&B, PH2-15
and PH2-31. Depths of both the residual soils and partially weathered rock vary widely in
thickness across the site as shown on the boring logs and cross sections. In some
instances, primarily in the topographically lower borings such as PH2-12, PH2-15, PH2-
19, PH2-20, PH2-26A, PH2-28A and PH2-31, partially weathered rock extends below 50
feet prior to encountering bedrock or auger refusal. Auger refusal was not encountered at
PH2-20 at 60 feet but was encountered at PH2-19 at 95 feet.

During advancement of soil test borings, extra care was taken to identify the first split
spoon sample exhibiting the presence of groundwater. Groundwater is normally
encountered within the PWR or in the overlying less-dense saprolite. The borings were
typically dry above discrete water bearing zones (see following table). Based on the
laboratory testing results (Appendix 3) and visual classification in the field and laboratory,
little difference exists with respect to grain size and texture of the soils with the water
bearing zone soils (PWR) and the overlying, non-saturated soils.

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Bedrock depths, typically defined by “auger refusal” conditions in the test borings, occur in
the Phase 2 study area at depths which vary from 10 feet at MW-34SB to 95 feet at PH2-
19. The differential weathering patterns extend below “auger refusal” depths based on
description of the rock cores (Section 4.3). High angle jointing was observed in the rock
cores, with deep weathering and secondary mineral staining present in the upper reaches
of the cores. Percolation of groundwater into the jointing promotes internal weathering
(chiefly the breakdown of feldspars and amphiboles or pyroxenes, if present, into clay
minerals). The test borings indicate no voids, faults, compressible zones or other
potentially unstable features.

3.3.4 Field Hydrologic Testing - .1623 (a)(4)(E)

In-situ permeability tests were performed in 35 of the 40 wells to characterize the
horizontal permeability or hydraulic conductivity of the subsurface materials. In-situ tests
were performed using a rising-head technique and were analyzed by the Bouwer and
Rice method. Hydraulic conductivity test data are presented in Appendix 5, while a
summary of data are presented on Table 3.

Observed field conductivity values vary as follows:

High Value Low Value Geometric Mean
Units 1 and 2 1.3 x10-3 ft/min 4.2 x10-4 ft/min 9.47 x10-4 ft/min
6.76 x10-4 cm/sec 2.14 x10-4 cm/sec 4.81 x10-4 cm/sec
PH2-9 PH2-15

High Value Low Value Geometric Mean
Unit 3 1.4 x 10-3 ft/min 1.08 x10-3 ft/min 1.21 x10-3 ft/min
7.1 x10-4 cm/sec 5.5 x10-4 cm/sec 6.16 x10-4 cm/sec
PH2-7A PH2-14A

3.4 Other Investigative Techniques - .1623 (a)(5)
3.4.1 Test Pits
Some 75 or more test pits were excavated (by others) during the Site Suitability
investigation, more during the Phase 1 Design Hydro study. The test pits were used to
identify areas of potential borrow soil for liner construction and other uses. The test pits
are not part of this investigation, per se, but a generalized delineation of potential borrow
sites prepared from the earlier data is presented Sheet 2.

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3.4.2 Magnetometer Survey
Diabase dikes are linear magnetite-bearing rock formations that commonly occur
throughout the Piedmont of North Carolina. The rocks are easily identified by their color,
hardness, density, grain size, and characteristic weathering pattern when sufficient
exposures exist. These features are an interest for environmental site monitoring due the
tendency to either serve as conduits (when fractured) or as impediments to groundwater
flow (non-fractured portions). Most of the dikes observed first-hand by the author at other
sites (and Cell 1D) follow existing bedding or joint patterns in the host bedrock, that is, the
dikes intruded along pre-existing planes of weakness (fractures) mobilized along earlier
stress fields. Many of the major dikes have been mapped by the NC Geological Survey
(and/or the US Geological Survey) using aerial magnetic survey techniques. 2
Earlier site studies included a ground-based proton-precession magnetometer survey,
which identified two significant dikes oriented approximately north-south (see Sheet 3)
and/or slightly northwest – with an uncharacteristic “bend”. Regional mapping indicates
two orientations for two intrusive episodes. The bend could be caused by the intersection
of two dikes at different orientations. Detailed work (by the author) 3 found the thickness
of the actual dike in Cells 1D to be much less than the anomalies shown in the plan views
of the earlier reports. The cause of this discrepancy is believed to be the dip of the dikes
toward the southwest (at least the eastern one), determined from drilling data and test
pits. The dip causes a larger anomaly pattern that would be observed if the dikes were
vertical. Where the magnetic anomaly pattern shown on the earlier maps is linear and
many tens of feet wide, the actual rock units are estimated to be 5 to 10 feet thick.
While the easternmost dike does extend into Phase 2, based on the anomaly pattern
(Sheets 2 – 4), the drilling data indicate a plunge (decrease in elevation) toward the
north, which lessens the influence on the near-surface hydrology. Earlier studies focused
on the dikes with drilling to satisfy regulatory concerns, including portions of Phase 2.
Based on the data, the dikes are sufficiently well understood to incorporate into the
monitoring program – a monitoring well will be located along the dike (see Sheet 15) –
thus no additional studies were performed during this Design Hydrogeologic study for
Phase 2. Test pits will be performed prior to drilling the well to pinpoint the diabase dike.

2 Burt, E.R. et al, Diabase Dikes of the Eastern Piedmont of North Carolina, Information Circular 23,
North Carolina Geological Survey, 1978
3 Report of Findings of Additional Hydrogeologic Investigations at Anson Waste Management Facility,
ENSR International (unpublished report to Allied Waste, submitted NC DENR), 9/18/02

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3.5 Stratigraphic and Hydrogeologic Units - .1623 (a)(6)

Sheets 7 – 14 in the accompanying drawings present generalized subsurface profiles
prepared from the test boring and laboratory data, which indicate the hydrogeologic and
lithologic units for this site. In general, the hydrogeologic units were based on the relative
density of the saturated residuum (saprolite) and underlying bedrock:

„ Unit 1 is defined as the variably dense saprolite (in-situ weathering
products of the underlying bedrock) existing beneath the water table that
exhibits standard penetration resistance values less than 100 bpf. At
some test boring locations, Unit 1 exhibits grain size differentiation with
depth, i.e., finer grain materials were encountered near the surface,
underlain by somewhat coarser materials. This weathering profile is not
ubiquitous – at some locations the coarser grain soils were minimal or
absent, owing to the generally fine grain nature of the parent bedrock.
„ Unit 2 is the generally denser – but often more porous – saprolite (in-situ
weathering products of the underlying bedrock) existing beneath the water
table that exhibits standard penetration resistance values over 100 bpf.
Typically, a machine driven hollow stem auger can penetrate PWR. The
boundary between Unit 1 and Unit 2 is often gradational. These units
collectively make up the unconfined “water table” aquifer and are
considered the uppermost aquifer at the site, but depending on clay
content, Unit 2 often represents the primary water conveyance at
Piedmont sites and Unit 1 can act as a partial confining layer.
„ Unit 3 is the upper fractured bedrock (typically weathered), which typically
yields auger refusal and requires rotary coring and/or air-hammer
techniques to penetrate. These materials typically become denser and
less weathered with increasing depth. The boundary between Unit 2 and
Unit 3 is often gradational, and these units can exhibit similar physical
characteristics hydraulic properties.
The entire hydrogeologic profile can be considered as a gradual transition from the deeply
weathered soil through less weathered (denser) saprolite to eventual non-weathered
bedrock. The subsurface units, defined here for convenience, exhibit slightly differing
ranges of field hydraulic conductivity values, described in Section 3.3.4. The soil and
rock units exhibit differential weathering characteristics with gradational boundaries
between the units, irrespective of the lithologic units – the three principal formations
exhibit the same general weathering pattern (described above), but the depths to harder
bedrock differ. The subsurface profiles show irregular unit boundaries that generally
conform to the surface topography but also reflect deeper weathering along the regional
joint pattern, i.e., beneath the drainage features.

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Unit 1 and Unit 2 typically exhibit porous flow media conditions, characteristic of an
unconfined “water table” aquifer. One or both units are ubiquitous across the site, but
differential weathering has occurred due to localized variation in mineralogy and
fracturing, and sometimes either Unit 1 or Unit 2 may not be present at all locations. Unit
3, the upper fractured bedrock aquifer, exhibits a discrete fracture flow along relatively
widely spaced joints – often accompanied by weathered zones – which imparts partially
confined conditions (e.g., elevated hydrostatic pressures at depth). The transitional
“partially weathered rock” (Unit 2) can exhibit both conditions – porous flow and elevated
pore pressures. These conditions are typical throughout the piedmont region.

Top-of-bedrock contours, represented on Sheet 6 and on the cross-sections, generally
reflect a subdued expression of the surface topography. The contours exhibit a smooth
transition between the rock types. The hydrogeologic units are similar to conditions
observed elsewhere on the site. Ancient faulting (not active in Holocene time) may be
present along the argillite-Triassic sandstone contact; other geologic features observed
within the study area include the two diabase dikes (the eastern one is within Phase 2)
running approximately parallel to one another in the northwestern portion of the study
area. These geologic and ground water conditions are typical of the piedmont region.

3.6 Water Table Information - .1623 (a)(7)(A-D)
3.6.1 Short-Term Water Levels - .1623 (a)(7)(A)
Table 4 presents a summary of short-term ground-water levels observed at the end of
drilling and stabilized readings obtained after a period of one to fourteen days after
completion of the piezometers. The vast majority of the borings exhibited water levels
that stabilized above their initial levels, averaging several feet higher than their initial
readings. Stabilized water levels were typically well above the depths of the water
bearing zones (see Page 3-9), whereas the borings were typically dry above these zones.
3.6.2 Long-Term Water Levels - .1623 (a)(7)(B)
Table 4 also presents a summary of long-term water level observations within the Phase
2 study area, covering a 12+ month period during and following the investigation in 2003-
2004. Historic monitoring well observation data is presented on Table 4, covering a
period from 2000 through present, to which the piezometer data can be correlated (see
below). A round of water levels was obtained in September 2007, since the continuous
data were several years old. Ground water hydrographs for selected piezometers and
monitoring wells follow Table 4, from which the long-term trends can be discerned.

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An examination of the regional climatic trends provides a useful correlation with historic
ground water trends. Long-term regional climatic data (Figure 4) indicate that the
summer and winter months of 2002 experienced severe drought, based on Palmer
Hydrologic Drought Severity Index (PHDI). 4 The use of the Palmer indices provides a
more complete description of climatic trends than precipitation data alone, since evapo-
transpiration effects (e.g., temperature, solar radiation, leaf cover, relative humidity, and
winds) are factored into the overall moisture balance in the atmosphere and at the ground
surface. The data show a good correlation between climatic trends and historic ground
water levels observed in the monitoring well network.

Figure 4 – NOAA Historic Palmer Hydrologic Drought Index Data (Regional)
A detailed view of the climatic trends in the region show the region in a moderate to
severe drought from mid-1998 through late 2002, after which an unusually wet spell
persisted through mid-2003 (Figure 5). The drought effected a long-term lowering the
water table at many sites known to the author, followed by record high water levels that
were observed throughout 2003 and continuing into 2004 at several monitored landfill
sites throughout the Piedmont region, which include High Point, Rutherford County, and

4 Time Bias Corrected Divisional Temperature-Precipitation-Drought Index, (TD-9640),
National Oceanic and Atmospheric Administration, March 1994.

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CMS. 5 Since 2003, the PHDI reflected near-normal seasonal fluctuation until mid-2007 –
when much of the State moved into drought conditions (Figure 6). These trends
influence seasonal ground water recharge, whereas the climatic moisture balance directly
correlates to the availability of meteoric water at the surface for groundwater recharge. 6

Figure 5 – NOAA Palmer Hydrologic Drought Index Data (Regional)

Figure 6 – NOAA Palmer Hydrologic Drought Index Data (Regional)

5 Site Suitability Application Report, Kersey Valley MSW Landfill Phase 3, High Point, North Carolina,
Permit 41-04, March 1999, Design Hydrogeologic Evaluation for CMS Landfill V Phase 2,
Concord, North Carolina, Permit 13-04, November 2005.
6 Garrett, G.D., “Climatological Hydrologic Correlations Using Palmer Indices,” presented to the
Association of Engineering Geologists (Carolina Section) Tools of the Trade Seminar,
Charlotte, North Carolina, March 21, 2003

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This trend is reflected in the monitoring well network at Anson County (see Figure 7),
where the initial 24 months shows relatively low ground water levels (albeit there could be
some aquifer relaxation, i.e., pore-pressure stabilization during this period), followed by a
significant increase in the latter portion of 2002 to maximum recorded values in mid-2003.
Then after the “peak” in 2003 the water levels exhibit seasonal fluctuation within a fairly
consistent range with a gradual decrease through 2007 (reflecting the PHDI exactly).

Figure 7 – On-Site Monitoring Well Trends (Selected Wells)

3.6.3 Estimated Seasonal High Water Table - .1623 (a)(7)(C)

The Design Hydrogeologic investigation was performed during one of the wettest
seasons recorded in the region. Based on NOAA data, the Charlotte region recorded
62.23 inches of rain in 2003 coinciding with the beginning of the monitoring period. The
year 2003 was the fifth wettest year on record for this region (the wettest year recorded
was 1884 when 68.44 inches were recorded). This information is useful, but coupled with
the analysis of climatic trends using the PHDI as the standard for comparison, rather than
rainfall alone, plus the close correlation with the historic monitoring well trends, it can be
demonstrated that the water levels recorded during the initial period of observation via the
Phase 2 piezometers reflect maximum long-term seasonal high values, with the exception
of one or two piezometers that exhibited higher values in 2007. Here it should be realized
that alteration of site conditions, e.g., clearing, blockage of surface drainage features, and
the onset of the historic drought in 2007 (not yet completely recorded in the climatic data)
are expected to impact the water levels. Land clearing and drought reduce plant uptake –
the author has seen temporary increases in water levels in the beginning stages of
drought at other sites – and the effects of denuding vegetation is well documented.

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From these data, it is concluded that the observed data “peaks” (2003 – 2007)
sufficiently represent the long-term high water table without further adjustment.
The ground water map (Sheet 5) and the hydrogeologic cross sections show the
Maximum Long-Term Seasonal High water surface determined from the foregoing
analysis. For the most part, the ground water contours shown on the map reflect the
original data acquired by ESP Associates, except where the September 2007 data was
slightly higher. One final analysis that clinches this argument is a comparison of the
maximum and minimum data values (i.e., the difference thereof) recorded in the Phase 2
piezometers from 2003 – 2004 with the maxima and minima recorded in the monitoring
wells from 2001 – 2007. The table below shows that the difference between the maxima
and minima in the monitoring wells (site wide) averages 5.03 feet, while the difference in
the maxima and minima in the piezometers (albeit a shorter period) is 5.13 feet.

Boring
No.
2001-07
MAX
2001-07
MIN
DIFF MAX
& MIN DIFF MIN
& 05/04
DIFF MAX
& 05/04
MW-1D 293.95 288.71 5.24 -3.74 1.50
MW-2D 305.37 298.62 6.75 -0.80 5.95
MW-2S 301.60 296.82 4.78 -1.84 2.94
MW-3D 286.09 281.08 5.01 -3.52 1.49
MW-3S 286.32 281.17 5.15 -3.22 1.93
MW-4D 280.99 275.68 5.31 -4.29 1.02
MW-4S 281.36 275.79 5.57 -4.47 1.10
MW-5D 274.62 269.19 5.43 -4.91 0.52
MW-5S 274.45 269.03 5.42 -4.96 0.46
MW-6D 275.39 270.94 4.45 -3.53 0.92
MW-6S 275.41 270.93 4.48 -3.58 0.90
MW-7D 270.87 266.96 3.91
MW-7S 270.82 267.19 3.63
MW-8D 297.60 292.63 4.97 -1.81 3.16
MW-8S 299.64 294.25 5.39 -1.41 3.98

Whole site average 5.03 -3.24 1.99
Wells near Phase 2 avg. 4.78 -4.29 0.82

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Boring
No.
2003-04
MAX
2003-04
MIN
DIFF MAX
& MIN
DIFF MIN
& 05/04
DIFF MAX
& 05/04
PH2-1 261.94 257.96 3.98 -3.71 0.27
PH2-2 268.37 264.53 3.84 -3.75 0.09
PH2-3 261.85 257.83 4.02 -3.67 0.35
PH2-4 266.32 261.75 4.57 -4.01 0.56
PH2-5 268.93 265.18 3.75 -2.96 0.79
PH2-6A 269.37 265.43 3.94 -3.07 0.87
PH2-6B 269.76 265.90 3.86 -2.04 1.82
PH2-7A 261.22 256.89 4.33 -3.33 1.00
PH2-7B 262.42 258.06 4.36 -3.38 0.98
PH2-8 263.61 259.63 3.98 -2.56 1.42
PH2-9 272.69 268.30 4.39 0.89
PH2-10 277.29 274.89 2.40 -2.26 0.14
PH2-11 258.29 250.39 7.90 0.58
PH2-12 260.06 245.94 14.12 0.08
PH2-13 264.43 259.15 5.28 -3.07 2.21
PH2-14A 271.73 266.73 5.00 -3.17 1.83
PH2-14B 271.00 265.51 5.49 -3.22 2.27
PH2-15 265.33 262.06 3.27 -2.97 0.30
PH2-16 280.01 276.13 3.88 -3.80 0.08
PH2-17 281.05 277.63 3.42 -3.42 0.00
PH2-18 294.79 293.21 1.58 -1.50 0.08
PH2-19 261.60 257.25 4.35 -2.20 2.15
PH2-20 263.03 237.50 25.53 3.07
PH2-21 272.48 268.35 4.13 -3.95 0.18
PH2-22 277.14 274.52 2.62 -2.62 0.00
PH2-23 291.75 287.94 3.81 -3.81 0.00
PH2-24A 297.51 294.76 2.75 -2.75 0.00
PH2-24B 297.76 294.98 2.78 -2.78 0.00

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PH2-25 299.06 295.08 3.98 -3.98 0.00
PH2-26A 284.03 280.44 3.59 -3.59 0.00
PH2-26B 285.89 280.40 5.49 -3.61 1.88
PH2-27 276.76 269.61 7.15 0.20
PH2-28A 271.27 260.57 10.70 0.26
PH2-28B 267.56 262.94 4.62 0.62
PH2-29 261.23 258.18 3.05 -3.05 0.00
PH2-30 265.20 258.48 6.72 0.00
PH2-31 274.24 271.41 2.83 0.00
PH2-32 278.86 276.44 2.42 -2.42 0.00
PH2-33 299.56 295.14 4.42 -4.42 0.00
PH2-34 302.97 296.05 6.92 -6.92 0.00

Phase 2 piezometers 5.13 -3.29 0.62

Likewise, when the maxima and minima in both data sets are compared to a single point
in time where the data overlap (May 2004), the difference in the monitoring wells near
Phase 2 is 0.82 feet and the difference in the piezometers is 0.62 feet. The slightly higher
spread in the monitoring wells is likely due to the fact the many of the monitoring wells are
within higher elevations – where larger seasonal fluctuation is expected – so the data
recorded in the two well sets are very close indeed.

3.6.4 Factors That Influence Water Table - .1623 (a)(7)(D)

Several natural and man-made factors are present which could influence long-term
ground-water levels. Vegetation conditions, surface drainage, and climate have already
been discussed (Section 3.6.3). In addition, the lined waste disposal cells and other
impervious surfaces located immediately south and up gradient of the proposed landfill
expansion footprint (Sheet 2), now and more so in the future, will impose a loss of
recharge within the permitted footprint. This is not expected to have a negative impact far
down gradient, but ground water levels may gradually decrease in close proximity to the
footprint. However, there is flow from off-site passing beneath the footprint (seeking the
boundary streams) and the loss of uptake due to the impervious surfaces could have a
counter-effect, keeping ground water levels consistent with pre-development conditions.

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3.7 Horizontal and Vertical Ground-Water Flow Dimensions - .1623 (a)(8)

Sheets 7 – 14 present generalized hydrogeologic cross-sections that show the horizontal
and vertical extent of the upper-most aquifer and ground water flow directions. The
residual soils and partially weathered rock (Units 1 and 2) comprise a ubiquitous mantle
of saprolite above the competent bedrock, with a transitional vertical boundary along the
upper bedrock surface. Ground water movement through the deeper PWR formation
(Unit 2) is generally porous media flow but partially confined conditions are typical, as
discussed in the next paragraph. Based on observed water levels and inferred pore
pressure relationships, the upper saprolite (Units 1 and 2) appears to be inter-connected
hydraulically with the lower bedrock (Unit 3) with no discrete confining layers.

The cross-sections show areas of recharge (downward ground-water movement)
occurring over a majority of the site. Discharge (upward ground-water movement) occurs
in the lower elevations leading toward the springs or seeps (at the wetlands) northeast of
the Phase 2 footprint, which feed the unnamed tributaries flowing to Brown Creek. The
cross-sections do not extend that far, whereas no water level data from older monitoring
wells outside the Phase 2 footprint has been located. The cross-sections A – D (Sheets
8 – 10), oriented to the down gradient flow direction, show a strong horizontal flow
component as indicated by the flow lines and equipotential lines of the generalized flow
nets. Keep in mind that the flow pattern represented by the flow net represents
potentiometric head within the saturated Unit 1 – Unit 2 saprolite aquifer (indicated by the
upper seepage line and the lower bedrock line). Ground water may or may not occur
everywhere in the profile due to variations in density and possible disconnects in the
pore-space (as was seen in test pits). However, despite the limitations, the flow nets do
approximate vertical and horizontal flow conditions concluded from the available data.

Table 5 presents a summary of vertical ground-water gradients for several nested
piezometer couplets. The vertical gradient calculations compare water levels between
the deeper and shallower well screen intervals, which typically indicate whether a portion
of the site is experiencing recharge or discharge. The data confirms that upward
(negative) gradients, indicative of discharge conditions, exist most of the time near PH2-
14A/14B, near PH2-28A/28B, and near MW-5S/5D; upward gradients occur part of the
time near PH2-26A/26B, near MW-4S/4D, near MW-6S/6D, and near MW-7S/7D. All of
these wells and piezometers are located near the main drainage features in the eastern
portion of the Phase 2 footprint. All are in the Triassic formation, except MW-6D/6S was
reported as diabase. The variable gradients, showing recharge sometimes, discharge
tendencies others, is common in upper reaches of the water bearing zone (all three units),
where partially confined conditions and slow vertical percolation can bias the data.

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The upper soil/PWR aquifers are more prone to seasonal fluctuation, i.e., the top of the
zone of saturation actually raises and lowers in response to precipitation and other
climatic conditions. During dry weather, when surface recharge is reduced, the deeper
aquifer often yields a higher piezometer reading although the net movement of water over
the course of time is downward, not upward. The partially confined bedrock aquifer is
pressurized by the overlying, interconnected pore space within the upper saprolite units,
which causes water levels observed in the piezometers to fluctuate but the actual zone of
saturation remains in the same location. Ground water flow directions in both upper and
lower aquifers are strongly horizontal, but the upper saprolite will exhibit a vertical flow
component (in response to climatic and topographic conditions), which typically recharges
the deeper bedrock aquifer “reservoir” (when there is sufficient surface percolation).

Table 6 presents horizontal ground-water flow data for selected piezometers, based on
the potentiometric contours shown on Sheet 4 and on the horizontal gradients calculated
from the field conductivity tests (Table 3) and the effective porosity values (Table 2)
developed for the soil samples based on grain size distribution. Ground water velocities
vary somewhat across the site. Based on Table 2, there is no significant difference in
effective porosity, he, between the Triassic formations and the argillite, nor is there much
difference based on relative density, however the grain size distribution does make a
difference. Typical observed values summarized from Table 2 are as follows:

Clayey Silt he = 4 – 7%
Sandy Silt he = 11 – 19%
Silty Sand he = 21 – 25%

In keeping with the previously defined hydrogeologic units, the calculated ground-water
flow velocities in Phase 2 (Table 6) generally vary as follows:

„ Unit 1 – 0.24 ft/day (PH2-23) to 0.68 ft/day (PH2-21) Avg. = 0.45 ft/day
= 162 ft/year

„ Unit 2 – 0.07 ft/day (PH2-15) to 0.79 ft/day (PH2-18) Avg. = 0.28 ft/day
= 104 ft/year

„ Unit 3 – 0.30 ft/day (PH2-14A) to 0.36 ft/day (P2-6A) Avg. = 0.33 ft/day
= 120 ft/year

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3.8 Ground Water Contours - .1623 (a)(9)

Figures 4 and 5 show ground-water potentiometric contours based on water level
observations made in September 2007 and the Maximum Long-Term Seasonal High
water levels discussed in Section 3.6.3. The potentiometric contours reflect a subdued
expression of the surface topography, characteristic of the piedmont. A divide occurs
west of the Phase 2 footprint, such that surface drainage and ground-water flow within
Phase 2 is entirely toward the northeast. The potentiometric contours tie into ground
elevations at surface drainage features with wetlands (seasonal or perennial springs),
located 300 to 400 feet beyond the Phase 2 footprint, toward the northeast.

3.9 Field Investigation Records - .1623 (a)(9) and (10) and (11)

Appendices 1 and 2 contain test boring/piezometer installation records for the borings
pertinent to the study area. Relevant data from earlier investigations are presented in
Appendix 3.

3.10 Other Geologic/Hydrogeologic Considerations - .1623 (a)(12)

Other sections of this report address the presence of streams, springs/seeps, ground-
water recharge/discharge areas and the influence of regional fracture patterns on ground-
water flow. With the exception of two small diabase dikes near the Phase 2 study area,
no unusual geologic features have been found which would affect the ground-water flow
or the ability to effectively monitor the site, including active faults or mines. The contact
between the argillite of the “slate belt” and the sandstone of the Triassic Basin is mapped
as a normal fault, albeit an ancient one. No seismicity has been recorded in Holocene
time due to movement along this geologic boundary – regional seismicity was addressed
in the earlier Site Suitability report. Site conditions appear typical of the North Carolina
piedmont region.

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4.0 SITE SPECIFIC INFORMATION
4.1 Ground Water Monitoring Considerations - .1623 (b)(2)(B)
Existing wells: Based on Water Quality Monitoring reports (by others), the existing
MSW landfill is monitored by fifteen ground-water monitoring wells, shown on Sheet 2 in
the drawing set. The monitoring wells were installed at various dates in accordance with
the approved ground-water monitoring plan. Based on the potentiometric surface
mapping for Phase 1 and site-wide (by others), ground-water flow is to the northeast –
toward the convergence of Pinch Gut Creek and Brown Creek, which serves as a
regional discharge feature. Private dwellings and other buildings are located to the
southeast of the waste footprint – presumably still served by wells – which are up gradient
of the facility. Currently, the monitoring well network includes:
Up gradient background wells are MW-1D, MW-2S and 2D, located south and
west of the landfill (two wells listed together indicate shallow/deep well couplets).
MW-1D is located in the western diabase dike; MW-2S and 2D are located in the
Triassic sandstone formation.
Permanent down-gradient wells (in counterclockwise order on the map,
beginning south of the landfill) include MW-3S and 3D (near the southeast corner),
MW-4S and 4D (near the northeast corner), and MW5S and 5D (beyond the
northeast corner) MW-8S, and MW-8D (west of the footprint). Temporary wells
within the Phase 2 area – which must be abandoned prior to the construction of
Phase 2 – include MW-6S and 6D and MW-7S and 7D. Based on the drilling
records for the monitoring wells (Appendix 3), all of the wells are located in the
Triassic formation, except MW-4D and 4S, which are situated along the contact
zone between the Triassic and the eastern diabase dike, and MW-6D and 6S,
which are located in the eastern diabase dike.
Proposed wells: New monitoring wells are proposed on two sides of Phase 2 at
appropriate intervals, focusing on the primary drainage features (i.e., traces of subsurface
fractures) and the eastern diabase dike. Each well screen must exist beneath water
table, based on the reference data. The reference borings were characterized as being
dry until depths of discrete water-bearing zones was reached (see Section 3.6.3.).
Based on these conditions, it may not be practical to place a screen interval across the
water table, but to pursue that typical goal of the NCDENR Division of Waste
Management, the deep borings will be installed first, taking them either to “auger refusal”

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or to a depth where a water-bearing seam is encountered, and allowed to stabilize. The
shallow boring then will be installed to target the stabilized water level in the adjacent
deep boring. Division staff will be kept apprised of the conditions encountered during the
well installations. Adjustments of depths may be required based on field conditions. The
following are the anticipated conditions at the proposed new wells:
Proposed Reference* PWR Bedrock Water Depth** Proposed Monitored
Well Boring Depth Depth Min – Max Screen Interval Hydro Unit
MW-9D PH2-7A 12’ 48.5’ 2.40 – 6.73’ 38.5 – 48.5’ 3-Triassic
MW-9S PH2-7B 12’ 48.5’ 1.46 – 5.82’ 5.0 – 20.0’ 2-Triassic
MW-10D PH2-29 8’ 95’ 4.73 – 7.78’ 30.0 – 40.0’ 3-Triassic
MW-10S PH2-29 8’ 95’ 4.73 – 7.78’ 5.0 – 20.0’ 2-Triassic
MW-11D PH2-31 0’ 73.5+ 5.92 – 8.75’ 30.0 – 40.0’ 3-Diabase
MW-11S PH2-31 0’ 73.5+ 5.92 – 8.75’ 5.0 – 20.0’ 2-Diabase

* Reference data from nearest piezometer for preliminary planning purposes – bedrock depth
at MW-10S/D taken from PH2-19; well screen intervals will be determined based on field
conditions; all PH2-series borings will be abandoned in accordance with 15A NCAC 2C .0113
** Please refer to Water Bearing Zones table furnished in Appendix 1 – most borings were initially
dry until a water-bearing zone was encountered; stabilized water levels were generally higher

The proposed new well locations are shown in Sheet 15 of the drawing set. No changes
to the surface water sampling locations are proposed. The Water Quality Monitoring Plan
(Appendix 7) will be modified accordingly, including a summary data table and drilling
records for the installed wells. The new monitoring wells will be designed and
constructed in accordance with 15A NCAC 2C guidelines. The locations for the planned
new monitoring wells and surface water sampling locations are considered adequate to
provide early detection of a release of constituents from the facility into the ground water.
4.2 Relevant Point of Compliance - .1623 (b)(2)(C)
Selection of monitoring well locations for compliance monitoring of the uppermost aquifer
is based on an understanding of hydrogeological conditions presented in this report.
North Carolina solid waste Rule .1631 (a)(2)(B), incorporated by reference to Rule .1623
(b)(2)(C), makes a provision for the relevant point of compliance to be located no more
than 250 feet from the waste boundary but at least 50 feet within the facility boundary.
Historical NC DENR, Division of Waste Management (DWM) policy has been to locate
the compliance wells within 125-150 feet of the waste boundary, or approximately half the
distance between the edge of waste and the compliance boundary. Based on the site
studies, it appears that this spacing for compliance wells is appropriate for this facility.

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The following requirements of Rule 15A NCAC 13B .1631 (a)(2)(B) are met by this
report, in support of determining the relevant point of compliance:
Hydrogeologic characteristics of the facility and surrounding land – The site
and local vicinity are characterized by highly dissected ridges, following a
prominent joint pattern, which limit ground-water flow to relatively short-
segmented, closed-loop hydrologic cycles. Recharge occurs within the higher
elevations, discharge occurs along local streams. Ground water typically occurs
within the near-surface unconfined saprolite (porous flow media), underlain by
bedrock (fracture flow media), sometimes with a transitional boundary and often
with a differential weathering pattern. Pinch Gut Creek and Brown Creek, which
converge at the north corner of the site, serve as regional ground-water discharge
features. The site of the proposed landfill is hydrologically isolated between the
streams, with no down gradient ground water users identified.
Volume and physical and chemical characteristics of leachate – Leachate is
stored on-site in two tanks and batch-discharged periodically (after sampling) to
the Anson County Wastewater Treatment Plant, whose records document 305,811
gallons discharged from July 2005 – June 2006 and 331,623 gallons discharged
from July 2006 – November 2007. Representative leachate quality sampling data
(summarized below) typically indicates low levels of certain organic constituents:
Constituent Sump Sump Sump WWPipe01 Sump
3/9/2004 4/1/2004 5/6/2004 11/4/2005 2/22/06
Benzene (ug/L) <1 5.2 <1 11.5(D) 3.9
Ethylbenzene (ug/L) 1.9 5.9 <1 22.5(D) 14
m+p-Xylenes (ug/L) 2.7 12 <1 43 35
o-Xylene (ug/L) 1 5.7 <1 14 15
Toluene (ug/L) 8.6 5.4 2 28(D) 25
TPH - Gasoline (ug/L) 150 1300 <80 n/a 190
TPH - Diesel (ug/L) 1300 2600 4300 n/a 2200
Leachate sampling includes Appendix I constituents; other analyzed constituents were not
detected, including the metals. The detected constituents are not considered unusual in modern
MSW leachate at the detected concentrations.
Quantity, quality and direction of ground water flow – Considering
hydrogeologic Units 1, 2 and 3 collectively and using an average aquifer thickness
of 40 feet (including the upper portion of Unit 3), the estimated ground-water flow
volume in the uppermost aquifer beneath the Phase 2 footprint is:
33 ac. * 40’ sat’d thickness * 0.20 effective porosity = 57.9M cf = 433M gallons

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Ground water quality analytical data (reported by others) indicate no definitive
ground-water impacts that have been attributed to the current landfill operation.
Up through May 2005, no Appendix I organic constituents had been detected
above the practical quantitative limits. Several inorganic compounds have been
detected, summarized as follows (in mg/l) for the May 2005 sampling event:
Parameter MW-1* MW-2d MW-3d MW-4d MW-5d MW-6d MW-7d MW-8d* BCD *** PCD***
(2L std.) ** MW-2s MW-3s MW-4s MW-5s MW-6s MW-7s MW-8s* BCU * PCU*

Arsenic 0.014
(0.05) 0.014 0.005

Barium 0.11 0.27 0.017 0.077 0.21 0.89 0.28 0.76 0.023 0.11
(2.0) 0.056 0.50 0.11 0.075 0.14 0.15 0.42 0.038

Beryllium 0.0015 0.0012
(NA) 0.0011

Cadmium 0.0013
(0.00175)

Chromium 0.0031
(0.05) 0.0023

Cobalt 0.0059 0.012 0.0068
(NA)

Copper 0.34 0.0067 0.039 0.026 0.033
(1.0) 0.075 1.2 0.0022 0.12

Lead 0.0059 0.0054
(0.015)

Nickel 0.012 0.0093 0.015 0.024 0.018 0.0066
(0.010) 0.0055 0.058 0.0052 0.0057 0.0075

Selenium 0.0083 0.0057 0.0058
(0.05) 0.015

Silver 2.7 0.28 0.64
(0.0175) 2.9 0.9

Thallium 0.017 0.018
(NA) 0.015

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Vanadium 0.033 0.0096
(NA)

Zinc 0.021 0.044 0.038
(1.05) 0.011 0.025 0.013 0.012

*Background Location ***BCD = Brown Creek Downstream ***PCD = Pinch Gut Creek Downstream
**15A NCAC 2L .0200 ***BCU = Brown Creek Upstream ***PCU = Pinch Gut Creek Upstream

It should be noted that the foregoing data represents total metals analyses
(unfiltered samples), which is subject to the effects of turbidity and can reflect
background geochemistry. The author oversaw split-sampling (for Anson County)
during the initial four baseline samples, prior to opening the landfill. Based on that
work, reported to the County in 2001, the following inorganic parameters were
detected:
2L std. MW-2s MW-3s MW-4s MW-6d
Turbidity, NTU none 977 203 530 879
Chromium, mg/l 0.05 <2L 0.126 0.376 0.14
Lead, mg/l 0.15 0.030 0.025 0.018 <2L
Nickel, mg/l 0.10 <2L 0.137 0.204 <2L
Relative to the downstream sample on Pinch Gut Creek, it should be noted that
the sediment basins serving the borrow site discharge to that general drainage
basin. Turbidity could be a factor in the numbers and concentrations of metals
detected in that sample.
From the foregoing data, the following generalizations can be made:
1. Most of the detected constituents are below the North Carolina 2L
groundwater standards, except copper, nickel, and silver (it should be kept in
mind these data represent only a single sampling event).
2. Nickel was detected in the pre-operational background sampling events.

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3. Barium, copper, nickel, and silver (among others) were detected at the
upstream surface sampling location on Pinch Gut Creek; barium and nickel
were detected at the background wells MW-1 and MW-8S and 8D.
4. No organic compounds have been detected that can be tied to the landfill;
records show occasional detects of methylene chloride (an agent used in
labs for cleaning glassware) and other laboratory contaminants, all minor
concentrations below respective 2L standards
All of the detected inorganic constituents are commonly associated with sulfide
forming minerals, which are common in volcanic rock formations, i.e., the Slate
Belt rocks (Cid formation) on the western side of the site; the Cid formation is
known as the host rock to a prodigious historic mining district, chiefly known for
silver and associated sulfide minerals. Thus, it can be concluded that these
detects are caused by background geochemistry, not the landfill.
North Carolina DENR Geologic Survey Section data, available on-line, indicates
that several of the inorganic constituents of interest have been found in the
background geochemistry from the National Uranium Resource Evaluation
(NURE) program. 7 Based on data compiled for North Carolina stream sediment
analyses (and some ground water analyses) by the NCDENR Geologic Survey
Section for central Anson County (on-line maps), the following generalizations can
be drawn regarding the natural background occurrence of certain compounds:
1. Beryllium was reported at concentrations of 1 ppm.
2. Cobalt was reported at concentrations of 15 to 20 ppm.
3. Copper was reported at concentrations of 8 to 16 ppm.
4. Lead was reported at concentrations of 10 to 15 ppm.
5. Nickel was reported at concentrations of 10 to 15 ppm.

7 Reid, Jeffrey C., 1993a. A Geochemical Atlas of North Carolina, U.S.A., in F.W. Dickson and L.C.
Hsu (Editors), Geochemical Exploration 1991, J. Geochemical Exploration, v. 47, p. 11-27.
Data are available on-line at http://www.geology.enr.state.nc.us/NUREgeochem/geochem2.htm

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6. Vanadium was reported at concentrations of 45 to 90 ppm.
7. Silver was reported at concentrations of 0.125 to 0.25 ppm.
8. Zinc was reported at concentrations of 25 ppm.
It should be noted that the NURE data are not comprehensive or complete with
respect to what maximum background values should be expected for a given
compound, but the data provide an indication of several background constituents.
Proximity and withdrawal rate of ground-water users – An area water well
survey was completed during the “site suitability” stage of the permitting process.
Since then, public utilities have been extended into the vicinity and area reliance
on ground water use has decreased. No ground-water users exist down gradient
of the current landfill or the proposed expansions, i.e., no residences or wells exist
between the landfill and the ground-water discharge features. Residences and
other buildings to the south of the facility are up gradient of the current landfill and
the proposed expansion. The site is hydraulically isolated from its surroundings by
numerous ground-water divides, i.e., the river and creeks, which are localized
ground water discharge features for the uppermost aquifer.
Availability of alternative drinking water supplies – Municipal water is available
near the landfill and serves most, if not all, of the local vicinity.
Existing quality of ground water, including other sources of contamination –
Ground-water quality investigations have not been conducted outside the landfill
property for this permit application. Other potential sources of ground-water
contamination near the proposed landfill include businesses and manufacturing
facilities located on US 74, upstream along the Rocky River (addressed during
Site Suitability). Identification of potential sources of contamination is required,
but for the purposes of this report, no off-site contamination is known or implied.
Public health safety and welfare effects – Based on the relative distances to the
nearest privately owned structures (over 500 feet, located across regional ground-
water divides) and the presence of on-site ground-water discharge features, it is
unlikely that a potential release of solid waste constituents from the proposed
landfill expansion will pose a risk to public health, safety or welfare. The
Construction Quality Assurance program and proposed upgrades to the Water

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Quality Monitoring Program will assist in providing early detection of potential
releases of constituents into the ground water so as to minimize public risk.
Practical capability of owner/operator – Chambers Development, Inc., a
subsidiary of Allied Waste Management, Inc., is the owner/operator of the facility,
has demonstrated its capability to operate the landfill in a safe and efficient manner
with its history of compliance with North Carolina solid waste regulations.
Currently, existing ground water and surface water monitoring data show no
impact that has been definitively attributed to the landfill.
4.3 Bedrock (Rock Coring) Data - .1623 (b)(2)(D)
Six core locations are designated by “A” in the more recent borings (ESP) and nine core
locations were completed in the earlier borings (GZA). Test boring records (Appendices
1 and 3) contain descriptions of rock type and quality based on standard nomenclature for
those borings that were cored. A brief summary of each rock core follows:
BORING LOCATION DESCRIPTION
PH2-6A Lower elevations within Triassic
(poss. secondary staining from diabase)
Blue gray sandstone, RQD: 97%
(45-degree fractures)
PH2-7A Lower elevations within Triassic
(poss. secondary staining from diabase)
Blue gray siltstone, RQD: 99%
(45- to 60-degree fractures)
PH2-14A Mid-elevations over diabase dike
(possible Triassic in contact zone)
Dark gray siltstone, RQD: 99%
(45- to 60-degree fractures)
PH2-24A Higher elevations within argillite Blue gray siltstone, RQD: 96%
(45- to 60-degree fractures)
P-8D Mid-elevations within Triassic Reddish gray silty sandstone, RQD: 82-97%
(moderately dipping joints)
P-14D Higher elevations within argillite Light blue-gray, thin beds, RQD: 95-100%
(steep dipping joints, pyrite present)
P-15D Mid-elevations within Triassic Reddish gray silty sandstone, RQD: 82-100%
(slightly weathered, mod. dipping joints)
MW-
16DB
Mid-elevations within argillite Highly weathered, fractured, RQD: 20-74%
(45-degree bedding dip, secondary Ca-filling)
MW-
17SB
Mid-elevations within argillite Highly weathered, fractured, RQD: 0-100%
(reported as “annealed breccia” w/ iron- and
calcite-filled vugs) – could be conglomerate

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MW-17A
BZE
Mid-elevations within argillite
(encountered diabase)
Highly fractured, dark blue-gray, RQD: 5-65%
(iron oxide stained, mod. Dipping fractures)
MW-
21SB
Lower elevations within Triassic
(contact zone with diabase)
Pink-gray coarse greywacke, RQD: 58-97%
(poss. conglomerate w/ pyritized steep joints)
MW-21B
BZW
Lower elevations within Triassic Dark red fractured sandstone, RQD: 77-100%
(incl. pink-gray argillite frag’s, conglomerate?)
MW-
34SB
Mid-elevations within diabase Dark gray-black, fractured, RQD: 36-96%
(close, weathered fractures, Ca-filling)
MW-6D Lower elevations within diabase Dark gray, “basaltic”, RQD: 50-80%

The core data indicate that all three formations present at the site, Triassic sandstone,
argillite, and diabase, are variably fractured or jointed. Fracture orientations vary from
shallow to moderate (typically construed as less than 30 degrees) to very steep (in the
range of 45 to 60 degrees). The fracturing was identified with bedding (shallower angles)
to jointing (steeper angles) and “brecciation” within the argillite that might have been relict
fault-induced pulverization associated with the formation of the Triassic basin, although
this might be difficult to distinguish from a normal sedimentary texture of a coarse-grain
conglomerate, which is mapped in the area (see Section 3.6.3).
Regardless of the origin of the “breccia” – noted within the argillite close to an occurrence
of diabase that fell outside the magnetic anomalies (at MW-17SB and MW-17B-BZE) in
the earlier investigations – the geologist in the field noted secondary calcite and iron-
oxide infilling (“annealing”), suggesting that these features are ancient and not indicative
of any recent seismic activity. The mineral pyrite (iron-sulfide) was also noted in the
argillite, likely due to primary mineralization resulting from high iron and sulfur content –
indicative of local sulfide mineralization that may a key to many metallic species found in
the background geochemistry.
Within the Triassic formations (both sandstone and siltstone were noted, along with likely
conglomerates derived from the adjacent argillite), dark pigmentation suggests the rocks
have been stained either during the intrusion of the dark colored diabase (within the
“bake-zone”) or due to migration of iron-manganese oxides with normal groundwater
movement. Again, the presence of sulfide minerals is a potential factor, in that sulfides
are easily oxidized and the oxide compounds are typically highly mobile in groundwater.
Similarly, the argillite exhibits iron-oxide staining (more brightly colored yellow and red-
orange due to pyrite deterioration) and variable degrees of weathering along fractures
originating as primary bedding (typically thin lamination) and steep jointing.

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The diabase itself is highly fractured within the investigated depths, heavily stained with
dark iron- (or iron-manganese)-oxides, and weathered along very steep (sometimes
described as concoidal) fractures. These formations are not jointed, per se, whereas they
are younger than the regional joint pattern and have not undergone the compression
tectonic events that caused the jointing (the diabase intruded during tension events), but
diabase typically weathers deeply and fractures prolifically (typically with a pronounced
concoidal pattern), plus they tend to be linear – often extending for thousands of feet,
which brings the upper reaches of these units into interest from a site monitoring
standpoint. The relatively high RQD values and the presence of clay along the
weathered fractures suggest the on-site dikes will function similarly to the other
formations and not serve as highly conductive “conduits”.
Rock Quality Designation (RQD) values – an engineering index used to describe the
relative degree of fracturing and weathering – indicated the Triassic formation is
moderately weathered within the investigated depths, thus predominantly fracture-flow
characteristics are expected where RQD values are higher than about 80, predominantly
porous flow is expected at RQD values less than about 30, with mixed characteristics in
between, based on the author’s experience. The RQD values typically increase with
depth, i.e., the deeper, fresher (less weathered) rock will behave more as fracture-flow
media, while the more weathered and upper reaches of the bedrock (Unit 3) will behave
more like porous-flow media, functioning with the “saprolite” overburden (Units 1 and 2)
as the “upper-most” aquifer. Whereas fracturing and weathering tends to be deeper
beneath the surface drainage features (i.e., fracture traces), as indicated by RQD values,
a monitoring program that focuses on the structural trends is appropriate.
4.4 Bedrock Contour Map - .1623 (b)(2)(F)
Sheet 6 of the Project Drawings presents a generalized top of bedrock contour map
based on the recent test borings and earlier work (by GZA and TRC). The bedrock data
for the landfill expansion area are consistent with that for the existing Phase 1. Bedrock
elevations are highest in the southwest and west portions of the study area, where
ground surface elevations are highest. Auger refusal conditions were encountered from
10 feet below the ground surface at MW-34SB (on the diabase dike) to depths of 95 feet
at PH2-19 (in the Triassic formation), less than 500 feet away. Grade cuts at the south
and west sides of the proposed expansion are expected to be minimal. The bedrock
elevations gradually decrease to the north and east, reflecting a subdued expression of
the surface topography. No surface exposures of bedrock were noted within the Phase 2
study area.

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4.5 Hydrogeologic Cross Sections - .1623 (b)(2)(G)
Eight hydrogeologic cross-sections are presented with this report (Sheets 7 – 14). Four
sections are oriented in the principal groundwater (and surface water) flow direction,
roughly down the axes of the four planned cells; four are oriented perpendicular to the
principal drainage direction. The cross-sections show relevant data compiled for this
investigation, including soil and bedrock lithology, standard penetration resistance values,
Maximum Long-Term Seasonal High ground-water levels, estimated seasonal high
ground-water levels, zones of ground-water recharge and discharge and ground-water
flow directions.
4.6 Area Ground Water Flow Regime - .1623 (b)(2)(H)
Based on various hydrogeologic studies for the Anson Waste Management facility, as
well as past experience with similar sites in the piedmont region, the groundwater flow
regime at the landfill site consists of a closed loop hydrologic system, associated with
relatively short segmented drainage features that developed along regional jointing and/or
lithologic contacts. Published mapping indicates that geologic formations described
within the study area are contiguous throughout a several-mile radius from the site. The
various bedrock types exhibit a prominent regional jointing that result in ground-water
pathways and surface drainage features. Younger intrusive rocks, i.e., the diabase dikes,
formed along both the regional joint pattern and younger tensional features that cut
across the regional jointing, thus these features are of interest as potential groundwater
conduits and merit consideration in groundwater monitoring programs. Earlier studies of
the diabase units provide sufficient understanding of these features for planning the
monitoring program.
Ground water flow patterns in the area are not expected to change significantly due to
seasonal climatic variation, except that ground-water levels in the recharge zones are
expected to undergo a normal seasonal fluctuation. The uppermost “water table” aquifer
is an unconfined saprolite (described as Units 1 and 2), which consists of variably dense
silty-clayey sand and silt, derived by in-situ weathering of the bedrock. Partially to fully
confined, fractured bedrock (Unit 3) underlies the area at depths that vary due to
differential weathering. The bedrock fractures typically become more confined with
increasing depth, which restricts ground-water flow deeper than several tens of feet.
Ground water recharge in the area typically occurs over the flatter uplands, gently sloping
mid-elevations, and normally dry drainage swales. Relatively little recharge occurs within
areas of steeper topography (where higher runoff occurs). Typically, ground water is

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localized within a relatively porous zone of partially weathered rock, which transitions with
depth to bedrock. The saprolite (or weathered rock) serves as a localized ground-water
medium with secondary porosity pathways defined by post-formational structural features.
Ground water collects along weathered fracture zones formed along the regional joint
pattern and moves under local gradient conditions to the lower elevations. Localized
gradients and the grain size and relative density of the unconfined saprolite aquifer
influence ground water flow rates. Discharge occurs along area streams, i.e., (Brown
Creek and Pinch Gut Creek, which converge at the northern corner of the site).
In the immediate vicinity of these streams, horizontal ground-water flow has a minor
downstream component. Elsewhere, horizontal ground-water gradients vary throughout
the area, typically reflecting a subdued expression of the gently rolling surface
topography. This relationship can be seen in the ground-water potentiometric surfaces
map. Horizontal ground-water gradients within the study area are considered typical for
the area. Based on the relative depths of ground water and bedrock, it can be concluded
that ground water (rather than bedrock) is the controlling factor for meeting the vertical
separation requirements. For monitoring purposes, the saprolite aquifer is the dominant,
upper-most flow regime. Thus, it can be concluded that an effective monitoring program
can be developed for this portion of the site.
4.7 Piezometer/Test Boring Abandonment - .1623 (b)(2)(I)
North Carolina solid waste regulations require that test borings and piezometers installed
at the site, which are not converted to permanent monitoring wells, must be abandoned in
accordance with 15A NCAC 2C Rule .0113 (a) (2). Typically this requires over-drilling
the piezometer with a larger diameter boring and pressure grouting the boring to the
surface with bentonite-cement grout. This is to certify that the owner/operator has been
made aware of these requirements and, to the extent of the Licensed Geologist’s control,
that the piezometers will be abandoned in accordance with these regulations upon
approval of the Permit to Construct application.

Revision 1.1
9/8/2008 5-1Anson Waste Management Facility – Phase 2
Design Hydrogeologic Report
5.0 WATER QUALITY MONITORING PLAN - .1623 (B)(3)(A), (B) AND (C)
The rationale behind proposed changes to the current water quality-monitoring plan is
discussed in Section 4.1 of this document. A revised Water Quality Monitoring Plan to
meet this solid waste Rule requirement is presented in Appendix 7. Locations of new
wells are shown on Sheet 15 of the drawing set. Well nests or “couplets” are proposed to
monitor relatively shallow and deep levels of the saturated zone, in keeping with past
practice at the site, and the well spacing is also consistent – focusing on the natural
drainage features that have an even spacing throughout the subject property. Proposed
new monitoring well locations to monitor the down gradient (northeast) side of Phase 2
include two well couplets (MW-9D/9S and MW-10D/10S), along with a well couplet
located on the north side to monitor the diabase dike (MW-11D/11S). Two existing well
nests (MW-6D/6S and MW-7D/7S) will require abandonment. These well designations
will not be reused to prevent future confusion with the data.
No amendment to the surface water sampling locations is proposed. Neither are any
changes to the sampling or analysis protocols presented in the original Water Quality
Monitoring Plan, prepared ca. 1998 by others. That plan, which has been reviewed in the
context of current NC DENR Division of Waste Management requirements, contains a
certification (in the cover letter) that the plan has been prepared in accordance with
industry standards of practice and, based on the available data and the current
understanding of site conditions, the prescribed monitoring program will provide
reasonable early detection of a release of contaminants attributable to the landfill into the
ground water. The monitoring plan is considered to be protective of human welfare and
the environment.

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3.

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b
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Ta
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3

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3

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2

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2
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3

T
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s
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5
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3

A
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g
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a
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s
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1
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e
f
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r
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e

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l
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s

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t
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f

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it

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e
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r
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l

n
e
s
t
s

w
e
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r
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t

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W
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n
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h
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s
o
n

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s
t
e

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a
n
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e
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a
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l
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y
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r
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g
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l
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S
t
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d
y
2/5/2008
Ta
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o
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e
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h
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l

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a
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r
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y

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a
t
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Gr
a
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n

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e

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s
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r
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t
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a
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l
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t
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Bo
r
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g

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a
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m
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%

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r
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l

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i
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l
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y

L
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l
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s
t
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i
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S
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S

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y
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r
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g
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c
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m
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e
r
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e
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h
,

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t
.

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4
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5

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m

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.
5

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0
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5

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m

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.
0
7
5

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m
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5

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0
0
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m

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m
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L
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m
i
t
Inde x Porosity

C
l
a
s
s

D
e
s
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r
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n

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PH
2
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2

S
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5

2
3
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5

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.
0

7
.
3

9
2
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7

7
2
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4

2
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3

4
1

2
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4
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C
L

C
l
a
y
e
y

s
i
l
t

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0
+

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p
f
,

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r
i
a
s
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c
)
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2
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2

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n
k
.

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e

s
p
e
c
i
f
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e
d

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.
0

4
8
.
7

5
1
.
3

4
4
.
7

6
.
6

-
-
-

-
-
-

7
%

M
L

S
a
n
d
y

s
i
l
t
PH
2
-
2
3

S
-
6

2
8
.
5

0
.
0

1
5
.
2

8
4
.
8

7
5
.
1

9
.
7

3
4

1
7

1
4
%

M
L

S
a
n
d
y

s
i
l
t

(
1
0
0
+

b
p
f
,

T
r
i
a
s
s
i
c
)
PH
2
-
2
3

S
-
8

3
8
.
5

0
.
0

3
3
.
8

6
6
.
2

5
9
.
1

7
.
1

-
-
-

-
-
-

1
9
%

M
L

S
a
n
d
y

s
i
l
t

(
1
0
0
+

b
p
f
,

T
r
i
a
s
s
i
c
)
PH
2
-
2
4
B

S
-
8

3
3
.
5

0
.
0

1
8
.
4

8
1
.
6

7
4
.
2

7
.
4

-
-
-

-
-
-

1
4
%

M
L

S
a
n
d
y

s
i
l
t

(
1
0
0
+

b
p
f
,

A
r
g
i
l
l
i
t
e
)
PH
2
-
2
6
B

S
-
6

2
8
.
5

0
.
0

3
.
3

9
6
.
7

8
4
.
9

1
1
.
8

3
5

1
8

1
1
%

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L

S
i
l
t

(
1
0
0
+

b
p
f
,

A
r
g
i
l
l
i
t
e
)
PH
2
-
2
6
B

S
-
7

3
3
.
5

0
.
0

2
2
.
2

7
7
.
8

7
1
.
3

6
.
5

-
-
-

-
-
-

1
6
%

M
L

S
a
n
d
y

s
i
l
t

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1
0
0
+

b
p
f
,

A
r
g
i
l
l
i
t
e
)
PH
2
-
3
0

S
-
6

2
3

0
.
8

5
8
.
7

4
0
.
5

3
6
.
1

4
.
4

-
-
-

-
-
-

2
5
%

S
M

S
i
l
t
y

s
a
n
d

(
1
0
0
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b
p
f
,

T
r
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a
s
s
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c
)
PH
2
-
3
2

U
D
-
2

(
i
)

3
3
.
5

0
.
7

4
0
.
2

5
9
.
1

5
3
.
5

5
.
6

-
-
-

-
-
-

2
1
%

S
M
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M
L

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i
l
t

a
n
d

s
a
n
d

(
1
0
0
+

b
p
f
,

A
r
g
i
l
l
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t
e
)
PH
2
-
3
4

U
D
-
2

(
i
i
)

4
3
.
5

0
.
0

1
4
.
3

8
5
.
7

7
5
.
8

9
.
9

-
-
-

-
-
-

1
6
%

M
L

S
l
.

S
a
n
d
y

s
i
l
t

(
1
0
0
+

b
p
f
,

A
r
g
i
l
l
i
t
e
)
No
t
e
s

t
o

A
b
o
v
e
:

M
o
i
s
t
u
r
e

c
o
n
t
e
n
t
s

a
r
e

D
r
y

U
n
i
t

W
e
i
g
h
t

b
a
s
e
d
Ef
f
e
c
t
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v
e

p
o
r
o
s
i
t
y

v
a
l
u
e
s

c
a
l
c
u
l
a
t
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d

f
r
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m

T
e
x
t
u
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a
l

C
l
a
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c
a
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n

T
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1
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p
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s

s
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a
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)
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d

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l
a
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g
r
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s
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d
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s
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j
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s
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S
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2/5/2008
Ta
b
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d
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r
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f
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t
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y
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r

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l
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r
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s
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t
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t
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m
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2
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/
2

S
a
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d
y

S
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l
t
/
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W
R
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2
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5
%

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.
3
3
E
-
0
3

1
.
9
2
E
+
0
0

6
.
7
6
E
-
0
4
PH
2
-
1
0

1
/
2

S
a
n
d
y

S
i
l
t
/
P
W
R
NA

1
2
%

4
5
%

8
.
7
7
E
-
0
4

1
.
2
6
E
+
0
0

4
.
4
6
E
-
0
4
PH
2
-
1
3

1
/
2

S
a
n
d
y

S
i
l
t
/
P
W
R
NA

1
2
%

4
5
%

8
.
9
3
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
4
E
-
0
4
PH
2
-
2
1

1
/
2

S
i
l
t
y

S
a
n
d
/
P
W
R
NA

1
2
%

4
5
%

7
.
9
1
E
-
0
4

1
.
1
4
E
+
0
0

4
.
0
2
E
-
0
4
PH
2
-
3
3

1
/
2

S
a
n
d
y

S
i
l
t
/
P
W
R
NA

1
2
%

4
5
%

7
.
7
4
E
-
0
4

1
.
1
1
E
+
0
0

3
.
9
3
E
-
0
4
A ve
r
a
g
e
9.
3
3
E
-
0
4 1.34E+00

4
.
7
4
E
-
0
4
PH
2
-
1

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
0
7
E
-
0
4

1
.
3
1
E
+
0
0

4
.
6
1
E
-
0
4
PH
2
-
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
9
3
E
-
0
4

1
.
4
3
E
+
0
0

5
.
0
5
E
-
0
4
PH
2
-
3

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
5
9
E
-
0
4

1
.
3
8
E
+
0
0

4
.
8
7
E
-
0
4
PH
2
-
4

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
8
5
E
-
0
4

1
.
4
2
E
+
0
0

5
.
0
0
E
-
0
4
PH
2
-
5

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
8
6
E
-
0
4

1
.
4
2
E
+
0
0

5
.
0
1
E
-
0
4
PH
2
-
6
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
4
8
E
-
0
4

1
.
3
7
E
+
0
0

4
.
8
2
E
-
0
4
PH
2
-
7
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
0
E
-
0
3

1
.
4
4
E
+
0
0

5
.
0
9
E
-
0
4
PH
2
-
1
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
1
E
-
0
3

1
.
4
5
E
+
0
0

5
.
1
3
E
-
0
4
PH
2
-
1
4
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
0
3
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
9
E
-
0
4
PH
2
-
1
5

2

P
W
R
-
S
a
n
d
y

C
l
a
y
e
y

S
i
l
t
NA

1
5
%

4
0
%

4
.
2
2
E
-
0
4

6
.
0
8
E
-
0
1

2
.
1
4
E
-
0
4
PH
2
-
1
7

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

8
.
6
1
E
-
0
4

1
.
2
4
E
+
0
0

4
.
3
8
E
-
0
4
PH
2
-
1
8

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

8
.
9
5
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
5
E
-
0
4
PH
2
-
1
9

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
5
4
E
-
0
4

1
.
3
7
E
+
0
0

4
.
8
5
E
-
0
4
PH
2
-
2
0

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
1
6
E
-
0
4

1
.
3
2
E
+
0
0

4
.
6
5
E
-
0
4
PH
2
-
2
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

6
%

4
0
%

8
.
6
6
E
-
0
4

1
.
2
5
E
+
0
0

4
.
4
0
E
-
0
4
PH
2
-
2
3

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

F
i
n
e

S
a
n
d
NA

1
7
%

4
0
%

9
.
0
0
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
7
E
-
0
4
PH
2
-
2
4
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
4
%

4
0
%

6
.
8
1
E
-
0
4

9
.
8
0
E
-
0
1

3
.
4
6
E
-
0
4
PH
2
-
2
5

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

7
.
7
1
E
-
0
4

1
.
1
1
E
+
0
0

3
.
9
2
E
-
0
4
PH
2
-
2
6
A
2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
5
E
-
0
3

1
.
5
2
E
+
0
0

5
.
3
6
E
-
0
4
PH
2
-
2
6
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
1
%

4
0
%

9
.
4
5
E
-
0
4

1
.
3
6
E
+
0
0

4
.
8
0
E
-
0
4
PH
2
-
2
8
A
2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
6
E
-
0
3

1
.
5
3
E
+
0
0

5
.
3
8
E
-
0
4
PH
2
-
2
8
B

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
1
8
E
-
0
4

1
.
3
2
E
+
0
0

4
.
6
7
E
-
0
4
PH
2
-
3
0

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

2
5
%

4
0
%

9
.
0
5
E
-
0
4

1
.
3
0
E
+
0
0

4
.
6
0
E
-
0
4
PH
2
-
3
1

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
2
E
-
0
3

1
.
4
7
E
+
0
0

5
.
1
8
E
-
0
4
PH
2
-
3
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

2
1
%

4
0
%

8
.
9
4
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
4
E
-
0
4
PH
2
-
3
4

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
0
4
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
9
E
-
0
4
A ve
r
a
g
e
9.
1
0
E
-
0
4 1.31E+00

4
.
6
2
E
-
0
4
PH
2
-
6
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
NA

5
%

1
0
%

1
.
2
3
E
-
0
3

1
.
7
6
E
+
0
0

6
.
2
2
E
-
0
4
PH
2
-
7
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
NA

5
%

1
0
%

1
.
4
2
E
-
0
3

2
.
0
5
E
+
0
0

7
.
2
3
E
-
0
4
PH
2
-
1
4
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
NA

5
%

1
0
%

1
.
0
8
E
-
0
3

1
.
5
6
E
+
0
0

5
.
5
0
E
-
0
4
PH
2
-
2
4
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
82
.
9
%

5
%

1
0
%

1
.
1
0
E
-
0
3

1
.
5
8
E
+
0
0

5
.
5
7
E
-
0
4
A ve
r
a
g
e
1.
2
0
E
-
0
3

1
.
7
4
E
+
0
0

6
.
0
9
E
-
0
4
MW
-
1
6
-
D
B

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(5
)
8.23E-01

2
.
9
0
E
-
0
4
MW
-
1
7
-
S
B

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(5
)
4.75E+00

1
.
6
8
E
-
0
3
MW
-
3
4
-
S
B

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(5
)
1.33E+00

4
.
6
8
E
-
0
4
A ve
r
a
g
e
2.30E+00

8
.
1
3
E
-
0
4
No
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6
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1
0

1
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S
i
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P
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5
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7
7
E
-
0
4

1
.
2
6
E
+
0
0

4
.
4
6
E
-
0
4
PH
2
-
1
3

1
/
2

S
a
n
d
y

S
i
l
t
/
P
W
R
NA

1
2
%

4
5
%

8
.
9
3
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
4
E
-
0
4
PH
2
-
2
1

1
/
2

S
i
l
t
y

S
a
n
d
/
P
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R
NA

1
2
%

4
5
%

7
.
9
1
E
-
0
4

1
.
1
4
E
+
0
0

4
.
0
2
E
-
0
4
PH
2
-
3
3

1
/
2

S
a
n
d
y

S
i
l
t
/
P
W
R
NA

1
2
%

4
5
%

7
.
7
4
E
-
0
4

1
.
1
1
E
+
0
0

3
.
9
3
E
-
0
4
A ve
r
a
g
e
9.
3
3
E
-
0
4 1.34E+00

4
.
7
4
E
-
0
4
PH
2
-
1

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
0
7
E
-
0
4

1
.
3
1
E
+
0
0

4
.
6
1
E
-
0
4
PH
2
-
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
9
3
E
-
0
4

1
.
4
3
E
+
0
0

5
.
0
5
E
-
0
4
PH
2
-
3

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
5
9
E
-
0
4

1
.
3
8
E
+
0
0

4
.
8
7
E
-
0
4
PH
2
-
4

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
8
5
E
-
0
4

1
.
4
2
E
+
0
0

5
.
0
0
E
-
0
4
PH
2
-
5

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
8
6
E
-
0
4

1
.
4
2
E
+
0
0

5
.
0
1
E
-
0
4
PH
2
-
6
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
4
8
E
-
0
4

1
.
3
7
E
+
0
0

4
.
8
2
E
-
0
4
PH
2
-
7
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
0
E
-
0
3

1
.
4
4
E
+
0
0

5
.
0
9
E
-
0
4
PH
2
-
1
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
1
E
-
0
3

1
.
4
5
E
+
0
0

5
.
1
3
E
-
0
4
PH
2
-
1
4
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
0
3
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
9
E
-
0
4
PH
2
-
1
5

2

P
W
R
-
S
a
n
d
y

C
l
a
y
e
y

S
i
l
t
NA

1
5
%

4
0
%

4
.
2
2
E
-
0
4

6
.
0
8
E
-
0
1

2
.
1
4
E
-
0
4
PH
2
-
1
7

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

8
.
6
1
E
-
0
4

1
.
2
4
E
+
0
0

4
.
3
8
E
-
0
4
PH
2
-
1
8

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

8
.
9
5
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
5
E
-
0
4
PH
2
-
1
9

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
5
4
E
-
0
4

1
.
3
7
E
+
0
0

4
.
8
5
E
-
0
4
PH
2
-
2
0

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
1
6
E
-
0
4

1
.
3
2
E
+
0
0

4
.
6
5
E
-
0
4
PH
2
-
2
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

6
%

4
0
%

8
.
6
6
E
-
0
4

1
.
2
5
E
+
0
0

4
.
4
0
E
-
0
4
PH
2
-
2
3

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

F
i
n
e

S
a
n
d
NA

1
7
%

4
0
%

9
.
0
0
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
7
E
-
0
4
PH
2
-
2
4
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
4
%

4
0
%

6
.
8
1
E
-
0
4

9
.
8
0
E
-
0
1

3
.
4
6
E
-
0
4
PH
2
-
2
5

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

7
.
7
1
E
-
0
4

1
.
1
1
E
+
0
0

3
.
9
2
E
-
0
4
PH
2
-
2
6
A
2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
5
E
-
0
3

1
.
5
2
E
+
0
0

5
.
3
6
E
-
0
4
PH
2
-
2
6
B

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
1
%

4
0
%

9
.
4
5
E
-
0
4

1
.
3
6
E
+
0
0

4
.
8
0
E
-
0
4
PH
2
-
2
8
A
2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
6
E
-
0
3

1
.
5
3
E
+
0
0

5
.
3
8
E
-
0
4
PH
2
-
2
8
B

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
1
8
E
-
0
4

1
.
3
2
E
+
0
0

4
.
6
7
E
-
0
4
PH
2
-
3
0

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

2
5
%

4
0
%

9
.
0
5
E
-
0
4

1
.
3
0
E
+
0
0

4
.
6
0
E
-
0
4
PH
2
-
3
1

2

P
W
R
-
S
i
l
t
y

S
a
n
d
,

S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

1
.
0
2
E
-
0
3

1
.
4
7
E
+
0
0

5
.
1
8
E
-
0
4
PH
2
-
3
2

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

2
1
%

4
0
%

8
.
9
4
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
4
E
-
0
4
PH
2
-
3
4

2

P
W
R
-
S
a
n
d
y

S
i
l
t
NA

1
5
%

4
0
%

9
.
0
4
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
9
E
-
0
4
A ve
r
a
g
e
9.
1
0
E
-
0
4 1.31E+00

4
.
6
2
E
-
0
4
PH
2
-
6
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
NA

5
%

1
0
%

1
.
2
3
E
-
0
3

1
.
7
6
E
+
0
0

6
.
2
2
E
-
0
4
PH
2
-
7
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
NA

5
%

1
0
%

1
.
4
2
E
-
0
3

2
.
0
5
E
+
0
0

7
.
2
3
E
-
0
4
PH
2
-
1
4
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
NA

5
%

1
0
%

1
.
0
8
E
-
0
3

1
.
5
6
E
+
0
0

5
.
5
0
E
-
0
4
PH
2
-
2
4
A

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(4
)
82
.
9
%

5
%

1
0
%

1
.
1
0
E
-
0
3

1
.
5
8
E
+
0
0

5
.
5
7
E
-
0
4
A ve
r
a
g
e
1.
2
0
E
-
0
3

1
.
7
4
E
+
0
0

6
.
0
9
E
-
0
4
MW
-
1
6
-
D
B

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(5
)
8.23E-01

2
.
9
0
E
-
0
4
MW
-
1
7
-
S
B

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(5
)
4.75E+00

1
.
6
8
E
-
0
3
MW
-
3
4
-
S
B

3
Fr
a
c
t
u
r
e
d

B
e
d
r
o
c
k

(5
)
1.33E+00

4
.
6
8
E
-
0
4
A ve
r
a
g
e
2.30E+00

8
.
1
3
E
-
0
4
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Ta
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l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f
2/
1
0
/
0
4

2
/
2
5
/
0
4

3
/
3
0
/
0
4

5
/
1
8
/
0
4

6
/
1
4
/
0
4

7
/
8
/
0
4

8
/
1
3
/
0
4

9
/
1
6
/
0
4

9
/
1
2
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.
W.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
PH
2
-
6
B

2
3
1
.
8
8

2
2
1
.
8
8
26
9
.
3
2

2
6
9
.
3
8

2
6
9
.
7
6

2
6
7
.
9
4

2
6
7
.
9
3

2
6
8
.
1
9

2
6
7
.
0
8

2
6
6
.
9
1

2
6
5
.
9
0
PH
2
-
6
A
22
1
.
5
2

2
1
1
.
5
2
26
8
.
8
5

2
6
8
.
9
5

2
6
9
.
3
7

2
6
8
.
5
0

2
6
7
.
4
9

2
6
7
.
7
9

2
6
6
.
6
2

2
6
6
.
3
5

2
6
5
.
4
3
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r
22
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8

2
2
6
.
8
8
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r
21
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2

2
1
6
.
5
2
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l
10
.
3
6

1
0
.
3
6

1
0
.
3
6

1
0
.
3
6

1
0
.
3
6

1
0
.
3
6

1
0
.
3
6

1
0
.
3
6

1
0
.
3
6
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)
4.
7
0
E
-
0
1

4
.
3
0
E
-
0
1

3
.
9
0
E
-
0
1

-
5
.
6
0
E
-
0
1

4
.
4
0
E
-
0
1

4
.
0
0
E
-
0
1

4
.
6
0
E
-
0
1

5
.
6
0
E
-
0
1

4
.
7
0
E
-
0
1
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)
4.
5
4
E
-
0
2

4
.
1
5
E
-
0
2

3
.
7
6
E
-
0
2

-
5
.
4
1
E
-
0
2

4
.
2
5
E
-
0
2

3
.
8
6
E
-
0
2

4
.
4
4
E
-
0
2

5
.
4
1
E
-
0
2

4
.
5
4
E
-
0
2
Do
w
n

D
o
w
n

D
o
w
n

U
p

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

P
H
2
-
7
A
Un
i
t

3

-

F
r
a
c
t
u
r
e
d

R
o
c
k

A
q
u
i
f
e
r
PH
2
-
7
B

U
n
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f
1/
1
2
/
0
4

2
/
1
0
/
0
4

2
/
2
5
/
0
4

3
/
3
0
/
0
4

5
/
1
8
/
0
4

6
/
1
4
/
0
4

7
/
8
/
0
4

8
/
1
3
/
0
4

9
/
1
6
/
0
4

9
/
1
2
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.
W.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
PH
2
-
7
B

2
2
5
.
3
8

2
1
5
.
3
8
26
1
.
4
5

2
6
1
.
6
3

2
6
2
.
0
1

2
6
2
.
4
2

2
6
1
.
4
4

2
6
0
.
0
4

2
6
0
.
1
8

2
5
9
.
2
8

2
5
8
.
8
6

2
5
8
.
0
6
PH
2
-
7
A
21
5
.
1
2

2
0
5
.
1
2
25
9
.
4
2

2
5
9
.
6
0

2
6
0
.
9
3

2
6
1
.
2
2

2
6
0
.
2
2

2
5
8
.
8
7

2
5
9
.
1
0

2
5
8
.
0
9

2
5
7
.
3
2

2
5
6
.
8
9
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r
22
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8

2
2
0
.
3
8
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r
21
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2

2
1
0
.
1
2
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l
10
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6

1
0
.
2
6
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)
2.
0
3
E
+
0
0

2
.
0
3
E
+
0
0

1
.
0
8
E
+
0
0

1
.
2
0
E
+
0
0

1
.
2
2
E
+
0
0

1
.
1
7
E
+
0
0

1
.
0
8
E
+
0
0

1
.
1
9
E
+
0
0

1
.
5
4
E
+
0
0

1
.
1
7
E
+
0
0
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)
1.
9
8
E
-
0
1

1
.
9
8
E
-
0
1

1
.
0
5
E
-
0
1

1
.
1
7
E
-
0
1

1
.
1
9
E
-
0
1

1
.
1
4
E
-
0
1

1
.
0
5
E
-
0
1

1
.
1
6
E
-
0
1

1
.
5
0
E
-
0
1

1
.
1
4
E
-
0
1
Do
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

P
H
2
-
1
4
A
Un
i
t

3

-

F
r
a
c
t
u
r
e
d

R
o
c
k

A
q
u
i
f
e
r
PH
2
-
1
4
B

U
n
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f
1/
2
/
0
4

1
/
1
2
/
0
4

2
/
1
0
/
0
4

2
/
2
5
/
0
4

3
/
3
0
/
0
4

5
/
1
8
/
0
4

6
/
1
4
/
0
4

7
/
8
/
0
4

8
/
1
3
/
0
4

9
/
1
6
/
0
4

9
/
1
2
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.
W.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
PH
2
-
1
4
B

2
5
4
.
1

2
4
4
.
1
27
0
.
2
5

2
6
6
.
9
9

2
6
7
.
2
5

2
6
8
.
9
5

2
6
9
.
1
2

2
6
8
.
7
3

2
6
6
.
8
0

2
6
7
.
2
3

2
6
5
.
8
8

2
6
5
.
5
1

2
6
5
.
7
7
PH
2
-
1
4
A
24
9
.
6

2
3
9
.
6
27
1
.
7
3

2
6
8
.
3

2
6
8
.
5
4

2
7
0
.
0
7

2
7
0
.
3
9

2
6
9
.
9
0

2
6
8
.
1
0

2
6
8
.
4
8

2
6
7
.
1
6

2
6
6
.
7
3

2
6
7
.
1
5
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r
24
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0

2
4
9
.
1
0
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r
24
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0

2
4
4
.
6
0
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l
4.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0

4
.
5
0
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)
-1
.
4
8
E
+
0
0

-
1
.
3
1
E
+
0
0

-
1
.
2
9
E
+
0
0

-
1
.
1
2
E
+
0
0

-
1
.
2
7
E
+
0
0

-
1
.
1
7
E
+
0
0

-
1
.
3
0
E
+
0
0

-
1
.
2
5
E
+
0
0

-
1
.
2
8
E
+
0
0

-
1
.
2
2
E
+
0
0

-
1
.
3
8
E
+
0
0
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)
-3
.
2
9
E
-
0
1

-
2
.
9
1
E
-
0
1

-
2
.
8
7
E
-
0
1

-
2
.
4
9
E
-
0
1

-
2
.
8
2
E
-
0
1

-
2
.
6
0
E
-
0
1

-
2
.
8
9
E
-
0
1

-
2
.
7
8
E
-
0
1

-
2
.
8
4
E
-
0
1

-
2
.
7
1
E
-
0
1

-
3
.
0
7
E
-
0
1
Up

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p
An
s
o
n

W
a
s
t
e

M
a
n
a
g
e
m
e
n
t

F
a
c
i
l
i
t
y
Ph
a
s
e

2

D
e
s
i
g
n

H
y
d
r
o
g
e
o
l
o
g
i
c

S
t
u
d
y
2/4/2008
Ta
b
l
e

5
Ve
r
t
i
c
a
l

G
r
o
u
n
d

W
a
t
e
r

G
r
a
d
i
e
n
t

C
a
l
c
u
l
a
t
i
o
n
s
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

P
H
2
-
2
4
A
Un
i
t

3

-

F
r
a
c
t
u
r
e
d

R
o
c
k

A
q
u
i
f
e
r
PH
2
-
2
4
B

U
n
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f

1
2
/
5
/
0
3

1
2
/
9
/
0
3

1
2
/
1
6
/
0
3

1
2
/
1
8
/
0
3

1
2
/
2
4
/
0
3

1
/
2
/
0
4

1
/
1
2
/
0
4

2
/
1
0
/
0
4

2
/
2
5
/
0
4

3
/
3
0
/
0
4

5
/
1
8
/
0
4

6
/
1
4
/
0
4

7
/
8
/
0
4

8
/
1
3
/
0
4

9
/
1
6/04

9
/
1
2
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
PH
2
-
2
4
B

2
9
2
.
9
0

2
8
2
.
9
0

2
9
5
.
7
1

2
9
6
.
2
1

2
9
6
.
1
3

2
9
7
.
1
6

2
9
6
.
2
1

2
9
5
.
9
9

2
9
5
.
9
0

2
9
5
.
1
2

2
9
5
.
6
5

2
9
7
.
6
0

2
9
7
.
7
6

2
9
7
.
0
3

2
9
6
.
2
0

2
9
5
.
2
2

2
9
4
.
9
9

2
9
4
.
9
8
PH
2
-
2
4
A
27
7
.
7
6

2
6
7
.
7
6

2
9
6
.
1
9

2
9
5
.
2
4

2
9
5
.
1
2

2
9
5
.
2
1

2
9
5
.
2
4

2
9
5
.
0
1

2
9
5
.
7
6

2
9
4
.
9
8

2
9
5
.
4
7

2
9
7
.
3
6

2
9
7
.
5
1

2
9
6
.
8
4

2
9
6
.
0
5

2
9
5
.
1
2

2
9
4
.
7
6

2
9
4
.
9
3
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9
0

2
8
7
.
9

2
8
7
.
9

2
8
7
.
9
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2
.
7
6

2
7
2.76
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4

1
5
.
1
4
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)

-
4
.
8
0
E
-
0
1

9
.
7
0
E
-
0
1

1
.
0
1
E
+
0
0

1
.
9
5
E
+
0
0

9
.
7
0
E
-
0
1

9
.
8
0
E
-
0
1

1
.
4
0
E
-
0
1

1
.
4
0
E
-
0
1

1
.
8
0
E
-
0
1

2
.
4
0
E
-
0
1

2
.
5
0
E
-
0
1

1
.
9
0
E
-
0
1

1
.
5
0
E
-01

1
.
0
0
E
-
0
1

2
.
3
0
E
-
0
1

5
.
0
0
E
-
0
2
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)

-
3
.
1
7
E
-
0
2

6
.
4
1
E
-
0
2

6
.
6
7
E
-
0
2

1
.
2
9
E
-
0
1

6
.
4
1
E
-
0
2

6
.
4
7
E
-
0
2

9
.
2
5
E
-
0
3

9
.
2
5
E
-
0
3

1
.
1
9
E
-
0
2

1
.
5
9
E
-
0
2

1
.
6
5
E
-
0
2

1
.
2
5
E
-
0
2
9.91E-03

6
.
6
1
E
-
0
3

1
.
5
2
E
-
0
2

3
.
3
0
E
-
0
3
Up

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

P
H
2
-
2
6
A
Un
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
PH
2
-
2
6
B

U
n
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f

1
2
/
5
/
0
3

1
2
/
9
/
0
3

1
2
/
1
6
/
0
3

1
2
/
1
8
/
0
3

1
2
/
2
4
/
0
3

1
/
2
/
0
4

1
/
1
2
/
0
4

2
/
1
0
/
0
4

2
/
2
5
/
0
4

3
/
3
0
/
0
4

5
/
1
8
/
0
4

6
/
1
4
/
0
4

7
/
8
/
0
4

8
/
1
3
/
0
4

9
/
1
6/04

9
/
1
2
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
PH
2
-
2
6
B

2
6
2
.
9
4

2
5
2
.
9
4

2
8
3
.
8
9

2
8
5
.
6
1

2
8
5
.
6
6

2
8
5
.
8
9

2
8
5
.
8
6

2
8
2
.
3
0

2
8
2
.
3
1

2
8
1
.
9
4

2
8
2
.
9
0

2
8
4
.
0
1

2
8
4
.
0
1

2
8
2
.
9
9

2
8
2
.
8
6

2
8
1
.
7
3

2
8
1
.
4
8

2
8
0
.
4
0
PH
2
-
2
6
A
23
4
.
1
2

2
2
4
.
1
2

2
8
2
.
3
5

2
8
2
.
3
1

2
8
2
.
4
1

2
8
2
.
5
6

2
8
2
.
5
4

2
8
2
.
2
6

2
8
2
.
2
7

2
8
1
.
9
1

2
8
2
.
8
4

2
8
3
.
9
9

2
8
4
.
0
3

2
8
3
.
0
1

2
8
2
.
8
8

2
8
1
.
7
6

2
8
1
.
4
3

2
8
0
.
4
4
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.
9
4

2
5
7
.94
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9
.
1
2

2
2
9.12
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2

2
8
.
8
2
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)

1
.
5
4
E
+
0
0

3
.
3
0
E
+
0
0

3
.
2
5
E
+
0
0

3
.
3
3
E
+
0
0

3
.
3
2
E
+
0
0

4
.
0
0
E
-
0
2

4
.
0
0
E
-
0
2

3
.
0
0
E
-
0
2

6
.
0
0
E
-
0
2

2
.
0
0
E
-
0
2

-
2
.
0
0
E
-
0
2

-
2
.
0
0
E
-
0
2

-
2
.
0
0E-02

-
3
.
0
0
E
-
0
2

5
.
0
0
E
-
0
2

-
4
.
0
0
E
-
0
2
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)

5
.
3
4
E
-
0
2

1
.
1
5
E
-
0
1

1
.
1
3
E
-
0
1

1
.
1
6
E
-
0
1

1
.
1
5
E
-
0
1

1
.
3
9
E
-
0
3

1
.
3
9
E
-
0
3

1
.
0
4
E
-
0
3

2
.
0
8
E
-
0
3

6
.
9
4
E
-
0
4

-
6
.
9
4
E
-
0
4

-
6
.
9
4
E
-
0
4

-
6
.
9
4
E
-
0
4

-
1
.
0
4
E
-
0
3

1
.
7
3
E
-
0
3

-
1
.
3
9
E
-
0
3
Do
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

U
p

U
p

U
p

U
p

D
o
w
n

U
p
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

P
H
2
-
2
8
A
Un
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
PH
2
-
2
8
B

U
n
i
t

2

-

P
W
R
;

D
e
n
s
e

S
a
p
r
o
l
i
t
e
-
S
a
n
d
y

S
i
l
t

A
q
u
i
f
e
r
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f

1
2
/
9
/
0
3

1
2
/
1
6
/
0
3

1
2
/
1
8
/
0
3

1
2
/
2
4
/
0
3

1
/
2
/
0
4

1
/
1
2
/
0
4

2
/
1
0
/
0
4

2
/
2
5
/
0
4

3
/
3
0
/
0
4

5
/
1
8
/
0
4

6
/
1
4
/
0
4

7
/
8
/
0
4

8
/
1
3
/
0
4

9
/
1
6
/
0
4

9
/
1
2/07
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
PH
2
-
2
8
B

2
4
9
.
2
6

2
3
9
.
2
6

2
6
2
.
9
4

2
6
3
.
4
6

2
6
3
.
6
9

2
6
3
.
7
9

2
6
4
.
2
9

2
6
4
.
3
7

2
6
4
.
1
9

2
6
5
.
0
5

2
6
7
.
5
6

2
6
6
.
9
4

2
6
5
.
8
7

2
6
5
.
8
0

2
6
4
.
7
9

2
6
4
.
1
4

2
6
4
.
3
5
PH
2
-
2
8
A
21
5
.
7
6

2
0
5
.
7
6

2
6
0
.
5
7

2
7
0
.
8
1

2
7
1
.
2
7

2
7
1
.
0
1

2
7
0
.
9
3

2
6
8
.
5
8

2
6
8
.
3
5

2
6
9
.
7
3

2
7
0
.
6
6

2
7
1
.
0
1

2
6
9
.
8
1

2
6
9
.
8
4

2
6
8
.
8
1

2
6
8
.
3
1

2
6
8
.
7
8
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6

2
4
4
.
2
6
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6

2
1
0
.
7
6
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5
0

3
3
.
5

3
3
.
5
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)

2
.
3
7
E
+
0
0

-
7
.
3
5
E
+
0
0

-
7
.
5
8
E
+
0
0

-
7
.
2
2
E
+
0
0

-
6
.
6
4
E
+
0
0

-
4
.
2
1
E
+
0
0

-
4
.
1
6
E
+
0
0

-
4
.
6
8
E
+
0
0

-
3
.
1
0
E
+
0
0

-
4
.
0
7
E
+
0
0

-
3
.
9
4
E
+
0
0

-
4
.
0
4E+00

-
4
.
0
2
E
+
0
0

-
4
.
1
7
E
+
0
0

-
4
.
4
3
E
+
0
0
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)

7
.
0
7
E
-
0
2

-
2
.
1
9
E
-
0
1

-
2
.
2
6
E
-
0
1

-
2
.
1
6
E
-
0
1

-
1
.
9
8
E
-
0
1

-
1
.
2
6
E
-
0
1

-
1
.
2
4
E
-
0
1

-
1
.
4
0
E
-
0
1

-
9
.
2
5
E
-
0
2

-
1
.
2
1
E
-
0
1

-
1
.
1
8
E
-
0
1

-
1
.
2
1
E
-
0
1

-
1
.
2
0
E
-
0
1

-
1
.
2
4
E
-
0
1

-
1
.
3
2
E
-
0
1
Do
w
n

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p

U
p
An
s
o
n

W
a
s
t
e

M
a
n
a
g
e
m
e
n
t

F
a
c
i
l
i
t
y
Ph
a
s
e

2

D
e
s
i
g
n

H
y
d
r
o
g
e
o
l
o
g
i
c

S
t
u
d
y
2/4/2008
Ta
b
l
e

5
Ve
r
t
i
c
a
l

G
r
o
u
n
d

W
a
t
e
r

G
r
a
d
i
e
n
t

C
a
l
c
u
l
a
t
i
o
n
s
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

M
W
-
4
D

U
n
i
t

3

-

B
e
d
r
o
c
k

(
T
r
i
a
s
s
i
c
)
MW
-
4
S

U
n
i
t

1

-

S
a
n
d
y
,

C
l
a
y
e
y

S
i
l
t
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f

1
/
2
4
/
0
1

6
/
2
5
/
0
1

1
1
/
1
/
0
1

5
/
6
/
0
2

7
/
9
/
0
2

5
/
5
/
0
3

1
0
/
2
7
/
0
3

5
/
1
/
0
4

1
0
/
3
1
/
0
4

5
/
1
/
0
5

1
0
/
3
1
/
0
5

5
/
1
/
0
6

1
1
/
1
/
0
6

5
/
1
/
0
7

1
0
/
1
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
MW
-
4
D

2
4
1
.
1
0

2
3
1
.
1
0

2
7
5
.
6
4

2
7
6
.
3
4

2
7
4
.
4
6

2
7
5
.
6
8

2
8
0
.
9
2

2
7
9
.
6
1

2
7
9
.
9
7

2
7
9
.
6
8

2
8
0
.
9
9

2
7
9
.
2
0

2
8
0
.
4
5

2
7
8
.
9
1

2
8
0
.
3
1
MW
-
4
S

2
7
2
.
2
0

2
6
2
.
2
0

2
7
6
.
1
3

2
7
5
.
6
7

2
7
4
.
7
2

2
7
5
.
7
9

2
8
1
.
2
1

2
7
9
.
9
1

2
8
0
.
2
6

2
7
9
.
8
4

2
8
1
.
3
6

2
7
9
.
5
9

2
8
0
.
8
6

2
7
9
.
3
6

2
8
0
.
5
0
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
u
p
p
e
r

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
0

2
3
6
.
1
mi
d
p
o
i
n
t

s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-

l
o
w
e
r

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
0

2
6
7
.
2
de
l
t
a
-
s
a
t
u
r
a
t
e
d

i
n
t
e
r
v
a
l

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
0

-
3
1
.
1
de
l
t
a
-
W
.
T
.
E
.

(
s
e
e

n
o
t
e

1
)

-
4
.
9
0
E
-
0
1

6
.
7
0
E
-
0
1

-
2
.
6
0
E
-
0
1

-
1
.
1
0
E
-
0
1

-
2
.
9
0
E
-
0
1

-
3
.
0
0
E
-
0
1

-
2
.
9
0
E
-
0
1

-
1
.
6
0
E
-
0
1

-
3
.
7
0
E
-
0
1

-
3
.
9
0
E
-
0
1

-
4
.
1
0
E
-
0
1

-
4
.
5
0E-01

-
1
.
9
0
E
-
0
1
Ve
r
t
i
c
a
l

G
r
a
d
i
e
n
t

(
s
e
e

n
o
t
e

2
)

1
.
5
8
E
-
0
2

-
2
.
1
5
E
-
0
2

8
.
3
6
E
-
0
3

3
.
5
4
E
-
0
3

9
.
3
2
E
-
0
3

9
.
6
5
E
-
0
3

9
.
3
2
E
-
0
3

5
.
1
4
E
-
0
3

1
.
1
9
E
-
0
2

1
.
2
5
E
-
0
2

1
.
3
2
E
-
0
2

1
.
4
5
E
-
0
2
6.11E-03
Do
w
n

U
p

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n
Ne
s
t
e
d

P
i
e
z
o
m
e
t
e
r
s
:

M
W
-
5
D

2
,

3

-

T
r
i
a
s
s
i
c
MW
-
5
S

1
,

2

-

T
r
i
a
s
s
i
c
Pi
e
z
o
m
e
t
e
r

T
o
p

o
f

B
o
t
t
o
m

o
f

1
/
2
4
/
0
1

6
/
2
5
/
0
1

1
1
/
1
/
0
1

5
/
6
/
0
2

7
/
9
/
0
2

5
/
5
/
0
3

1
0
/
2
7
/
0
3

5
/
1
/
0
4

1
0
/
3
1
/
0
4

5
/
1
/
0
5

1
0
/
3
1
/
0
5

5
/
1
/
0
6

1
1
/
1
/
0
6

5
/
1
/
0
7

1
0
/
1
/
0
7
No
.

S
c
r
e
e
n

E
l
e
v
.

S
c
r
e
e
n

E
l
e
v
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.

W
.
T
.
E
.
MW
-
5
D

2
4
2
.
0
0

2
3
2
.
0
0

2
6
4
.
6
7

2
6
4
.
3
9

2
6
5
.
9
6

2
6
9
.
1
9

2
7
4
.
6
2

2
7
1
.
9
0

2
7
4
.
1
0

2
7
2
.
3
8

2
7
4
.
4
4

2
7
1
.
4
1

2
7
3
.
8
1

2
7
0
.
7
3

2
7
2
.
7
0
MW
-
5
S

2
6
3
.
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3
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-
4
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-
03
Up

D
o
w
n

U
p

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
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D
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w
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w
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D
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D
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w
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U
p
An
s
o
n

W
a
s
t
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M
a
n
a
g
e
m
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F
a
c
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a
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e

2

D
e
s
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n

H
y
d
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e
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l
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g
i
c

S
t
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d
y
2/4/2008
Ta
b
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e

5
Ve
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t
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c
a
l

G
r
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W
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C
a
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l
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i
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Ne
s
t
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d

P
i
e
z
o
m
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t
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s
:

M
W
-
7
D

3

-

T
r
i
a
s
s
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c
MW
-
7
S

1
,

2

-

T
r
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s
s
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Pi
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z
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m
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T
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p

o
f

B
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t
t
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m

o
f

1
/
2
4
/
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1

6
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2
5
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0
1

1
1
/
1
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0
1

5
/
6
/
0
2

7
/
9
/
0
2

5
/
5
/
0
3

1
0
/
2
7
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3

5
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1
/
0
4

1
0
/
3
1
/
0
4

5
/
1
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5

1
0
/
3
1
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5

5
/
1
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6

1
1
/
1
/
0
6

5
/
1
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7

1
0
/
1
/
0
7
No
.

S
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.

S
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n

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l
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W
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MW
-
7
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2
4
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4
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2
3
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4
0

2
6
3
.
3
6

2
6
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7
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2
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2
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2
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2
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6
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2
6
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G
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3

2
.
8
6
E
-
0
3

1
.
9
0
E
-
0
3

-
1
.
4
3
E
-
0
3

5
.
2
4
E
-
0
3

4
.
7
6
E
-
0
3

9
.
0
5
E
-
0
3

1
.
4
3
E
-
0
2
Do
w
n

D
o
w
n

D
o
w
n

U
p

D
o
w
n

D
o
w
n

U
p

D
o
w
n

D
o
w
n

D
o
w
n

D
o
w
n
No
t
e
s

t
o

A
b
o
v
e
:
1

d
e
l
t
a
-
W
.
T
.
E
.

=

d
i
f
f
e
r
e
n
c
e

i
n

w
a
t
e
r

l
e
v
e
l

(
s
h
a
l
l
o
w

w
e
l
l

m
i
n
u
s

d
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e
p

w
e
l
l
)
2

V
e
r
t
i
c
a
l

G
r
a
d
i
e
n
t

=

d
e
l
t
a
-
W
.
T
.
E
.

/

d
e
l
t
a
-
S
a
t
u
r
a
t
e
d

I
n
t
e
r
v
a
l
3

N
e
g
a
t
i
v
e

v
e
r
t
i
c
a
l

g
r
a
d
i
e
n
t
s

a
r
e

u
p
w
a
r
d
,

p
o
s
i
t
i
v
e

g
r
a
d
i
e
n
t
s

a
r
e

d
o
w
n
w
a
r
d
4

W
e
l
l
s

d
e
n
o
t
e
d

w
i
t
h

"
A
"

a
r
e

d
e
e
p

w
e
l
l
s
An
s
o
n

W
a
s
t
e

M
a
n
a
g
e
m
e
n
t

F
a
c
i
l
i
t
y
Ph
a
s
e

2

D
e
s
i
g
n

H
y
d
r
o
g
e
o
l
o
g
i
c

S
t
u
d
y
2/4/2008
Ta
b
l
e

6
Ho
r
i
z
o
n
t
a
l

G
r
o
u
n
d

W
a
t
e
r

G
r
a
d
i
e
n
t

a
n
d

V
e
l
o
c
i
t
y

C
a
l
c
u
l
a
t
i
o
n
s
We
l
l
/
P
i
e
z
.

H
y
d
r
o
l
o
g
i
c

H
y
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

(
k
)

G
r
d
.

W
a
t
e
r

R
e
f
e
r
e
n
c
e

d
e
l
t
a
-
E
l
e
v
.

M
a
p

L
e
n
g
t
h

H
y
d
r
a
u
l
i
c

E
f
f
e
c
t
i
v
e

G
W

V
e
l
o
c
i
t
y

U
n
i
t

A
v
e
r
a
g
e
Unit Average
No
.

U
n
i
t

f
t
/
m
i
n

f
t
/
d
a
y

c
m
/
s
e
c

E
l
e
v
a
t
i
o
n
*

E
l
e
v
a
t
i
o
n
*

i
n

f
e
e
t

i
n

f
e
e
t

G
r
a
d
i
e
n
t

(
I
)

P
o
r
o
s
i
t
y

(
n
)

(
V
)
,

f
t
/
d
a
y Velocity, ft/da y Velocity, ft/y r
PH
2
-
9

1
/
2

1
.
3
3
E
-
0
3

1
.
9
2
E
+
0
0

6
.
7
6
E
-
0
4

2
7
0
.
5
9

2
6
5
.
0
0

5
.
5
9

1
7
5

0
.
0
3

0
.
1
2

0
.
5
1
PH
2
-
1
0

1
/
2

8
.
7
7
E
-
0
4

1
.
2
6
E
+
0
0

4
.
4
6
E
-
0
4

2
7
5
.
1
3

2
7
0
.
0
0

5
.
1
3

1
5
2
.
9
4

0
.
0
3

0
.
1
2

0
.
3
5
PH
2
-
2
1

1
/
2

7
.
9
1
E
-
0
4

1
.
1
4
E
+
0
0

4
.
0
2
E
-
0
4

2
6
8
.
3
5

2
6
5
.
0
0

3
.
3
5

8
0
.
1
7

0
.
0
4

0
.
0
7

0
.
6
8
PH
2
-
3
3

1
/
2

7
.
7
4
E
-
0
4

1
.
1
1
E
+
0
0

3
.
9
3
E
-
0
4

2
9
5
.
1
4

2
9
0
.
0
0

5
.
1
4

2
0
0
.
1
2

0
.
0
3

0
.
1
2

0
.
2
4

0
.
4
5

1
6
2
.
5
6
PH
2
-
2

2

9
.
9
3
E
-
0
4

1
.
4
3
E
+
0
0

5
.
0
5
E
-
0
4

2
6
4
.
5
3

2
6
0
.
0
0

4
.
5
3

1
3
3
.
2
8

0
.
0
3

0
.
1
5

0
.
3
2
PH
2
-
4

2

9
.
8
5
E
-
0
4

1
.
4
2
E
+
0
0

5
.
0
0
E
-
0
4

2
6
1
.
7
5

2
6
0
.
0
0

1
.
7
5

7
9
.
0
2

0
.
0
2

0
.
1
5

0
.
2
1
PH
2
-
5

2

9
.
8
6
E
-
0
4

1
.
4
2
E
+
0
0

5
.
0
1
E
-
0
4

2
6
5
.
1
8

2
6
5
.
0
0

0
.
1
8

5
6
.
8
9

0
.
0
0

0
.
1
5

0
.
0
3
PH
2
-
6
B

2

9
.
4
8
E
-
0
4

1
.
3
7
E
+
0
0

4
.
8
2
E
-
0
4

2
6
5
.
9
0

2
6
0
.
0
0

5
.
9
0

1
3
6
.
1
4

0
.
0
4

0
.
1
5

0
.
3
9
PH
2
-
1
4
B

2

9
.
0
3
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
9
E
-
0
4

2
6
5
.
7
7

2
6
5
.
0
0

0
.
7
7

6
2
.
7
6

0
.
0
1

0
.
1
5

0
.
1
1
PH
2
-
1
5

2

4
.
2
2
E
-
0
4

6
.
0
8
E
-
0
1

2
.
1
4
E
-
0
4

2
6
2
.
0
6

2
6
0
.
0
0

2
.
0
6

1
2
4
.
1
3

0
.
0
2

0
.
1
5

0
.
0
7
PH
2
-
1
7

2

8
.
6
1
E
-
0
4

1
.
2
4
E
+
0
0

4
.
3
8
E
-
0
4

2
7
7
.
6
3

2
7
5
.
0
0

2
.
6
3

1
4
8
.
3
8

0
.
0
2

0
.
1
5

0
.
1
5
PH
2
-
1
8

2

8
.
9
5
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
5
E
-
0
4

2
9
3
.
7
4

2
9
0
.
0
0

3
.
7
4

4
0
.
8
6

0
.
0
9

0
.
1
5

0
.
7
9
PH
2
-
2
0

2

9
.
1
6
E
-
0
4

1
.
3
2
E
+
0
0

4
.
6
5
E
-
0
4

2
6
3
.
0
3

2
6
0
.
0
0

3
.
0
3

1
1
7
.
4
7

0
.
0
3

0
.
1
5

0
.
2
3
PH
2
-
2
2

2

8
.
6
6
E
-
0
4

1
.
2
5
E
+
0
0

4
.
4
0
E
-
0
4

2
7
6
.
0
4

2
7
0
.
0
0

6
.
0
4

1
2
9
.
8
9

0
.
0
5

0
.
1
6

0
.
3
6
PH
2
-
2
3

2

9
.
0
0
E
-
0
4

1
.
3
0
E
+
0
0

4
.
5
7
E
-
0
4

2
8
7
.
9
4

2
8
5
.
0
0

2
.
9
4

4
0
.
1
7

0
.
0
7

0
.
1
7

0
.
5
7
PH
2
-
2
5

2

7
.
7
1
E
-
0
4

1
.
1
1
E
+
0
0

3
.
9
2
E
-
0
4

2
9
5
.
0
8

2
9
0
.
0
0

5
.
0
8

1
6
8
.
6
7

0
.
0
3

0
.
1
5

0
.
2
2
PH
2
-
2
6
A

2

1
.
0
5
E
-
0
3

1
.
5
2
E
+
0
0

5
.
3
6
E
-
0
4

2
8
0
.
4
4

2
7
5
.
0
0

5
.
4
4

1
1
9
.
9
1

0
.
0
5

0
.
1
5

0
.
4
6
PH
2
-
2
6
B

2

9
.
4
5
E
-
0
4

1
.
3
6
E
+
0
0

4
.
8
0
E
-
0
4

2
8
0
.
4
0

2
7
5
.
0
0

5
.
4
0

1
2
8
.
2
1

0
.
0
4

0
.
1
1

0
.
5
2
PH
2
-
2
8
A

2

1
.
0
6
E
-
0
3

1
.
5
3
E
+
0
0

5
.
3
8
E
-
0
4

2
6
8
.
7
8

2
6
0
.
0
0

8
.
7
8

2
5
7
.
3
5

0
.
0
3

0
.
1
5

0
.
3
5
PH
2
-
2
8
B

2

9
.
1
8
E
-
0
4

1
.
3
2
E
+
0
0

4
.
6
7
E
-
0
4

2
6
4
.
3
5

2
6
0
.
0
0

4
.
3
5

2
6
4
.
9
1

0
.
0
2

0
.
1
5

0
.
1
4
PH
2
-
3
0

2

9
.
0
5
E
-
0
4

1
.
3
0
E
+
0
0

4
.
6
0
E
-
0
4

2
6
2
.
7
4

2
6
0
.
0
0

2
.
7
4

2
1
1
.
8
5

0
.
0
1

0
.
2
5

0
.
0
7
PH
2
-
3
1

2

1
.
0
2
E
-
0
3

1
.
4
7
E
+
0
0

5
.
1
8
E
-
0
4

2
7
2
.
6
9

2
7
0
.
0
0

2
.
6
9

9
8
.
0
8

0
.
0
3

0
.
1
5

0
.
2
7
PH
2
-
3
2

2

8
.
9
4
E
-
0
4

1
.
2
9
E
+
0
0

4
.
5
4
E
-
0
4

2
7
7
.
5
8

2
7
5
.
0
0

2
.
5
8

1
0
3
.
8

0
.
0
2

0
.
2
1

0
.
1
5

0
.
2
8

1
0
3
.
9
7
PH
2
-
6
A

3

1
.
2
3
E
-
0
3

1
.
7
6
E
+
0
0

6
.
2
2
E
-
0
4

2
6
5
.
4
3

2
6
0
.
0
0

5
.
4
3

1
3
3
.
2
4

0
.
0
4

0
.
2
0

0
.
3
6
PH
2
-
1
4
A

3

1
.
0
8
E
-
0
3

1
.
5
6
E
+
0
0

5
.
5
0
E
-
0
4

2
6
7
.
1
5

2
6
5
.
0
0

2
.
1
5

5
6
.
5
7

0
.
0
4

0
.
2
0

0
.
3
0

0
.
3
3

1
1
9
.
6
3
No
t
e
s
:

G
r
o
u
n
d

W
a
t
e
r

V
e
l
o
c
i
t
y

C
a
l
c
u
l
a
t
e
d

f
r
o
m

E
q
u
a
t
i
o
n
V=
K
I
/
n

w
h
e
r
e

K

=

H
y
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

i
n

u
n
i
t
s

o
f

f
t
/
d
a
y
I
=

H
y
d
r
a
u
l
i
c

G
r
a
d
i
e
n
t

i
n

u
n
i
t
s

o
f

f
t
/
f
t
n
=

E
f
f
e
c
t
i
v
e

P
o
r
o
s
i
t
y

(
u
n
i
t
l
e
s
s
)
Hy
d
r
a
u
l
i
c

C
o
n
d
u
c
t
i
v
i
t
y

v
a
l
u
e
s

f
r
o
m

a
q
u
i
f
e
r

s
l
u
g

t
e
s
t
i
n
g

u
s
i
n
g

t
h
e

B
o
u
w
e
r
-
R
i
c
e

m
e
t
h
o
d
;

c
o
n
d
u
c
t
e
d

b
y

E
S
P

p
e
r
s
o
n
n
e
l
Hy
d
r
a
u
l
i
c

G
r
a
d
i
e
n
t

v
a
l
u
e
s

w
e
r
e

c
a
l
c
u
l
a
t
e
d

f
r
o
m

t
h
e

p
o
t
e
n
t
i
o
m
e
t
r
i
c

s
u
r
f
a
c
e

m
a
p

(
S
h
e
e
t

4
)
Ef
f
e
c
t
i
v
e

P
o
r
o
s
i
t
y

v
a
l
u
e
s

f
o
r

s
o
i
l
s

w
e
r
e

d
e
r
i
v
e
d

f
r
o
m

T
a
b
l
e

3
Ef
f
e
c
t
i
v
e

p
o
r
o
s
i
t
y

v
a
l
u
e
s

f
o
r

b
e
d
r
o
c
k

w
e
r
e

d
e
r
i
v
e
d

f
r
o
m

D
r
i
s
c
o
l
l
,

G
r
o
u
n
d
w
a
t
e
r

a
n
d

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APPENDIX 1
TEST BORING LOGS

APPENDIX 2
PIEZOMETER CONSTRUCTION RECORDS

APPENDIX 3
GEOTECHNICAL LABORATORY DATA

APPENDIX 4
PREVIOUS TEST BORING DATA

APPENDIX 5
SLUG TEST DATA AND
PERMEABILITY CALCULATIONS

APPENDIX 6
BOREHOLE SURVEY

APPENDIX 7
WATER QUALITY MONITORING PLAN

WATER QUALITY MONITORING PLAN

Sampling and Analysis Plan Update
with Sampling Location Amendments
Anson County Solid Waste Management
Facility (MSWLF) – Phase 2
North Carolina Solid Waste Permit # 04-03
Prepared for
September 8, 2008 (PTC Submittal)
October 8, 2008 (Revision 1)
David Garrett & Associates
Engineering and Geology
5105 Harbour Towne Drive, Raleigh, NC 27604 Telephone/Fax [phone]
Chambers Development of North Carolina, Inc.
375 Allied Road
Polkton, North Carolina 28135
Water Quality Monitoring Plan Update
Anson Waste Management Facility Phase 2
Polkton (Anson County), North Carolina
NC DENR Solid Waste Permit #04-03

Table of Contents

Overview Letter............................................................................................................... 1
Current Monitoring Plan Overview .................................................................................. 2
Proposed Plan Amendments........................................................................................... 3
Certification..................................................................................................................... 4
Revisions......................................................................................................................... 5

Tables

1 Monitoring Well Completion Data

2 Required Analytical Methods

Figures (see plan set for full-size drawings)

1 Monitoring Locations for Phase 2

2 Monitoring Locations Site-Wide

Attachments (see tabbed sections)

1 Well construction schematics

2 Solid Waste Section Guidelines for Groundwater, Soil, and Surface Water
Sampling – provided by NCDENR Division of Waste Management

3 New Guidelines for the Submittal of Environmental Monitoring Data,
October 2006

4 Environmental Monitoring Data Form

5 Addendum to the October 27, 2006 North Carolina Solid Waste Section
Memorandum, February 2007

6 Environmental Monitoring Data for North Carolina Solid Waste Facilities,
October 2007

5105 Harbour Towne Drive • Raleigh • North Carolina • 27604
919-418-4375 (Mobile) • 919-231-1818 (Office fax) • E-mail: [e-mail]
October 9, 2008

Mr. Ed Mussler, P.E., Permitting Branch Head
NC DENR Division of Waste Management
Solid Waste Section
401 Oberlin Road
Raleigh, North Carolina, 27611

RE: Revised Water Quality Monitoring Plan Update
Anson Waste Management Facility Phase 2
Polkton (Anson County), North Carolina
NC DENR Solid Waste Permit #04-03

Dear Mr. Mussler:

On behalf of Chambers Development of North Carolina Inc., and Allied Waste Industries,
Inc. (Allied), I am pleased to present this update of the Water Quality Monitoring Plan for the
Anson Waste Management Facility Phase 2 Permit to Construct application. The original
Water Quality Monitoring Plan was prepared ca. 1999 by TRC Environmental Corporation
for the Permit to Construct application for Phase 1, which described the intended sampling
locations and protocols for sampling and analysis. The Water Quality Monitoring Program
has been in effect since the opening of the facility ca. 2001. This update supersedes the
earlier work by replacing the sampling plan with the new document “Solid Waste Section
Guidelines for Groundwater, Soil, and Surface Water Sampling” (Attachment 1),
available on the Solid Waste Section web site, which has been discussed with the reviewing
Solid Waste Section hydrogeologist in context with the Phase 2 Design Hydrogeologic
Report (hence the revision). Other enclosures describe amendments for the monitoring of
Phase 2 specifically and incorporate the new Solid Waste Section protocols.

Please contact me if I can provide any needed clarification or if you have comments.

Sincerely,

G. David Garrett, P.G., P.E.
Consulting Engineer

cc: Mr. Mike Gurley – Environmental Manager, Allied Waste Systems of North America
Mr. Brian Wootton – NCDENR Division of Waste Management, Solid Waste Section

Enclosures
Anson Waste Management Facility — Phase 2 10/8/2008
Water Quality Monitoring Plan Update Rev 1 Page 2
Current Monitoring Plan Overview

The Water Quality Monitoring Plan for this facility was originally prepared as part of the
Phase 1 Permit to Construct application prepared by TRC Environmental Corporation,
dated April 14, 1999, signed by North Carolina Licensed Geologist Michael Babuin. The
original plan was prepared in accordance with North Carolina Solid Waste Rule 15A
NCAC 13B .1631, which was approved by the North Carolina Division of Waste
Management and implemented ca. 2001. The original plan described monitoring wells
that were installed in accordance with 15A NCAC 2C. Each well is fitted with a
dedicated sampling pump. Table 1 following this text provides a summary of the actual
well construction data. Well construction records are provided herein (Attachment 2).

Detection monitoring has been conducted on a semi-annual basis by a local analytical
lab, which performs an Appendix 1 analysis for metals and organic constituents. A
third-party consultant performs statistical analyses on the data and makes formal
submittals to the NC DENR Division of Waste Management. The semi-annual reports
include the data, statistical analyses, and ground water potentiometric surface maps
prepared for each sampling event. These data are current and show no ground water
impacts that can be attributed to the landfill. There are no downgradient ground water
users present. Two converging streams (discussed below) located at the facility
boundary are the ground water receptors for the facility.

The Site Suitability study and subsequent Design Hydrogeologic studies for Phases 1
and 2 show ground water flow to the north and northeast. Three background wells are
in service, MW-1D, MS-2S and MW-2D, located along the southern side of the Phase 1
footprint. Compliance wells are located in the down-gradient directions (east and north)
of Phase 1 at horizontal spacings appropriate to the subsurface conditions. The wells
are typically arranged in couplets, i.e., a shallow well that monitors the upper saprolite
aquifer (Units 1 and 2 as described in Section 3.5 of the Phase 2 Design Hydrogeologic
Study) and a deeper well that monitors the upper reaches of the bedrock aquifer (Unit
3). Two well couplets, MW-6S/6D and MW-7S/7D, located in the Phase 2 footprint
(north of Phase 1), shall be abandoned prior to the construction of Phase 2. Refer to
Figure 1 (following this text) for the well locations.

The original Water Quality Monitoring Plan included surface water sampling at four
locations, i.e., background on Pinch Gut Creek (BG-1), background on Brown Creek
(BG-2), down-gradient compliance sampling on Brown Creek (SG-3) and down-gradient
compliance sampling on Pinch Gut Creek (SG-4) – the respective compliance sampling
locations are upstream of the confluence of the these streams. These locations, shown
on Figure 2 (following this text), provide adequate coverage of the site.

Provisions were made in the original Water Quality Monitoring Plan for monitoring of the
leachate from a sampling port in the force main connecting the individual sumps with
the leachate collection/storage tanks and/or another location in the tanks. The data
presented in Section 4.2 of the Phase 2 Design Hydrogeologic Study indicate that
Anson Waste Management Facility — Phase 2 10/8/2008
Water Quality Monitoring Plan Update Rev 1 Page 3
sampling has been conducted on a periodic basis – immediately prior to discharge to
the local POTW – which was confirmed by a phone call to the pre-treatment coordinator
of the Anson County Wastewater Treatment Plant. The original plan also describes
monitoring of a witness zone within an Enhanced Liner System (ESL), which is to be
sampled via a dedicated pump if any accumulated fluids are present – to date, no
specific sampling results have been noted for the ESL, thus it is uncertain (but also
improbable) that the ESL has experienced any collection of fluids.

Proposed Plan Amendments

New monitoring wells for Phase 2 shall be located (again in couplets) to the northeast of
the phase – along drainage features that align with suspected fracture zones that serve
as potential ground water pathways – and to the north of the phase along an identified
diabase dike, which neither appears to serve as a pathway or an impediment to ground
water flow based on the available potentiometric data. A thorough discussion of the
criteria for selected well locations and depths is presented in Section 4.1 of the Phase 2
Design Hydrogeologic Study. Table 1 presents a summary of well construction data for
the original monitoring wells and proposed monitoring wells – this table is to be
updated once the new wells for Phase 2 are completed, including a well-head
survey, and well constructions logs are to accompany a future revision of this
Plan prior to obtaining the Permit to Operate. Table 2 presents a summary of the
required analytical parameters. Figures 1 and 2 depict the locations of existing and
proposed monitoring locations, both the wells and surface water locations, which is also
to be updated prior to the Permit to Operate.

The prior-approved Water Quality Monitoring Plan appears to be sufficient for ongoing
monitoring of the facility, requiring only an adjustment of the monitoring wells to
accommodate Phase 2. However, in 2006-07 the NC DENR Division of Waste
Management, Solid Waste Section implemented new sampling and analysis protocols,
which have been incorporated into this plan in lieu of the original sampling protocols,
heretofore referred to as the “Guidelines” (see Attachment 1). Specific protocols for
sampling ground water wells are provided in Appendix C of that document, with a
section pertaining to the use of dedicated pumps outlined in the text. The required
sampling procedures retain the determination of initial water levels and volumes that
must be purged – however, the “Guidelines” do not currently include a section on low-
flow purging and sampling procedures. At present, low-flow purging and sampling
is not conducted at this site. Minor modification of the surface water sample
collection and analysis protocols is described in Appendix E of the “Guidelines.”

Other attachments to this Water Quality Monitoring Plan Update include several
memoranda issued by the NCDENR Solid Waste Section, including

• October 2006 New Guidelines for the Submittal of Environmental Monitoring
Data (Attachment 3), which introduced the requirement for the Environmental
Monitoring Data Form (Attachment 4), and
Anson Waste Management Facility — Phase 2 10/8/2008
Water Quality Monitoring Plan Update Rev 1 Page 5
Revisions

0 Water Quality Monitoring Plan for Phase 1 Permit to Construct application,
prepared by TRC Environmental Corporation, dated April 14, 1999

1 Water Quality Monitoring Plan Update, Anson Waste Management Facility Phase 2,
Polkton (Anson County), North Carolina, NC DENR Solid Waste Permit #04-03,
prepared by David Garrett & Associates, October 8, 2008

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Hydrogeologic UnitMonitored Hydrogeologic UnitMonitored Hydrogeologic Unit Monitored
Table 2

Ground and Surface Water Analysis Methodology

CMS-V MSWLF Phase 3
Permit No. 13-04, Cabarrus County, North Carolina

Inorganic Required Solid Waste North Carolina 2L**
Constituent Section Limit (ug/l)* Ground Water Standard

Antimony 6 1.4 ***
Arsenic 10 50
Barium 100 2000
Beryllium 1 4 ***
Cadmium 1 1.75
Chromium 10 50
Cobalt 10 70 ***
Copper 10 1000
Lead 10 15
Nickel 50 100
Selenium 10 50
Silver 10 17.5
Thallium 5.5 0.28 ***
Vanadium 25 3.5 ***
Zinc 10 1050
Mercury 0.2 1.05
Chloride NE 250,000
Manganese 50 50
Sulfate 250,000 250,000
Iron 300 300
Alkalinity NE NE
Total Dissolved Solids NE 500,000
Specific Conductivity (field)
pH (field)
Temperature (field)

Table 2 (continued)

Ground and Surface Water Analysis Methodology

Organic Required Solid Waste North Carolina
Constituent Section Limit (ug/l)* Ground Water Standard
1,1,1,2-Tetrachloroethane 5 1.3 ***
1,1,1-Trichloroethane 1 200
1,1,2,2-Tetrachloroethane 3 0.18 ***
1,1,2-Trichloroethane 1 0.6 ***
1,1-Dichloroethane 5 70
1,1-Dichloroethylene 5 7
1,2,3-Trichloropropane 1 0.005
1,2-Dibromo-3-chloropropane 13 0.025
1,2-Dibromoethane 1 0.0004
1,2-Dichlorobenzene 5 24
1,2-Dichloroethane 1 0.38
1,2-Dichloropropane 1 0.51
1,4-Dichlorobenzene 1 1.4
2-Butanone 100 4200
2-Hexanone 50 280
4-Methyl-2-pentanone 100 560 ***
Acetone 100 700
Acrylonitrile 200 NE
Benzene 1 1
Bromochloromethane 3 0.6 ***
Bromodichloromethane 1 0.56
Bromoform 4 4.43
Bromomethane 10 NE
Carbon Disulfide 100 700
Carbon Tetrachloride 1 0.269
Chlorobenzene 3 50
Chloroethane 10 2800
Chloroform 5 70
Chloromethane 1 2.6
Cis-1,2-dichloroethylene 5 70
Cis-1,3-dichloropropene 1 0.19
Dibromochloromethane 3 0.41
Dibromomethane 10 NE
Ethylbenzene 1 550
Iodomethane 10 NE
Methylene chloride 1 4.6
Styrene 1 100
Tetrachloroethylene 1 0.7
Toluene 1 1000
Trans-1,2-dichloroethylene 5 100

Table 2 (continued)

Ground and Surface Water Analysis Methodology

Organic Required Solid Waste North Carolina
Constituent Section Limit (ug/l)* Ground Water Standard
Trans-1,3-dichloropropene 1 0.19
Trans-1,4-dichloro-2-butene 100 NE
Trichloroethylene 1 2.8
Trichloroflouromethane 1 2100
Vinyl acetate 50 7000 ***
Vinyl chloride 1 0.015
Xylene (total) 5 530

Notes:
All samples shall be unfiltered.
NE = not established

* Per North Carolina DENR Division of Waste Management guidelines, eff. 2006, equivalent to the PQL.
Only SW-846 methodologies that are approved by the NC DENR Solid Waste Section shall be used for
laboratory analyses. The laboratory must be certified by NC DENR for the specific lab methods per SW-
846.

** 15A NCAC 2L Standard for Class GA Ground Water – this applies unless otherwise noted (see below)

***North Carolina DWM Ground Water Protection Standard (quoted from website)
Groundwater standards and Solid Waste Section Limits are subject to change; the most current
standards and limits will be used.

Solid Waste Section
Guidelines for Groundwater, Soil, and Surface
Water Sampling

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION

General Sampling Procedures
The following guidance is provided to insure a consistent sampling approach so that sample
collection activities at solid waste management facilities provide reliable data. Sampling must
begin with an evaluation of facility information, historical environmental data and site geologic
and hydrogeologic conditions. General sampling procedures are described in this document.

Planning
Begin sampling activities with planning and coordination. The party contracting with the
laboratory is responsible for effectively communicating reporting requirements and evaluating
data reliability as it relates to specific monitoring activities.

Sample Collection
Contamination Prevention
a.) Take special effort to prevent cross contamination or environmental contamination
when collecting samples.
1. If possible, collect samples from the least contaminated sampling location
(or background sampling location, if applicable) to the most contaminated
sampling location.
2. Collect the ambient or background samples first, and store them in
separate ice chests or separate shipping containers within the same ice
chest (e.g. untreated plastic bags).
3. Collect samples in flowing water at designated locations from upstream to
downstream.
b.) Do not store or ship highly contaminated samples (concentrated wastes, free product,
etc.) or samples suspect of containing high concentrations of contaminants in the
same ice chest or shipping containers with other environmental samples.
1. Isolate these sample containers by sealing them in separate, untreated
plastic bags immediately after collecting, preserving, labeling, etc.
2. Use a clean, untreated plastic bag to line the ice chest or shipping
container.
c.) All sampling equipment should be thoroughly decontaminated and transported in a
manner that does not allow it to become contaminated. Arrangements should be
made ahead of time to decontaminate any sampling or measuring equipment that will
be reused when taking samples from more than one well. Field decontamination of
Rev 4-08 1
sampling equipment will be necessary before sampling each well to minimize the risk
of cross contamination. Decontamination procedures should be included in reports as
necessary. Certified pre-cleaned sampling equipment and containers may be used.
When collecting aqueous samples, rinse the sample collection equipment with a
portion of the sample water before taking the actual sample. Sample containers do not
need to be rinsed. In the case of petroleum hydrocarbons, oil and grease, or
containers with pre-measured preservatives, the sample containers cannot be rinsed.
d.) Place all fuel-powered equipment away from, and downwind of, any site activities
(e.g., purging, sampling, decontamination).
1. If field conditions preclude such placement (i.e., the wind is from the
upstream direction in a boat), place the fuel source(s) as far away as
possible from the sampling activities and describe the conditions in the
field notes.
2. Handle fuel (i.e., filling vehicles and equipment) prior to the sampling
day. If such activities must be performed during sampling, the personnel
must wear disposable gloves.
3. Dispense all fuels downwind. Dispose of gloves well away from the
sampling activities.
Filling Out Sample Labels
Fill out label, adhere to vial and collect sample. Print legibly with indelible ink. At a
minimum, the label or tag should identify the sample with the following information:
1. Sample location and/or well number
2. Sample identification number
3. Date and time of collection
4. Analysis required/requested
5. Sampler’s initials
6. Preservative(s) used, if any [i.e., HCl, Na2S2O3, NO3, ice, etc.]
7. Any other pertinent information for sample identification
Sample Collection Order
Unless field conditions justify other sampling regimens, collect samples in the following
order:
1. Volatile Organics and Volatile Inorganics
2. Extractable Organics, Petroleum Hydrocarbons, Aggregate Organics and
Oil and Grease
3. Total Metals
4. Inorganic Nonmetallics, Physical and Aggregate Properties, and
Biologicals
5. Microbiological
NOTE: If the pump used to collect groundwater samples cannot be used to collect volatile or
extractable organics then collect all other parameters and withdraw the pump and tubing. Then
collect the volatile and extractable organics.

Rev 4-08 2
Health and Safety
Implement all local, state, and federal requirements relating to health and safety. Follow all
local, state and federal requirements pertaining to the storage and disposal of any hazardous or
investigation derived wastes.
a.) The Solid Waste Section recommends wearing protective gloves when conducting all
sampling activities.
1. Gloves serve to protect the sample collector from potential exposure to sample
constituents, minimize accidental contamination of samples by the collector,
and preserve accurate tare weights on preweighed sample containers.
2. Do not let gloves come into contact with the sample or with the interior or lip
of the sample container. Use clean, new, unpowdered and disposable gloves.
Various types of gloves may be used as long as the construction materials do
not contaminate the sample or if internal safety protocols require greater
protection.
3. Note that certain materials that may potentially be present in concentrated
effluent can pass through certain glove types and be absorbed in the skin.
Many vendor catalogs provide information about the permeability of different
gloves and the circumstances under which the glove material might be
applicable. The powder in powdered gloves can contribute significant
contamination. Powdered gloves are not recommended unless it can be
demonstrated that the powder does not interfere with the sample analysis.
4. Change gloves after preliminary activities, after collecting all the samples at a
single sampling point, if torn or used to handle extremely dirty or highly
contaminated surfaces. Properly dispose of all used gloves as investigation
derived wastes.
b.) Properly manage all investigation derived waste (IDW).
5. To prevent contamination into previously uncontaminated areas, properly
manage all IDW. This includes all water, soil, drilling mud, decontamination
wastes, discarded personal protective equipment (PPE), etc. from site
investigations, exploratory borings, piezometer and monitoring well
installation, refurbishment, abandonment, and other investigative activities.
Manage all IDW that is determined to be RCRA-regulated hazardous waste
according to the local, state and federal requirements.
6. Properly dispose of IDW that is not a RCRA-regulated hazardous waste but is
contaminated above the Department’s Soil Cleanup Target Levels or the state
standards and/or minimum criteria for ground water quality. If the drill
cuttings/mud orpurged well water is contaminated with hazardous waste,
contact the DWM Hazardous Waste Section (919-508-8400) for disposal
options. Maintain all containers holding IDW in good condition. Periodically
inspect the containers for damage and ensure that all required labeling (DOT,
RCRA, etc.) are clearly visible.

Rev 4-08 3
Sample Storage and Transport
Store samples for transport carefully. Pack samples to prevent from breaking and to maintain a
temperature of approximately 4 degrees Celsius (°C), adding ice if necessary. Transport samples
to a North Carolina-certified laboratory as soon as possible. Avoid unnecessary handling of
sample containers. Avoid heating (room temperature or above, including exposure to sunlight)
or freezing of the sample containers. Reduce the time between sample collection and delivery to
a laboratory whenever possible and be sure that the analytical holding times of your samples can
be met by the laboratory.
a.) A complete chain-of-custody (COC) form must be maintained to document all
transfers and receipts of the samples. Be sure that the sample containers are labeled
with the sample location and/or well number, sample identification, the date and time
of collection, the analysis to be performed, the preservative added (if any), the
sampler’s initials, and any other pertinent information for sample identification. The
labels should contain a unique identifier (i.e., unique well numbers) that can be traced
to the COC form. The details of sample collection must be documented on the COC.
The COC must include the following:
1. Description of each sample (including QA/QC samples) and the number of
containers (sample location and identification)
2. Signature of the sampler
3. Date and time of sample collection
4. Analytical method to be performed
5. Sample type (i.e., water or soil)
6. Regulatory agency (i.e., NCDENR/DWM – SW Section)
7. Signatures of all persons relinquishing and receiving custody of the
samples
8. Dates and times of custody transfers
b.) Pack samples so that they are segregated by site, sampling location or by sample
analysis type. When COC samples are involved, segregate samples in coolers by site.
If samples from multiple sites will fit in one cooler, they may be packed in the same
cooler with the associated field sheets and a single COC form for all. Coolers should
not exceed a maximum weight of 50 lbs. Use additional coolers as necessary. All
sample containers should be placed in plastic bags (segregated by analysis and
location) and completely surrounded by ice.
1. Prepare and place trip blanks in an ice filled cooler before leaving for the
field.
2. Segregate samples by analysis and place in sealable plastic bags.
3. Pack samples carefully in the cooler placing ice around the samples.
4. Review the COC. The COC form must accompany the samples to the
laboratory. The trip blank(s) must also be recorded on the COC form.
5. Place completed COC form in a waterproof bag, sealed and taped under
the lid of the cooler.
6. Secure shipping containers with strapping tape to avoid accidental
opening.
7. For COC samples, a tamper-proof seal may also be placed over the cooler
lid or over a bag or container containing the samples inside the shipping
cooler.
Rev 4-08 4
8. "COC" or "EMERG" should be written in indelible ink on the cooler seal
to alert sample receipt technicians to priority or special handling samples.
9. The date and sample handler's signature must also be written on the COC
seal.
10. Deliver the samples to the laboratory or ship by commercial courier.
NOTE: If transport time to the laboratory is not long enough to allow
samples to be cooled to 4° C, a temperature reading of the sample source
must be documented as the field temperature on the COC form. A
downward trend in temperature will be adequate even if cooling to 4° C is
not achieved. The field temperature should always be documented if there
is any question as to whether samples will have time to cool to 4° C during
shipment. Thermometers must be calibrated annually against an NIST
traceable thermometer and documentation must be retained.

Rev 4-08 5
Appendix A - Decontamination of Field Equipment
Decontamination of personnel, sampling equipment, and containers - before and after
sampling - must be used to ensure collection of representative samples and to prevent the
potential spread of contamination. Decontamination of personnel prevents ingestion and
absorption of contaminants. It must be done with a soap and water wash and deionized or
distilled water rinse. Certified pre-cleaned sampling equipment and containers may also be used.

All previously used sampling equipment must be properly decontaminated before sampling and
between sampling locations. This prevents the introduction of contamination into
uncontaminated samples and avoids cross-contamination of samples. Cross-contamination can
be a significant problem when attempting to characterize extremely low concentrations of
organic compounds or when working with soils that are highly contaminated.

Clean, solvent-resistant gloves and appropriate protective equipment must be worn by
persons decontaminating tools and equipment.

Cleaning Reagents
Recommendations for the types and grades of various cleaning supplies are outlined below.
The recommended reagent types or grades were selected to ensure that the cleaned equipment is
free from any detectable contamination.
a.) Detergents: Use Liqui-Nox (or a non-phosphate equivalent) or Alconox (or
equivalent). Liqui-Nox (or equivalent) is recommended by EPA, although Alconox
(or equivalent) may be substituted if the sampling equipment will not be used to
collect phosphorus or phosphorus containing compounds.
b.) Solvents: Use pesticide grade isopropanol as the rinse solvent in routine equipment
cleaning procedures. This grade of alcohol must be purchased from a laboratory
supply vendor. Rubbing alcohol or other commonly available sources of isopropanol
are not acceptable. Other solvents, such as acetone or methanol, may be used as the
final rinse solvent if they are pesticide grade. However, methanol is more toxic to the
environment and acetone may be an analyte of interest for volatile organics.

1. Do not use acetone if volatile organics are of interest
2. Containerize all methanol wastes (including rinses) and dispose as a
hazardous waste.

Pre-clean equipment that is heavily contaminated with organic analytes. Use reagent
grade acetone and hexane or other suitable solvents. Use pesticide grade methylene
chloride when cleaning sample containers. Store all solvents away from potential
sources of contamination.
c.) Analyte-Free Water Sources: Analyte-free water is water in which all analytes of
interest and all interferences are below method detection limits. Maintain
documentation (such as results from equipment blanks) to demonstrate the reliability
and purity of analyte-free water source(s). The source of the water must meet the
requirements of the analytical method and must be free from the analytes of interest.
In general, the following water types are associated with specific analyte groups:
1. Milli-Q (or equivalent polished water): suitable for all analyses.
Rev 4-08 6
2. Organic-free: suitable for volatile and extractable organics.
3. Deionized water: may not be suitable for volatile and extractable
organics.
4. Distilled water: not suitable for volatile and extractable organics, metals
or ultratrace metals.
Use analyte-free water for blank preparation and the final decontamination water
rinse. In order to minimize long-term storage and potential leaching problems, obtain
or purchase analyte-free water just prior to the sampling event. If obtained from a
source (such as a laboratory), fill the transport containers and use the contents for a
single sampling event. Empty the transport container(s) at the end of the sampling
event. Discard any analyte-free water that is transferred to a dispensing container
(such as a wash bottle or pump sprayer) at the end of each sampling day.
d.) Acids:
1. Reagent Grade Nitric Acid: 10 - 15% (one volume concentrated nitric acid
and five volumes deionized water). Use for the acid rinse unless nitrogen
components (e.g., nitrate, nitrite, etc.) are to be sampled. If sampling for
ultra-trace levels of metals, use an ultra-pure grade acid.
2. Reagent Grade Hydrochloric Acid: 10% hydrochloric acid (one volume
concentrated hydrochloric and three volumes deionized water). Use when
nitrogen components are to be sampled.
3. If samples for both metals and the nitrogen-containing components are
collected with the equipment, use the hydrochloric acid rinse, or
thoroughly rinse with hydrochloric acid after a nitric acid rinse. If
sampling for ultra trace levels of metals, use an ultra-pure grade acid.
4. Freshly prepared acid solutions may be recycled during the sampling event
or cleaning process. Dispose of any unused acids according to local
ordinances.

Reagent Storage Containers
The contents of all containers must be clearly marked.
a.) Detergents:
1. Store in the original container or in a HDPE or PP container.
b.) Solvents:
1. Store solvents to be used for cleaning or decontamination in the original
container until use in the field. If transferred to another container for field
use, use either a glass or Teflon container.
2. Use dispensing containers constructed of glass, Teflon or stainless steel.
Note: If stainless steel sprayers are used, any gaskets that contact the
solvents must be constructed of inert materials.
c.) Analyte-Free Water:
1. Transport in containers appropriate for the type of water stored. If the
water is commercially purchased (e.g., grocery store), use the original
containers when transporting the water to the field. Containers made of
glass, Teflon, polypropylene or HDPE are acceptable.
2. Use glass or Teflon to transport organic-free sources of water on-site.
Polypropylene or HDPE may be used, but are not recommended.
Rev 4-08 7
3. Dispense water from containers made of glass, Teflon, HDPE or
polypropylene.
4. Do not store water in transport containers for more than three days before
beginning a sampling event.
5. If working on a project that has oversight from EPA Region 4, use glass
containers for the transport and storage of all water.
6. Store and dispense acids using containers made of glass, Teflon or plastic.

General Requirements
a.) Prior to use, clean/decontaminate all sampling equipment (pumps, tubing, lanyards,
split spoons, etc.) that will be exposed to the sample.
b.) Before installing, clean (or obtain as certified pre-cleaned) all equipment that is
dedicated to a single sampling point and remains in contact with the sample medium
(e.g., permanently installed groundwater pump). If you use certified pre-cleaned
equipment no cleaning is necessary.
1. Clean this equipment any time it is removed for maintenance or repair.
2. Replace dedicated tubing if discolored or damaged.
c.) Clean all equipment in a designated area having a controlled environment (house,
laboratory, or base of field operations) and transport it to the field, pre-cleaned and
ready to use, unless otherwise justified.
d.) Rinse all equipment with water after use, even if it is to be field-cleaned for other
sites. Rinse equipment used at contaminated sites or used to collect in-process (e.g.,
untreated or partially treated wastewater) samples immediately with water.
e.) Whenever possible, transport sufficient clean equipment to the field so that an entire
sampling event can be conducted without the need for cleaning equipment in the
field.
f.) Segregate equipment that is only used once (i.e., not cleaned in the field) from clean
equipment and return to the in-house cleaning facility to be cleaned in a controlled
environment.
g.) Protect decontaminated field equipment from environmental contamination by
securely wrapping and sealing with one of the following:
1. Aluminum foil (commercial grade is acceptable)
2. Untreated butcher paper
3. Clean, untreated, disposable plastic bags. Plastic bags may be used for all
analyte groups except volatile and extractable organics. Plastic bags may
be used for volatile and extractable organics, if the equipment is first
wrapped in foil or butcher paper, or if the equipment is completely dry.

Cleaning Sample Collection Equipment
a.) On-Site/In-Field Cleaning – Cleaning equipment on-site is not recommended because
environmental conditions cannot be controlled and wastes (solvents and acids) must
be containerized for proper disposal.
1. Ambient temperature water may be substituted in the hot, sudsy water bath
and hot water rinses.
NOTE: Properly dispose of all solvents and acids.
Rev 4-08 8
2. Rinse all equipment with water after use, even if it is to be field-cleaned
for other sites.
3. Immediately rinse equipment used at contaminated sites or used to collect
in-process (e.g., untreated or partially treated wastewater) samples with
water.
b.) Heavily Contaminated Equipment - In order to avoid contaminating other samples,
isolate heavily contaminated equipment from other equipment and thoroughly
decontaminate the equipment before further use. Equipment is considered heavily
contaminated if it:
1. Has been used to collect samples from a source known to contain
significantly higher levels than background.
2. Has been used to collect free product.
3. Has been used to collect industrial products (e.g., pesticides or solvents) or
their byproducts.
NOTE: Cleaning heavily contaminated equipment in the field is not recommended.
c.) On-Site Procedures:
1. Protect all other equipment, personnel and samples from exposure by
isolating the equipment immediately after use.
2. At a minimum, place the equipment in a tightly sealed, untreated, plastic
bag.
3. Do not store or ship the contaminated equipment next to clean,
decontaminated equipment, unused sample containers, or filled sample
containers.
4. Transport the equipment back to the base of operations for thorough
decontamination.
5. If cleaning must occur in the field, document the effectiveness of the
procedure, collect and analyze blanks on the cleaned equipment.
d.) Cleaning Procedures:
1. If organic contamination cannot be readily removed with scrubbing and a
detergent solution, pre-rinse equipment by thoroughly rinsing or soaking
the equipment in acetone.
2. Use hexane only if preceded and followed by acetone.
3. In extreme cases, it may be necessary to steam clean the field equipment
before proceeding with routine cleaning procedures.
4. After the solvent rinses (and/or steam cleaning), use the appropriate
cleaning procedure. Scrub, rather than soak, all equipment with sudsy
water. If high levels of metals are suspected and the equipment cannot be
cleaned without acid rinsing, soak the equipment in the appropriate acid.
Since stainless steel equipment should not be exposed to acid rinses, do
not use stainless steel equipment when heavy metal contamination is
suspected or present.
5. If the field equipment cannot be cleaned utilizing these procedures,
discard unless further cleaning with stronger solvents and/or oxidizing
solutions is effective as evidenced by visual observation and blanks.
6. Clearly mark or disable all discarded equipment to discourage use.
Rev 4-08 9
e.) General Cleaning - Follow these procedures when cleaning equipment under
controlled conditions. Check manufacturer's instructions for cleaning restrictions
and/or recommendations.
1. Procedure for Teflon, stainless steel and glass sampling equipment: This
procedure must be used when sampling for ALL analyte groups.
(Extractable organics, metals, nutrients, etc. or if a single decontamination
protocol is desired to clean all Teflon, stainless steel and glass equipment.)
Rinse equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water. If
samples for trace metals or inorganic analytes will be collected with the
equipment that is not stainless steel, thoroughly rinse (wet all surfaces)
with the appropriate acid solution. Rinse thoroughly with analyte-free
water. Make sure that all equipment surfaces are thoroughly flushed with
water. If samples for volatile or extractable organics will be collected,
rinse with isopropanol. Wet equipment surfaces thoroughly with free-
flowing solvent. Rinse thoroughly with analyte-free water. Allow to air
dry. Wrap and seal as soon as the equipment has air-dried. If isopropanol
is used, the equipment may be air-dried without the final analyte-free
water rinse; however, the equipment must be completely dry before
wrapping or use. Wrap clean sampling equipment according to the
procedure described above.
2. General Cleaning Procedure for Plastic Sampling Equipment: Rinse
equipment with hot tap water. Soak equipment in a hot, sudsy water
solution (Liqui-Nox or equivalent). If necessary, use a brush to remove
particulate matter or surface film. Rinse thoroughly with hot tap water.
Thoroughly rinse (wet all surfaces) with the appropriate acid solution.
Check manufacturer's instructions for cleaning restrictions and/or
recommendations. Rinse thoroughly with analyte-free water. Be sure that
all equipment surfaces are thoroughly flushed. Allow to air dry as long as
possible. Wrap clean sampling equipment according to the procedure
described above.

Rev 4-08 10

Appendix B - Collecting Soil Samples
Soil samples are collected for a variety of purposes. A methodical sampling approach must be
used to assure that sample collection activities provide reliable data. Sampling must begin with
an evaluation of background information, historical data and site conditions.

Soil Field Screening Procedures
Field screening is the use of portable devices capable of detecting petroleum contaminants on
a real-time basis or by a rapid field analytical technique. Field screening should be used to help
assess locations where contamination is most likely to be present.

When possible, field-screening samples should be collected directly from the excavation or
from the excavation equipment's bucket. If field screening is conducted only from the
equipment's bucket, then a minimum of one field screening sample should be collected from
each 10 cubic yards of excavated soil. If instruments or other observations indicate
contamination, soil should be separated into stockpiles based on apparent degrees of
contamination. At a minimum, soil suspected of contamination must be segregated from soil
observed to be free of contamination.

a.) Field screening devices – Many field screen instruments are available for detecting
contaminants in the field on a rapid or real-time basis. Acceptable field screening
instruments must be suitable for the contaminant being screened. The procdedure for
field screening using photoionization detectors (PIDs) and flame ionization detectors
(FIDs) is described below. If other instruments are used, a description of the
instrument or method and its intended use must be provided to the Solid Waste
Section. Whichever field screening method is chosen, its accuracy must be verified
throughout the sampling process. Use appropriate standards that match the use
intended for the data. Unless the Solid Waste Section indicates otherwise, wherever
field screening is recommended in this document, instrumental or analytical methods
of detection must be used, not olfactory or visual screening methods.

b.) Headspace analytical screening procedure for filed screening (semi-quantitative field
screening) - The most commonly used field instruments for Solid Waste Section site
assessments are FIDs and PIDs. When using FIDs and PIDs, use the following
headspace screening procedure to obtain and analyze field-screening samples:
1. Partially fill (one-third to one-half) a clean jar or clean ziplock bag with
the sample to be analyzed. The total capacity of the jar or bag may not be
less than eight ounces (app. 250 ml), but the container should not be so
large as to allow vapor diffusion and stratification effects to significantly
affect the sample.
2. If the sample is collected from a spilt-spoon, it must be transferred to the
jar or bag for headspace analysis immediately after opening the split-
spoon. If the sample is collected from an excavation or soil pile, it must
be collected from freshly uncovered soil.
Rev 4-08 11
3. If a jar is used, it must be quickly covered with clean aluminum foil or a
jar lid; screw tops or thick rubber bands must be used to tightly seal the
jar. If a zip lock bag is used, it must be quickly sealed shut.
4. Headspace vapors must be allowed to develop in the container for at least
10 minutes but no longer than one hour. Containers must be shaken or
agitated for 15 seconds at the beginning and the end of the headspace
development period to assist volatilization. Temperatures of the
headspace must be warmed to at least 5° C (approximately 40° F) with
instruments calibrated for the temperature used.
5. After headspace development, the instrument sampling probe must be
inserted to a point about one-half the headspace depth. The container
opening must be minimized and care must be taken to avoid the uptake of
water droplets and soil particulates.
6. After probe insertion, the highest meter reading must be taken and
recorded. This will normally occur between two and five seconds after
probe insertion. If erratic meter response occurs at high organic vapor
concentrations or conditions of elevated headspace moisture, a note to that
effect must accompany the headspace data.
7. All field screening results must be documented in the field record or log
book.

Soil Sample Collection Procedures for Laboratory Samples
The number and type of laboratory samples collected depends on the purpose of the sampling
activity. Samples analyzed with field screening devices may not be substituted for required
laboratory samples.

a.) General Sample Collection - When collecting samples from potentially contaminated
soil, care should be taken to reduce contact with skin or other parts of the body.
Disposable gloves should be worn by the sample collector and should be changed
between samples to avoid cross-contamination. Soil samples should be collected in a
manner that causes the least disturbance to the internal structure of the sample and
reduces its exposure to heat, sunlight and open air. Likewise, care should be taken to
keep the samples from being contaminated by other materials or other samples
collected at the site. When sampling is to occur over an extended period of time, it is
necessary to insure that the samples are collected in a comparable manner. All
samples must be collected with disposable or clean tools that have been
decontaminated. Disposable gloves must be worn and changed between sample
collections. Sample containers must be filled quickly. Soil samples must be placed
in containers in the order of volatility, for example, volatile organic aromatic samples
must be taken first, organics next, then heavier range organics, and finally soil
classification samples. Containers must be quickly and adequately sealed, and rims
must be cleaned before tightening lids. Tape may be used only if known not to affect
sample analysis. Sample containers must be clearly labeled. Containers must
immediately be preserved according to procedures in this Section. Unless specified
Rev 4-08 12
otherwise, at a minimum, the samples must be immediately cooled to 4 ± 2°C and this
temperature must be maintained throughout delivery to the laboratory.
b.) Surface Soil Sampling - Surface soil is generally classified as soil between the ground
surface and 6-12 inches below ground surface. Remove leaves, grass and surface
debris from the area to be sampled. Select an appropriate, pre-cleaned sampling
device and collect the sample. Transfer the sample to the appropriate sample
container. Clean the outside of the sample container to remove excess soil. Label the
sample container, place on wet ice to preserve at 4°C, and complete the field notes.
c.) Subsurface Soil Sampling – The interval begins at approximately 12 inches below
ground surface. Collect samples for volatile organic analyses. For other analyses,
select an appropriate, pre-cleaned sampling device and collect the sample. Transfer
the sample to the appropriate sample container. Clean the outside of the sample
container to remove excess soil. Label the sample container, place on wet ice to
preserve at 4°C, and complete field notes.
d.) Equipment for Reaching the Appropriate Soil Sampling Depth - Samples may be
collected using a hollow stem soil auger, direct push, Shelby tube, split-spoon
sampler, or core barrel. These sampling devices may be used as long as an effort is
made to reduce the loss of contaminants through volatilization. In these situations,
obtain a sufficient volume of so the samples can be collected without volatilization
and disturbance to the internal structure of the samples. Samples should be collected
from cores of the soil. Non-disposable sampling equipment must be decontaminated
between each sample location. NOTE: If a confining layer has been breached during
sampling, grout the hole to land.
e.) Equipment to Collect Soil Samples - Equipment and materials that may be used to
collect soil samples include disposable plastic syringes and other “industry-standard”
equipment and materials that are contaminant-free. Non-disposable sampling
equipment must be decontaminated between each sample location.

Rev 4-08 13
Appendix C - Collecting Groundwater Samples
Groundwater samples are collected to identify, investigate, assess and monitor the concentration
of dissolved contaminant constituents. To properly assess groundwater contamination, first
install sampling points (monitoring wells, etc.) to collect groundwater samples and then perform
specific laboratory analyses. All monitoring wells should be constructed in accordance with 15A
NCAC 2C .0100 and sampled as outlined in this section. Groundwater monitoring is conducted
using one of two methods:

1. Portable Monitoring: Monitoring that is conducted using sampling equipment that is
discarded between sampling locations. Equipment used to collect a groundwater sample
from a well such as bailers, tubing, gloves, and etc. are disposed of after sample
collection. A new set of sampling equipment is used to collect a groundwater sample at
the next monitor well.

2. Dedicated Monitoring: Monitoring that utilizes permanently affixed down-well and well
head components that are capped after initial set-up. Most dedicated monitoring systems
are comprised of an in-well submersible bladder pump, with air supply and sample
discharge tubing, and an above-ground driver/controller for regulation of flow rates and
volumes. The pump and all tubing housed within the well should be composed of Teflon
or stainless steel components. This includes seals inside the pump, the pump body, and
fittings used to connect tubing to the pump. Because ground water will not be in contact
with incompatible constituents and because the well is sealed from the surface, virtually
no contamination is possible from intrinsic sources during sampling and between
sampling intervals. All dedicated monitoring systems must be approved by the Solid
Waste Section before installation.

Groundwater samples may be collected from a number of different configurations. Each
configuration is associated with a unique set of sampling equipment requirements and
techniques:

1. Wells without Plumbing: These wells require equipment to be brought to the well to
purge and sample unless dedicated equipment is placed in the well.

2. Wells with In-Place Plumbing: Wells with in-place plumbing do not require equipment
to be brought to the well to purge and sample. In-place plumbing is generally considered
permanent equipment routinely used for purposes other than purging and sampling, such
as for water supply.

3. Air Strippers or Remedial Systems: These types of systems are installed as remediation
devices.

Rev 4-08 14
Groundwater Sample Preparation
The type of sample containers used depends on the type of analysis performed. First,
determine the type(s) of contaminants expected and the proper analytical method(s). Be sure to
consult your selected laboratory for its specific needs and requirements prior to sampling.

Next, prepare the storage and transport containers (ice chest, etc.) before taking any samples so
that each sample can be placed in a chilled environment immediately after collection.

Use groundwater purging and sampling equipment constructed of only non-reactive, non-
leachable materials that are compatible with the environment and the selected analytes. In
selecting groundwater purging and sampling equipment, give consideration to the depth of the
well, the depth to groundwater, the volume of water to be evacuated, the sampling and purging
technique, and the analytes of interest. Additional supplies, such as reagents and preservatives,
may be necessary.

All sampling equipment (bailers, tubing, containers, etc.) must be selected based on its
chemical compatibility with the source being sampled (e.g., water supply well, monitoring well)
and the contaminants potentially present.

a.) Pumps - All pumps or pump tubing must be lowered and retrieved from the well
slowly and carefully to minimize disturbance to the formation water. This is
especially critical at the air/water interface.
1. Above-Ground Pumps
• Variable Speed Peristaltic Pump: Use a variable speed peristaltic
pump to purge groundwater from wells when the static water level
in the well is no greater than 20- 25 feet below land surface (BLS).
If the water levels are deeper than 18-20 feet BLS, the pumping
velocity will decrease. A variable speed peristaltic pump can be
used for normal purging and sampling, and sampling low
permeability aquifers or formations. Most analyte groups can be
sampled with a peristaltic pump if the tubing and pump
configurations are appropriate.
• Variable Speed Centrifugal Pump: A variable speed centrifugal
pump can be used to purge groundwater from 2-inch and larger
internal diameter wells. Do not use this type of pump to collect
groundwater samples. When purging is complete, do not allow the
water that remains in the tubing to fall back into the well. Install a
check valve at the end of the purge tubing.
2. Submersible Pumps
• Variable Speed Electric Submersible Pump: A variable speed
submersible pump can be used to purge and sample groundwater
from 2-inch and larger internal diameter wells. A variable speed
submersible pump can be used for normal purging and sampling,
and sampling low permeability aquifers or formations. The pump
housing, fittings, check valves and associated hardware must be
constructed of stainless steel. All other materials must be
Rev 4-08 15
compatible with the analytes of interest. Install a check valve at
the output side of the pump to prevent backflow. If purging and
sampling for organics, the entire length of the delivery tube must
be Teflon, polyethylene or polypropylene (PP) tubing; the
electrical cord must be sealed in Teflon, polyethylene or PP and
any cabling must be sealed in Teflon, polyethylene or PP, or be
constructed of stainless steel; and all interior components that
contact the sample water (impeller, seals, gaskets, etc.) must be
constructed of stainless steel or Teflon.
3. Variable Speed Bladder Pump: A variable speed, positive displacement,
bladder pump can be used to purge and sample groundwater from 3/4-inch
and larger internal diameter wells.
• A variable speed bladder pump can be used for normal purging and
sampling, and sampling low permeability aquifers or formations.
• The bladder pump system is composed of the pump, the
compressed air tubing, the water discharge tubing, the controller
and a compressor, or a compressed gas supply.
• The pump consists of a bladder and an exterior casing or pump
body that surrounds the bladder and two (2) check valves. These
parts can be composed of various materials, usually combinations
of polyvinyl chloride (PVC), Teflon, polyethylene, PP and
stainless steel. Other materials must be compatible with the
analytes of interest.
• If purging and sampling for organics, the pump body must be
constructed of stainless steel. The valves and bladder must be
Teflon, polyethylene or PP; the entire length of the delivery tube
must be Teflon, polyethylene or PP; and any cabling must be
sealed in Teflon, polyethylene or PP, or be constructed of stainless
steel.
• Permanently installed pumps may have a PVC pump body as long
as the pump remains in contact with the water in the well.
b.) Bailers
1. Purging: Bailers must be used with caution because improper bailing can
cause changes in the chemistry of the water due to aeration and loosening
particulate matter in the space around the well screen. Use a bailer if there
is non-aqueous phase liquid (free product) in the well or if non-aqueous
phase liquid is suspected to be in the well.
2. Sampling: Bailers must be used with caution.
3. Construction and Type: Bailers must be constructed of materials
compatible with the analytes of interest. Stainless steel, Teflon, rigid
medical grade PVC, polyethylene and PP bailers may be used to sample
all analytes. Use disposable bailers when sampling grossly contaminated
sample sources. NCDENR recommends using dual check valve bailers
when collecting samples. Use bailers with a controlled flow bottom to
collect volatile organic samples.
Rev 4-08 16
4. Contamination Prevention: Keep the bailer wrapped (foil, butcher paper,
etc.) until just before use. Use protective gloves to handle the bailer once
it is removed from its wrapping. Handle the bailer by the lanyard to
minimize contact with the bailer surface.
c.) Lanyards
1. Lanyards must be made of non-reactive, non-leachable material. They
may be cotton twine, nylon, stainless steel, or may be coated with Teflon,
polyethylene or PP.
2. Discard cotton twine, nylon, and non-stainless steel braided lanyards after
sampling each monitoring well.
3. Decontaminate stainless steel, coated Teflon, polyethylene and PP
lanyards between monitoring wells. They do not need to be
decontaminated between purging and sampling operations.

Water Level and Purge Volume Determination
The amount of water that must be purged from a well is determined by the volume of water
and/or field parameter stabilization.

a.) General Equipment Considerations - Selection of appropriate purging equipment
depends on the analytes of interest, the well diameter, transmissivity of the aquifer,
the depth to groundwater, and other site conditions.
1. Use of a pump to purge the well is recommended unless no other
equipment can be used or there is non-aqueous phase liquid in the well, or
non-aqueous phase liquid is suspected to be in the well.
2. Bailers must be used with caution because improper bailing:
• Introduces atmospheric oxygen, which may precipitate metals
(i.e., iron) or cause other changes in the chemistry of the water
in the sample (i.e., pH).
• Agitates groundwater, which may bias volatile and semi-
volatile organic analyses due to volatilization.
• Agitates the water in the aquifer and resuspends fine particulate
matter.
• Surges the well, loosening particulate matter in the annular
space around the well screen.
• May introduce dirt into the water column if the sides of the
casing wall are scraped.
NOTE: It is critical for bailers to be slowly and gently immersed into the top of the water
column, particularly during the final stages of purging. This minimizes turbidity and
disturbance of volatile organic constituents.
b.) Initial Inspection
1. Remove the well cover and remove all standing water around the top of
the well casing (manhole) before opening the well.
2. Inspect the exterior protective casing of the monitoring well for damage.
Document the results of the inspection if there is a problem.
3. It is recommended that you place a protective covering around the well
head. Replace the covering if it becomes soiled or ripped.
Rev 4-08 17
4. Inspect the well lock and determine whether the cap fits tightly. Replace
the cap if necessary.
c.) Water Level Measurements - Use an electronic probe or chalked tape to determine the
water level. Decontaminate all equipment before use. Measure the depth to
groundwater from the top of the well casing to the nearest 0.01 foot. Always measure
from the same reference point or survey mark on the well casing. Record the
measurement.
1. Electronic Probe: Decontaminate all equipment before use. Follow the
manufacturer’s instructions for use. Record the measurement.
2. Chalked Line Method: Decontaminate all equipment before use. Lower
chalked tape into the well until the lower end is in the water. This is
usually determined by the sound of the weight hitting the water. Record
the length of the tape relative to the reference point. Remove the tape and
note the length of the wetted portion. Record the length. Determine the
depth to water by subtracting the length of the wetted portion from the
total length. Record the result.
d.) Water Column Determination - To determine the length of the water column, subtract
the depth to the top of the water column from the total well depth (or gauged well
depth if silting has occurred). The total well depth depends on the well construction.
If gauged well depth is used due to silting, report total well depth also. Some wells
may be drilled in areas of sinkhole, karst formations or rock leaving an open
borehole. Attempt to find the total borehole depth in cases where there is an open
borehole below the cased portion.
e.) Well Water Volume - Calculate the total volume of water, in gallons, in the well
using the following equation:
V = (0.041)d x d x h
Where:
V = volume in gallons
d = well diameter in inches
h = height of the water column in feet
The total volume of water in the well may also be determined with the following
equation by using a casing volume per foot factor (Gallons per Foot of Water) for the
appropriate diameter well:
V = [Gallons per Foot of Water] x h
Where:
V = volume in gallons
h = height of the water column in feet
Record all measurements and calculations in the field records.
f.) Purging Equipment Volume - Calculate the total volume of the pump, associated
tubing and flow cell (if used), using the following equation:
V = p + ((0.041)d x d x l) + fc
Where:
V = volume in gallons
p = volume of pump in gallons
d = tubing diameter in inches
l = length of tubing in feet
Rev 4-08 18
fc = volume of flow cell in gallons
g.) If the groundwater elevation data are to be used to construct groundwater elevation
contour maps, all water level measurements must be taken within the same 24 hour
time interval when collecting samples from multiple wells on a site, unless a shorter
time period is required. If the site is tidally influenced, complete the water level
measurements within the time frame of an incoming or outgoing tide.

Well Purging Techniques
The selection of the purging technique and equipment is dependent on the hydrogeologic
properties of the aquifer, especially depth to groundwater and hydraulic conductivity.

a.) Measuring the Purge Volume - The volume of water that is removed during purging
must be recorded. Therefore, you must measure the volume during the purging
operation.
1. Collect the water in a graduated container and multiply the number of
times the container was emptied by the volume of the container, OR
2. Estimate the volume based on pumping rate. This technique may be used
only if the pumping rate is constant. Determine the pumping rate by
measuring the amount of water that is pumped for a fixed period of time,
or use a flow meter.
• Calculate the amount of water that is discharged per
minute: D = Measured Amount/Total Time In Minutes
• Calculate the time needed to purge one (1) well volume or
one (1) purging equipment volume: Time = V/D
Where: V = well volume or purging equipment volume
D = discharge rate
• Make new measurements each time the pumping rate is
changed.
3. Use a totalizing flow meter.
• Record the reading on the totalizer prior to purging.
• Record the reading on the totalizer at the end of purging.
• To obtain the volume purged, subtract the reading on the
totalizer prior to purging from the reading on the totalizer at
the end of purging.
• Record the times that purging begins and ends in the field
records.
b.) Purging Measurement Frequency - When purging a well that has the well screen fully
submerged and the pump or intake tubing is placed within the well casing above the
well screen or open hole, purge a minimum of one (1) well volume prior to collecting
measurements of the field parameters. Allow at least one quarter (1/4) well volume
to purge between subsequent measurements. When purging a well that has the pump
or intake tubing placed within a fully submerged well screen or open hole, purge until
the water level has stabilized (well recovery rate equals the purge rate), then purge a
minimum of one (1) volume of the pump, associated tubing and flow cell (if used)
prior to collecting measurements of the field parameters. Take measurements of the
field parameters no sooner than two (2) to three (3) minutes apart. Purge at least
Rev 4-08 19
three (3) volumes of the pump, associated tubing and flow cell, if used, prior to
collecting a sample. When purging a well that has a partially submerged well screen,
purge a minimum of one (1) well volume prior to collecting measurements of the
field parameters. Take measurements of the field parameters no sooner than two (2)
to three (3) minutes apart.
c.) Purging Completion - Wells must be adequately purged prior to sample collection to
ensure representation of the aquifer formation water, rather than stagnant well water.
This may be achieved by purging three volumes from the well or by satisfying any
one of the following three purge completion criteria:
1.) Three (3) consecutive measurements in which the three (3) parameters listed
below are within the stated limits, dissolved oxygen is no greater than 20
percent of saturation at the field measured temperature, and turbidity is no
greater than 20 Nephelometric Turbidity Units (NTUs).
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
Document and report the following, as applicable. The last four items only
need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
2.) If it is impossible to get dissolved oxygen at or below 20 percent of saturation
at the field measured temperature or turbidity at or below 20 NTUs, then three
(3) consecutive measurements of temperature, pH, specific conductance and
the parameter(s) dissolved oxygen and/or turbidity that do not meet the
requirements above must be within the limits below. The measurements are:
• Temperature: + 0.2° C
• pH: + 0.2 Standard Units
• Specific Conductance: + 5.0% of reading
• Dissolved Oxygen: + 0.2 mg/L or 10%, whichever is
greater
• Turbidity: + 5 NTUs or 10%, whichever is greater
Additionally, document and report the following, as applicable, except that
the last four(4) items only need to be submitted once:
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
dissolved oxygen to be high and/or dissolved oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
Rev 4-08 20
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
3.) If after five (5) well volumes, three (3) consecutive measurements of the field
parameters temperature, pH, specific conductance, dissolved oxygen, and
turbidity are not within the limits stated above, check the instrument condition
and calibration, purging flow rate and all tubing connections to determine if
they might be affecting the ability to achieve stable measurements. It is at the
discretion of the consultant/contractor whether or not to collect a sample or to
continue purging. Further, the report in which the data are submitted must
include the following, as applicable. The last four (4) items only need to be
submitted once.
• Purging rate.
• Drawdown in the well, if any.
• A description of conditions at the site that may cause the
Dissolved Oxygen to be high and/or Dissolved Oxygen
measurements made within the screened or open hole
portion of the well with a downhole dissolved oxygen
probe.
• A description of conditions at the site that may cause the
turbidity to be high and any procedures that will be used to
minimize turbidity in the future.
• A description of the process and the data used to design the
well.
• The equipment and procedure used to install the well.
• The well development procedure.
• Pertinent lithologic or hydrogeologic information.
If wells have previously and consistently purged dry, and the current depth to
groundwater indicates that the well will purge dry during the current sampling
event, minimize the amount of water removed from the well by using the same
pump to purge and collect the sample:
• Place the pump or tubing intake within the well screened
interval.
• Use very small diameter Teflon, polyethylene or PP tubing
and the smallest possible pump chamber volume. This will
minimize the total volume of water pumped from the well
and reduce drawdown.
• Select tubing that is thick enough to minimize oxygen
transfer through the tubing walls while pumping.
Rev 4-08 21
• Pump at the lowest possible rate (100 mL/minute or less) to
reduce drawdown to a minimum.
• Purge at least two (2) volumes of the pumping system
(pump, tubing and flow cell, if used).
• Measure pH, specific conductance, temperature, dissolved
oxygen and turbidity, then begin to collect the samples.
Collect samples immediately after purging is complete. The time period between
completing the purge and sampling cannot exceed six hours. If sample collection
does not occur within one hour of purging completion, re-measure the five field
parameters: temperature, pH, specific conductance, dissolved oxygen and turbidity,
just prior to collecting the sample. If the measured values are not within 10 percent
of the previous measurements, re-purge the well. The exception is “dry” wells.
d.) Lanyards
1. Securely fasten lanyards, if used, to any downhole equipment (bailers,
pumps, etc.).
2. Use bailer lanyards in such a way that they do not touch the ground
surface.

Wells Without Plumbing
a.) Tubing/Pump Placement
1. If attempting to minimize the volume of purge water, position the intake
hose or pump at the midpoint of the screened or open hole interval.
2. If monitoring well conditions do not allow minimizing of the purge water
volume, position the pump or intake hose near the top of the water
column. This will ensure that all stagnant water in the casing is removed.
3. If the well screen or borehole is partially submerged, and the pump will be
used for both purging and sampling, position the pump midway between
the measured water level and the bottom of the screen. Otherwise,
position the pump or intake hose near the top of the water column.
b.) Non-dedicated (portable) pumps
1. Variable Speed Peristaltic Pump
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach a short section of tubing to the discharge side of the
pump and into a graduated container.
• Attach one end of a length of new or precleaned tubing to
the pump head flexible hose.
• Place the tubing as described in one of the options listed
above.
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
Rev 4-08 22
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells (see
Appendix C) or if precleaned tubing is used for each well,
only the pump.
2. Variable Speed Centrifugal Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Place the decontaminated suction hose so that water is
always pumped from the top of the water column.
• Change gloves before beginning to purge.
• Equip the suction hose with a foot valve to prevent purge
water from re-entering the well.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing at the approximate rate of drawdown so that the
water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
3. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Carefully position the decontaminated pump.
Rev 4-08 23
• Change gloves before beginning to purge.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or only
the pump if precleaned tubing is used for each well.
4. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves to position the decontaminated
pump and tubing.
• Attach the tubing and carefully position the pump.
• Change gloves before beginning purging.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• To minimize drawdown, adjust the purging rate so that it is
equivalent to the well recovery rate.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdrawal rate with the
recharge rate.
• If the water table continues to drop during pumping, lower
the tubing or pump at the approximate rate of drawdown so
that water is removed from the top of the water column.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
• Decontaminate the pump and tubing between wells or if
precleaned tubing is used for each well, only the pump.
c.) Dedicated Portable Pumps
1. Variable Speed Electric Submersible Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
Rev 4-08 24
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
2. Variable Speed Bladder Pump
• Position fuel powered equipment downwind and at least 10
feet from the well head. Make sure that the exhaust faces
downwind.
• Wear sampling gloves.
• Measure the depth to groundwater at frequent intervals.
• Record these measurements.
• Adjust the purging rate so that it is equivalent to the well
recovery rate to minimize drawdown.
• If the purging rate exceeds the well recovery rate, reduce
the pumping rate to balance the withdraw with the recharge
rate.
• Record the purging rate each time the rate changes.
• Measure the purge volume.
• Record this measurement.
3. Bailers - Using bailers for purging is not recommended unless care is
taken to use proper bailing technique, or if free product is present in the
well or suspected to be in the well.
• Minimize handling the bailer as much as possible.
• Wear sampling gloves.
• Remove the bailer from its protective wrapping just before
use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailer.
• Lower and retrieve the bailer slowly and smoothly.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column.
• When the bailer is in position, lower the bailer into the
water column at a rate of 2 cm/sec until the desired depth is
reached.
• Do not lower the top of the bailer more than one (1) foot
below the top of the water table so that water is removed
from the top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
Rev 4-08 25
• Carefully raise the bailer. Retrieve the bailer at the same
rate of 2 cm/sec until the bottom of the bailer has cleared to
top of the water column.
• Measure the purge volume.
• Record the volume of the bailer.
• Continue to carefully lower and retrieve the bailer as
described above until the purging is considered complete,
based on either the removal of 3 well volumes.
• Remove at least one (1) well volume before collecting
measurements of the field parameters. Take each
subsequent set of measurements after removing at least one
quarter (1/4) well volume between measurements.

Groundwater Sampling Techniques
a.) Purge wells.
b.) Replace protective covering around the well if it is soiled or torn after completing
purging operations.
c.) Equipment Considerations
1. The following pumps are approved to collect volatile organic samples:
• Stainless steel and Teflon variable speed submersible
pumps
• Stainless steel and Teflon or polyethylene variable speed
bladder pumps
• Permanently installed PVC bodied pumps (As long as the
pump remains in contact with the water in the well at all
times)
2. Collect sample from the sampling device and store in sample container.
Do not use intermediate containers.
3. To avoid contamination or loss of analytes from the sample, handle
sampling equipment as little as possible and minimize equipment exposure
to the sample.
4. To reduce chances of cross-contamination, use dedicated equipment
whenever possible. “Dedicated” is defined as equipment that is to be used
solely for one location for the life of that equipment (e.g., permanently
mounted pump). Purchase dedicated equipment with the most sensitive
analyte of interest in mind.
• Clean or make sure dedicated pumps are clean before
installation. They do not need to be cleaned prior to each
use, but must be cleaned if they are withdrawn for repair or
servicing.
• Clean or make sure any permanently mounted tubing is
clean before installation.
• Change or clean tubing when the pump is withdrawn for
servicing.
• Clean any replaceable or temporary parts.
Rev 4-08 26
• Collect equipment blanks on dedicated pumping systems
when the tubing is cleaned or replaced.
• Clean or make sure dedicated bailers are clean before
placing them into the well.
• Collect an equipment blank on dedicated bailers before
introducing them into the water column.
• Suspend dedicated bailers above the water column if they
are stored in the well.

Sampling Wells Without Plumbing
a.) Sampling with Pumps – The following pumps may be used to sample for organics:
• Peristaltic pumps
• Stainless steel, Teflon or polyethylene bladder pumps
• Variable speed stainless steel and Teflon submersible
pumps
1. Peristaltic Pump
• Volatile Organics: One of three methods may be used.
ƒ Remove the drop tubing from the inlet side
of the pump; submerge the drop tubing into
the water column; prevent the water in the
tubing from flowing back into the well;
remove the drop tubing from the well;
carefully allow the groundwater to drain into
the sample vials; avoid turbulence; do not
aerate the sample; repeat steps until enough
vials are filled. OR
ƒ Use the pump to fill the drop tubing; quickly
remove the tubing from the pump; prevent
the water in the tubing from flowing back
into the well; remove the drop tubing from
the well; carefully allow the groundwater to
drain into the sample vials; avoid
turbulence; do not aerate the sample; repeat
steps until enough vials are filled. OR
ƒ Use the pump to fill the drop tubing;
withdraw the tubing from the well; reverse
the flow on the peristaltic pumps to deliver
the sample into the vials at a slow, steady
rate; repeat steps until enough vials are
filled.
• Extractable Organics: If delivery tubing is not
polyethylene or PP, or is not Teflon lined, use pump and
vacuum trap method. Connect the outflow tubing from the
container to the influent side of the peristaltic pump. Turn
pump on and reduce flow until smooth and even. Discard a
Rev 4-08 27
small portion of the sample to allow for air space. Preserve
(if required), label, and complete field notes.
• Inorganic samples: These samples may be collected from
the effluent tubing. If samples are collected from the
pump, decontaminate all tubing (including the tubing in the
head) or change it between wells. Preserve (if required),
label, and complete field notes.
2. Variable Speed Bladder Pump
• If sampling for organics, the pump body must be
constructed of stainless steel and the valves and bladder
must be Teflon. All tubing must be Teflon, polyethylene,
or PP and any cabling must be sealed in Teflon,
polyethylene or PP, or made of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
3. Variable Speed Submersible Pump
• The housing must be stainless steel.
• If sampling for organics, the internal impellers, seals and
gaskets must be constructed of stainless steel, Teflon,
polyethylene or PP. The delivery tubing must be Teflon,
polyethylene or PP; the electrical cord must be sealed in
Teflon; any cabling must be sealed in Teflon or constructed
of stainless steel.
• After purging to a smooth even flow, reduce the flow rate.
• When sampling for volatile organic compounds, reduce the
flow rate to 100-200mL/minute, if possible.
b.) Sampling with Bailers - A high degree of skill and coordination are necessary to
collect representative samples with a bailer.
1. General Considerations
• Minimize handling of bailer as much as possible.
• Wear sampling gloves.
• Remove bailer from protective wrapping just before use.
• Attach a lanyard of appropriate material.
• Use the lanyard to move and position the bailers.
• Do not allow bailer or lanyard to touch the ground.
• If bailer is certified precleaned, no rinsing is necessary.
• If both a pump and a bailer are to be used to collect
samples, rinse the exterior and interior of the bailer with
sample water from the pump before removing the pump.
• If the purge pump is not appropriate for collecting samples
(e.g., non-inert components), rinse the bailer by collecting a
single bailer of the groundwater to be sampled.
• Discard the water appropriately.
Rev 4-08 28
• Do not rinse the bailer if Oil and Grease samples are to be
collected.
2. Bailing Technique
• Collect all samples that are required to be collected with a
pump before collecting samples with the bailer.
• Raise and lower the bailer gently to minimize stirring up
particulate matter in the well and the water column, which
can increase sample turbidity.
• Lower the bailer carefully into the well to a depth
approximately a foot above the water column. When the
bailer is in position, lower the bailer into the water column
at a rate of 2 cm/sec until the desired depth is reached.
• Do not lower the top of the bailer more than one foot below
the top of the water table, so that water is removed from the
top of the water column.
• Allow time for the bailer to fill with aquifer water as it
descends into the water column.
• Do not allow the bailer to touch the bottom of the well or
particulate matter will be incorporated into the sample.
Carefully raise the bailer. Retrieve the bailer at the
same rate of 2 cm/sec until the bottom of the bailer has
cleared to top of the water column.
• Lower the bailer to approximately the same depth each
time.
• Collect the sample. Install a device to control the flow
from the bottom of the bailer and discard the first few
inches of water. Fill the appropriate sample containers by
allowing the sample to slowly flow down the side of the
container. Discard the last few inches of water in the
bailer.
• Repeat steps for additional samples.
• As a final step measure the DO, pH, temperature, turbidity
and specific conductance after the final sample has been
collected. Record all measurements and note the time
that sampling was completed.
c.) Sampling Low Permeability Aquifers or Wells that have Purged Dry
1. Collect the sample(s) after the well has been purged. Minimize the amount
of water removed from the well by using the same pump to purge and
collect the sample. If the well has purged dry, collect samples as soon as
sufficient sample water is available.
2. Measure the five field parameters temperature, pH, specific conductance,
dissolved oxygen and turbidity at the time of sample collection.
3. Advise the analytical laboratory and the client that the usual amount of
sample for analysis may not be available.

Rev 4-08 29
Appendix D - Collecting Samples from Wells with
Plumbing in Place
In-place plumbing is generally considered permanent equipment routinely used for purposes
other than purging and sampling, such as for water supply.

a.) Air Strippers or Remedial Systems - These types of systems are installed as
remediation devices. Collect influent and effluent samples from air stripping units as
described below.
1. Remove any tubing from the sampling port and flush for one to two
minutes.
2. Remove all hoses, aerators and filters (if possible).
3. Open the spigot and purge sufficient volume to flush the spigot and lines
and until the purging completion criteria have been met.
4. Reduce the flow rate to approximately 500 mL/minute (a 1/8” stream) or
approximately 0.1 gal/minute before collecting samples.
5. Follow procedures for collecting samples from water supply wells as
outlined below.
b.) Water Supply Wells – Water supply wells with in-place plumbing do not require
equipment to be brought to the well to purge and sample. Water supply wells at UST
facilities must be sampled for volatile organic compounds (VOCs) and semivolatile
compounds (SVOCs).
1. Procedures for Sampling Water Supply Wells
• Label sample containers prior to sample collection.
• Prepare the storage and transport containers (ice chest, etc.)
before taking any samples so each collected sample can be
placed in a chilled environment immediately after
collection.
• You must choose the tap closest to the well, preferably at
the wellhead. The tap must be before any holding or
pressurization tank, water softener, ion exchange,
disinfection process or before the water line enters the
residence, office or building. If no tap fits the above
conditions, a new tap that does must be installed.
• The well pump must not be lubricated with oil, as that may
contaminate the samples.
• The sampling tap must be protected from exterior
contamination associated with being too close to a sink
bottom or to the ground. If the tap is too close to the
ground for direct collection into the appropriate container,
it is acceptable to use a smaller (clean) container to transfer
the sample to a larger container.
• Leaking taps that allow water to discharge from around the
valve stem handle and down the outside of the faucet, or
taps in which water tends to run up on the outside of the lip,
are to be avoided as sampling locations.
Rev 4-08 30
• Disconnect any hoses, filters, or aerators attached to the tap
before sampling.
• Do not sample from a tap close to a gas pump. The gas
fumes could contaminate the sample.
2. Collecting Volatile Organic Samples
• Equipment Needed: VOC sample vials [40 milliliters,
glass, may contain 3 to 4 drops of hydrochloric acid (HCl)
as preservative]; Disposable gloves and protective goggles;
Ice chest/cooler; Ice; Packing materials (sealable plastic
bags, bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run water longer (purging
three well volumes is best). If tap or spigot is located
directly before a holding tank, open a tap after the holding
tank to prevent any backflow into the tap where you will
take your sample. This will ensure that the water you
collect is “fresh” from the well and not from the holding
tank. After running the water for at least 15 minutes,
reduce the flow of water. The flow should be reduced to a
trickle but not so slow that it begins to drip. A smooth flow
of water will make collection easier and more accurate.
Remove the cap of a VOC vial and hold the vial under the
stream of water to fill it. Be careful not to spill any acid
that is in the vial. For best results use a low flow of water
and angle the vial slightly so that the water runs down the
inside of the vial. This will help keep the sample from
being agitated, aerated or splashed out of the vial. It will
also increase the accuracy of the sample. As the vial fills
and is almost full, turn the vial until it is straight up and
down so the water won’t spill out. Fill the vial until the
water is just about to spill over the lip of the vial. The
surface of the water sample should become mounded. It is
a good idea not to overfill the vial, especially if an acid
preservative is present in the vial. Carefully replace and
screw the cap onto the vial. Some water may overflow as
the cap is put on. After the cap is secure, turn the vial
upside down and gently tap the vial to see if any bubbles
are present. If bubbles are present in the vial, remove the
cap, add more water and check again to see if bubbles are
present. Repeat as necessary. After two samples without
bubbles have been collected, the samples should be labeled
and prepared for shipment. Store samples at 4° C.

Rev 4-08 31
3. Collecting Extractable Organic and/or Metals Samples
• Equipment Needed: SVOC sample bottle [1 liter, amber
glass] and/or Metals sample bottle [0.5 liter, polyethylene
or glass, 5 milliliters of nitric acid (HNO3) preservative];
Disposable gloves and protective goggles; Ice
Chest/Cooler; Ice; Packing materials (sealable plastic bags,
bubble wrap, etc.); and Lab forms.
• Sampling Procedure: Run water from the well for at least
15 minutes. If the well is deep, run the water longer
(purging three well volumes is best). If tap or spigot is
located directly before a holding tank, open a tap after the
holding tank to prevent any backflow into the tap where
you will take your sample. This will ensure that the water
you collect is “fresh” from the well and not from the
holding tank. After running the water for at least 15
minutes, reduce the flow. Low water flow makes
collection easier and more accurate. Remove the cap of a
SVOC or metals bottle and hold it under the stream of
water to fill it. The bottle does not have to be completely
filled (i.e., you can leave an inch or so of headspace in the
bottle). After filling, screw on the cap, label the bottle and
prepare for shipment. Store samples at 4° C.

Rev 4-08 32
Appendix E - Collecting Surface Water Samples
The following topics include 1.) acceptable equipment selection and equipment construction
materials and 2.) standard grab, depth-specific and depth-composited surface water sampling
techniques.

Facilities which contain or border small rivers, streams or branches should include surface water
sampling as part of the monitoring program for each sampling event. A simple procedure for
selecting surface water monitoring sites is to locate a point on a stream where drainage leaves the
site. This provides detection of contamination through, and possibly downstream of, site via
discharge of surface waters. The sampling points selected should be downstream from any waste
areas. An upstream sample should be obtained in order to determine water quality upstream of
the influence of the site.

a.) General Cautions
1. When using watercraft take samples near the bow away and upwind from
any gasoline outboard engine. Orient watercraft so that bow is positioned
in the upstream direction.
2. When wading, collect samples upstream from the body. Avoid disturbing
sediments in the immediate area of sample collection.
3. Collect water samples prior to taking sediment samples when obtaining
both from the same area (site).
4. Unless dictated by permit, program or order, sampling at or near man-
made structures (e.g., dams, weirs or bridges) may not provide
representative data because of unnatural flow patterns.
5. Collect surface water samples from downstream towards upstream.
b.) Equipment and Supplies - Select equipment based on the analytes of interest, specific
use, and availability.
c.) Surface Water Sampling Techniques - Adhere to all general protocols applicable to
aqueous sampling when following the surface water sampling procedures addressed
below.
1. Manual Sampling: Use manual sampling for collecting grab samples for
immediate in-situ field analyses. Use manual sampling in lieu of
automatic equipment over extended periods of time for composite
sampling, especially when it is necessary to observe and/or note unusual
conditions.
• Surface Grab Samples - Do not use sample containers containing
premeasured amounts of preservatives to collect grab samples. If
the sample matrix is homogeneous, then the grab method is a
simple and effective technique for collection purposes. If
homogeneity is not apparent, based on flow or vertical variations
(and should never be assumed), then use other collection protocols.
Where practical, use the actual sample container submitted to the
laboratory for collecting samples to be analyzed for oil and grease,
volatile organic compounds (VOCs), and microbiological samples.
This procedure eliminates the possibility of contaminating the
sample with an intermediate collection container. The use of
Rev 4-08 33
unpreserved sample containers as direct grab samplers is
encouraged since the same container can be submitted for
laboratory analysis after appropriate preservation. This procedure
reduces sample handling and eliminates potential contamination
from other sources (e.g., additional sampling equipment,
environment, etc.).
1. Grab directly into sample container.
2. Slowly submerge the container, opening neck first, into the
water.
3. Invert the bottle so the neck is upright and pointing towards
the direction of water flow (if applicable). Allow water to
run slowly into the container until filled.
4. Return the filled container quickly to the surface.
5. Pour out a few mL of sample away from and downstream
of the sampling location. This procedure allows for the
addition of preservatives and sample expansion. Do not
use this step for volatile organics or other analytes where
headspace is not allowed in the sample container.
6. Add preservatives, securely cap container, label, and
complete field notes. If sample containers are attached to a
pole via a clamp, submerge the container and follow steps 3
– 5 but omit steps 1 and 2.
• Sampling with an Intermediate Vessel or Container: If the sample
cannot be collected directly into the sample container to be
submitted to the laboratory, or if the laboratory provides
prepreserved sample containers, use an unpreserved sample
container or an intermediate vessel (e.g., beakers, buckets or
dippers) to obtain the sample. These vessels must be constructed
appropriately, including any poles or extension arms used to access
the sample location.
1. Rinse the intermediate vessel with ample amounts of site
water prior to collecting the first sample.
2. Collect the sample as outlined above using the intermediate
vessel.
3. Use pole mounted containers of appropriate construction to
sample at distances away from shore, boat, etc. Follow the
protocols above to collect samples.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach
polyethylene, Tygon, etc. tubing to the pump. This technique is
not acceptable for Oil and Grease, EPH, VPH or VOCs.
Extractable organics can be collected through the pump if flexible
interior-wall Teflon, polyethylene or PP tubing is used in the pump
head or if used with the organic trap setup.
Rev 4-08 34
1. Lower appropriately precleaned tubing to a depth of 6 – 12
inches below water surface, where possible.
2. Pump 3 – 5 tube volumes through the system to acclimate
the tubing before collecting the first sample.
3. Fill individual sample bottles via the discharge tubing. Be
careful not to remove the inlet tubing from the water.
4. Add preservatives, securely cap container, label, and
complete field notes.
• Mid-Depth Grab Samples: Mid-depth samples or samples taken at
a specific depth can approximate the conditions throughout the
entire water column. The equipment that may be used for this type
of sampling consists of the following depth-specific sampling
devices: Kemmerer, Niskin, Van Dorn type, etc. You may also
use pumps with tubing or double check-valve bailers. Certain
construction material details may preclude its use for certain
analytes. Many Kemmerer samplers are constructed of plastic and
rubber that preclude their use for all volatile and extractable
organic sampling. Some newer devices are constructed of stainless
steel or are all Teflon or Teflon-coated. These are acceptable for
all analyte groups without restriction.
1. Measure the water column to determine maximum depth
and sampling depth prior to lowering the sampling device.
2. Mark the line attached to the sampler with depth
increments so that the sampling depth can be accurately
recorded.
3. Lower the sampler slowly to the appropriate sampling
depth, taking care not to disturb the sediments.
4. At the desired depth, send the messenger weight down to
trip the closure mechanism.
5. Retrieve the sampler slowly.
6. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample. Discard rinsate
away from and downstream of the sampling location.
7. Fill the individual sample bottles via the discharge tube.
• Double Check-Valve Bailers: Collect samples using double check-
valve bailers if the data requirements do not necessitate a sample
from a strictly discrete interval of the water column. Bailers with
an upper and lower check-valve can be lowered through the water
column. Water will continually be displaced through the bailer
until the desired depth is reached, at which point the bailer is
retrieved. Sampling with this type of bailer must follow the same
protocols outlined above, except that a messenger weight is not
applicable. Although not designed specifically for this kind of
sampling, a bailer is acceptable when a mid-depth sample is
required
Rev 4-08 35
1. As the bailer is dropped through the water column, water is
displaced through the body of the bailer. The degree of
displacement depends upon the check-valve ball movement
to allow water to flow freely through the bailer body.
2. Slowly lower the bailer to the appropriate depth. Upon
retrieval, the two check valves seat, preventing water from
escaping or entering the bailer.
3. Rinse the sampling device with ample amounts of site
water prior to collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.
• Peristaltic Pump and Tubing: The most portable pump for this
technique is a 12 volt peristaltic pump. Use appropriately
precleaned, silastic tubing in the pump head and attach HDPE,
Tygon, etc. tubing to the pump. This technique is not acceptable
for Oil and Grease, EPH, VPH or VOCs. Extractable organics can
be collected through the pump if flexible interior-wall Teflon,
polyethylene or PP tubing is used in the pump head, or if used with
an organic trap setup.
1. Measure the water column to determine the maximum
depth and the sampling depth.
2. Tubing will need to be tied to a stiff pole or be weighted
down so the tubing placement will be secure. Do not use a
lead weight. Any dense, non-contaminating, non-
interfering material will work (brick, stainless steel weight,
etc.). Tie the weight with a lanyard (braided or
monofilament nylon, etc.) so that it is located below the
inlet of the tubing.
3. Turn the pump on and allow several tubing volumes of
water to be discharged before collecting the first sample.
4. Fill the individual sample bottles via the discharge tube.
Sample bottles must be handled as described above.

Rev 4-08 36

North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor
William G. Ross Jr., Secretary

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet http://wastenotnc.org
An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
October 27, 2006

To: SW Director/County Manager/Consultant/Laboratory

From: NC DENR-DWM, Solid Waste Section

Re: New Guidelines for Electronic Submittal of Environmental Monitoring Data

The Solid Waste Section receives and reviews a wide variety of environmental monitoring data from permitted
solid waste management facilities, including the results from groundwater and surface water analyses, leachate
samples, methane gas readings, potentiometric measurements, and corrective action data. We are in the process
of developing a database to capture the large volume of data submitted by facilities.

To maintain the integrity of the database, it is critical that facilities, consultants, and laboratories work with the
Solid Waste Section to ensure that environmental samples are collected and analyzed properly with the resulting
data transferred to the Solid Waste Section in an accurate manner.

In order to better serve the public and to expedite our review process, the Solid Waste Section is requesting
specific formatting for environmental monitoring data submittals for all solid waste management facilities.

Effective, December 1, 2006, please submit a Solid Waste Environmental Monitoring Data Form in
addition to your environmental monitoring data report. This form will be sent in lieu of your current cover
letter to the Solid Waste Section. The Solid Waste Environmental Monitoring Data Form must be filled out
completely, signed, and stamped with a Board Certified North Carolina Geologist License Seal.

The solid waste environmental monitoring data form will include the following:
1. Contact Information
2. Facility Name
3. Facility Permit Number
4. Facility Address
5. Monitoring Event Date (MM/DD/YYYY)
6. Water Quality Status: Monitoring, Detection Monitoring, or Assessment Monitoring
7. Type of Data Submitted: Groundwater Monitoring Wells, Groundwater Potable Wells, Leachate,
Methane Gas, or Corrective Action Data
8. Notification of Exceedance of Groundwater, Surface Water, or Methane Gas (in table form)
9. Signature
10. North Carolina Geologist Seal
Page 2 of 2

Most of these criteria are already being included or can be added with little effort. The Solid Waste
Environmental Monitoring Data Form can be downloaded from our website:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp.

The Solid Waste Section is also requesting a new format for monitoring wells, potable wells, surface water
sampling locations, and methane probes. This format is essential in the development and maintenance of the
database. The Solid Waste Section is requesting that each sampling location at all North Carolina solid waste
management facilities have its own unique identification number. We are simply asking for the permit number
to be placed directly in front of the sampling location number (example: 9901-MW1 = Permit Number 99-01
and Monitoring Well MW-1). No changes will need to be made to the well tags, etc. This unique identification
system will enable us to accurately report data not only to NCDENR, but to the public as well. We understand
that this new identification system will take some time to implement, but we feel that this will be beneficial to
everyone involved in the long term.

Additionally, effective December 1, 2006, the Practical Quantitation Limits (PQLs) established in 1994
will change. The Solid Waste Section is requiring that all solid waste management facilities use the new Solid
Waste Reporting Limits (SWRL) for all groundwater analyses by a North Carolina Certified Laboratory.
Laboratories must also report any detection of a constituent even it is detected below the new SWRL (e.g., J
values where the constituent was detected above the detection limit, but below the quantitation limit).

PQLs are technology-based analytical levels that are considered achievable using the referenced analytical
method. The PQL is considered the lowest concentration of a contaminant that the lab can accurately detect and
quantify. PQLs provided consistency and available numbers that were achievable by the given analytical
method. However, PQLs are not health-based, and analytical instruments have improved over the years
resulting in lower achievable PQLs for many of the constituents. As a result, the Solid Waste Section has
established the SWRLs as the new reporting limits eliminating the use of the PQLs.

We would also like to take this opportunity to encourage electronic submittal of the reports. This option is
intended to save resources for both the public and private sectors. The Solid Waste Section will accept the
entire report including narrative text, figures, tables, and maps on CD-ROM. The CD-ROM submittal shall
contain a CD-ROM case and both CD-ROM and the case shall be labeled with the site name, site address,
permit number, and the monitoring event date (MM/DD/YYYY). The files may be a .pdf, .txt, .csv, .xls, or .doc
type. Also, analytical lab data should be reported in an .xls file. We have a template for analytical lab data
available on the web at the address listed above.

If you have any questions or concerns, please call [phone]. Thank you for your anticipated cooperation
in this matter.

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

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1

North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor William G. Ross Jr., Secretary
February 23, 2007
EMORANDUM

M
o: Solid Waste Directors, Landfill Operators, North Carolina Certified Laboratories, and Consultants
rom: North Carolina Division of Waste Management, Solid Waste Section
Re: ste Section Memorandum Regarding New
Guidelines for Electronic Submittal of Environmental Data.

arolina Solid Waste Section memo titled, “New Guidelines for Electronic Submittal of Environmental Data.”
adily available laboratory analytical methodology and current health-based groundwater protection standards.
efinitions

T

F

Addendum to October 27, 2006, North Carolina Solid Wa

The purpose of this addendum memorandum is to provide further clarification to the October 27, 2006, North
C

The updated guidelines is in large part due to questions and concerns from laboratories, consultants, and the
regulated community regarding the detection of constituents in groundwater at levels below the previous
practical quantitation limits (PQLs). The North Carolina Solid Waste Section solicited feedback from the
regulated community, and, in conjunction with the regulated community, developed new limits. The primary
purpose of these changes was to improve the protection of public health and the environment. The North
Carolina Solid Waste Section is concerned about analytical data at these low levels because the earliest possible
detection of toxic or potentially carcinogenic chemicals in the environment is paramount in the North Carolina
Solid Waste Section’s mission to protect human health and the environment. Low level analytical data are
critical for making the correct choices when designing site remediation strategies, alerting the public to health
threats, and protecting the environment from toxic contaminants. The revised limits were updated based on
re

D
s are also an attempt to clarify the meaning of these
rms as used by the North Carolina Solid Waste Section.
e that can be measured and
ported with 99% confidence that the analyte concentration is greater than zero.
is the minimum concentration of a
target analyte that can be accurately determined by the referenced method.

Many definitions relating to detection limits and quantitation limits are used in the literature and by government
agencies, and commonly accepted procedures for calculating these limits exist. Except for the Solid Waste
Section Limit and the North Carolina 2L Standards, the definitions listed below are referenced from the
Environmental Protection Agency (EPA). The definition
te

Method Detection Limit (MDL) is the minimum concentration of a substanc
re

Method Reporting Limit or Method Quantitation Limit (MRL or MQL)

Practical Quantitation Limit (PQL) is a quantitation limit that represents a practical and routinely achievable
quantitation limit with a high degree of certainty (>99.9% confidence) in the results. Per EPA Publication
Number SW-846, the PQL is the lowest concentration that can be reliably measured within specified limits of
precision and accuracy for a specific laboratory analytical method during routine laboratory operating
conditions in accordance with "Test Methods for Evaluating Solid Wastes, Physical/Chemical Methods. The
PQL appears in

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2
older NCDENR literature; however, it is no longer being used by the North Carolina Solid
aste Section.
n. The nomenclature of the SWRL described in the October
7, 2006, memorandum has changed to the SWSL.
C 2L .0200, Classifications and Water Quality Standards Applicable to the
roundwaters of North Carolina.
ethod Detection Limits (MDLs)
W

Solid Waste Section Limit (SWSL) is the lowest amount of analyte in a sample that can be quantitatively
determined with suitable precision and accuracy. The SWSL is the concentration below which reported
analytical results must be qualified as estimated. The SWSL is the updated version of the PQL that appears in
older North Carolina Solid Waste Section literature. The SWSL is the limit established by the laboratory survey
conducted by the North Carolina Solid Waste Sectio
2

North Carolina 2L Standards (2L) are water quality standards for the protection of groundwaters of North
Carolina as specified in 15A NCA
G

M
he North Carolina Solid Waste Section is now
quiring laboratories to report to the method detection limit.
atories generally report the highest method detection limit for all the instruments
sed for a specific method.
ata below unspecified or non-statistical reporting limits severely biases data sets and restricts their usefulness.
olid Waste Section Limits (SWSLs)

Clarification of detection limits referenced in the October 27, 2006, memorandum needed to be addressed
because of concerns raised by the regulated community. T
re

Method detection limits are statistically determined values that define the concentration at which measurements
of a substance by a specific analytical protocol can be distinguished from measurements of a blank (background
noise). Method detection limits are matrix-specific and require a well defined analytical method. In the course
of routine operations, labor
u

In many instances, the North Carolina Solid Waste Section gathers data from many sources prior to evaluating
the data or making a compliance decision. Standardization in data reporting significantly enhances the ability to
interpret and review data because the reporting formats are comparable. Reporting a method detection limit
alerts data users of the known uncertainties and limitations associated with using the data. Data users must
understand these limitations in order to minimize the risk of making poor environmental decisions. Censoring
d

S
nd surface water data reported to the North Carolina Solid Waste
ection. The PQLs will no longer be used.

Due to comments from the regulated community, the North Carolina Solid Waste Section has changed the
nomenclature of the new limits referenced on Page 2 of the October 27, 2006, memorandum, from the North
Carolina Solid Waste Reporting Limits (SWRL) to the Solid Waste Section Limits (SWSL). Data must be
reported to the laboratory specific method detection limits and must be quantifiable at or below the SWSL. The
SWSLs must be used for both groundwater a
S

The North Carolina Solid Waste Section has considered further feedback from laboratories and the regulated
community and ha

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3
s made some additional changes to the values of the SWSLs. These changes may be viewed
ttp://www.wastenotnc.org/sw/swenvmonitoringlist.asp
nalytical Data Reporting Requirements
on our webpage:
h

A
al
boratory method detection limit with all analytical laboratory results along with the following requirements:
oncentration, compliance action may not be taken unless it is statistically significant
crease over background.
hese analytical results may require additional confirmation.
he possibility that a constituent concentration may exceed the North Carolina 2L Standards in the
ture.
hese analytical results may be used for compliance without further confirmation.
will be returned and deemed unacceptable. Submittal of unacceptable data may lead to

lectronic Data Deliverable (EDD) Submittal

The strategy for implementing the new analytical data reporting requirements involves reporting the actu
la

1) Any analyte detected at a concentration greater than the MDL but less than the SWSL is known to be present,
but the uncertainty in the value is higher than a value reported above the SWSL. As a result, the actual
concentration is estimated. The estimated concentration is reported along with a qualifier (“J” flag) to alert data
users that the result is between the MDL and the SWSL. Any analytical data below quantifiable levels should
be examined closely to evaluate whether the analytical data should be included in any statistical analysis. A
statistician should make this determination. If an analyte is detected below the North Carolina 2L Standards,
even if it is a quantifiable c
in

T

2) Any analyte detected at a concentration greater than the SWSL is present, and the quantitated value can be
reported with a high degree of confidence. These analytes are reported without estimated qualification. The
laboratory’s MDL and SWSL must be included in the analytical laboratory report. Any reported concentration
of an organic or inorganic constituent at or above the North Carolina 2L Standards will be used for compliance
purposes, unless the inorganic constituent is not statistically significant). Exceedance of the North Carolina 2L
Standards or a statistically significant increase over background concentrations define when a violation has
occurred. Any reported concentration of an organic or inorganic constituent at or above the SWSL that is not
above an North Carolina 2L Standard will be used as a tool to assess the integrity of the landfill system and
predict t
fu

T

Failure to comply with the requirements described in the October 27, 2006, memorandum and this addendum to
the October 27, 2006, memorandum will constitute a violation of 15A NCAC 13B .0601, .0602, or .1632(b),
and the analytical data
enforcement action.

E
he analytical laboratory data. This option is intended to save resources
r both the public and private sectors.

The North Carolina Solid Waste Section would also like to take this opportunity to encourage electronic
submittal of the reports in addition to t
fo

The North Carolina Solid Waste Section will accept the entire report including narrative text, figures, tables,
and maps on CD-ROM. Please separate the figures and tables from the report when saving in order to keep the

size of the files smaller. The CD-ROM submittal shall contain a CD-ROM case and both CD

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
4
-ROM and the
ase shall be labeled with the site name, site address, permit number, and the monitoring event date
ab data and field data. This template is available on our webpage:
ttp://www.wastenotnc.org/swhome/enviro_monitoring.asp. Methane monitoring data may also be submitted
ry or exceeds 25% of the LEL
facility structures (excluding gas control or recovery system components), include the exceedance(s) on the
you have any questions or concerns, please feel free to contact Jaclynne Drummond (919-508-8500) or Ervin
Thank you for your continued cooperation with this matter.

c
(MM/DD/YYYY). The reporting files may be submitted as a .pdf, .txt, .csv, .xls,. or .doc type.

Also, analytical lab data and field data should be reported in .xls files. The North Carolina Solid Waste Section
has a template for analytical l
h
electronically in this format.

Pursuant to the October 27, 2006, memorandum, please remember to submit a Solid Waste Section
Environmental Monitoring Reporting Form in addition to your environmental monitoring data report. This
form should be sealed by a geologist or engineer licensed in North Carolina if hydrogeologic or geologic
calculations, maps, or interpretations are included with the report. Otherwise, any representative that the
facility owner chooses may sign and submit the form. Also, if the concentration of methane generated by the
facility exceeds 100% of the lower explosive limits (LEL) at the property bounda
in
North Carolina Solid Waste Section Environmental Monitoring Reporting Form.

If
Lane (919-508-8520).

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone [phone] \ FAX [phone] \ Internet http://wastenotnc.org

An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
1

North Carolina Department of Environment and Natural Resources

October 16, 2007
EMORANDUM
Dexter R. Matthews, Director Division of Wa e Management st Michael F. Easley, Governor
William G. Ross Jr., Secretary

M
To: Operators, North Carolina Certified
Laboratories, and Consultants
rom: North Carolina Division of Waste Management, Solid Waste Section
Re: ring Data for North Carolina Solid Waste
Management Facilities
and provide a reminder of formats for environmental monitoring data
bmittals.
ese changes was to improve the protection of public health and the
nvironment.
reported to the North Carolina Solid Waste Section. The PQLs will no
nger be used.
ted can be directed to the North Carolina Department of Health
nd Human Services.

Solid Waste Directors, Landfill

F

Environmental Monito

The purpose of this memorandum is to provide a reiteration of the use of the Solid Waste
Section Limits (SWSLs), provide new information on the Groundwater Protection
Standards,
su

The updated guidelines are in large part due to questions and concerns from laboratories,
consultants, and the regulated community regarding the detection of constituents in
groundwater at levels below the previous Practical Quantitation Limits (PQLs). The
North Carolina Solid Waste Section solicited feedback from the regulated community,
and, in conjunction with the regulated community, developed new limits. The primary
purpose of th
e

Data must be reported to the laboratory specific method detection limits and must be
quantifiable at or below the SWSLs. The SWSLs must be used for both groundwater and
surface water data
lo

In June 2007, we received new information regarding changes to the Groundwater
Protection Standards. If a North Carolina 2L Groundwater Standard does not exist, then
a designated Groundwater Protection Standard is used pursuant to 15A NCAC 13B
.1634. Toxicologists with the North Carolina Department of Health and Human Services
calculated these new Groundwater Protection Standards. Questions regarding how the
standards were calcula
a

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2
every year or sooner if new scientific and toxicological data become available.
lease review our website periodically for any changes to the 2L NC Standards,
ic updates will be noted on our
ebsite.
wastenotnc.org/sw/swenvmonitoringlist.asp

We have reviewed the new results from the North Carolina Department of Public Health
and have updated our webpage accordingly. The list of Groundwater Protection
Standards, North Carolina 2L Standards and SWSLs are subject to change and will be
reviewed
P
Groundwater Protection Standards, or SWSLs. Specif
w

http://www.

ental monitoring data

In addition, the following should be included with environm
submittals:
1. Environmental Monitoring Data Form as a cover sheet:
http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf
2. Copy of original laboratory results.
3. Table of detections and discussion of 2L exceedances.
4. Electronic files on CD or sent by email. These files should include the written report as
Portable Document Format (PDF) file and the laboratory data as an excel file following a
the format of the updated Electronic Data Deliverable (EDD) template on our website:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp

If you have any questions or concerns, please feel free to contact Donald Herndon (919-
08-8502), Ervin Lane (919-508-8520) or Jaclynne Drummond (919-508-8500).
Thank you for your continued cooperation with these matters.

5